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GPA 06-09; MUROYA SUBDIVISION; SWMP - STORM WATER MANAGEMENT PLAN; 2009-07-08
... - , ... - -... -- - - -- • ... • RECEIVED AUG O 7 2009 STORM WATER MANAGEMENT PLAN for MUROYA City of Carlsbad, California Prepared for: Taylor Morrison of California 15 Cushing Irvine, CA 92618 W.O. 42-219 CITY OF CARLSBAD PLANNING DEPT July 8, 2009 Hunsaker & Associates San Diego, Inc. Raymond L. Martin, R.C.E. Vice President DE:<le H:\REPORTS\00421219\SWMP--03.doc w.o. 42-219 719/2009 9:18 AM - -... ... .. .. .. • .. - - - ... • -.. - Muroya Storm Water Management Plan TABLE OF CONTENTS CHAPTER 1 -Executive Summary 1.1 Introduction 1.2 Summary of Pre-Developed Conditions 1.3 Summary of Proposed Development 1.4 Results and Recommendations 1.5 Conclusion 1.6 References CHAPTER 2 -Storm Water Criteria 2.1 Regional Water Quality Control Board Criteria 2.2 City of Carlsbad SUSMP Criteria CHAPTER 3 -Identification of Typical Pollutants 3.1 Anticipated Pollutants from Project Site 3.2 Sediment 3.3 Nutrients 3.4 Trash & Debris 3.5 Oxygen-Demanding Substances 3.6 Oil & Grease 3.7 Pesticides 3. 7 Bacteria & Viruses 3.9 Organic Compounds 3.10 Metals CHAPTER 4 -Conditions of Concern 4 .1 Receiving Watershed Descriptions 4.2 303(d) Status 4.3 Pollutants of Concern in Receiving Watersheds 4.4 Conditions of Concern -Developed Condition Hydrology Summary 4.5 Identification of Primary & Secondary Pollutants of Concern DE:de H:\REPORTS\00421219\SWIIIP-03.doc w,o, 42-219 719/2009 9.19 AM - - ""' • ... ... - - , ... --... .. - Muroya Storm Water Management Plan CHAPTER 5 -Site Design & Low Impact Development (LID) BMPs 5.1 Site Design and LID BMPs 5.2 BMP 1 -Minimize and Disconnect Impervious Surfaces 5.3 BMP 2 -Conserve Natural Areas 5.4 BMP 3 -Minimize Directly Connected Impervious Areas 5.5 BMP 4 -Maximize Canopy Interception & Water Conservation 5.6 BMP 5/6/7/8/9 -Slope & Channel Protection CHAPTER 6 -Source Control BMPs 6. 1 BMP 10 -Design Outdoor Material Storage Areas 6.2 BMP 11 -Design Trash Storage Areas 6.3 BMP 12/13 -Integrated Pest Management Principles 6.4 BMP 14/15/16 -Efficient Irrigation & Landscaping Design 6.5 BMP 17 /18 -Storm Water Conveyance Systems Stenciling & Signage 6.6 BMP 19 -Private Roads 6.7 BMP 20/21 -Residential Driveways & Guest Parking CHAPTER 7 -Treatment Control BMP Design 7.1 BMP Location 7 .2 Determination of Treatment Flow 7 .3 Determination of Treatment Volume 7.4 BMP Unit Sizing 7.5 StormFilter Filtration Units 7 .6 FloGard Curb Inlet Filter Units 7. 7 Extended Detention Basins 7.8 Pollutant Removal Efficiency Table 7.9 BMP Unit Selection Discussion CHAPTER 8 -Operations & Maintenance Plan 8.1 Maintenance Requirements 8.2 Operation and Maintenance Plan 8.3 Annual Operation & Maintenance Costs CHAPTER 9 -Fiscal Resources 9.1 Agreements (Mechanisms to Assure Maintenance) DE:de H:IREPORTS\0042\219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM -.. ... - • - -• .. .. ,. ... - .. ... • --.. - ... --- Muroya Storm Water Management Plan List of Tables and Figures Chapter 1 -Vicinity Map Chapter 1 -Watershed Map Chapter 1 -BMP Location Exhibit Chapter 3-Pollutant Category Table Chapter 4 -2006 CWA Section 303{d) List Chapter 4 -Beneficial Uses of Inland Surface Waters Chapter 4 -Water Quality Objectives Chapter 7 -BMP Location Exhibit Chapter 7 -Pollutant Removal Efficiency Table Chapter 7 -Design Runoff Determination Summary Table Chapter 7 -85th Percentile Rational Method Calculations Chapter 7 -StormFilter Product Information Chapter 7 -FloGard Product Information Chapter 7 -CASQA Treatment Control Documentation Exhibits BMP Location Exhibit Developed Conditions Hydrology Exhibit DE:~e H:IREPORTS\00421219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM --- -- - ... -- .. -- ------- ,.. ... '1111 Muroya Storm Water Management Plan CHAPTER 1 -EXECUTIVE SUMMARY 1.1 -Introduction The Muroya project site is located south of Poinsettia Lane, bounded by Black Rail Road to the east and Aviara Parkway to the south within the City of Carlsbad, California (see vicinity map below) . VICINITY MAP NO SCALE Per the City of Carlsbad SUSMP, the Muroya project is classified as a Priority Project and subject to the City's Permanent Storm Water BMP Requirements. To provide maximum water quality treatment for flows generated by the proposed residential development, dual BMP "treatment trains" are to be employed within the Muroya development Flows from the developed site will receive primary treatment via FloGard curb inlet treatment units. These flows will then receive secondary treatment via StormFilter filtration unit or Extended Detention Basin prior to discharging from the project site. Low Impact Design (LID) BMPs such disconnecting roof drains from residences and pervious driveway surfaces (pavers) has also been proposed in order to address pollutants generated from the proposed residential development. Furthermore, this report determines anticipated project pollutants, pollutants of concern in the receiving watershed, recommended source flow and volume-based BMPs, and methodology used for the design of flow and volume-based BMPs . DE:de H:IREF'ORTS\0042\219\SWMP-03.doc w.o.42-219 7/9/2009 9·19 AM ---- ""' ----• -• • .. • .. .. Muroya Storm Water Management Plan This Storm Water Management Plan (SWMP) has been prepared pursuant to requirements set forth in the City of Carlsbad's Engineering Standards, Volume 4, Section 2, "Standard Urban Storm Water Mitigation Plan (SUSMP)." All calculations are consistent with criteria set forth by the Regional Water Quality Control Board's Order No. R9-2007-0001 and the City of Carlsbad SUSMP. This SWMP identifies anticipated project pollutants, pollutants of concern in the receiving watershed, conditions of concern, applicable Best Management Practices (BMPs) peak flow mitigation, recommended source control BMPs, and methodology used for the design of flow-based BMPs. Low Impact Development (LID) design techniques have also been identified and incorporated throughout the project site in order to minimize storm water runoff from the project site in accordance with the RWQCB's 2007 permit. 1.2 -Summary of Pre-Developed Conditions In existing condition, the proposed site consists of a small nursery and some natural lightly vegetated hillside that drains in a westerly direction. Runoff from the project site flows in a westerly direction to two (2) points of discharge; an existing "L" type headwall and an existing basin adjacent to Nightshade Road. Storm water runoff generated by the northern portion of the pre-developed site is conveyed via brow ditch to the aforementioned Nightshade Road detention facility. The runoff is then confluenced with some natural runoff at the existing detention basin prior to connecting with an existing 24-inch RCP storm drain within Nightshade Road. The remaining portion of the site flows southerly to the existing "L" type headwall where it enters the existing 36-inch RCP storm drain along Towhee Lane. Per the "2003 San Diego County Hydrology Manual", a conservative runoff coefficient of 0.42 was selected to represent the current naturally vegetated terrain found on the Muroya site. TABLE 1 -Summary 100 Year Existing Conditions Runoff Drainage Location Drainage Area 100-Year Peak Flow (Ac) (cfs) Existing "L" Type Headwall 14.0 21.7 Existing Basin 3.6 6.7 TOTAL 17.6 28.4 The Regional Water Quality Control Board has identified Batiquitos Lagoon as part of the Carlsbad Hydrologic Unit, San Marcos Hydrologic Area, and Batiquitos Hydrologic Subarea (basin number 904.51) . DE:de H:IREPORTS\00421219\S\IVMP--03.doc w o. 42-219 719/2009 9·19 AM I I j l ' I I I ' l J I. J I J I I I l I I I I I I :~-·-7.·"""'."-.-- . . \. ; ·.' ' .. :-:·. ~:··. : : :_. '' • . .-. MUROYA 1 CITY OF CARl.SDAO, CALIFORNIA ... -------.. • - .. -- --- - --.. ----- Muroya Storm Water Management Plan 1.3 -Summary of Proposed Development Located on an 18-acre site, the proposed Muroya development will consist of thirty seven (37) single family residences. Per criteria set forth in the "2003 San Diego County Hydrology Manual", a runoff coefficient of 0.57 was selected to quantify the rainfall to runoff response of the site . Storm water runoff generated by the proposed development will be flow to two (2) points of discharge; an existing "L" type headwall and a proposed basin adjacent to Nightshade Road. Storm water runoff generated by the northern portion of the development will be conveyed via a curb and gutter system to an inlet located within Private Street "A". The runoff is then conveyed in a westerly direction via storm drain to a proposed detention basin prior to connection with an existing 24-inch storm drain. It should be noted that this proposed detention facility is for peak flow attenuation only. Developed storm water runoff is routed through a detention basin located in the northwest corner of the proposed site. In developed conditions, the basin bottom elevation will be 308 feet while the top elevation is 312 feet. Flow will exit the basin via one 10-inch orifice built into the side of the 5-foot x 5-foot basin riser. The 10-inch orifice will route flow via a storm drain discharging flow to the existing 24-inch RCP storm drain system within Nightshade Road. This orifice has an invert elevation coincident with the basin bottom elevation of 308 feet. The 5-foot x 5-foot riser box, which will surround the outlet pipe, will be built to a top elevation of 311.4 feet. Once floodwaters exceed 311.4 feet in the basin, runoff will spill over the top of the riser and drop to the basin outlet pipe. Emergency spillway calculations show that the proposed riser has adequate capacity to convey the 100-year inflow of 11.1 cfs in the event of full clogging of the 10-inch orifice. Runoff from the southern portion of the development will drain via a curb and gutter system within Private Drive "C" to a proposed swale. Flow conveyed via the swale will then drain to the natural flow path discharging to an existing type "L" headwall. Runoff from the remainder of the existing natural hillside will also discharge to the existing type "L" headwall. The flow will then enter the existing 36-inch RCP storm drain along Towhee Lane. Developed conditions peak flowrates, listed on Table 2 below, were obtained from the developed condition hydrologic analysis completed and discussed in the "TM Drainage Study for Muroya" by Hunsaker & Associates, dated July 2009. OE:de H:IREPORTS\OIM21219\SWMP-03.doc w.o. 42•219 7/912009 9:19 AM --- ,. ... - - -.. -- - .... .., -.. - - -• - -• ... -... - Muroya Storm Water Management Plan TABLE 2-Summary 100 Year Developed Conditions Runoff Drainage Location Drainage Area 100-Year Peak Flow (Ac) (cfs) Existing "L" Type 11.0 17.0 Headwall Existing 24-inch RCP 6.6 6.7* Storm Drain TOTAL 17.6 23.7 *=routed via detention structure To provide maximum water quality treatment for flows generated by the proposed development flows generated via the northern portion of the site will drain to a BMP Treatment Train comprising of FloGard Curb Inlet Filters, StormFilter Filtration System and an Extended Detention Basin to provide high levels of treatment for pollutants generated via the residential development. 1.4 -Results and Recommendations Tables 3 and 4 summarize rational method 85th percentile calculations for the proposed flow and volume-based BMPs for Muroya residential development. TABLE 3 -24 hour Flow Based 85th Percentile Calculations Treatment Drainage Rainfall Runoff 85th Unit Area Intensity Coefficient Percentile (acres) (inches/hour) Flow (cfs) Private Drive A 4.7 0.2 0.57 0.5 FloGard Inlet Private Drive C 1.5 0.2 0.57 0.2 FloGard Inlet Private Drive A 0.9 0.2 0.57 0.1 FloGard Inlet Private Drive A 4.7 0.2 0.57 0.5 StormFilter Unit TABLE 4 -24 hour Volume Based 85th Percentile Calculations Drainage 35th Treatment Percentile Unit Area Precipitation (acres) (inches) Extended 2.4 0.65 Detention Basin Runoff 35th Coefficient Percentile Volume (ac.;ft) 0.57 0.07 DE:de H:IREPORTS\00421219\SWMP-03.doc w.o. 42-219 7/9/2009 9.19 AM .. ---.. ----- .. - .. ... .. ... .. ----- .. • ,,, Muroya Storm Water Management Plan Rational Method calculations predict an 85th percentile runoff flow of approximately 0.5-cfs, 0.2-cfs,0.1-cfs and 0.5 cfs for the areas tributary to the proposed FloGard curb inlet filter units and StormFilter unit respectively. The Rational Method also predicts a tributary volume of approximately 0.07 acre-feet for the areas tributary to the Extended Detention Basin. To provide maximum water quality treatment for flows generated by the northern portion of the proposed development, a BMP Treatment Train comprising of FloGard Curb Inlet Filters and a StormFilter Filtration System is proposed to provide high levels of treatment for pollutants generated via the residential development. Primary treatment is provided by the FloGard curb inlet units, filtering out trash, debris and sediments prior to discharging runoff to the proposed storm drain system. The StormFilter unit provides secondary treatment for sediments, trash and debris, nutrients, organic compounds oxygen demanding substances, pesticides, and oil/hydrocarbon based pollutants . To provide maximum water quality treatment for flows generated by the southern portion of the proposed development, a BMP Treatment Train comprising of FloGard Curb Inlet Filters and an Extended Detention Basin is proposed to provide high levels of treatment for pollutants generated via the residential development. Primary treatment is provided by the FloGard curb inlet units, filtering out trash, debris and sediments prior to discharging runoff to the proposed storm drain system. The Extended Detention Basin provides secondary treatment for sediments, trash and debris, nutrients, organic compounds oxygen demanding substances, pesticides, and oil/hydrocarbon based pollutants. Many alternate treatment BMPs, including infiltration basins, wet ponds, grassy swales, and hydrodynamic separators were explored and evaluated (see Chapter 5 for a full comparison on all treatment BMPs considered). However, due to site design constraints and treatment efficiency for pollutants generated via the proposed project site, FloGard Curb Inlet Filter units, Extended Detention and StormFilter Filtration units were deemed to be the most effective and feasible BMP treatment for the Muroya development. Design and maintenance details for the proposed BMPs are included in Chapters 7 and 8 of this report. Further information and product testing on FloGard and StormFilter Treatment units is provided in Chapter 7 of this report . DE:<lo H:IREPORTS\00421219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM ________________ _J I IHRASHERPIACE I SQ ,a 100 150 ---I I I I I ,-------------- VICINITY MAP NO SCALE 50 SQ 100 150 ---------- I I I I I ,,,J.c""""....,"'J- 1 I .Jo .. DIISIINC,C.,,.,I c,-,JTING smar UCHT TO PCR OIIC. .U,-5 I ' I I I DISJWC POlfl£1l PQ.£ Ill BC ~ O.BAC --i -------j j ,/' ~ \~;:::=:=::::,.___ _ _____L__'.:::::::::=:::;--""~' ~ EXTENDED ___ , I: ------ 1 a O.,= 0.J cfs LID & SITE DESIGN BMPs: A= 2. 4 ac • MINIMIZE IMPERVIOUS FOOTPRINT "' ' ,, I II II' ------"I II STORMFIL TER UNIT tt II , ------,,1, --~-II 0 I I I II \\ \\ ~ , .. '\~ ~-PROPOSED DETENTION I BASIN I ~.. !I I OISllNC c,; "'-Ft•cr I Dll<JWG c~ ~...,., om,, I _J_ ________ l__~-- 9.7AC -~D=~_cc -.--==r---T=---T---r4ss=r=-. k::~N: HEA:~ALL 11 =-fr!::.."°':o."'""""""""' ( \ 11 I I I I I o:s,.,Gt'_/ I ~~;-::_-.JL_'\,.,. ~ .--------/!-_ s~'iJ:~1H_,'-r'IP£"CAT01BA~ \ \ mi£N!'AOWAU. / ~~.:::at::-~=----- ---_c:==-==.,/i ---------"=~-\ I I I LEGEND I --:_"=::::::::-:::- ___ :,_,,. ... -NfaITTSHADE Ro-4D "-... \ I I I ----"''""'""""'•"""' / --:,.-~"'"""" --y--:::h""I.S:.."""" \ I WATERSHED BOUNDARY ----,._,.,, .... ,,,_,, I ,--l---'-"-"'"'~"'--=-------~--°'"-_,__ _____ --1 __ __Jc___~ __ _,l__~ .. 1 I I I I SOURCE CONTROL BMPs: FLOWLINE I • ,m / • ,.._, / I -INTEGRATED PEST MANAGEMENT -EFFICIENT IRRIGATION PRACTICES -CONSTRUCTING STREETS, SIDEWALKS, AND PARKING LOTS TO THE MINIMUM WIDTHS NECESSARY TO COMPLY WITH CITY OF CARLSBAD REQUIREMENTS WITHOUT COMPROMISING PUBLIC SAFETY. -INCORPORATING LANDSCAPED BUFFER AREAS BETWEEN SIDEWALKS AND STREETS. -MINIMIZING THE NUMBER OF RESIDENTIAL STREET CUL-DE-SACS AND INCORPORATE LANDSCAPED AREAS TO REDUCE THEIR IMPERVIOUS COVER. -REDUCE OVERALL LOT IMPERVIOUSNESS BY PROMOTING ALTERNATIVE DRIVEWAY SURFACES AND SHARED DRIVEWAYS THAT CONNECT TWO OR MORE HOMES TOGETHER. • MAXIMIZE CANOPY INTERCEPTION & WATER CONSERVATION PRESERVE EXISTING NATIVE TRESS AND SHRUBS. PLANT ADDITIONAL NATIVE OR DROUGHT TOLERANT TREES AND LARGE SHRUBS IN PLACE OF NON- DROUGHT TOLERANT EXOTICS. -MINIMIZE DIRECTLY CONNECTED IMPERVIOUS AREAS -DRAINING ROOFTOPS INTO ADJACENT LANDSCAPING PRIOR TO DISCHARGING TO THE STORM DRAIN. DRAINING ROADS, SIDEWALKS AND IMPERVIOUS TRAILS INTO ADJACENT LANDSCAPING. -SLOPE & CHANNEL PROTECTION I HILLSIDE LANDSCAPING -USE OF NATURAL DRAINAGE SYSTEMS TO THE MAXIMUM EXTENT PRACTICABLE. STABILIZE PERMANENT CHANNEL CROSSINGS. PLANTING NATIVE OR DROUGHT TOLERANT VEGETATION ON SLOPES. -ENERGY DISSIPATERS, SUCH AS RIPRAP, AT THE OUTLETS OF NEW STORM DRAINS, CULVERTS, CONDUITS, OR CHANNELS THAT ENTER UNLINED CHANNELS. TREATMENT CONTROL BMPs: MANUFACTURED SLOPES SHAU. BE LANDSCAPED WITH SUITABLE GROUND COVER OR INSTALLED WITH AN EROSION CONTROL SYSTEM. KEEPING PESTS OUT OF BUILDINGS AND LANDSCAPING USING BARRIERS, SCREENS AND CAULKING. PHYSICAL PEST ELIMINATION TECHNIQUES SUCH AS WEEDING, SQUASHING, TRAPPING, WASHING OR PRUNING OUT PESTS. RELY ON NATURAL ENEMIES TO EAT PESTS. ALL HOME OWNERS' ASSOCIATION (HOA) MAINTAINED LANDSCAPED AREAS WILL INCLUDE RAIN SHUTOFF DEVICES TO PREVENT IRRIGATION DURING AND AFTER PRECIPITATION. FLOW REDUCERS AND SHUTOFF V Al VES TRIGGERED BY PRESSURE DROP WILL BE USED TO CONTROL WATER LOSS FROM BROKEN SPRINKLER HEADS OR LINES. STORMFIL TER UNITS FLOGARD INLET UNITS {,\I 11 / // . -• /j -STORMFILTER TREATMENT UNIT (MP-40) \:_J , ,_ -FLO-GARD FILTER INSERT (MP-52) "llllr / I .---....:..' ___ _.:,_~==-=EX=T=E=N=D=E=D=D=ET=E=N=Tl=O=N=BA=S=l=N=(T=C-=22=)~====:::;:==:::.,I 'Y BMP LOCATION EXHIBIT FOR: SHEET 1 -URBAN HOUSEKEEPING HOMEOWNERS SHOULD BE EDUCATED AS TO THE PROPER USE, STORAGE, AND DISPOSAL OF THESE POTENTIAL STORMWATER CONTAMINANTS • STORM WATER SYSTEMS STENCILING AND SIGNAGE -TRASH STORAGE AREAS ALL TRASH WILL BE STORED WITHIN EACH INDIVIDUAL SINGLE FAMILY RESIDENCE. AS SUCH, THERE WILL BE NO TRASH STORAGE AREAS ONSITE. IMPERVIOUS SURFACE AREA PER~OUS SURFACE AREA LID PAVER LOCATION HUNSAKER &. ASSOCIATES J£ • ■ IICQ. I ■C. MUROYA 1 OF k.NrNC.llft .......... BCMIDICi t. ~ Cl 11111 ---CITY OF CARLSBAD, CALIFORNIA 1 - -- -.... - • - .. -- ---- All --- - • - Muroya Storm Water Management Plan Site design BMPs & Low Impact Design (LID) principles will also be implemented on this site to the maximum extent practicable to ensure water quality treatment is maximized throughout the Muroya development. Rooftop runoff from the residential structures will be discharged to vegetated landscaped areas adjacent to the homes, draining overland via the vegetated landscaping to the receiving area drain. The conveyance of treatment flows via the vegetated landscaping provides passive treatment for pollutants such as Nutrients and Bacteria & Viruses. A full discussion is provided within Chapter 5 of this report. To provide additional pervious areas and to address runoff generated via driveways, pavers have been incorporated within the site design to promote permeability throughout the project site and to intercept runoff generated via the aforementioned driveways . Grassy swales within the interior of the project site were also evaluated and deemed infeasible. Grassy swales were deemed infeasible due to potential damage to street foundations (for swales running along road sections) and also swale areas often result in standing water that could lead to vector issues (see discussion provided in Chapter 5 for further details). The Operations and Maintenance plan for the proposed project has been included in Section 8 of this report. 1.5 -Conclusion The combination of proposed construction and permanent BMP's will reduce, to the maximum extent practicable, the expected project pollutants and will not adversely impact the beneficial uses of the receiving waters. 1.6 -References "Standard Urban Storm Water Mitigation Plan -Storm Water Standards", City of Carlsbad, March 2008. "City of Carlsbad Engineering Standards, Volumes 1 -4", City of Carlsbad, 2004. "Master Drainage and Storm Water Quality Management Plan", City of Carlsbad, California; November 2007. "Order No. R9-2007-0001, NPDES No. CAS0108758 -Waste Discharge Requirements for Discharges of Urban Runoff from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds of the County of San Diego, the Incorporated Cities of San Diego County, San Diego Unified Port District and the San Diego County Regional Airport Authority'', California Regional Water Quality Control Board -San Diego Region; January 24, 2007. DE:de H:IREPORTS\0042\219\SWMP-03.doo w.o. 42-219 719=9 9:19 AM -- .. -- - .. - """ .. .. "11111 ... -- ... -- .. -., Muroya Storm Water Management Plan "Water Quality Plan for the San Diego Basin", California Regional Water Quality Control Board -San Diego Region, 2006. "2006 CWA Section 303(d) List of Water Quality Limited Sediment'; San Diego Regional Water Quality Control Board. 2006. "TM Drainage Study for Muroya"; Hunsaker & Associates, Inc. July 2009. OE:de H:IREPORTS\0042\219\SWMP•03.doc W.O. 42-219 71912009 9:19 AM ----- .. - -- - ..... - .. • ... .. .. • • Muroya Storm Water Management Plan CHAPTER 2 -STORM WATER CRITERIA 2.1 -Regional Water Quality Control Board Criteria All runoff conveyed in the proposed storm drain systems will be treated in compliance with Regional Water Quality Control Board regulations and NPDES criteria prior to discharging to natural watercourses. California Regional Water Quality Control Board Order No. R9-2007-0001, dated January 24 2007, sets waste discharge requirements for discharges of urban runoff from municipal storm separate drainage systems draining the watersheds of San Diego County. Per the RWQCB Order, post-development runoff from a site shall not contain pollutant loads which cause or contribute to an exceedance of receiving water quality objectives or which have not been reduced to the maximum extent practicable. Post-construction Best Management Practices (BMPs), which refer to specific storm water management techniques that are applied to manage construction and post-construction site runoff and minimize erosion, include source control -aimed at reducing the amount of sediment and other pollutants -and treatment controls that keep soil and other pollutants. onsite once they have been loosened by storm water erosion. Post construction pollutants are a result of the urban development of the property and the effects of automobile use. Runoff from paved surfaces can contain both sediment (in the form of silt and sand) as well as a variety of pollutants transported by the sediment. Landscape activities by homeowners are an additional source of sediment. All structural BMPs shall be located to infiltrate, filter, or treat the required runoff volume or flow (based on the 85th percentile rainfall) prior to its discharge to any receiving watercourse supporting beneficial uses. 2.2 -City of Carlsbad SUSMP Criteria Per the City of Carlsbad SUSMP, the Muroya project is classified as a Priority Project and subject to the City's Permanent Storm Water BMP Requirements. These requirements required the preparation of this Storm Water Management Plan . The Storm Water Applicability Checklist, which must be included along with Grading Plan applications, is included on the following page . DE:<lo H:IREPORTS\00421219\SWMf>--03.dO<; w.o. 42,219 7/9/2009 9:19 AM -... -- .. - -.. .. - - .. .. - .. • .. -- APPENDIX A STORM WATER STANDARDS QUESTIONNAIRE I INSTRUCTIONS: This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits). The results of the questionnaire determine the level of storm water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant, will result in the return of the development application as incomplete. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water Standards Questionnaire. To address pollutants that may be generated from new development, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Chapter 2 of the City's Storm Water Standards Manual This questionnaire should be used to categorize new development and significant redevelopment projects as priority or non-priority, to determine what level of storm water standards are required or if the project is exempt. I 1. Is your project a significant redevelopment? Definition: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Note: If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Table 3 of 2.3.3.4 applies only to the addition, and not to the entire development. 2. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3. If your project IS NOT considered significant redevelopment, then please proceed to Section 1 . 21 SW:MP Rev 6/4/08 ... ----- -- - - - ---., ----.. - ""' I SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE YES NO Does you project meet one or more of the following criteria: 1. Home subdivision of 100 units or more. / Includes SFD, MFD, Condominium and Apartments 2. Residential development of 10 units or more. ✓ Includes SFD, MFD, Condominium and Apartments 3. Commercial and industrial development greater than 100,000 square feet including parking areas. ✓ Any development on private land that is not for heavy industrial or residential uses. Example: Hospitals, Hotels, Recreational Facilities, Shopping Malls, etc. 4. Heavy Industrial I Industry greater than 1 acre (NEED SIC CODES FOR PERMIT BUSINESS TYPES) ,/ SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 5. Automotive repair shop. ,/ SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 6. A New Restaurant where the land area of develoQ.ment is 5,000 sg_uare feet or more including g_arking areas. ,/ SIC code 5812 7. Hillside development (1) greater than 5,000 square feet of impervious surface area and (2) development will grade on any ✓ natural slope that is 25% or qreater 8. Environmentally Sensitive Area (ESA). ✓ Impervious surface of 2,500 square feet or more located within, "directly adjacent"2 to (within 200 feet), or "discharqinq directly to"3 receivinq water within the ESA 1 9. Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban ✓ runoff 10. Retail Gasoline Outlets -serving more than 100 vehicles g_er da't. ✓ Serving more than 100 vehicles per day and greater than 5,000 square feet 11. Streets, roads. driveways. highways. and freewa't,S. ✓ Project would create a new paved surface that is 5,000 square feet or greater. 12. Coastal Development Zone. ✓ Within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and Count of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 "Directly adjacent" means situated within 200 feet of the environmentally sensitive area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands . Section 1 Results: If you answered YES to ANY of the questions above you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3. If you answered NO to ALL of the questions above, then you are a NON-PRIORITY project and STANDARD requirements apply. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3. SWMP Rev 6/4/08 -.. .... --• ... • - ---- - ---------------- / SECTION 2 SIGNIFICANT REDEVELOPMENT: YES NO 1. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 2 . Is the project solely limited to one of the following: a. Trenching and resurfacing associated with utility work? b . Resurfacing and reconfiguring existing surface parking lots? C. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? d. Replacement of existing damaged pavement? If you answered NO to ALL of the questions, then proceed to Question 3. If you answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 3. Will the development create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1 )create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY project requirements. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. / SECTION 3 Questionnaire Results: MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITTAL AT TIME OF APPLICATION. □ MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Applicant lnfonnation and Signature Box This BoxforOty Use Only Address: Assessors Parcel Number(s): City Concurrence: I YES I I I Applicant Name: Applicant Title: By: Date: Applicant Signature: Date: Project ID: NO SWMP Rev 6/4/08 Muroya Storm Water Management Plan CHAPTER 3 -IDENTIFICATION OF TYPICAL POLLUTANTS 3.1 -Anticipated Pollutants from Project Site The following table details typical anticipated and potential pollutants generated by various land use types. The Muroya development will consist of detached single family residences. Thus, the Detached Residential Development, Parking Lots and Streets, Highways & Freeways categories have been highlighted to clearly illustrate which general pollutant categories are anticipated from the project area. General P,allu:tanf Careaories II) C) 1/) G) s ,:, 1/). Priority I C C G) ftl o/5 II) u, ·-(,) G) G> C -u ::I o/5 1/) C,:, C ... .!!! 1/) ,:, Project G) C ~..!! -o G> C ftl (!) ... G> ·c:; .5 G) C Q. .c ·-C) ftl ,;; .! 1/) Categories 'i: ftl J! ftl E • u, .0 >-E~ o/5 ;:; ,:, -~o u ::I 1/) G) ::I G) G) l? G) )( G) ::I 0 ftl -~ G) ti) z :::c ~ 00 I-C OCtn m> ll. Detact,ed ' R~l'tial X X )C X Oeverooment. Attached I Residential X X X p(1) p(2) p(1) X Deveto:pment Commercial Deveopment p(1) I p(1) p(2) X p(5) X p(3) p(5) >100 000 ft2 Heavy Ind/Ind X X X X X X Development Automotive X x(4)(5) X X , Repair Shops ' Restaurants I X X X X Hillside Development X X X X X X >5,000 ft2 Pal1dngl.o19 p{O ~~, ~I Retail Gasoline i X X X X X Outlets ·tf=&: I~~~ ·- ~; ◄ I p51 ' . Freewavs ··., .. -X = anticipated P = potential (1) A potential pollutant if landscaping exists on-site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. DE:de ttlREPORTS',00,12\219\SWMP--03.doc ... .. --- ------... .. 111111 ,. - ... • -• - Muroya Storm Water Management Plan 3.2 -Sediment Soils or other surface materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, smother bottom dwelling organisms, and suppress aquatic vegetative growth. 3.3 -Nutrients Inorganic substances, such as nitrogen and phosphorous, that commonly exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, referred to as cultural eutrophication, may lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. 3.4 -Trash & Debris Examples include paper, plastic, leaves, grass cuttings, and food waste, which may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In areas where stagnant water is present, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. 3.5 -Oxygen-Demanding Substances Biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. 3.6 -Oil & Grease Characterized as high high-molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, oils, waxes, and high-molecular weight fatty acids. Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality . DE:de H:IREPORTS\0042\219\SWMP-03.doc w.o. 42-219 7/912009 9:19 AM -.. -.., ------ • .. .. .. .. • ... - ... - Muroya Storm Water Management Plan 3. 7 -Pesticides Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Excessive application of a pesticide may result in runoff containing toxic levels of its active component. 3.8 -Bacteria & Viruses Bacteria and viruses are ubiquitous microorganisms that thrive under certain environmental conditions. Their proliferation is typically caused by the transport of animal or human fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the aquatic habitat and create a harmful environment for humans and aquatic life. Also, the decomposition of excess organic waste causes increased growth of undesirable organisms in the water. 3.9 -Organic Compounds Organic compounds are carbon-based. Commercially available or naturally occurring organic compounds are found in pesticides, solvents and hydrocarbons. Organic compounds can, at certain concentrations, indirectly or directly constitute a hazard to life or health. When rinsing off objects, toxic levels of solvents and cleaning compounds can be discharged to storm drains. Dirt, grease and grime retained in the cleaning fluid or rinse water may also adsorb level of organic compounds that are harmful or hazardous to aquatic life . 3.10 -Metals Metals are raw material components in non-metal products such as fuels, adhesives, paints and other coatings. Primary sources of metal pollution in storm water are typically commercially available metals and metal products. Metals of concern include cadmium, chromium, copper, lead, mercury and zinc. Lead and chromium have been used as corrosion inhibitors in primer coatings and cooler tower systems. At low concentrations naturally occurring in soil, metals are not toxic. However, at higher concentrations, certain metals can be toxic to aquatic life. Humans can be impacted from contaminated groundwater resources, and bioaccumulation of metals in fish and shellfish. Environmental concerns, regarding the potential for release of metals to the environment, have already led to restricted metal usage in certain applications. DE:de H:\REPORTS\0042\219\SWMF'•03"doc -.. .... -- - - .... -- .. .. • • • • Muroya Storm Water Management Plan CHAPTER 4 -CONDITIONS OF CONCERN 4.1 -Receiving Watershed Descriptions As shown in the Watershed Map at the end of this chapter, the Muroya site discharges to the Batiquitos Lagoon. The Regional Water Quality Control Board has identified Batiquitos Lagoon as part of the Carlsbad Hydrologic Unit, San Marcos Creek Hydrologic Area, and Batiquitos Hydrologic Subarea (basin number 904.51 ). Development of the site will not cause any diversion to or from the existing watershed. The Regional Water Quality Control Board has identified the Batiquitos Hydrologic Subarea (basin number 904.51) as part of the San Marcos Creek Watershed within the Carlsbad Hydrologic Unit. 4.2-303(d) Status Section 303(d) of the Federal Clean Water Act (CWA) requires the State to identify surface waters that do not meet applicable water quality standards with certain technology-based controls. The State Water Resources Control Board has approved the 2006 CWA Section 303(d) List of Water Quality Limited Segments Requiring TMDLS. San Marcos Creek is listed on the EPA's 303(d) List of endangered waterways as impaired by DDE, Phosphorus and Sediment Toxicity. 4.3 -Pollutants of Concern in Receiving Watersheds The beneficial uses for the Batiquitos Lagoon and San Marcos Creek (per table 2-2 from the 'Water Quality Plan for the San Diego Basin", included at the end of this Chapter), include Municipal and Domestic Supply, Agricultural Supply, Industrial Service Supply, Contact Water Recreation, Non-Contact Recreation, Warm Freshwater Habitat and Wildlife Habitat. The beneficial uses for the Batiquitos Lagoon {per table 2-3 from the "Water Quality Plan for the San Diego Basin", included at the end of this Chapter), include Contact Water Recreation, Non-Contact Recreation, Preservation of Biological Habitats of Special Significance, Estuarine Habitat, Wildlife Habitat, Rare, Threatened, or Endangered Species, Marine Habitat, Migration of Aquatic Organisms, and Spawning, Reproduction, and/or Early Development. Table 3-2 from the "Water Quality Plan for the San Diego Basin" (also included at the end of this Chapter) lists water quality objectives for a variety of potential pollutants required to sustain the beneficial uses of the San Marcos hydrologic area . OE:cte H:IREPORTSIJl0421l19lSWMP--03.doc w.o. 42,219 719/2009 9'19 AM - --- -.... .. - ... ... 111111! • --... -.... • Muroya Storm Water Management Plan 4.4 -Condition of Concern-Developed Condition Hydrology Summary Table 5 summarizes developed versus existing conditions drainage areas and resultant 100-year peak flowrates at the storm drain discharge locations. Per San Diego County rainfall isolpluvial maps, the design 100-year rainfall depth for the site area is 2.6 inches. TABLE 5-Summary of Pre Vs Post Developed Condition 100 Year Runoff Drainage Area 100-Year Discharge Location Peak Flow (acres) (cfs) Existing "L" Type Headwall ~ ~ Pre Developed Conditions 14.0 21.7 Developed Conditions 11.0 17.0 DIFFERENCE -3.0 -4.7 Existing 24-inch RCP Storm ------------------------Drain / Existing Basin Pre-Developed Conditions 3.6 6.7 Developed Conditions 6.6 6.7* DIFFERENCE +3.0 -0.0 *=routed via detention structure As shown in the summary tables, development of the existing Muroya project site will have a positive impact upon the receiving storm drain systems. Per Table 4, development of the site will result in a net decrease of approximately 4. 7 cfs in runoff. For further information regarding the peak flow rates listed on Table 5 above, please refer to the "TM Drainage Study for Muroya" dated July 2009 by Hunsaker & Associates . 4.5 -Identification of Primary & Secondary Pollutants of Concern As stated previously in segment 4.3, San Marcos Creek is listed on the EPA's 303(d) List of endangered waterways as impaired by DOE, Phosphorus and Sediment Toxicity . Thus, primary pollutants of concern from the proposed single-family residential include Nutrients, Pesticides and Sediments. Secondary pollutants generated by the project site include Bacteria & Viruses, Heavy Metals, Trash and Debris, Oil and Grease, and Oxygen Demanding Substances. DE:de H:\REPORTS\0042\219\SWMP-03.doc w o. 42•219 719/2009 9:19 AM .. - - - - - .,, • ... -• ... .. ""' ""' .. ... Muroya Storm Water Management Plan To provide maximum water quality treatment for flows generated by the northern portion of the proposed development, a BMP Treatment Train comprising of FloGard Curb Inlet Filters and a StormFilter Filtration System is proposed to provide high levels of treatment for pollutants generated via the residential development. Primary treatment is provided by the FloGard curb inlet units, filtering out trash, debris and sediments prior to discharging runoff to the proposed storm drain system. The Storm Filter unit provides secondary treatment for sediments, trash and debris, nutrients, organic compounds oxygen demanding substances, pesticides, and oil/hydrocarbon based pollutants. To provide maximum water quality treatment for flows generated by the southern portion of the proposed development, a BMP Treatment Train comprising of FloGard Curb Inlet Filters and an Extended Detention Basin is proposed to provide high levels of treatment for pollutants generated via the residential development. Primary treatment is provided by the FloGard curb inlet units, filtering out trash, debris and sediments prior to discharging runoff to the proposed storm drain system . The Extended Detention Basin provides secondary treatment for sediments, trash and debris, nutrients, organic compounds oxygen demanding substances, pesticides, and oil/hydrocarbon based pollutants . D":de H:IREPORTS\0042\219\SWMP-03,doc w.o.42•219 7/91.009 9:19 AM I j • ' I • I j I I I • I • • i I I I I I J I I I J • I I I l I 7'·'S .. {~::::}··>> ·~. '. • •• : ''\ . ;£. ·:-. • •. ,'': .·._.·. ··•· Li/ ,, .• _ .. : ··14'.'.· . . ., .~. •. •. , \.~. · .. ,, • .... .· ... ·•.··(I\ttf··.•··· ·~:·:\ :···\: .. ' .... ··••··· ··· ··.· ,:;II?i,<'i:•·,. . .· . '· .•• •• ·:. ·: .··::. ~- _ \f \~~%~\ MUROVA 1 CITY OF OARLSDAD, C:Al.lFORN!A l I I I I I I I I a ' . I I I i t j t l I i j i ' Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS BENEFICIAL USE 1,2 M A I p G F p R .R B w C w Hydrologlc Unit u G N R w R 0 E E I A 0 I Inland Surface Waters Basin Number N R D 0 R s w C C ·o R L L C 1-1 1 2 L M D D San·Dlego County Coastal Streams• continued Buena Vista Lagoon 4.21 See Coastal Waters-Table 2-3 Buena Vista Creek 4.22 + " 0 GI • Q ., Buena Vista Creek 4.21 + !ill I!) e • l!t 41) Agua Hedlonda 4.31 See Coastal Waters-Table 2-3 Agua Hedionda Creek 4.32 Ill) • Cl> II C9 G CD Buena Creek 4.32 C!) • GI e t!) 0 CD Agua 1-ledionda Creek 4.31 • ID a, (I) e 0 G , • .' • Letterbox canyon 4.31 1111 C!J 0 G a, Canyon de las Encinas 4.40 + 0 GI f) Cl> San Marcos Creek Watershed Batlqullos Lagoon 4.51 Sea Coastal Waters-'fable 2-3 San Marcos Creek 4.52 + © • e 0 GI • unnamed Intermittent streams 4.53 + Cll lit e • CD San Marcos Creek Watershed San Marcos Creel< 4.51 + 0 • e llll GI Encinitas Creek 4.51 + 0 • " G) 0 1 Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries. 111 Existing Beneficial Use D Potential Beneficial Use 2 Benellclal use designations apply lo all trlbularies to the Indicated walarbody, If not listed separately. + Excepted From MUN (See Text) Toblo 2-2 BENEFICIAL USES 2-27 I I l ' I • I j R s A p R w E N • Morch 12, 1997 I I I J I j I I I t I i I • I i i 1 Table 2-3. BENEFICIAL USES OF COASTAL WATERS BENEFICIAL USE Coastal Waters Hydrologic I N R R C B E w Unit Basin N A E E .0 I s I Number D V C C M 0 T L 1 2 M L D Pacific Ocean • • • • • • • Dana Point Harbor • • • • • • Del Mar Boat Basin • • • • • • Mission Bay • • • • • • Oceanside Harbor • • • • • • San Diego Bay 1 • • • • • • • • Coastal Lagoons 'Tijuana River Estuary 11.11 • • • • • • Mouth of San Diego River 7.11 • • • • • Los Penasqultos Lagoon 2 6.10 • • • • • San Dieguito Lagoon 5.11 • • • • • Batlquitos Lagoon 4.61 • • • • • San Elljo Lagoon 5.61 • • • • • Aqua Hedionda Lagoon 4.31 • • • • • • 1 Includes the tldal prisms of the Otey and Sweetwater Rivers. 2 Fishing from shore or boat permitted, but other water contact recreational {REC-1I uses are prohibited. e Existing Beneficial Use Tabla 2-3 BENEFICIAL USES 2·47 R A R E • • • • • • • • • • • • • ' j a I I , l • l I M A M s w s A Q I p A H R u G w R E A A N M L L • • • • • • • • • • • • • • • • • • • • • • • • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • March 12, 1997 I I I t I J I I • j t J t i t i t I I t I I I J I I a I I I ' . Table 3-2. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time during any one one year period. Constitluent (mg/L or as noted) Inland Surface Waters Hydrologic Unit Basin TDS Cl S0 4 %Na N&P Fe Mn MBAS B ODOR Turb Color F Number NTU Units SAN LUIS REY HYDROLOGIC UNIT 903.00 Lower San Luis HA 3.10 600 260 260 60 e 0.3 0.05 0,5 0.75 none 20 20 1.0 Monserat HA 3.20 500 250 250 60 a 0.3 0.05 0.6 0.75 none 20 20 1.0 Warner Valley HA 3.30 500 250 250 60 a 0.3 0.05 0.5 0.75 none 20 20 1.0 CARLSBAD HVDROLOGIC UNIT 904,00 Loma Alta HA 4.10 . ----. . . -none 20 20 1.0 Buena Vista Creek HA 4.20 500 250 250 60 a 0.3 0.06 0.6 0.75 none 20 20 1.0 Agua Hedionda HA 4.30 509 250 250 60 a 0.3 0.05 0.5 0.75 none 20 20 1.0 Encinas HA 4.40 -. -. . . ~ . . none 20 20 1.0 San Marcos HA 4.60 500 260 260 60 a 0.3 0.06 0.5 0.76 none 20 20 1.0 Escondido Creek HA 4.60 500 250 260 60 a 0.3 0.06 0.6 0.75 none 20 20 1.0 SAN DIEGUITO HYDROLOGIC UNIT 906.00 Solana Beach HA 5.10 500 260 250 60 a 0,3 0.06 0.6 0.76 none 20 20 1.0 Hodges HA 5.20 600 260 250 60 a 0.3 0.06 0.5 0.76 none 20 20 1.0 San Pasqual HA 6.30 600 260 260 60 a 0.3 0.06 0.5 0.76 none 20 20 1.0 Santa Maria Valley HA 5.40 500 250 250 60 a 0.3 0,06 0.6 0.75 none 20 20 1.0 Santa Ysabel HA 6.60 500 250 260 60 a 0.3 0.06 0.5 0.76 none 20 20 1.0 PENASQUITOS HVDROLOGIC UNIT 906.00 Miramar Reservoir HA 6.10 600 260 260 60 a 0.3 0.06 0.6 0.75 none 20 20 1.0 Poway HA 6.20 600 260 260 60 a 0.3 0.05 0.5 0.75 none 20 20 1.0 HA -Hvdrologla Arau HSA -Hydroloolc Sub Aroo llowor coso lottors indicate 11ndno1os followln11 the toblo.) Tnblo 3-2 WATER QUALITY OBJECTIVES Peoo 3-23 Soptombnr 8, 1994 I I I I ' ' I a l l t. i i i j I • ' j I I I ; Table 3-3. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time durln9 any one year period. Constituent (mg/L or as noted} Ground Water Hydrologlc Turb Color Basin Unit TDS Cl S04 %Na N03 Fe Mn MBAS a ODOR NTU Units F Number Buena Vista Creek HA 4.20 El Saito HSA a 4.21 3500 800 500 60 45 0.3 0.05 0.5 2.0 none 5 15 1.0 Vista HSA a 4.22 1000 b 400 b 500 b 60 10 b 0.3 b 0.05 b 0.5 0.76 b nono 6 15 1.0 Agua Hedionda HA a 4.30 1200 500 500 60 10 0.3 0.05 0.5 0.76 none 5 16 1.0 Los Monos HSA aj 4.31 3600 800 500 60 46 0.3 0,05 0,6 2.0 none 6 15 1.0 Encinas HA ii 4.40 3500 b 800 b 500 b 60 46 b 0.3 b 0,05 b 0.6 2.0 b none 5 15 1.0 San Marcos HA ae 4.60 1000 400 500 60 10 0.3 0.05 0.5 0,75 none 6 16 t.0 Batlquitos HSA aek 4.51 3600 800 500 60 45 0.3 0.06 0,5 2.0 none 6 15 1.0 Escondido Creek HA a 4.60 750 300 300 60 10 0.3 0,05 0.5 0.75 none 5 15 1.0 San EIIJo HSA a 4.61 2B00 700 600 60 46 0.3 0.05 0.5 1.0 none 6 16 1,0 Eacondldo HSA 4.62 1000 300 400 60 10 0.3 0.06 0.6 0.75 none 5 16 1.0 SAN DIEGUITO HVDROLOGIC UNIT 905.00 Solana Beach HA a 5,10 1500 b 600 b 500 b 60 45 b 0.86 b 0.15 b 0.5 0.76 b none 6 16 1.0 Hodges HA 5.20 1000 b 400 b 600 b 60 10 b 0.3 b 0.05 b 0.5 0.76 b nono 6 15 1.{) San Pasqual HA 6.30 1000 b 400 b 500 b 60 10 b 0.3 b 0.05 b 0.5 0."/5 b none 6 15 1.0 Santa Marla Valley HA 6.40 1000 400 600 60 10 0.3 0.06 0.5 0.75 none 5 16 1.0 Santa Ysabel HA 6.60 600 260 250 60 6 0.3 0.05 0.6 0,76 none 6 16 1.0 PENASOUITOS HVDROLOGIC UNIT 906,00 Miramar Reaervoir HA af 6.10 1.200 600 500 60 10 0.3 Q.06 0.6 0.75 none 5 16 1.0 Poway· HA 6.20 760 q 300 300 60 10 0.3 0.06 0.6 0.76 none 5 15 1.0 Scripps HA 6.30 --. . -. ----. -- Miramar I-IA g 6.40 750 300 300 60 10 0.3 0.05 0.5 0,76 none 5 16 1.0 Tacolote HA 6.50 -. ---. ---. -. . HA • Hydroloola Arnu HSA -Hydrolaolc Sub Aron !Lowor case lollors lndlcuta endnotes following tho tabla.) Tubfc 3·3 WATER QUALITY OBJECTIVES October 13. 1994 . , I I I j I j I I I I I I ' I I t I I i. I I I I j I I I i I j PROPOSED 2006 CW A SECTION 303( d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 21106 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR .POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 R Agua Hedionda Creek 90431000 9 E Agua Hedlonda Lagoon 90431000 9 R Aliso Creek 90113000 Manganese Selenium Sulfates Total Dissolved Solids Indicator bacteria Sedimentation/Siltation Indicator bacteria Source Unknown Source Unknown Source Unknown Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Nonpoint/Point Source NonpointfPoint Source 7 Miles 2019 7 Miles 2019 7 Miles 2019 7 Miles 2019 6.8 Acres 2006 6.8 Acres 2019 19 Miles 2005 This listing for indicator bacteria applies to the Aliso Creek mainstem and all the major tributaries of Aliso Creek which are Sulphur Creek, Wood Canyon, Aliso Hills Canyon, Dairy Fork, and English Ca11yo11. Phosphorus Urban Runoff/Storm Sewers Unknown point source NonpolntlPo!nt Source 19 Miles 2019 This listing for phosphorus applies to the Aliso Creek mainstem and all the major lributaries of Aliso Creek which are Sulphur Creek, Wood Canyon, Aliso Hills Canyon, Dairy Fork, and English Canyon. Page 1 o/27 Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source I I I I I I • • I I I I ' i J • i . ' I I l ; I I I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER lS, 1006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED FOLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 E Aliso Creek {mouth) 90113000 9 L Barrett Lake 91130000 9 R Buena Creek 90432000 9 R Buena Vista Creek 90421000 Toxicity 19 Miles 2019 This listing for toxicity applies to the Aliso Creek mainstem and al/ the major tributaries of Aliso Creek which are Sulphur Creek, Wood Canyon, Aliso Hills Canyon, Dairy Fork, and English Canyon. Urban Runoff/Storm Sewers Unknown Non point Source Unknown point source Indicator bacteria 0.29 Acres 200S Nonpolnt/Polnt Source Color 125 Acres 2019 Source UnknOl'l'D Manganese 125 Acres 2019 Source Unknown pH 125 Acres 2019 Source Unknown DDT 4.8 Miles 2019 Source Unknown Nitrate and Nitrite 4.8 Miles 2019 Source Unknown Phosphate 4.8 Miles 2019 Source Unknown Sediment Toxicity 11 Miles 2019 Source Unknown Page 2 o/27 i J I I . ' I I . ' . ' I J I t I I I • • J I J l i I i I i • j I j I • I J PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD REGION TYPE NAME 9 E Buena Vista Lagoon 9 R Chollas Creek 9 R Cloverdale Creek CALWATER WATERSHED 90421000 90822000 90532000 POLL UT ANT/STRESSOR Indicator bacteria POTENTIAL SOURCES Nonpolnt/Polnt Source Nun-tents SWRCB APPROVAL DA TE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION 202 Acres 2008 202 Acres 2019 Estimated size ofimpainnent is 150 acres located in upper portion of lagoon. Nonpolnt/Polnt Source Sedimentation/Siltation Copper Indicator bacteria Lead Zinc Phosphorus Total Dissolved Solids Page3 o/17 Nonpoint/Point Source Nonpolnt/Point Source Nonpolnt/Polnt Source Nonpolnt/Point Source Nonpolnt/Point Source Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source 202 Acres 2019 3.5 Miles 2004 3.5 Miles 2005 3.5 Miles 2004 3.5 Miles 2004 1.2 Miles 2019 1.2 Miles 2019 I t I I I j I J I 1 I I I I I I l I l I ' j l j • j I I I l • PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATER.SHED POLLUTANT/STRESSOR POTENTlAL SOURCES SIZE AFFECTED COMPLETION 9 9 9 9 R Cottonwood Creek (San Marcos Creek watershed) B Dana Point Harbor R De Luz Creek L El Capitan Lake 90451000 90114000 90221000 90731000 DDT Source Unknown Phosphorus Source Unknown Sediment Toxicity Source Unknown Indicator bacteria Impairment located at Baby Beach. Iron Manganese Color Manganese pH Page4 o/27 Urban Runoff/Storm Sewers Marinas and Recreational Boating Unknown Nonpolnt Source Unknown point source Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown 1.9 Miles 2019 1.9 Miles 2019 1.9 Miles 2019 119 Acres 2006 14 Miles 1019 14 Miles 2019 1454 Acres 2019 14S4 Acres 2019 1454 Acres 2019 l j l I I I . ' I ' l J I j I J I J I j l J I i l i I i PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD I I I I SWRCB APPROVAL DATE: OCTOBER 25, 2006 REGION TYPE NAME CALWATER WATERSHED POLL UT ANT/STRESSOR POTENTIAL SOURCES ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION 9 R Encinitas Creek 90451000 Phosphorus 3 Miles 2019 Source Unknown 9 R English Canyon 90113000 Benzo[b]fluoranthene 3.6 Miles 2019 Source Unknown Dieldrin 3.6 Miles 2019 Source Unknown Sediment Toxicity 3.6 Miles 2019 Source Unknown 9 R Escondido Creek 90462000 DDT 26 Miles 2019 Source Unknown Manganese 26 Miles 2019 Source Unknown Phosphate 26 Miles 2019 Source Unknown Selenium 26 Miles 2019 Source Unknown Sulfates 26 Miles 2019 Source Unknown Total Dissolved Sollds 26 Miles 2019 Source Unknown Page 5 o/27 I J I I I ; I • I I • • . ' l I l i I • I j l I I i I i I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE; OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 E Famosa Slough and Channel 90711000 9 R Felicita Creek 90523000 9 R Forester Creek 90712000 Eutrophlc Aluminum Total Dissolved Solids Fecal Coliform Nonpolnt Source Source Unknown Agricultural Return Flows Urban Runoff/Storm Sewers Flow Regulatfon/Modlficatlon Unknown Nonpolnt Source Unknown point source Jmpainnem Located al lower I mile. Oxygen, Dissolved Urban Runoff/Storm Sewers Spills Unknown Nonpoint Source Unknown point source Source Unknown pH Impairment Located at upper 3 miles. Phosphorus Page 6 of27 Industrial Point Sources Habitat Modification Spills Unknown Nonpolnt Source Unknown point source Source Unknown 32 Acres 2019 0.92 Miles 2019 0.92 Miles 2019 6.4 Miles 2005 6.4 Miles 2019 6.4 Miles 2019 6.4 Miles 2019 i j I • • • I J I i I i • j i l 1 l ' J I j I I I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSllED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMJ:>LETION 9 R Green Valley Creek 90521000 9 L Guajome Lake 90311000 9 L Hodges, Lake 90521000 Total Dissolved Solids Impairment Located at lower I mile. Chloride Manganese Pentachlorophenol (PCP) Sulfates Eutrophic Color Manganese Page 7o/27 Agricultural Retur11 Flows Urban Runoff/Storm Sewers Flow Regulatlon/Modlficatlon Unknown Nonpoint Source Unknown point source Source Unknown Source Unknown Source Unknown Urban Runoff/Storm Sewers Natural Sources Unknown Nonpolnt Source Unknown point source Nonpoint/Point Source Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Source Unknown 6.4 Miles 1019 0.98 Miles 1019 0.98 Miles 2019 0.98 Miles 2019 0.98 Miles 2019 33 Acres 2019 1104 Acres 2019 1104 Acres 2019 I I • J . ' • J I J I I . ' l j I ' I l I I ' I i • j I a I j PROPOSED 2006 CW A SECTION 303( d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DA TE: OCTOBER 25, 2006 CALWATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED POLLUTANT/STRESSOR SOURCES SIZE AFFECTED COMPLETION Nitrogen 1104 Acres 2019 Agriculture Dairies Urban Rnnoff/Storm Sewers Unknown Nonpolnt Source Unknown point source pH 1104 Acres 2019 Source Unknown Phosphorus 1104 Acres 2019 Agriculture Dairies Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Turbidity 1104 Acres 2019 Source Unknown 9 R Kit Carson Creek 90521000 Pentachlorophenol (PCP) 0.99 Miles 2019 Source Unknown Total Dissolved Solids 0.99 Miles 2019 Agricultural Return Flows Urban Runoff/Storm Sewers Flow Regulation/Modification Unknown Nonpolnt Source Unknown polnt source 9 R Laguna Canyon Channel 90112000 Sediment Toxicity L6 Miles 2019 Source Unknown PageBo/27 I • le I I I • i I I I t • • I i t j i I I I I ' I I I J PROPOSED 2006 CW A SECTION 303( d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DA TE: OCTOBER 25, 2006 CALWATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED POLLUTANT/STRESSOR SOURCES SIZE AFFECTED COMPLETION 9 E Loma Alta Slough 90410000 Eutropblc 8.2 Acres 2019 Nonpolnt Source Indicator bacteria 8.2 Acres 2008 Nonpolnt Source 9 R Long Canyon Creek 90283000 Total Dissolved Solids 8,3 Miles 2019 Source Unknown 9 R Los Penasqultos Creek 90610000 Phosphate 12 Miles 2019 Source Unknown Total Dissolved Solids 12 Miles 2019 Source Unknown 9 E Los Penasqultos Lagoon 90610000 Sedimentation/Siltation 469 Acres 2019 Nonpoint/Point Source 9 L Loveland Reservoir 90931000 Aluminum 420 Acres 2019 Source Unknown Manganese 420 Acres 2019 Source Unknown Oxygen, Dissolved 420 Acres 2019 Source Unknown 9 B Mission Bay ( area at mouth of Rose Creek 90640000 only) Eutrophic 9.2 Acres 2019 Nonpolnt/Potnt Source Page 9 o/27 I Ji • J i i l i I ' I • I i i A i i I 1 I l i I I I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD REGION TYPE 9 B 9 L 9 L NAME Mission Bay (area at mouth of Tecolote Creek only) Morena Reservoir Murray Reservoir 9 R Murrieta Creek CALWATER WATERSHED 90650000 91150000 90711000 90252000 POLLUTANT/STRESSOR Lead Eutrophic Lead Color Manganese pH pH Iron Manganese Nitrogen Page JO of27 POTENTIAL SOURCES Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION 9,2 Acres 2019 3.1 Acres 2019 3.1 Acres 2019 104 Acres 2019 104 Acres 2019 104 Acres 2019 119 Acres 2019 12 Miles 2019 12 Miles 2019 12 Miles 2019 I j I a ' . l I I J I l I i • j • j I I I t I I t i I i I j PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 R Oso Creek (at Mission Viejo Golf Course) 90120000 9 L Otay Reservoir, Lower 91031000 9 C Pacific Ocean Shoreline, Aliso HSA 90113000 Phosphorus Chloride Sulfates Total Dissolved Solids Color Iron Manganese Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown Source Unknown Nitrogen, ammonia (Total Ammonia) Source Unknown pH(high) Source Unknown Indicator bacteria 12 Miles 1 Miles 1 Miles 1 MIies 1050 Acres 1050 Ac1·es 1050 Acres 1050 Acres 1050 Acres 0.65 Miles Impairment located al Laguna Beach at Lagunita Place I Blue Lagoon Place, Aliso Beach. Nonpolnt/Point Source Page 11 o/17 2019 2019 2019 2019 2019 2019 2019 2019 2019 2005 I I I i j I I • I l I j I l I I t I I I I I l i ' j l a PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 C 9 C 9 C 9 C 9 C 9 C Pacific Ocean Shoreline, Buena Vista Creek HA Pacific Ocean Shoreline, Dana Point HSA Pacific Ocean Shoreline, Escondido Creek HA Paclflc Ocean Shoreline, Imperial Beach Pier Pacific Ocean Shoreline, Laguna Beach HSA Pacific Ocean Shoreline, Loma Alta HA 90421000 90114000 90461000 91010000 90112000 90410000 Indicator bacteria 1.2 Miles 2008 Impairment located at Buena Vista Creek, Carlsbad City Beach at Carlsbad Village Drive, Carlsbad State Beach at Pine Avenue. Nonpoint/Point Source Indicator bacteria 2 Miles 2005 Impairment located at Aliso Beach at West Street, Aliso Beach at Table Rock Drive, I 000 Steps Beach at Pacific Coast H>1,• (Hospital, 9th Ave), Salt Creek (large outlet), Salt Creek Beach al Salt Creek sen•ice road, Salt Creek Beach at Dana Strand Road. Nonpoint/Point Source Indicator bacteria 0.44 Miles 2008 Impairment located ar San Elijo Lagoon outlet. Nonpolnt/Polnt Source PCBs (Polychlorinated blphenyls) 0.42 Miles 2019 Source Unlmown Indicator bacteria 1.8 Miles 2005 Impairment located ar Main Laguna Beach, Laguna Beach at Ocean Avenue, Laguna Beach at Laguna Avenue, Laguna Beach at Cleo Street, Arch Cove at Bluebird Canyon Road, Laguna Beach at Dumond Drive. Nonpoint/Point Source Indicator bacteria 1.1 Miles 2008 Impairment locared at Loma Alta Creek Mouth. Nonpoint/Point Source Page 12 o/27 l f I J I j i. j I I I I I ' I I I I I I j I • PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD I j SWRCB APPROVAL DATE: OCTOBER 25, 2006 REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES ESTIMATED SIZE AFFECTED PROPOSED TMDL COMPLETION 9 C 9 C 9 C 9 C 9 C 9 C Pacific Ocean Shoreline, Lower San Juan HSA Pacific Ocean Shoreline, San Clemente HA Pacific Ocean Shoreline, San Diego HU Pacific Ocean Shoreline, San Diequito HU Pacific Ocean Shoreline, San Joaquin HUis HSA Pacific Ocean Shoreline, San Luis Rey HU 90120000 90130000 90711000 90511000 90111000 90311000 Indicator bacteria 1.2 Miles 2008 Impairment located at North Beach Creek, San Juan Creek (large outlet), Capistrano Beach, South Capistrano Beach at Beach Road. Nonpoint/Point Source Indicator bacteria 3.7 Miles 200S Impainnent located at Poche Beach (large outlet), Ole Hanson Beach Club Beach at Pico Drain, San Clemente Cily Beach at El Portal St. Stairs, San Clemente City Beach at Mariposa St., San Clemente City Beach at Linda Lane, San Clemente City Beach at South Linda Lane, San Clemente City Beach al Lifeguard Headquaners, Under San Clememe Municipal Pier, San Clemente City Beach at Trafalgar Canyon (Trafalgar Ln.), San Clemente State Beach at Riviera Beach, San Clemente Stale Beach at Cypress Shores. Nonpolnt/Polnt Source Indicator bacteria 0.37 Miles Impairment located at San Diego River Mouth (aka Dog Beach). Nonpoint/Point Source Indicator bacteria 0.86 Miles Impairment located at San Dieguito Lagoon Moulh, Solana Beach. Nonpoint/Point Source Indicator bacteria 0.63 Miles Impairment located at Cameo Cove al Irvine Cove Dr./Riviera W~v, Heisler Park-North Urban RunotI/Storm Sewers Unknown Nonpoint Sonrce Unknown point source Indicator bacteria 0.49 Miles Impairment located at San Luis Rey River Mouth. NonpolntlPolnt Source Page 13 of27 2005 2005 2005 2005 j I I . , I I I i I J I i i J J I J I J I I • J . ' I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD REGION TYPE NAME 9 C Pacific Ocean Shoreline, San Marcos HA 9 C Pacific Ocean Shoreline, Scripps HA 9 C Pacific Ocean Shoreline, Tijuana HU 9 R Pine Valley Creek (Upper) 9 R Pogi Canyon Creek 9 R Prima Desbecha Creek CALWATER WATERSHED 90451000 90630000 91111000 91141000 91020000 90130000 SWRCB APPROVAL DA TE: OCTOBER 25, 2006 POLLVTANT/STRESSOR Indicator bacteria l'OTENTIAL SOURCES Impairment located at Moonlight Stale Beach. Nonpolnt/Potnt Source Indicator bacteria ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION 0.5 Miles 2005 3.9 Miles 2019 This listing for indicator bacteria on/iy applies 10 the Childrens Pool Beach area of this ocean shoreline segment. Nonpolnt/Polnt Source Indicator bacteria Impairment located from the border, extending north along the shore. Enterococcus Phosphorus Turbidity DDT Phosphorus Pagel4 o/17 Nonpolnt/Potnt Source Grazing-Related Sources Concentrated Animal Feeding Operations (permitted, point source) Transient encampments Source Unknown Source Unknown Source Unknown Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source 3 Miles 2010 2.9 Mlles 2010 2.9 Miles 2019 2.9 Miles 2019 7.8 Miles 2019 1.2 Miles 2019 ' . I I I I I I I I I I I 1 i 1 J l J • j I J I f I • PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 CALWATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED POLLUTANT/STRESSOR SOURCES SIZE AFFECTED COMPLETION Turbidity 1.2 Miles 2019 Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source 9 R Rainbow Creek 90222000 Iron 5 Miles 2019 Source Unknown Sulfates 5 Miles 2019 Source Unknown Total Dissolved Solids 5 Miles 2019 Source Unknown 9 R Reidy Canyon Creek 90462000 Phosphorus 3.9 Miles 2019 Source Unknown 9 B San Diego Bay 91010000 PCBs (Polychlorinated biphenyls) 10783 Acres 2019 Source Unknown 9 B San Diego Bay Shoreline, 32nd St San 90822000 Diego Naval Station Benthic Community Effects 103 Acres 2019 Nonpolnt/Polnt Source Sediment Toxicity 103 Acres 2019 Nonpoint/Point Source 9 B San Diego Bay Shoreline, at Americas Cup 90810000 Harbor Copper 88 Acres 2019 Source Unknown Page 15 o/27 I I ' . ' j I i I J I • I I l I I j i I I I I I I j i PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS REGION TYPE 9 B 9 B 9 B 9 B 9 B 9 B NAME San Diego Bay Shoreline, at Coronado Cays San Diego Bay Shoreline, at Glorletta Bay San Diego Bay Shoreline, at Harbor Island (East Basin) San Diego Bay Shoreline, at Harbor Island (West Basin) San Diego Bay Shoreline, at Marriott Marina San Diego Bay Shoreline, between Sampson and 28th Streets SAN DIEGO REGIONAL BOARD CALWATER WATERSJl]!:D 91010000 91010000 90821000 90810000 90821000 90822000 POTENTIAL POLLUTANT/STRESSOR SOURCES Copper Source Unknown Copper Source Unknown Copper Source Unknown Copper Source Unknown Copper Source Unknown Copper Nonpoint/Polnt Source Mercury Nonpoint/Poiut Source PAHs (Polycyclic Aromatic Hydrocarbons) Nonpoint/Point Source Page16 o/17 SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION 47 Acres 2019 52 Acres 2019 73 Acres 2019 132 Acres 2019 24 Acres 2019 53 Acres 2005 53 Acres 2006 53 Acres 2006 I j • J I t • j • j I I I I I J l I I J I i t j I I I I • • • • I. I I .I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 2S, 2006 CALWATEJl ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED" P()LLJJTANT/ST.RESSO:!l '.POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 C 9 B 9 C 9 B 9 B San Diego Bay Shoreline, Chula Vista Marina San Diego Bay Shoreline, Downtown Anchorage San Diego Bay Shoreline, G Street Pier San Diego Bay Shoreline, near Chollas Creek San Diego Bay Shoreline, near Coronado Bridge 90912000 90821000 90821000 90822000 90822000 PCBs (PolychJorinated blphenyls) Zinc Copper Benthic Community Effects Sediment Toxicity Indicator bacteria Benthlc Community Effects Sediment Toxicity Bentblc Community Effects Page 17 o/27 Nonpoint/Point Source Nonpolnt/Polnt Source Source Unknown Nonpoint/Point Source Nonpolnt/Polnt Source Urban Runoff/Storm Sewen Unknown Nonpoint Source Unknown point source Nonpoint/Polnt Source Nonpolnt/Polnt Source Nonpolnt/Polnt Source 53 Acres 2019 S3 Acres 2019 0.41 Miles 2019 7.4 Acres 2019 7,4 Acres 2019 0.42 Miles 2006 15 Acres 2006 1S Acres 2006 37 Acres 2019 I I I I • • • j I J • J t I I i I j I I i I j I I I I I. ' I t l • I a PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DA TE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 B 9 B 9 B San Diego Bay Shoreline, near sub base San Diego Bay Shoreline, near Switzer Creek San Diego Bay Shoreline, North of 24th Street Marine Terminal 90810000 90821000 90832000 Sedbnent Toxicity Includes Crosby Street/Cesar Chavez Park area, that will receive additional monitoring. Nonpoint/Point Source Benthlc Community Effect! NonpointlPolnt Source Sediment Toxicity Nonpoint/Point Source Chlordane Urban Runoff/Storm Sewers Other Boatyards Nonpoint/Polnt Source Lindane/HexachlorocycloheXJtne (HCH) Urban Runoff/Storm Sewers Other Boatyards Nonpoint/Point Source PAHs (Polycyclic Aromatic Hydrocarbons) Urban Runoff/Storm Sewers Other B011ty11rds Nonpoint/Point Source Benthic Community Effects Nonpoint/Point Source Sediment Toxicity Nonpoint/Polnt Source Page 18 o/17 37 Acres 2019 16 Acres 2019 16 Acres 2019 s.s Acres 2019 s.s Acres ?019 S.S Acres 2019 9.S Acres 2019 9.5 Acres 2019 I J I t I I I I I I l t l i l f I I ' . I I I j I I l j PROPOSED 2006 CW A SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGlON TYPE NAME CALWAT:ER WATERSHED 'POLLlITANT/STRESSOR POT!NTIAL SOURCES SIZE AFFECTED COMPLETION 9 B 9 C 9 B 9 R San Diego Bay Shoreline, Seventh Street Channel San Diego Bay Shoreline, Shelter Island Shoreline Park San Diego Bay Shoreline, Vicinity of B St and Broadway Piers San Diego River (Lower) 90831000 90810000 90821000 90711000 Benthic Community Effects Sediment Toxicity Indicator bacteria Benthic Community Effects Nonpoint/Polnt Source Noupolnt/Polnt Source Unknown Nonpolnt Source Unknown point source Nonpoint/Point Sonrce Indicator bacteria Estimated si=e of impairment is 0. 4 miles around the shoreline of the bay. Sediment Toxicity Fecal Coliform Lower 6 miles. Low Dissolved Oxygen Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Nonpoint/Point Source Urban Runoff/Storm Sewers Wastewater Nonpoiut/Polnt Source Impairment transcends adjacent Ca/water wtareshed 90712. Page 19of17 Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source 9 Acres 2008 9 Acres 2008 0.42 Miles 2006 9.9 Acres 2019 9.9 Acres 2006 9.9 Acres 2019 16 Miles 2005 16 Miles 2019 I ' I I I I I f I i I f a • I I I I I I I ; I I I I I I I I I I I I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANTISTRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 E San Elljo Lagoon 90461000 9 R San Juan Creek 90120000 9 E Snn Juan Creek (mouth) 90120000 Phosphorus Impairment transcends adjacent Ca/water watershed 907 I 2. Total Dissolved Solids Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Impairment rranscends adjacent Ca/water watershed 90712. Eutrophlc Urban Runoff/Storm Sewers Flow Regulation/Modification Natural Sources Unknown Nonpoint Source Unknown point source Estimated size of impairment is 330 acre1. Nonpolnt/Polnt Source Indicator bacteria Estimated size ofimpaim,ent is 150 acres. Nonpoint/Point Source Sedlmentatlon/Siltatlou Estimated size of impairment is 150 acres. Nonpoint/Point Source DDE Source Unknown Indicator bacterio Nonpolnt/Point Source Indicator bacteria Nonpoint/Point Source PageZO o/27 16 MIies 2019 16 Miles 2019 566 Acres 2019 566 Acres 2008 566 Acres 2019 1 Miles 2019 1 Miles 2005 6,3 Acres 2008 I I I I I 4 I I l f I I t ' I I I I t I ' I J . ' I • I j I. j I I l I PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 CALWATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED POLLUTANT/STRESSOR SOURCES SIZE AFFECTED COMPLETION 9 R San Luis Rey River 90311000 Chloride 19 Miles 2019 Impairment located at lower I 3 miles. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Total Dissolved Solids 19 Miles 2019 Industrial Point Sources Agriculture-storm runoff Urban Runoff/Storm Sewers Surface Mining Flow Regulatlon/Modlflcatlon Natural Sources Golf course activities Unknown Nonpoint Source Unknown point source 9 R San Marcos Creek 90451000 DDE 19 Miles 2019 Source Unknown Phosphorus 19 Miles 2019 Source Unknown Sediment Toxicity 19 Miles 2019 Source Unknown 9 L San Marcos Lake 90452000 Ammonia as Nitrogen 17 Acres 2019 Source Unknown Nutrients 17 Acres 2019 Source Unknown Pagell o/27 I J I J I j I J I J I J ' j l i l I I I I I ' i PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD • j I I SWRCB APPROVAL DATE: OCTOBER 25, 2006 REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES ESTIMATED PROPOSED TMDL SIZE AFFECTED COMPLETION Phosphorus 17 Acres 2019 Source Unknown 9 L San Vicente Reservoir 90711000 Chloride 1058 Acres 2019 Source Unknown Color 1058 Acres 2019 Source Unknown Manganese 1058 Acres 2019 Source Unknown pH (high) 1058 Acres 2019 Source Unknown Sulfates 1058 Acres 2019 Source Unknown 9 R Sandia Creek 90222000 Iron 1.5 Miles 2019 Source Unknown Manganese 1.5 Miles 2019 Source Unknown Nitrogen 1.5 Miles 2019 Source Unknown Sulfates 1.5 Miles 2019 Source Unknown Page 22 o/27 i I I I I • j I I I ; I j I J • J f I j I I I I I ll • I I I I l • PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 CALWATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSHED· POLLUTANT/STRESSOR SOURCES SIZE AFFECTED COMPLETION Total Dissolved Solids 1.5 Miles 2019 Urban Runoff/Storm Sewers Flow Regulatlon/Modlflcatton Natural Sources Unknown Nonpoint Source Unknown point source 9 E Santa Margarita Lagoon 90211000 Eutrophic 28 Acres 2019 Nonpoint/Point Source 9 R Santa Margarita River (Upper) 90222000 Phosphorus 18 Miles 2019 Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source 9 R Segunda Deshecha Creek 90130000 Phosphorus 0.92 Miles 2019 Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Tnrbldity 0.92 Miles 2019 Construction/Land Development Urban Runoff/Storm Sewers Channelization Flow Regulation/Modification Unknown Nonpolnt Source Unknown point source 9 R Soledad Canyon 90610000 Sediment Toxicity 1.7 Miles 2019 Source Unknown Page23o/27 I J I I • j • j I J I j l J l • I • I j ' ' I I I I I I • j I J l • PROPOSED 2006 CW A SECTION 303( d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 L Sutherland Reservoir 90553000 Color Manganese pH 9 L Sweetwater Reservoir 90921000 Oxygen, Dissolved 9 R Tecolote Creek 906S0000 Cadmium Copper Indicator bacteria Lead Phosphorus Toxicity Page 24 o/27 Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source Source Unknown Source Unknown Source Unknown Nonpoint/Point Source Nonpoint/Point Source Nonpolnt/Polnt Source Nonpolnt/Point Source Source Unknown Nonpoint/Point Source 561 Acres 2019 561 Acres 2019 561 Acres 2019 925 Acres 2019 6.6 Miles 2019 6.6 Miles 2019 6.6 Miles 2006 6.6 Miles 2019 6.6 Miles 2019 6.6 Miles 2019 • j I I I I a I I l l J I l l i I j I J I l I J I j I t PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION Turbidity 6.6 Miles 2019 Source Unknown Zinc 6.6 Miles 2019 Nonpoint/Polnt Source 9 R Temecula Creek 90251000 Nitrogen 44 Miles 2019 Source Unknown Phosphorus 44 Miles 2019 Source Unknown Total Dissolved Solids 44 Miles 2019 Source Unknown 9 R Tijuana Rinr 91111000 Eutropbic 6 Miles 2019 Nonpoint/Point Source Indicator bacteria 6 Miles 2010 Nonpoint/Point Source Low Dissolved Oxygen 6 Miles 2019 Nonpoint/Point Source Pesticides 6 Miles 2019 Nonpolnt/Polnt Source Solids 6 Miles 2019 Nonpolnt/Polnt Source Synthetic Organics 2019 Nonpoint/Point Source Page 25 o/27 II I I f I f . ' I f t I I I I ' I I I I ' I • a • PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLl,JTANT/STRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION 9 E Tljunna River Estuary 91111000 Trace Elements Nonpoint/Point Source Trash Nonpolnt/Polnt Source Eutropbk Estimated size of impairmem Is 1 acre. Nonpoint/Polnt Source Indicator bacteria Estimated size of impairment is 150 acres. Nonpolnt/Polnt Source Lead Estimated size of impairmem is 1 acre. Low Dissolved Oxygen Nickel Nonpoint/Point Source Urban Runoff/Storm Sewers Wastewater Unknown Nonpolnt Source Unknown point source Estimated si:::e of impairment is I acre. Nonpoint/Point Source Pesticides Estimatedsi:::e of impairment Is I acre. Nonpoint/Point Source Thallium Estimated size of impairment is I acre. Nonpoint/Point Source Trash Estimated size of impairment is l acre. Nonpolnt/Point Source Page:Z6 o/27 6 Miles 2019 6 Miles 2019 1319 Acres 2019 1319 Acres 2010 1319 Acres 2019 1319 Acres 2019 1319 Acres 2019 1319 Acres 2019 1319 Acres 2019 1319 Acres 2019 I I I I I I I I . ' I • • J • J I I I i I I I J I I I I I J PROPOSED 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWRCB APPROVAL DATE: OCTOBER 25, 2006 ESTIMATED PROPOSED TMDL REGION TYPE NAME CALWATER WATERSHED POLLUTANTISTRESSOR POTENTIAL SOURCES SIZE AFFECTED COMPLETION Turbidity 1319 Acres Source Unknown ABBREVIATIONS REGIONAL WATER OUALlTY CONTROL BOARDS WATER BODY ME 1 North Coast B= Bays and Harbors 2 San Francisco Bay C= Coastal Shorelines/Beaches 3 Central Coast E= Estuaries 4 Los Angeles L = Lakes/Reservlors 5 Central Valley R= Rivers and Streams 6 Lahontan S= Saline Lakes 7 Colorado River Basin T= Wetlands, Tidal 8 Santa Ana W= Wetlands, Freshwater 9 San Diego CALWATER WATERSHED "Calwater Watershed" is the State Water Resources Control Board hydrological subunit area or an even smaller area delineation. GROUP A PESTICIDES OR CHEM A aldrln, dleldrln, chlordane, endrln, beptachlor, heptacblor epo:dde, bexachlorocyclohexane (Including llndane), endosuHan, and tonphene Page27o/27 2019 .. .. ... .. .. ... ---- --- "" .. ... - • .. Muroya Storm Water Management Plan CHAPTER 4 DETENTION BASIN DESIGN CALCULATIONS CE.-OE H:\REPORTS\ll042\2181SWMP01.doc W.0.235l-14&'17D 11J30QD0611:13AM Muroya Detention Basin Results 100 YEAR RES UL TS ~~~~!Dl''t~a-~f-0R~ .... ~r-~e;. ~rvo· ·~1--~r"0 ""'e· rvo· -'~~"r7.,..,,f5a osf,u .. ~• ·-~ .uu ryo esu.,s·,o ·,-,e ruoo. 11-1-~··•-• ...;~l::!i~'~- ·_;.'· P;~ect :• 'itturoya Del Run Name : Aun 1 · . Res~oir: I Reservoir-1 .:J Slart of Run : 01Janot 0000 End of Run: D1Jan01 0600 Execution Time 16Nov06 1629 Basn Model:· Dev_100 Mel Model: Mel 1 Control Spiics : D~_ 100 ;.:,. Vol1.1111e Unils: r-Inches r Acte-Feet •• £ --:.Compu~RIISUlls-------------------- Peak Inflow : • 11.150 [els) Date/Time of Peak lnHaw : C1 Jan 01 0410 feak' Stage·: '._P:~k Di~:. 4.0960 [els) '.,!11talli111~: f111J Ta~ Oi.itftow: Pnl Date/Time al Peak Outflow : 01 Jan 01 0417 Peak Storage : 0. 12191 [ac:fl) Peak Elevation: 310.87 (ft) Pml • -.. .. .... - ,.,,, ·- ,,,,, ·-- ·- • .. .. --... ., ---.. -- • .. ... • ... ., 11/27/2006 STAGJ;::-STORAGE TABLE MUROYA Elevation Area Total Volume (ft) (acres) (acre-ft.) 308.0 0.0246 0.00 309.0 0.0365 0.03 310.0 0.0491 0.07 311.0 0.0622 0.13 312.0 0.0763 0.20 1 of 1 H:\EXCEL\0042\219\Stage-Storage-ENG.xls .. ... .. - - 1111 --- ""' -- - --... • ... DISCHARGE RATING.CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 ,. HOLE NO. 1 DIAMETER= NUMBER OF ORIFICES; WEIR EQUATION Q=CLH;,,a where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length or the Weir (feet) H = Water Height over Weir {feet) IHeadWate Hole 1111 Elevation Riser-Om {feet) (Cfs} 308 0.00 309 2.01 310 3.30 311 4.22 312 4.97 313 5.62 314 6.21 H.-\l;XCB.10042\219\0Rl~ 111:Zl'/2Clla MUROYA ORIFICE CALCULATIONS 308.00 feet 10.0 inches 1.0 0.833333 feet 0.545415 area (sq ft) Orifice Equation ... where C = Orifice Coefficient 0.60 (per Bra!er & King "Handbool<; of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feetls2 h = Effective Head on the Orifice Measured from the Centroid of !he Opening •----'-----,--,-,.~--........... --¼,0 .. -... Rational Method Hydrograph Calculations -for -MUROYA City of Carlsbad, CA --0100= 11.15 cfs Tc= 10 min C= 0.4 • #= 36 P,oo.s= 2.6 in A= 4.95 acres (7.44•p5•D"-. 645) (l*D/80) (V1-VO) (.1 VI.A 1J (Q=ciA) (Re-orosred) -D I VOL AVOL I (INCR) Q VOL ORDINATE ... # (MIN} (IN/HR) (IN) (IN) ~IN/HR) {CFS} (CF) SUM= 0 0 0.00 0.00 0.73 4.38 11.15 6690 0.00 -1 10 4.38 0.73 0.20 1.22 2.42 1452 0.31 2 20 2.80 0.93 0.14 0.87 1.72 1030 0.31 1111 3 30 2.16 1.08 0.12 0.70 1.38 827 0.33 4 40 1.79 1.19 0.10 0.59 1.17 702 0.33 .. 5 50 1.55 1.29 0.09 0.52 1.03 616 0.35 -6 60 1.38 1.38 0.08 0.47 0.92 553 0.35 7 70 1.25 1.46 0.07 0.42 0.84 504 0.37 -8 80 1.15 1.53 0.07 0.39 0.77 465 0.38 9 90 1.06 1.59 0.06 0.36 0.72 433 0.40 • 10 100 0.99 1.65 0.06 0.34 0.68 406 0.41 11 110 0.93 1.71 0.05 0.32 0.64 382 0.44 ,.. 12 120 0.88 1.76 0.05 0.31 0.60 362 0.45 • 13 130 0.84 1.81 0.05 0.29 0.57 345 0.49 14 140 0.80 1.86 0.05 0.28 0.55 329 0.50 11111 15 150 0.76 1.91 0.04 0.27 0.53 315 0.55 16 160 0.73 1.95 0.04 0.26 0.50 303 0.57 • 17 170 0.70 2.00 0.04 0.25 0.49 292 0.64 18 180 0.68 2.04 0.04 0.24 0.47 281 0.68 11111 19 190 0.66 2.08 0.04 0.23 0.45 272 0.77 ., 20 200 0.63 2.11 0.04 0.22 0.44 263 0.84 21 210 0.61 2.15 0.04 0.21 0.43 255 1.03 22 220 0.60 2.19 0.03 0.21 0.41 248 1.17 ... 23 230 0.58 2.22 0.03 0.20 0.40 241 1.72 • 24 240 0.56 2.26 0.03 0.20 0.39 235 2.42 25 250 0.55 2.29 0.03 0.19 0.38 229 11.15 • 26 260 0.54 2.32 0.03 0.19 0.37 223 1.38 27 270 0.52 2.35 0.03 0.18 0.36 218 0.92 • 28 280 0.51 2.38 0.03 0.18 0.35 213 0.72 29 290 0.50 2.41 0.03 0.18 0.35 208 0.60 .. 30 300 0.49 2.44 0.03 0.17 0.34 204 0.53 ., 31 310 0.48 2.47 0.03 0.17 0.33 200 0.47 32 320 0.47 2.50 0.03 0.16 0.33 196 0.43 -33 330 0.46 2.53 0.03 0.16 0.32 192 0.39 34 340 0.45 2.55 0.03 0.16 0.31 188 0.36 • 35 350 0.44 2.58 0.03 0.16 0.31 185 0.34 36 360 0.43 2.61 0.00 0.00 0.00 0 0.32 -SUM= 20057 cubic feet • 0.46 acre-feet • Check: V = C"A"Ps V= 0.43 acre-feet ., OK .. • RM-Hydrograph-Muroya.xls 11/27/2006 -• - ... ... ... - .. 1111 -• - --.. - - - RATING TABLE FOR FLOW OVER RISER BOX Detention Basin Muroya 5' x 5' Concrete Riser ( 4' x 4' opening) WEIR EQUATION Q = CLH312 where ORIFICE EQUATION C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L : Length of the Welr (feet) H = Waler Height over Weir (feel) Q" CA(2gH)112 Water Height {feet) Riser Length (feet) C = Orifice Coefficient =0.60 A = Cross Sectional Ania of Orifice (ft2) g = Gravitational Constant (32.2 111s2) H = Water Height over Centroid of Orifice (ft) Riser Width !feet) Weir Coeff. Weir Orifice Length Coeff. (feet) Orifice Area Weir Flow (cfs) Orifice Weir Orifice Flow Flow Flow CLOGGING FACTOR 10% (cfs) (cfs) (cfs) 0.2 , 4 4 2,7 16.00 0.6 16.00 3.84 34.45 3.45 29.29 0.4 4 4 2.7 16.00 0.6 16,00 10.93 48.72 9.84 41.42 fi~~=;.r~~~~~:~~~.:Pi~~~,~19r~.®l~@mt~w~®m 0,6 4 4 • 3.1 16.00 0.6 16.00 22.68 59.67 20.41 50.72 0.8 4 4 3.2 16.00 0.6 16.00 36.06 68.91 32.46 58.57 1.0 4 4 3.3 16.00 0.6 16.00 52.80 77.04 47.52 65.48 1.2 4 4 3.3 16.00 0.6 16.00 69.41 84.39 82.47 71.73 1.4 4 4 3.3 16.00 0.6 16.00 87.46 91.15 78.72 77.48 1.6 4 4 3.3 16.00 0.6 16.00 106.86 97.45 96.17 82.83 1.8 4 4 3.3 16.00 0.6 16.00 127.51 103.36 114.76 87.86 2.0 4 4 3.3 16.00 0.6 16.00 149.34 108.95 134.41 92.61 2.5 4 4 3.3 16.00 0.6 16.00 208.71 121.81 187.84 103.54 3.0 4 4 3.3 16.00 0.6 16.00 274.36 133.44 246.92 113.42 3.5 4 4 3.3 16.00 0.6 16.00 345.73 144.13 311.18 122.51 4.0 4 4 3.3 16.00 0.6 16.00 422.40 154.08 380.16 130.97 H:\EXCa\00421219\0verflaw.Riser..Jds ~ -~ --~~••--·~· ···-···~-· ----·-----~~-"' _., .. ~~ .. • -HMS * Summary of Results fo:r: Rese:rvoi:r:-l. • Project Muroya Oat Run Name I Run 1 --Start of Run OlJanOl 0000 Basin Model Oav_lOO Bnd of Run OlJanOl 0600 Met. Model Met 1 .. Execution Time 16Nov06 1629 Control Specs Dev_lOO • • Date Time Reservoir Reservoir Inflow outflow • Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. .. 31 Dec 00 2400 0.00000 308.00 0.0000 0.0000 01 Jan 01 0001 0.00002 308.00 0.0310 0.0014 -01 Jan 01 0002 0.00008 308.00 0 .0620 0.0053 01 Jan 01 0003 0.00017 308.01 0.0930 0.0117 -01 Jan 01 0004 0.00030 308.0l 0.1240 0.0203 01 Jan 01 0005 0.00046 308.02 0.1550 0.0308 -01 Jan 01 0006 0.00064 308.02 0.1860 0 .0431 ,. 01 Jan 01 0007 0.00085 308.03 0.2170 0.0571 01 Jan 01 0008 0.00108 308.04 0.2480 0.0725 -01 Jan 01 0009 0.00133 308.04 0.2790 0.0894 01 Jan 01 0010 0.00160 308.05 0.3100 0.1075 -01 Jan 01 0011 0.00187 308.06 0.3100 0.1254 01 Jan 01 0012 0.00211 308.07 0 .3100 0.1416 01 Jan 01 0013 0.00234 308.08 0.3100 0,1565 -01 Jan 01 0014 0.00254 308.08 0.3100 0.1700 01 Jan 01 0015 0. 00272 308.09 0.3100 0.1824 01 Jan 01 0016 0.00289 308.10 0.3100 0,1936 -01 Jan 01 0017 0.00304 308.10 0,3100 0,2039 01 Jan 01 0018 0.00318 308.11 0 .3100 0.2133 01 Jan 01 0019 0.00331 308.11 0 .3100 0.2218 01 Jan 01 0020 0.00343 308,11 0.3100 0.2296 ·-01 Jan 01 0021 0.00353 308.12 0.3120 0.2368 01 • Jan 01 0022 0.00363 308.12 0.3140 0.2435 01 Jan 01 0023 0.00373 308.12 0.3160 0.2498 • 01 Jan 01 0024 0.00382 308 .13 0.3180 0.2557 01 Jan 01 0025 0.00390 308.13 0.3200 0.2613 -01 Jan 01 0026 0.00398 308.13 0.3220 0.2666 -01 Jan 01 0027 0.00405 308.14 0.3240 0,2715 01 Jan 01 0028 0.00412 308.14 0.3260 0.2763 .. 01 Jan 01 0029 0. 00419 308.14 0.3280 0.2807 01 Jan 01 0030 0.00425 308.14 0.3300 0.2850 -01 Jan 01 0031 0.00431 308.14 0.3300 0.2890 01 Jan 01 0032 0.00437 308.15 0.3300 0.2926 ... 01 Jan 01 0033 o.00442 308.15 0.3300 0.2959 -01 Jan 01 0034 0. 00446 308.15 0.3300 0.2989 01 Jan 01 0035 0.00450 308.15 0.3300 0.3016 .. 01 Jan 01 0036 o.00454 308.15 0.3300 0.3041 • 01 Jan 01 0037 0.00457 308.15 0.3300 0.3064 01 Jan 01 0038 0.00460 308.15 0.3300 0.3085 .. 01 Jan 01 0039 0.00463 308.15 0.3300 0.3104 01 Jan 01 0040 0.00466 308.16 0.3300 0.3121 • -- 'Ill • .. • Date TiJaa Reservoir Reservoir :tnflo,,r Outflow Storag,a Zlevatio:11 (cfsl (cfs) -(ac-.ft) (ft) 11111 01 Jan 01 0041 0.00468 308.16 0.3320 0.3138 01 Jan 01 0042 0.00471 308,16 0.3340 0.3155 -01 Jan 01 0043 0.00473 308.16 0.3360 0.3172 • 01 Jan 01 0044 0.00476 308.16 0.3380 0.3190 01 Jan 01 0045 0.00479 308.16 0.3400 o.:no7 '11111 01 Jan 01 0046 0.00481 308.16 0.3420 0.3225 01 Jan Ol 0047 0.00484 308.16 0.3440 0.3243 • 01 Jan 01 0048 0.00487 308.16 0.3460 0.3261 01 Jan 01 0049 0.00490 308. 16 0 .3480 0,3280 .. 01 Jan 01 0050 0.00492 308.16 0.3500 0,3298 -01 Jan 01 0051 0.00495 308.16 0 .3500 0.3316 Ol. Ja.n. 01 0052 0.00497 308.17 0.3500 0.3332 , .... 01 Ja.n. 01 0053 0,00500 308.17 0.3500 0 .3347 01 Ja.n. 01 0054 0.00502 308.17 0.3500 0,3361 -01 Jan 01 0055 0.00503 308.17 0.3500 0.3373 01 Ja.n. 01 0056 0.00505 308.17 0.3500 0.3384 01 Jax,. 01 0057 0.00507 308.17 0 .3500 0,3394 ,,. Ol Jan 01 0058 0.00508 308.17 0.3500 0.34.04 01 Jan 01 0059 0.00509 308.17 0.3500 0.3412 01 Jan 01 0100 0.00510 308.17 0.3S00 0.3420 ,_ 01 Jan 01 0101 0. 00512 308.17 0.3520 0.3428 01 Jan 01 0102 0.00513 308.17 0.3540 0,3437 01 Jan 01 0103 0.00514 308.17 0.3560 0.3447 01 Jax,. 01 0104 0,00516 308.17 0.3580 0.3458 -01 Jan 01 010S 0.00518 308.17 0.3600 0.3469 ,.., 01 Jan 01 0106 0.00520 308.17 0.3620 o.3482 01 Jan 01 0107 0.00522 308.17 0. 3640 0.3495 ,,.. 01 Jan 01 0108 0.00524 308.17 0.3660 0.3509 01 Jan 01 0109 0.00526 308.18 0.3680 0.3523 01 J&a 01 0110 0.00528 JDB.18 0.3700 0,3538 -01 J&a 01 0111 0 .00530 308,18 0.3710 0,3552 0l Jan 01 0112 0.00532 308.18 0.3720 0,3567 -01 Jan 01 0113 0.00534 308.18 0 .3730 0.3S81 01 Jan 01 0114 0.00536 308,l.8 0,3740 0,3594 -01 Jan 01 0115 0.00538 308.18 0.3750 0.3608 01 Jan 01 Olll!i 0.00540 308.18 0.3760 0.3621 -01 J;,.n 01 0117 0.00542 308.lB 0,3770 0.3633 -01 Jan 01 0118 0.00544 30B.18 0.3')'80 o.3646 01 Jan 01 0119 0.00546 308.18 0.3790 0,3658 .. 01 Jan Ol 0120 0,005{8 30B.18 0.3800 o.3670 -01 J;,.n 01 0121 0.00550 30B.1B 0.3820 0.36B2 01 J;,.n 01 0122 0.00552 308,l!I 0.3840 0.3696" ... 01 Jan 01 0123 0.00554 30B,18 0.3860 0,3709 01 J;,.n 01 0124 0.00556 308.19 Q.3880 0,3723 -01 Jan 01 0125 0.00558 308.19 0.3900 0.373B 01 Jan 01 0126 0.00560 308.19 0.3920 0.3753 .. 01 Jan 01 0127 0.00563 308.19 0.3940 0.3769 -01 Jan 01 0128 0 ,00565 308.19 0.3960 0,3785 01 Jan Ol 0129 o.oos67 308.19 0 .3980 0.3801 .. 01 Jan 01 0130 0.00570 308.19 0.4000 0,3B18 • 01 Jan 01 0131 0.00572 308.19 0.4010 0.3834 Paget 2 .. - _ __,_. ___ ,~,. -•--·--.... --~-~~.~ ,,.. .. -Date .. Tillle Reservoir Reservoir Inflow outflow Storage Elevation (cfs) (cfs) -(ac-ft) (ft) -01 Jan Ol 0132 0.00575 308.19 0.4020 0.3850 01 Jan 01 0133 0.00577 308.19 0.4030 0.3866 , ... Ol Jan Ol Ol34 0.00579 308.l9 0.4040 0.3881 Ol Jan Ol Ol35 0.0058l 308,l9 0.4050 0,3895 ... Ol Jan Ol Ol36 0.00583 308.19 0.4060 0,3909 Ol Jan 01 Ol37 0.00586 308.20 0.4070 0.3923 Ol Jan Ol 0138 0.00588 308.20 0.4080 0.3936 • Ol Jan Ol Ol39 0.00589 308 .20 0.4090 0.3949 Ol Jan Ol Ol40 0.0059l 308.20 0. 4100 0.3962 -Ol Jan Ol Ol4l 0.00593 308.20 0. 4l30 0.3976 ,.., Ol Jan Ol 0142 0.00596 308.20 0. 4l60 0.399l Ol Jan Ol Ol43 0.00598 308.20 0. 4l90 0.4007 , ... Ol Jan Ol 0144 0.0060l 308.20 0.4220 0.4024 Ol Jan Ol 0145 0,00603 308.20 0,4250 0.4043 • 01 Jan 01 Ol46 0.00606 308,20 0.4280 0,4063 01 Jan 01 Ol47 0.00609 308,20 0, 43l0 0.4083 Ol Jan Ol 0148 0.006l3 308.20 0.4340 0.4l04 -Ol Jan Ol Ol49 0.006l6 308,2l 0,4370 0.4l27 Ol Jan 01 Ol50 0. 006l9 308.2l 0.4400 0.4l49 01 Jan Ol 0151 0.00623 308.21 0. 44l0 0.4l72 .,., Ol Jan Ol Ol52 0.00626 308.2l 0.4420 0.4l93 Ol Jan 01 Ol53 0.00629 308.2l 0. 4430 0.42l4 Ol Jan Ol Ol54 0.00632 308.21 0 .4440 0,4233 01 Jan Ol 0155 0.00635 308.2l 0.4450 0,4252 ,.. Ol Jan Ol Ol56 0.00637 308.2l 0. 4460 0,4270 Ol Jan Ol 0157 0.00640 308.21 0. 4470 0 .4287 Ol Jan Ol 0158 0.00fi42 308.2l 0.4480 0.4304 ,.,. Ol Jan Ol Ol59 0.00645 308.2l 0.4490 0,4320 Ol Jan Ol 0200 0.00647 308.22 0.4500 0.4335 Ol Jan 01 020l 0.00649 308.22 0.4540 0.4351 Ol Jan Ol 0202 0.00652 308.22 0.4580 0.4370 Ol Jan Ol 0203 0.00655 308.22 0.4620 0.4390 -Ol Jan Ol 0204 0.00659 308.22 0.4660 0,44l2 01 Jan Ol 0205 0.00662 308.22 0.4700 0,4436 .. 01 Jan 01 0206 0.00666 308.22 0. 4740 0.446l Ol Jan 01 0207 0.00670 308,22 0.4780 0.4487 -01 Jan Ol 0208 0.00674 308.22 0.4820 0.4515 .. Ol Jan 01 0209 0.00678 308,23 0.4860 0.4544 Ol Jan Ol 0210 0. 00683 308.23 0.4900 0 .4573 -Ol Jan Ol 02ll 0.00687 308.23 0. 4910 0.4602 01 Jan 01 0212 0.0069l 308.23 0.4920 0 .4630 -01 Jan 01 0213 0.00695 308.23 0 .4930 0.4656 01 Jan 01 0214 -0.00699 308.23 0.4940 0.4681 01 Jan Ol 0215 0.00702 308.23 0.4950 0.4704 -Ol Jan 01 0216 0.00705 308,24 0.4960 0.4726 01 Jan 01 02l7 0.00709 308.24 0 .4970 0.4747 """ 01 Jan 01 02l8 0.007l2 308.24 0.4980 0,4767 -01 Jan 01 02l9 0.00714 308,24 0.4990 0.4787 Ol Jan Ol 0220 0.00717 308.24 0.5000 0.4805 ,. 01 Jan 01 0221 0.00720 308.24 0.5050 0.4824 Ol Jan 01 0222 0.00723 308.24 0.5100 0.4846 -Page, 3 .. - ~~ --~'"'"·-'-·--~~-~~--,--,-•-•·· '"'-"' 11111 • ... -Da.te rime Reservcd.r Reservoir ::tuflow OU.tflow .Storaga Elevation (cfs) (cfs) ... (ac-ft) (ft) • 01 Jan 01 0223 0.00727 308.24 0.5150 0.4871 01 J&Il 01 0224 0 .00731 308.24 0.5200 0.4898 .. 01 Jan 01 0225 0.00735 308.25 0.5250 0.4927 • 01 Jari 01 0226 0.00740 308.25 0.5300 0.4957 01 Ja.n 01 0227 0.00745 308.25 0,5350 0.4990 ... 01 Ja.n 01 0228 0.00750 308.25 O.S400 O.S024 01 Jan Ol 0229 0.00755 308.25 0.5450 0,5059 • 01 Jan 01 0230 0.00761 308.25 0,5500 0.5096 01 Jan 01 0231 0.00766 308.26 0.5520 0.5132 .. 01 Ja.n 01 0232 0.00771 308.26 0.5540 0.5167 "' 01 Ja.n 01 0233 0.00776 308.26 0,5560 0.5201 01 Ja.l1 01 0234 0.00781 308.26 0.5580 0.5234 -01 Ja.l1 01 0235 0.00786 308.26 0,5600 0.5265 01 Ja.l1 01 0236 0.00790 308,26 0,5620 0.5296 -01 Ja.n 01 0237 0.00795 308,26 0. 5640 0.5325 -01 Ja.l1 01 023B 0.00799 308.27 0.5660 0.5354 01 Ja.n 01 0239 0.00803 308.27 0.5680 0.5382 -01 Ja.n 01 0240 0.00807 308.27 0,5700 o.5409 01 J&Jl 01 0241 0.00812 308.27 0,5770 0.5438 -01 Ja.i:t 01 0242 0.00816 308.27 0,5840 0.5470 -01 Jan 01 0243 0.00822 308.27 0,5910 0.5506 01 Ja.u 01 0244 0.0082B 308.28 0,5980 0.5545 -01 Ja.l1 01 0245 0.00834 308,28 0,6050 0.5586 01 Jan Ol 0246 0.00840 308.28 0. 6120 0.5630 -01 Jal:1 01 0247 0.00847 308.28 0. 6190 0.5676 01 Ja.l1 01 0248 0.00854 308.28 0. 6260 0.5725 -01 J&Jl 01 0249 0.00862 308.29 0,6330 0.5775 -01 Ja.l1 01 0250 0.00870 308.29 0.6400 0.5827 01 Ja.l1 01 0251 0.00878 308.29 0. 6440 0.5879 -01 Jan 01 0252 0.00885 308.30 0.6480 o.5931 .. 01 Ja.l1 01 0253 0.00893 308.30 0.6520 0,5981 01 Ja.l1 01 0254 0.00900 308.30 0.6560 0,6030 -01 Jan 01 0255 0.00907 308.30 0 .6600 0.6079 01 Jan 01 0256 0.00914 308.30 0,6640 0.6126 -01 Ja.l1 01 0257 0.00921 308.31 0,6680 0.6173 01 Jan 01 0258 0.00928 308 .31 0.6720 0.6220 -01 Ja.u 01 0259 0.00935 308.31 0.6760 0.6266 -01 Jan 01 0300 G.00.942 308.31 0.6800 a.6311 01 Jan 01 0301 0.00949 308.32 0.6890 0.6358 -01 Ja.l1 01 0302 0.00957 308.32 0.6980 0.6409 01 ... Ja.n D1 0303 0.0096S 308,32 0.7070 0.6463 01 Ja.n 01 0304 0.00973 308.32 D. 7160 0.6S21 -Dl Ja.l1 01 0305 0.00982 308.33 0.7250 0.6581 01 Ja.l1 01 0306 0.00992 308.33 0.7340 0.6644 • 01 Jan 01 0307 0.01001 308.33 0.7430 0,6710 01 Jan 01 0308 0.01012 308.34 0,7520 0.6777 -308.34 0. 76l.0 0,6847 01 Jall 01 030!1 0.01022 • 01 J&ll 01 0310 0.01033 308.34 0.7700 0.uu 01 Jan 01 0311 0.01043 308.35 Q,7770 0.6990 -01 JIUl 01 0312 0.01054 308.35 0.784D 0.7062 .. 01 J&ll 01 0313 0.01065 308.35 0.7910 0.7134 Page, 4 .. • ... • .. ii/I Date Xi.Ille Ruervo1r :Reservoir :In:fl.ow Outfl.ow Storage El.avation (cfs) (cfs) _,,. (ac-ft) (ft) • Ol. Jan Ol 031.4 0.01.075 308.36 0.7980 0,7205 Ol. Jan Ol 0ll5 0.01.086 3.oa ,36 a.BOSO 0, 7277 ... Ol. Jan Ol. 0316 0.01097 308.37 O.Bl.2D 0.7348 • Ol. Jan Ol. 0317 0.01107 308.37 0. 8190 0.7419 Ol. Ju. Ol. 0318 O.Ol.l.18 308.37 0.8250 0,7490 .. Ol. Jan 01 0319 O.Ol.l.29 308.38 0 ,8330 o. 7561 Ol. Ju. Ol. 0320 O.Ol.l.39 308.38 0.8400 0,7632 • Ol. Jan Ol. 0321. O.Ol.l.50 308.38 0.8590 0.7708 Ol. Jan Ol. 0322 O,Ol.l.63 308,39 0,8780 0,7794 ... Ol. Jan Ol. 0323 O.Ol.l.78 308.39 0.8970 0.7890 1111 Ol. Jan Ol. 0324 O.Ol.193 308.40 o.nso 0.7993 Ol. Jan 01 0325 0,0l.210 308.40 0.9350 0.8105 -Ol. Jan 01 0326 0.01227 308,41 0.9540 0.8223 -0l. Jan 01 0327 0.01246 308.42 0.9730 o. 8348 01 Jan 01 0328 0. 01265 308.42 o.u20 0,847B -01 Jan 01 0329 0,01286 308,43 l..Ol.l.O 0.8613 Ol. Jan 01 0330 0.01307 308.44 1.0300 0. 8754 .., 0l. Jan 01 0331 0.01.328 308.4.4 l..0440 0.88!16 0l. Jan 01 0332 0.0l.30 308,45 1.0580 0.9039 -0l. Jan 01 0333 0.01370 308.46 l.0720 0.9181 -01 Jan 01 0334 0. 013.'ll 3D8.46 l..0860 0. 9323 01 Jan 01 0335 D.01413 308 .47 l.l.000 0,9455 -0l. Jan 01 0336 0.01434 3D8.48 l.1140 D,9606 01 Jan 01 0337 0.01.455 308,48 l..1280 0.9748 -01 Jan 01 0338 0,01.476 308,49 l..1420 0. 9885 01 Jan -01 0339 0. 01497 308.SD l.156D l.D030 Ol. Jan Ol. 0340 0.0151.8 308.51 l..1700 l,Ol.71 • 01 J;m Ol 0341 0.01542 308,51 1.2250 l,0331 Ol Jan Ol 0342 0.01571 308.52 l..2800 l.0524 -01 Jan 01 0343 0.01604 308.53 l,3350 1.0749 -01 Jc111 01 0344 0.01642 308,55 l..3900 l..l.003 01 Jan 01 0345 0.01684 308.56 l,4450 l,l.283 ... 01 Jan 01 0346 0.01729 308.58 1.5000 l.1586 01 Jan 0l. 0347 0.01778 308.59 1,555D l.1912 -01 Jan 01 0348 0,0l.829 308,61 1.6100 1,2257 01 Jan 01 03U o. 01884 308.63 l. 6550 l.2620 -01 Jan 01 0350 0,01940 308.65 l,7200 1.3000 .. Ol Jan 01 0351 0.02000 308.67 1.7900 1,3401 01 Jan 01 0352 0.02064 308.U l.8600 1.3829 ... 01 Jan 01 0353 0.02131 308.71 1.9300 l, 4281. -01 Jan 01 0354 0.02202 308.73 2.0000 1.4754: 01 Jan 01 0355 0.02276 308.76 2.0700 l.,5248 -01 Jal!. 01 0356 0.02352 308.'18 2.1400 l,5'160 Ol Jan Ol 035'1 0.02431 308.81 2.2100 l,6288 -Ol Jan 01 0358 0.02512 308.84 2.2800 l,6832 01 Jan Ol 0359 D.02595 308.87 2,3500 1.7389 .. 01 Jan Ol. 0400 0.02680 308,89 2.4200 l..7959 -Ol. Jan 01 0401 0.02820 308.94 3.2930 l,8895 Ol. Jan 01 0402 0.03064 309.02 4.1660 2.0306 .... 01 JaJ:1. D1 0403 0.03410 309.l.D 5.0390 2.1424 .. Ol Ja:n 01 0404 0.03860 309.21 5,9120 2.2872 Page, 5 ,. .. 41 "- Date Tillle Reservoir Reservoir Inflow Outflow .. (cfs) (cfs) Storage Elevation (ac-ft) (ft) "- • 01 Jan 01 0405 0.04407 309.35 6.7850 2.4637 01 Jan 01 0406 0.05048 309.51 7.6580 2.6704 -01 Jan 01 0407 0.05779 309.69 8.5310 2.9062 01 Jan 01 0408 0.06596 309.90 9.4040 3,1696 .. 01 Jan 01 0409 0.07500 310.08 10. 2770 3.3767 01 Jan 01 0410 0.08500 310.25 11.1500 3.5300 -01 Jan 01 0411 0.09472 310.41 10.1730 3.6791 -01 Jan 01 0412 0.10291 310.55 9.1960 3.8046 01 Jan 01 0413 0.10959 310.66 8.2190 3.9070 -0l Jan 01 0414 0,11480 310.75 7.2420 3.9870 -01 Jan 01 0415 0.11857 310.81 6.2650 4.0448 01 Jan 01 0416 0,12093 310.85 5.2880 4.0810 -01 Jan 01 0417 0.12191 310.87 4. 3110 4.0960 01 Jan 01 0418 0.12154 310.86 3.3340 4.0903 ·Ml 01 Jan 01 0419 0.11984 310.83 2.3570 4.0643 01 Jan 01 0420 0.11685 310.78 1.3800 4.0184 01 Jan 01 0421 0.11322 310.72 1.3340 3. 9627 .. 01 Jan 01 0422 0.10961 310.66 1.2880 3.9073 01 Jan 01 0423 0.10501 310.60 1.2420 3.8521 -01 Jan 01 0424 0.10242 310.54 1.1960 3.7971 -01 Jan 01 0425 0.09884 310.48 1.1500 3.7422 01 Jan 01 0426 0.09528 310.42 1.1040 3.6876 -01 Jan 01 0427 0.09172 310.36 1.0580 3.6331 01 Jan 01 0428 0.08818 310.30 1.0120 3.5788 • 01 Jan 01 0429 0.08465 310.24 0.9660 3.5247 01 Jan 01 0430 0.08113 310.19 o.9200 3.4707 .. 0l Jan 01 0431 0.07764 310.13 0.9000 3.4172 • 01 Jan 01 0432 0.07420 310.07 o.8800 3.3644 01 Jan 01 0433 0.07080 310.01 0.8600 3.3122 -01 Jan 01 0434 0.06747 309.94 o.8400 3.2185 .. 01 Jan 01 0435 O.0H25 309.86 0.8200 3.1147 01 Jan 01 0436 0.06115 309.78 o.8000 3.0145 01 Jan 01 0437 0.05815 309.70 0.7800 2.9178 • 01 Jan 01 0438 0.05526 309.63 o.7600 2.8245 ... 01 Jan 01 0439 0.05246 309.56 o.7400 2.7344 01 Jan 01 0440 0.04976 309.49 0. 7200 2.6473 -01 Jan 01 0441 0.04715 309.43 0.7080 2,5632 -01 Jan 01 0442 0.04465 309.37 o.6960 2.4824 01 Jan 01 0443 0.04223 309.31 0.6840 2.4045 .... 01 Jan 01 0444 0.03991 309.25 o. 6720 2.3294 01 Jan 01 0445 0.03766 309.19 0.6600 2.2572 -01 Jan 01 0446 0.03550 309.14 0.6480 2.1875 01 Jan 01 0447 0.03342 309.09 0.6360 2.1203 -O:l. Jan 01 0448 0.03141 309.04 0.6240 2.0556 -O:l. Jan 01 0449 0.02949 308.98 0. 6120 1.9757 O:l. Jan 01 0450 0.02768 308.92 0.6000 1. 8549 .. 01 Jan 01 0451 0.02603 308.87 o.5930 1. 7438 -01 Jan 01 0452 0.02451 308.82 0.5860 1. 6420 O:l. Jan 01 0453 0. 02311 308.77 o.5790 1.5486 .. O:l. Jan 01 0454 0.02183 308.73 o.sno 1. U27 01 Jan 01 0455 0.02055 308.69 o.5650 1.3838 -Page: 6 -• ... • .. • Date Ti.me Reservoir Reservoir Znflow outflow Storage Elevation (cfs) (cfs) -{ac-ft) (ft) • 01 Jan 01 0456 0.01!157 308.65 o.s590 l,3113 01 Jan 01 0457 0.01658 308.62 0.5510 l.2445 • 01 Jan 01 0458 0.01766 308.59 0.5440 l.1830 .. 01 Jan 01 0459 0.01681· 308.56 0.5370 1,1264 Ol Jan 01 0500 0.01603 308.53 0.5300 l.0741 • 01 Jan 01 0501 0.01531 308.51 0.5240 l.0258 01 Jan 01 0502 0.01465 308.49 0.5180 0.9813 • 01 Jan 01 0503 0.01403 308.47 0.5120 0.9401 01 Jan 01 0504 0.01346 308.45 0.5060 0.9021 "Ill 01 Jan Ol 0505 0.01294 308.43 o.sooo 0. 866!1 ,. 01 Jan 01 0506 0.01245 308.42 0,4940 0.8343 01 Jall Ol 0507 0.01200 308.40 0.4880 0.8040 ... 01 Jan Ol 0508 0.01158 308.39 o.u20 0.7758 01 Jan 01 0509 0.01119 308.37 0.4760 0.7497 1111 01 Jan 01 0510 0.01082 308.36 0.4700 0,7253 01 Jan 01 0511 0.01049 308.35 0.4660 0,7025 -01 Jan Ol 0512 0.01017 308.34 0.4620 0.6815 .., 01 Jan 01 0513 o. 00988 308.33 0.4580 0,6620 01 Jan Ol 0514 0.00961 308.32 0.4540 0,6438 01 Jan 01 0515 0.00!136 308.31 0.4500 0.6269 -01 Jan Ol 0516 0.00912 308.30 0.4460 0,6111 01 Jan 01 0517 0.00890 308.30 0.4420 0,5964 -01 Jan Ol 0518 0.00870 308.29 0.4380 0,5826 01 Jan 01 0519 0,00850 308.28 0,4340 0.5696 -01 Jan 01 0520 0.00832 308.28 0.4300 0.5575 01 Jan 01 0521 0.00815 308.27 0.4260 0.5461 -01 Jan 01 0522 0.00799 308.27 0,4220 0,5353 .. 01 Jan Ol 0523 0.00784 308.26 0.4180 0.5251 01 Jan 01 0524 0.00769 308.26 0.4140 0,5155 -01 Jan 01 0525 0.00756 308.25 0.4100 0.5064 -Ol Jan 01 0526 0.00743 308.25 0.4060 0.4977 01 Jan 01 0527 0.00730 308.24 0.(.020 0.4894 .. 01 Jai:i 01 0528 0.00719 308-24 0,3980 0,4815 01 Jai:i 01 0529 0.00707 308.24 0,3940 0,4740 • 01 Jan 01 0530 0.00697 308.23 0.3900 0.4668 01 Jan OJ. 0531 0.00686 308.23 0.3870 0.4599 -01 Jan 01 0532 0.00677 308.23 0,3840 0.4533 -01 Jan 01 0533 0.00667 308.22 0.3810 0.4471 01 Ja:n 01 0534 o.00658 308.22 0.3780 0.4411 -01 Jan 01 0535 0.00650 308.22 0.3750 0,4354 01 Jlll:l 01 0536 0.00642 308.21 0.3720 0.4299 -01 Jan 01 0537 0.00634 308.21 0.3690 0,4247 01 Jan 01 0538 0.00626 308.21 0,3660 0 .4196 ·- 01 Jlll:l 01 053!1 0.0061!1 308.:;!l 0.3630 0.4148 -01 Jan 01 0540 0. 00612 308.20 0.3600 0.4101 OJ. Jan 01 0541 0.00605 308.20 0.3580 0.4056 .. 01 Jan 01 0542 0.005.9.9 308.20 0.3560 0.4013 -01 Jan 01 0543 o.oosu 308.20 0.3540 0.3972 01 Jan 01 0544 0,00587 308,20 0,3520 0.3933 .. 01 Jan 01 0545 0.00581 308.19 0,3500 0.3896 Dl Jan 01 0546 0.00576 308.19 0.3480 0.3860 -Paga, 7 -• • .. • llllll Date Ti.me R.eservcir Reservoir :tnflow Outflow Storage Elevation (cfs) (cfsl -(ac-ftl (ft) -01 Jan 01 0547 0.00571 308.l!l 0.3460 0.3826 01 Jan 01 0548 0.00566 308.l!l 0.3440 0.37!12 -01 Jan 01 054!1 0.00561 308.l!l 0.3420 Q.3760 01 Jan 01 0550 0.00557 308.l!l 0.3400 0.3730 -01 Jan 01 0551 0.00552 308.18 Q.3380 0.3700 .... 01 Jan 01 0552 Q.00548 308.18 0.3360 0.3671 01 Jan 01 0553 0.00544 308.18 0.3340 0.3642 ... 01 Jan 01 0554 Q.00540 308.18 0.3320 0.3615 01 Jan 01 0555 0.00535 308.18 0.3300 0.3588 • 01 Jan 01 0556 0.00532 308.18 0.3280 0.3562 -01 Jan 01 0557 0.00528 308.18 0.3260 0.3536 01 Jan 01 0558 0.00524 308.17 0.3240 0 .3511 "" 01 Jan 01 0559 0.00520 308.17 0.3220 0 .3486 01 Jan 01 0600 Q.00517 308.17 0.3200 Q.3462 • -... ·-- --... ·-- ·-... -.. ------... .. Page: 8 ... • • --- • -• - - .. .. .. .. ,. .. .. Muroya Storm Water Management Plan CHAPTER 5 -SITE DESIGN & LOW IMPACT DEVELOPMENT (LID) BMPs 5.1 -Site Design & LID BMPs Priority projects, such as the Muroya development, shall be designed to minimize, to the maximum extent practicable, the introduction of pollutants generated from site runoff and address conditions of concern that may impact the receiving watershed and/or downstream water conveyance systems. Site design & LID components can significantly reduce the impact of a project on the environment. Low Impact Development is an innovative stormwater management approach with the basic principle that is modeled after nature: manage rainfall runoff at the source using uniformly distributed decentralized micro-scale controls. LID's goal is to mimic a site's predevelopment hydrology by using design practices and techniques that effectively capture, filter, store, evaporate, detain and infiltrate runoff close to its source. 5.2 -BMP-1 -Minimize Directly Connected Impervious Areas Methods of accomplishing this goal include: Increase building density {number of stories above or below ground); Construct walkways, trails, patios, overflow parking lots and alleys and other low-traffic areas with permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials; Construct streets, sidewalks and parking lot aisles to the minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised; Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design . In order to achieve this site design BMP, all streets, sidewalks, and parking lots to the minimum widths necessary to be in accordance with standards set forth by the City of Carlsbad. 5.3 -BMP-2 -Conserve Natural Areas The Muroya project site is currently an agricultural site. Much of the existing natural vegetation currently onsite will remain in its natural state . DE:de H:IREPORTS\0042\219\SWMP-03.doc w o. 42-219 711112009 9.19 AM ... .. --• ... • ... .. • .. • .. Muroya Storm Water Management Plan 5.4 -BMP-3 -Minimize Directly Connected Impervious Areas Methods of accomplishing this goal include: Draining rooftops into adjacent landscaping prior to discharging to the storm drain. Draining roads, sidewalks and impervious trails into adjacent landscaping . These site design techniques will be implemented within the Muroya development. Rooftop runoff will be discharged to vegetated landscaped areas on each residence, draining overland via the vegetated landscaping to the receiving area drain system. This conveyance through the natural landscaping provides passive treatment for these flows and also allows for partial infiltration via the on-lot vegetated areas, targeting the potential bacterial and nutrient pollutants of concern generated via each family residence. 5.5 -BMP-4 -Maximize Canopy Interception & Water Conservation In order to maximize canopy interception and water conservation: Preserve existing native trees and shrubs; Plant additional native or drought tolerant trees and large shrubs in place of non-drought tolerant exotics . Landscaping on site will incorporate the planting of native, drought tolerant vegetation to meet this requirement. 5.6 -BMP 5/6n/8/9 -Protect Slopes & Channels Methods of accomplishing this goal include: Use of natural drainage systems to the maximum extent practicable. Stabilize permanent channel crossings . Planting native or drought tolerant vegetation on slopes. Energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels. Minimize disturbances to natural drainages. All slopes will be stabilized by erosion control measures. All outfalls will be equipped with an energy dissipation device and/or a riprap pad to prevent erosion. DE:de H:\REPORTS\0042\219\SWMP-03.doc w.o. 42-219 7/912009 9:19 AM -.. - - ... - ... • .. .. • Muroya Storm Water Management Plan CHAPTER 6 -SOURCE CONTROL 6.1 -BMP 10 -Design Outdoor Material Storage Areas to Reduce Pollution This is not applicable to the project site as no hazardous materials will be stored outdoors. 6.2 -BMP 11 -Design Trash Storage Areas to Reduce Pollution Introduction It should be noted that no trash storage areas will be located on the Muroya project site. Each individual resident is to store trash in their respective garage until weekly collection. 6.3 -BMP 12/13 -Integrated Pest Management (1PM) Principles Integrated pest management {1PM) is an ecosystem-based pollution prevention strategy that focuses on long-term prevention of pests or their damage through a combination of techniques such as biological control, habitation manipulation, modification of cultural practices, and use of resistant plant varieties. Pesticides are used only after monitoring indicates they are needed according to established guidelines. Pest control materials are selected and applied in a manner that minimizes risks to human health, beneficial and non-target organisms, and the environment. More information may be obtained at the UC Davis website {http://www.ipn.ucdavis.edu/WATER/U/index.html) . 6.3.1 -Eliminate and/or reduce the need for pesticide use in the project design by: -Plant pest-resistant or well-adapted plant varieties such as native plants -Discourage pests by modifying the site and landscaping design. In order to achieve this source control BMP objective, native vegetation will be used throughout the project site in accordance with the landscape architects plans. 6.3.2 -Distribute 1PM educational materials to future site residents/tenants . Minimally, educational materials must address the following topics: -Keeping pests out of buildings and landscaping using barriers, screens, and caulking; -Physical pest elimination techniques, such as, weeding, squashing, trapping, washing, or pruning out pests; -Relying on natural enemies to eat pests; -Proper use of pesticides as a last line of defense . The Homeowners Association will make all homeowners aware of the aforementioned RWQCB regulations through a homeowners' education program. Homeowners should be notified via HOA newsletter prior to the rainy season (Oct. 1st) of storm water requirements. DE:de H:IREPORTS\00421219\SIM.IP-03.doc w.o. 42-219 7/9/2009 9:19 AM .. - - --- ... 111111 • • • Muroya Storm Water Management Plan 6.4 -BMP 14/15/16 -Efficient Irrigation Systems & landscaping Design In compliance with the Water Conservation in Landscaping Act, the following methods to reduce excessive irrigation runoff shall be implemented: -Employ rain shutoff devices to prevent irrigation during and after precipitation. -Design irrigation systems to each landscape area's specific water requirements. Use flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. All Home Owners' Association (HOA) maintained landscaped areas will include rain shutoff devices to prevent irrigation during and after precipitation. Flow reducers and shutoff valves triggered by pressure drop will be used to control water loss from broken sprinkler heads or lines. 6.5 -BMP 17 & 18 -Storm Water Conveyance Systems Stenciling and Signage The proposed development will incorporate concrete stamping, or equivalent, of all storm water conveyance system inlets and catch basins within the project area with prohibitive language (e.g., "No Dumping - I Live in <<name receiving water>>"), satisfactory to the City Engineer. Stamping may also be required in Spanish . 6.6 -BMP 19 -Private Roads The design of private roadway drainage shall use at least one of the following: -Rural swale system-street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings; -Urban curb/swale system-street slopes to curb, periodic swale inlets drain to vegetated swale/biofilter; -Dual drainage system-first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder. The proposal of grass lined swales/biofilters lining the proposed private roads within the Muroya project has been evaluated and has been deemed infeasible due to the following: Grass lined channels would be located beneath the grade level of the adjacent roads and sidewalks it serves to treat. However, water drained to these grassy channels would enter the existing clay type soils, causing possible swelling of the clay layers. This swelling will ultimately undermine the adjacent pervious surfaces (roads and sidewalks), causing cracking and failure of these surfaces. OE:de H:IREPORTS\00421219\SWMP--03.doc w.o. 42-219 71912009 9.19 AM .... - - .. ... .. Ill .. .. • .. .. - Muroya Storm Water Management Plan The site design proposes parking on the shoulders of the proposed private roads. As this is a sizeable single-family development, extensive use of parking areas could lead to excessive wear and tear upon these proposed natural swales bordering the roads, causing erosion and silt pollutants to enter the storm drain system. To ensure water quality treatment is maintained, a BMP Treatment Train incorporating BMPs and other LIDs have been provided within the Muroya project site. 6. 7 -BMP 20/21 -Residential Driveways & Guest Parking Driveways shall have one of the following: Shared access; Flared entrance (single lane at street); Wheelstrips (paving only under tires); Porous paving; Designed to drain into landscaping prior to discharging to the storm water conveyance system . Uncovered temporary or guest parking on private residential lots shall be: Paved with a permeable surface; Designed to drain into landscaping prior to discharging to the storm water conveyance system. To provide additional pervious areas and to address runoff generated via driveways, pavers have been incorporated within the site design to promote permeability throughout the project site and to intercept runoff generated via the aforementioned driveways. DE:de H:IREPDRTS\004'21219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM . ;..,:;:-; .. \•';i ~;Y'.bµ ·know that storm drains are ,i~.:p,··· , J~:connected to sanitary sewer ; 't~~~ and treatment plants? The t~ry°purpose of storm drains is to ·,:r•, )ai~water away from developed ~\t~ _·prevent flooding. Untreated ' 11•,} .:· 9. _rh :water and the poll utan ts it f1:;.l,/ ..... :. i'ri~~i flow directly into creeks, ~v..:,1 • • .• Opns· and the ocean. ;t~\·::•. ~ •. \,\ "" . ' ~!;ent years, sources of water lgtf?~ like industrial waters from B.r.1e~ have been greatly reduced. ·.}I-:~: .... w~ver now, the majority of water rt;:::~i:;• ··ti_qn _occurs from things like cars ~~(ri~; o·il, fertilizers from farms and ·:f•J .... ~=:·;·,.-,. •• 1 ~hs, failing septic tanks, pet waste ij:'~sidential car washing into the • ~,:i1:"•.:'" .... m·drains and into the ocean and ~;".-r.~ t ·rt'ays. ';r ~n~s~ ~ources add up to a P?llution 'f/b.lern! But each of us can do small ~~~i)Ji~J:. 'lhg'!Vto help clean up our water and .':~.::< ' "'· }~'dcls up to a pollution solution! . r.,:.."'·'·. cf• : • -. Pet waste photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. Storm Water HOTiine: 760-602-2799 stormwater@ci.carlsbad.ca.us . -' · • City of Carlsbad • • ··: . . _1635.Faraday ·Aven~e ... -. . , Ca,rlsbad CA 92008 • 1 • r 1• , '•; • , www.ci.carlsbad:ca.us ./'~ C. ~jPrilled on recycled paper . -. .-r~·.·. < .~~;\:.::.~·. :· a~te is a health risk to pets and ~l;li~specially children. It's a Fr~;:):· j'· ... • '.arice in our neighborhoods. Pet ."./i •• .. }{full of bacteria that can make i¥i~k. This bacteria gets :·into the storm drain and ends ~)1,.J: ·~. •• • ;~y(creeks, lagoons and ocean. ,:,it-:~g~e_ria ends up in shellfish living :<:";~~,·r,•.' ,:·' • , • W~~~;,water bodies. People who : \i _shellfish may get very sick. >t; studies show that dog and lJt~ can contribute up to 25% of . .tf~~/· -~- 'ri:ilflll bacteria found in our local :i;}:r:.~,. -S:., •. f;r;,·:: •,: ·,,:_. ,;::: .. • ... pqnsible and clean up after Jit It's as easy as 1-2-3! \/'~ ~ •:, ~;:,::· ~-: Pispose of waste -~~pperly in toilet or ·,/,::-~ ;; f;· t!W[~~~;~S~,\:i . ~ti~?vi_ng a clean environment Ct/is':<:if primary importance for 1-,'-:• ~ ., .• ,.. ' ,;::tMs~:rhealth and economy, • ,I [Olean waterways provide '//;¥ne'rcial opportunities, : cie~tion, fish habitat and -;~dd beauty to our 'l~~d;cape. YOU can help ,,.,·•' '\3ep our creeks, lagoons [~rid 'ocean clean by :'.'ppiying the following tips: }.;~•:, ·.:· ·;,r t ?b~rry a plastic bag when "_'..f -·. '-. f walking pets and be sure to pick up ,:!•--.. , f after them. _ •_, Clean up pet waste in your yard r-'.', .. ::' freque·nuy. ~f\:/. }\~-Pick up after your pets before _ t~t~j~'aning patios, driveways and 1,-~.:.,,\ :::• •' • . I ;;,v.•-:·.:·\;t';:other hard surfaced areas. Never ~J:j:,t~::i:t waste into the sUeet or The best way to dispose of pet waste is to flush it down the toilet because it gets treated by a sewage treatment plant. Other disposal methods for pet waste include sealing it in a bag and placing in trash or burying small quantities in your yard to decompose. Be sure to keep it away from vegetable gardens. , .QT connected to sanitary sewer J~ms and treatment plants? The 111ary purpose of storm drains is to }y rainwater away from developed 'as to prevent flooding. Untreated rm water and the pollutants it des flow directly into creeks, ,recent years, sources of water ;,;,•,·, llution like industrial waters tom ,Ji . ')o,ries have been greatly reduced. ,'1ever, now the majority of water Jiµtion occurs from things like cars :'. king oil, fertilizers from farms and 'rdens, failing septic tanks,· pet waste .,. _d "residential car washing into the rm drains and into the ocean and <'terways. 'l[these sources add up to a pollution ·.1::'· r6blem! But each of us can do our -~;t to help clean up our water and )(adds up to a pollution solution! :,:,;. Car w court Quali coop betwee State D Ecolog the cltl Seattle an City of C 1635 ~ Carlsbad ··"' \Wi;s no problem with washing your <iit's just how and where you do it. :,,:, .,·., t ·~;oap contains phosphates and f\ chemicals that harm fish and .. ~r quallly. The soap, together with ·(,·,. ''dirt metal and oil washed from .,.1,. ' "{ car, flows into nearby storm '"r~:s which run directly into lakes, ,•j::.,, ·~rs or marine waters. .,.,,. !,:;;:::·· •• ';phosphates from the soap can ~~e excess algae to grow. Algae ~: ' kbad smell bad, and harm water ;··· ' ~ilty. As algae decay, the process ~~:up oxygen in the water that fish •:!,, h don't to swim in oap!" 0 0 0 0 0 0 • 0 • ;'/:/ {\Having a clean environment f'\ is of primary importance for .1:i{ciur health and economy. :;::0 Clean waterways provide I:;;' ):?'c.ommercial opportunities, }irecreation, fish habitat and ,~,}\add beauty to our • {!:'.landscape. YOU can help {(~~-ep our ocean, creeks and \i lagoons clean by applying Jithe following tips: .\!/::·_ •. ~iii:·:·.: ' (\ :. ~ Use soap sparingly. . i•:._:; .': :t?'.:~ Use a hose nozzle with a trigger to ~-:{~~·::·· \}\ save water. ::':~.::~ ·Pour your bucket of soapy water }{<; down the sink when you're done: not {/ .-: in the street. ,l:-l\ •·Avoid using engine and wheel WtKi?fi{/t deaners or degreasers. ~! .• (l·; ,;(,}:· {;':i .'·•Take your car to a commercial car -~tici\:_:._;_.:·wash, especially if you plan to clean H~'.'~':::_··. ;:·'·· f:-1.··• the engine or the bottom of your car . Most car washes reuse wash water several times before sending it to the sewer system for treatment. • Hire only mobile detail operators that will capture wash water and chemicals. It is unlawful for commercial Vehicle washing operators to allow wash water to enter the storm drain system. I, / ,.• ' , ~I I ,·. (,, What you •shp_ufd.k)·,p·w1·(<:i;' ' '' .•.• ,,. , ... t '· before using Conc_r~t~/:.,. ') , , ' . . • . , 1 , • _ 1' ,; I • • I 'l , •• : , l • ~ and Morto.r·<·,.~ -. , ·'.i,.} q ' I • ,~\ • ___''J In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pol I ution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipments, pesticide runoff from landscaping, and from materials such as concrete and mortar from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. A Clean Environment is Important to All of Usl • City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 Storm Water HOTiine: 760-602-2799 stormwater@ci.carlsbad.ca.us March 2003 Pollution Prevention is up to YOU! Did you know that storm drains are NOT connected to sanitary sewer systems or treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated pollutants such as concrete and mortar flow directly into creeks, lagoons and the ocean and are toxic to fish, wildlife, and the aquatic environment. Disposing of these materials into storm drains causes serious ecological problems-and is PROHIBITED by law. Do the Job Right! • This brochure was designed for _ do-it yourself remodelers, homeowners, masons and bricklayers, contractors, and anyone else who uses concrete or mortar to complete a construction project. Keep storm water protection in mind whenever you or people you hire work on your house or property. Best Management Practices Best Management Practices •• or BMPs are procedures and _,-/({ practices that help to prevent , 1 _ ~~~~:=~t,s ~~~~a;,s ;;s~~ii~:!:' "~f,~<:'<;~';i. waste, paint, and other hazardous materials from entering our storm drains. All these sources add up to a pollution problem. But each of us can do our part to keep storm water clean. These efforts acid up to a pollution solution! What YOU Can Do: • Set up and operate small mixers on tarps or heavy plastic ·drop cloths. • Don't mix up more fresh concrete or mortar than you will need for a project. • Protect applications of fresh concrete and mortar from rainfall and runoff until the material has dried. • Always store both dry and wet materials under cover, protected from rainfall and runoff and away from storm drains or waterways. • Protect dry materials from wind. Secure bags of concrete mix and mortar after they are open. Don't allow dry products to blow into driveways, sidewalks, streets, gutters, or storm drains. • Keep all construction debris away from the street, gutter and storm drains. • Never dispose of washout into the street, storm drains, landscape drains, drainage ditches, or streams. Empty mixing containers and wash out chutes onto dirt areas that do not flow to streets, drains or waterways, or allow material to dry and dispose of properly. • Never wash excess material from bricklaying, patio, driveway or sidewalk construction into a street or storm drain. Sweep up and dispose of small amounts of excess dry concrete, grout, and mortar in the trash. • Wash concrete or brick areas only when the wash water can flow onto a di11 area without further runoff or drain onto a surface which has been bermed so that the water and solids can be pumped off or vacuumed up for proper disposal. • Do not place fill material, soil or compost piles on the sidewalk or street. • If you or your contractor keep a dumpster at your site, be sure it is securely covered with a lid or tarp when not in use. • During cleanup, check the street and gutters for sediment, refuse, or debris. Look around the corner or down the street and clean up any materials that may have already traveled away from your property. }i~·~: ;· ' lypu know that storm drains are ·I~. : ~ Wconnected to sanitary sewer ~/ .. / .. . ,ems and treatment plants? :·:~.)~:-. e\primary purpose of storm drains wtarry rainwater away rrom '.;,., op~d areas to prevent flooding. ated storm water and the s it carries, flow directly into agoons and the ocean. t years, sources of water like industrial waters from have been greatly reduced. .. ·ver now, the majority of water 1!4tton occurs from things like cars ~Ring oll, fertilizers from farms and f:r,•::• I ,rg~ns, falling septic tanks, pet !~t~ and residential car washing into '•Jr:stdrm drains and Into the ocean ' 'i~aterways. ::\· • 'ese sources add up to a pollullon • in! But each of us can do small to help clean up our water and :~ds up to a pollution solution! What's the problem with fertilizers and pesticides? Fertilizer isn't a problem-IF It's used carefully. If you use too much fertilizer or apply It at the wrong time, it can easily wash off your lawn or garden into storm drains and then flow untreated into lakes or streams. Just like in your garden, fertilizer in lagoons and streams makes plants grow. In water bodies, extra i=lrtilizer can mean extra algae and aquatic plant growth, Too much algae harms water quality and makes boating, fishing and swimming unpleasant. As algae decay, they use up oxygen in the water that fish and other wildlife need, Fertilizer photo Is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. Storm Water HOTiine: 760-602.Z799 stormw ater@cl .earls bad.ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www .ci.carlsbad.ca.us '\ f.,jl'mlld GA rocydott p1poi {~fr,:·. 'Jn'g a clean environment is of '~fy: importance for our health and ''Jr1y. Clean waterways provide , ircial opportunities, recreation, !.,_._ • abitat and add beauty to our J;•..:.I . ape. YOU can help keep our k~I lagoons and ocean clean by ,'T '!'' )i~g the foDowing tips: ti): ' ;..:n.'.t blow or rake leaves and other ~·rd waste into the street or gutter. ('' ,• cle yard waste or start your own ostpile. ;·,,4-1· 0 P,bn't over irrigate. Use drip , :',·'ation, soaker hoses or micro- .ray system and water early in the . b~ning. J}( ~ t tyoy have a spray head sprinkler '' ef!l, consider adjusting your ering method to a cycle and : ~k: Instead of watering for 15 t ;minutes straight, break up the T f • session into 5 minute intervals allowing water to soak in before the next applicatlon. • Keep irrigation systems well maintained and water only when needed to save money and prevent over-watering. • Use fertilizers and pesticides sparingly. • Have your soil tested to determine the nutrients needed to maintain a healthy lawn. • Consider using organic fertilizers- they release nutrients more slowly. • Leave mulched grass clippings on the lawn to act as a natural fertilizer. • Use pesticides only when absolutely necessary. Use the least toxic product intended to target a specific pest, such as insecticidal soaps, boric acid, etc. Always read the label and use only as directed. • Use predatory insects to control harmful pests when possible. • Properly dispose of unwanted pesticides and fertilizers at Household Hazardous Waste collection facilities. For more information on landscape irrigation, please call 760-438-2722 . Master Gardeners San Diego County has a Master Gardener program through the University of California Cooperative Extension. Master Gardeners can provide good about dealing with specific pests and plants. You may call the Master Gardener Hotline at 858-694-2860 or check out their website at www.mastergardenerssandiego.org. The hotline is staffed Monday-Friday, 9 am-3 pm, by experienced gardeners·· who are available to answer specific, questions. Information from Master ' • Gardeners is free to the public. ed que los desagOes de cantarillas no estan . as al slstema de drenaje 6 a las plantas de tratamiento negras? 16n principal del desagiie 6 las ~(.arillas es remover el agua de lluvia y .evitar inundaciones. El agua que entra I§~ desagiies va dlrectamente a los )9s, lagos y el oceano )unto con la t~Jninaci6n depositada en las • n(arillas y las calles. tf:,,'' 1,~Jtos dlas la contaminaci6n del agua .U~~aa directamente por fabricas e • usirias se ha reducido • ·~}i:antemente. Ahora la mayorla de la ' ariJ:inacion del agua origlna de carros • -~n aceile, el sobre uso de __ '.antes para plantas, tanques )fi:,os dariados, suciedad de anlmales y atjq de carros en zonas residenciales, :' q'if estos contaminantes se acumulan • f!Mdesaglies 6 alcanlarillados y son • ····r~~dos dlrectamente al oceano ~gollueve. : :f' ... • .. ~a todos contribuimos a un gran .. ·made contamlnaci6n. 1Pero cada P1M nosotros puede hacer algo para "Jil.~r el agua y participar en la soluci6n ' •• ntaminad6n! lCual es el problema creado por el uso de fertlllzantes y pesticldas? El ferlilizanle no es un problema SI se usa con cuidado. Usar un exceso de feralizante 6 en la temporada incorrecta resulta en el que el fertilizante se deslave con la lluvia y se vaya por el desagiie 6 alcantarillas a nuestros arroyos, lagos y eloceano. Los fertilizantes en nuestros lagos y arroyos hacen que las plantas crezcan, tal come en el Jardin. Pero en el oceano el fertillzante causa que las algas y plantas acuaticas sobrecrezcan. Y el exceso de algas marinas pueden ser daiiinas a la calidad del agua y causar que la pesca, natacl6n y navegaclon sean desagradables. Al echarse a perder las algas consumen el oxlgeno del agua que los peces y otros animates necesilan para sobrevlvir. -la fotografia al frente es cortesla del Consorclo de Calidad de Agua, en cooperacl6n con el Departamento Ecol6glco def Estado de Washington, el Condado de King, y las ciudades de Bellevue, Seattle yTacoma. Linea de Asistencia: 760-602-2799 stormwater@ci.carlsbad.ca.us Ciuclad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us '.;\\~\'.':·· ~)~~er el medic amblente limpio es y[lir:iportante para nuestra salud y la ~n,pr11a. Conservar el agua limpia pPrclona oportunidades para usos • 'Ejr~iales, recreatlvos, habitat para 'eVi• aves, y agrega belleza a ,½~'~9' paisaje. T odos podemos ayudar • ::~~tener los arroyos, las lagunas, y el ifa~? limpios sencillamente siguiendo consejos: ·,· ·., Jarrer o usar maquinas 'piadoras no permita que las hojas .. a~ol y el cesped recien cortado ;iren en las alcantarillas o el s preferible; convertir estos ~s'perdicios del jardln en abono. ar sistemas de irrigaci6n de goteo '.citras tecnicas de conservaci6n del '~iia son altamente recomendables. '-,:.·-, ii. preferible regar por la mal'iana. ·r••!' I• /~s sistemas de riego automatico '),mas eflclentes sl se programan . n clclos de cinco minutes y mas • c_uentemente para que el agua edezca bien la tierra. Mantener los slstemas de irrigaci6n limpios y en buenas condiciones es importante para reducir el desperdlclo del agua. Regar soiamente cuando sea necesario reduce el uso del agua y ahorra dinero. • Para mas lnformacl6n sobre sistemas de riego Harne al 760-438-2722. • Los pesticldas y fertilizantes deben usarse solamente cuando sea absolutamente necesario. • Para mantener un paste saludable se recomienda hacer un analisis de la tierra para determinar cuaies fertilizantes aplicar yen que temporada. • Es recomendable usar fertilizantes organicos en vez de productos quimicos. • En ocasiones se puede dejar el sacate recien cortado sobre el paste ya que actua como un fertilizante natural. • El uso de pesticidas debe ocurrir solo como ultimo recurse. Es preferible usar productos que sean bajos en toxicos, por ejemplo jabones lnsecticldas, acido b6rico, etc. Seguir las instrucciones en la etiqueta y usar el producto correctamente evita contaminar el agua de rlego y lluvia. Cuando sea posible es preferlble usar insectos predadores para controlar plagas. • Los pesticidas y fertilizantes vencidos deben desecharse legalmente llevandolos a los centres de coleccion de substanclas toxicas localizados en varias ciudades del condado de San Diego. Llame al 760-602-2799 para obtener mas inforrnacion . . {II Master Gardeners :'',j(r,,\ El condado de San Diego y la Universidad. :/ft,;1 de California Extension Cooperatlva, hail ;\:'t1lr · .•·. •l',i,;,.1~:;{.I creado el programa de Master Gardener.'· :.,,f6,, Los expertos de este programa estan ·:_. J1:f;Jt:!:~ dlsponlbles para proporcionar informacion<. ' ) • sobre plantas y plagas. Usted puede·:••,· 'f\:r Hamar a la linea de Master Gardeners af?f'!.(•;};, 858-694-2860 de lunes a viemes entre·•· \;/;'.;{tii 9am y 3pm para obtener respuestas a s~~l}!;i] preguntas. La pagina Internet www. • •.• ·' :'.'YJij mastergardenerssandiego.orq es otro • .' , ,','}\:;; --) .. _,_.•,:·:! recurse con lnformaci6n sobre estos ·• • • ·,:,~•;,;;; temas. Esta informacion es totalment~·; ·. J$/1)'ii;/ gratis al publlco. ,,, • •:,U}~ l ti ,; I _.)•~•: tI,:f:!::i'.-'I.{ Did you know that storm drains are ,?-i:.,r.-·,· • • , · ~'.lrtff :.:· NOT connected to sanitary sewer ~ff-!(1p;,:.'i~. systems and treatment plants? The tif \;\'~·;,:_._primary purpose of storm drains Is to :f • ·(,.-~arry rainwater away from developed ;/.:::t ~ueas to prevent flooding. Untreated ,,.)r{; :_.·· .storm water and the pollutants it ~~:}i} • '., • carries, flow directly into creeks, II\:::::v;,: , ··: • lagoons and the ocean. :-,")': \,, '.· ,. In recent years, sources of water Jtt.. pollution like industrial waters from .:l •:- '.)~•\\ factories have been greatly reduced. :if/.:\· However now, the majority of water 11: .. >_'.:: ••• :f\'· pollution occurs from things like cars :,.-leaking oil, fertilizers from farms, lawns '.~ -and gardens, failing septic tanks, pet ·t .. waste and residential car washing into • • the storm drains and into the ocean and waterways. All these sources add up to a pollution problem! But each of us can do small .'::·t: __ '.··1•·.'; If I:!/ :~t=d~s h:;p ;1::~:6:~r s:~:::•d -Motor oil photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. City of Carlsbad Storm Water Protection Program City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTiine: 760-602-2799 ltl-.CVCI F. 11s1;u orr. Funded by a grant from the California Integrated Waste Management Board t_ ~ Printed on recycled paper ·. :•· .,. '• ....... ,, ' .. :·, ·.,, ••. .... ,., .,, ' • • ' • I' •• . •. •, ..... ~ • . ·.: •. ?. ~i:.::: ··_: ?_r:t f }i '( ;;t:r ·.• ••• .... ' .-.\ t '. .,;: .': ~! •• -~:-~-'. .. -.;'.:"~ .-: 1·-~;;t -(;";~~::/\-~-~;i(:.-:;;;·t<:\ \\{:;\:,i :;·.··::.1~·:.{·::'~·-:~:---:.~,·· i ... , \ . . City of Carlsbad 1 11:. ... Storm Water Protection ·,•, ': , I • ii I ·l •. , Program '1 . . •: ...... , ,.• .:.:,• ,. ;, J_ ··--~(:. ~:-_·• • What's the problem with motor oil? r;::;t/_'., : _.. · Oil does not dissolve in water. It ,.,:,--. ~.-·r , f\t,{, :, , . lasts a long time and sticks to rt,t~J;~ ·t.: -· -~ :W:~'/\ .'" . everything from beach sand to bird ~;J{'\·_. .. '.: ·feathers. Oil and other petroleum ·;:;':.!•:_:; ·:.\•..-Fi rW/·';:•·: •• product-s are toxic to people, wildlife ~l:;-<, ,:••. tw:::· ,:: ,. and plants. ~~~/:'<'.''.. \0!,i}/:' :: One pint of oil can make a slick (C,tlt-_I.__;, • -}\;:{;: • ·' .. • larger than a football field. Oil that l~~£t;····:':: leaks from our cars onto roads and f:;;;:} , · . driveways is washed into storm f{ti;;(:: <. drains, and then usually flows )j]>::. .. directly to a creek or lagoon and ~i~}}:>/· finally to the ocean.· • f~ff('.~:. \ '•--:·-~? • ~{{\F' !:: ·:: • Used motor oil is the largest single 0;.·,;,i-.--,,·· t?((:}:n,,/, source of oil pollution in our ocean, 1,1,.,.,v.':f' • :;\11!,;.:, t .:: creeks and lagoons. Americans spill f..at~·.,;f'·1f•··• i::1!?:-:i·:. ;: ,' 180 million gallons of used oil each 1~.~;7J?;:f'.j ,·. :·••·'. t~r•yi· > · · year Into our waters. r,,.,;,,'ri.·(.' j~;,¾{> : •. · This is 16 times the r•i\f, •.. • , fJt}1\):" •• '.: amount spilled by the ;~~1~f1 ·: J · 1,:r!: • ..... • Exxon Valdez in ~~tf !)// ~-: .: ~ Hr?. ~-: . Alaska. ;r:)\J.<. Ir· How can YOU help keep our environment clean? ' . }, \' ' ' . Having a clean environment is of primary importance for our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. YOU can help keep our ocean, creeks and - lagoons clean by applying the following tips: • Stop drips. Check for oil leaks regularly and fix them promptly. Keep your car tuned to reduce oil use. • Use ground cloths or drip pans beneath your vehicle if you have leaks or are doing engine work. ·Cleanup spills immediately. Collect all used oil in containers with tight fitting lids. Do not mix different engine fluids. ~~:,:: • When you change your oil, ./~lfi~f.; ' •1;;, . dispose of it properly. Never dispose of oil or other engine fluids down the storm drain, on the ground or into a ditch. • Recycle used motor oil. There are several locations in Carlsbad that accept used motor oil. For hours and locations, call 760-434-2980. • Buy recycled ("refined") motor oil to use in your c~r. A Clean Environment is Important to A 11 of Us! In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from -• a variety of sources including oil, fuel, and f luids, from vehicles and heavy equipment, pesticide runoff ' from landscaping, and from materials such as concrete, mortar and soil from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. Storm Water Protection Program stormwater@ci.carlsbad.ca.us 760-602-2799 City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 l_~Prilled on recycled paper It's All Just Water, Isn't It? Although we enjoy the fun and relaxing times in them, the water used in swimming pools and spas can cause problems for our creeks, lagoons and the ocean if not disposed of properly. When you drain your swimming pool, fountain or spa to the street, the high concentrations of chlorine and other chemicals found in the water flows directly to our storm drains. Did you know that these storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. • Improperly disposing of swimming pool and spa water into storm drains may be harmful to the environment. Best Management Practices Best Management Practices or BMPs are procedures that help to prevent pollutants like chlorine and sediment from entering our storm drains. Each of us can do our part to keep storm water clean. Using BMPs adds up to a pollution solution! How Do I Get Rid of Chlorine? Pool and spa water may be discharged to the storm drain if it has been properly dechlorinated and doesn't contain other chemicals. The good news is that chlorine naturally dissipates over time. Monitor and test for chlorine levels in the pool over a period of 3 to 5 days. Drain the water before algae starts to grow. Consider hiring a professional pool service company to clean your pool, fountain, or spa and make sure they dispose of the water and solids properly. For more information about discharging wastewater to the sanitary sewer, please contact the Encina Wastewater Authority at (760) 438- 3941. Before you discharge your swimming pool or spa water to the storm drain, the water: • Must not contain chlorine, hydrogen peroxide, acid, or any other chemicals. • Can not carry debris or vegetation. • Should have an acceptable pH of 7-8. • Can not contain algae or harmful bacteria (no Kgreen" present). • Flow must be controlled so that it does not cause erosion problems. Pool Filters Clean filters over a lawn or other landscaped area where the discharge can be absorbed. Collect materials on filter cloth and dispose into the trash. Diatomaceous earth cannot be discharged into the street or storm drain systems. Dry it ciut as much as possible, bag it in plastic and dispose into the trash. Acid Washing Acid cleaning wash water is NOT allowed into the storm drains. Make sure acid washing is done in a proper and safe manner that is not harmful to people or the environment. It may be discharged into the 'sanitary sewer through a legal sewer connection after the pH has been adjusted to no lower than 5.5 and no higher than 11 . Do the Job Rightl • Use the water for irrigation. Try draining de-chlorinated pool water gradually onto a landscaped area. Water discharged to landscape must not cross property lines and must not produce runoff. • Do not use copper-based algaecides. Control algae with chlorine or other • alternatives to copper-based pool chemicals. Copper is harmful to the aquatic environment. • During pool construction, contain ALL materials and dispose of properly. • Materials such as cement, Gunite, mortar, and sediment must not be discharged into the storm drains. -- -.. -... • - .. .. --... .. -- Muroya Storm Water Management Plan Chapter 7 -TREATMENT CONTROL BMP DESIGN 7 .1 -BMP Locations Two (2) BMP treatment trains will be incorporated within the Muroya development to ensure maximum treatment efficiency for pollutants of concern. 85th percentile flows generated via the northern portion of the site will receive treatment via a BMP "Treatment Trains" incorporating FloGard curb inlet treatment units and a StormFilter filtration unit. 85th percentile flows generated via the southern portion of the site will receive treatment via a BMP "Treatment Trains" incorporating FloGard curb inlet treatment units and a StormFilter filtration unit. Primary treatment is provided by the FloGard units, filtering out trash and debris, sediments and oil/hydrocarbon based pollutants. These pre-treated flows then receive secondary treatment via the Extended Detention Basin or StormFilter unit, filtering out remaining trash and debris, sediments, oil/hydrocarbons and bacterial pollutants. The map on the following page shows the location of the proposed BMPs . 7 .2 -Determination of Treatment Flow Flow-based BMPs shall be designed to mitigate the maximum flowrate of runoff produced from a rainfall intensity of 0.2 inch per hour. Such BMP's utilize either mechanical devices (such as vaults that produce vortex effects) or non-mechanical devices (based on weir hydraulics and specially designed filters) to promote settling and removal of pollutants from the runoff. 85th percentile flow calculations were performed using the Rational Method. The basic Rational Method runoff equation is as follows: Design flow (Q) = C * I * A Runoff Coefficient (C) -The runoff coefficient for the treatment unit was determined using the areas analyzed in the final engineering hydrology report. The runoff coefficient is based on the following characteristics of the watershed: Land Use -Single-Family Residential -Soil Type -In order to provide a conservative flow estimate, type D soil is assumed as this provides the highest possible runoff coefficient. Rainfall Intensity (I) -Regional Water Quality Control Board regulations and NPDES criteria have established that flow-based BMPs shall be designed to mitigate a rainfall intensity of 0.2 inch per hour. DE:ae H:\f!EPORTS\00421219\SWMP-03.aoc w. o. 42-219 719/2009 9: 19 AM VICINITY MAP NO SCALE so so 100 ISO ------- I I --- --------------1 j I: --- 1 a i ' II I II I/, ------- "/ II STORMFIL TER UNIT II II , ~ ____ ,, II ------ 0 II \\ I I I ~ '<\-\.~ ~--PROPOSED DETENTION II BASIN ~' !I I aasrwc CH~ ~" rrtvcc I DIISnNG ~!'tc('owom,, I _ _L ________ l__~-- SOURCE CONTROL BMPs: MANUFACTURED SLOPES SHALL BE LANDSCAPED WITH SUITABLE GROUND COVER OR INSTALLED WITH AN EROSION CONTROL SYSTEM. • URBAN HOUSEKEEPING HOMEOWNERS SHOULD BE EDUCATED AS TO THE PROPER USE, STORAGE, AND DISPOSAL OF THESE POTENTIAL STORMWATER CONTAMINANTS 0 • STORM WATER SYSTEMS STENCILING AND SIGNAGE ------------------------1 THRASHER PLACE I I I I I I oJ..c ,_,, Pa£ "' .J ""°'"""'""°"'"' I BAS/It ro RO,INN 0,,C.,j22-1 rwc: srORM DIWN '1£AOIPAU. "' Ill ltOI~ llO't.ACCO MFN ,-n'PC CAT'OI SAS. S11NGORl'!E"WAr "'1 SDCM: Acc:rs:s 10 RfMAIN -INTEGRATED PEST MANAGEMENT KEEPING PESTS OUT OF BUILDINGS AND LANDSCAPING USING BARRIERS, SCREENS AND CAULKING. PHYSICAL PEST ELIMINATION TECHNIQUES SUCH AS WEEDING, SQUASHING, TRAPPING, WASHING OR PRUNING OUT PESTS. RELY ON NATURAL ENEMIES TO EAT PESTS. -TRASH STORAGE AREAS I @I ALL TRASH WILL BE STORED WITHIN EACH INDIVIDUAL SINGLE FAMILY RESIDENCE. AS SUCH, THERE WILL BE NO TRASH STORAGE AREAS ONSITE. I I ~---------- 1 I I I SD D 5D 100 l""\,r-SCALE t•=SD' O.BAC ,/✓ \--;::===..__,__---==L~_....c_-, ~ EXTENDED _______ , 9.7AC 085= 0.J cfs LID & SITE DESIGN BMPs: A= 2.4ac -MINIMIZE IMPERVIOUS FOOTPRINT -CONSTRUCTING STREETS. SIDEWALKS. AND PARKING LOTS TO THE MINIMUM WIDTHS NECESSARY TO COMPLY WITH CITY OF CARLSBAD REQUIREMENTS \I\/ITHOUT COMPROMISING PUBLIC SAFETY. -INCORPORATING LANDSCAPED BUFFER AREAS BETWEEN SIDEWALKS AND STREETS. -MINIMIZING THE NUMBER OF RESIDENTIAL STREET CUL-DE-SACS AND INCORPORATE LANDSCAPED AREAS TO REDUCE THEIR IMPERVIOUS COVER. -REDUCE OVERALL LOT IMPERVIOUSNESS BY PROMOTING ALTERNATIVE DRIVEWAY SURFACES AND SHARED DRIVEWAYS THAT CONNECT TWO OR MORE HOMES TOGETHER. 150, I .:i. -MAXIMIZE CANOPY INTERCEPTION & WATER CONSERVATION PRESERVE EXISTING NATIVE TRESS AND SHRUBS. -T----,----T--~--rn2 ""i"~k::::H=:Ni I ~--'9 II, I I I I O!SJWCt'_/ I. -;:::;..:;::~::::..::-:-....u._ II, .. \ Tl1'£Hl.ADWAL.L I -.::::-~----1 ...-L-'-E-c-G=EN,--,-Dcc---'----'"------'-== I J -------:._=== ~-;;:- \ WATERSHED BOUNDARY ----it."'1.:r;.:r ,b~ I ----, -I / I I PLANT ADDITIONAL NATIVE DR DROUGHT TOLERANT TREES AND LARGE SHRUBS IN PLACE OF NON- DROUGHT TOLERANT EXOTICS. -MINIMIZE DIRECTLY CONNECTED IMPERVIOUS AREAS -DRAINING ROOFTOPS INTO ADJACENT LANDSCAPING PRIOR TO DISCHARGING TO THE STORM DRAIN. -DRAINING ROADS, SIDEWALKS AND IMPERVIOUS TRAILS INTO ADJACENT LANDSCAPING. -SLOPE & CHANNEL PROTECTION/ HILLSIDE LANDSCAPING -USE OF NATURAL DRAINAGE SYSTEMS TO THE MAXIMUM EXTENT PRACTICABLE. STABILIZE PERMANENT CHANNEL CROSSINGS. -PLANTING NATIVE OR DROUGHT TOLERANT VEGETATION ON SLOPES. ENERGY DISSIPATERS, SUCH AS RIPRAP, AT THE OUTLETS OF NEW STORM DRAINS, CULVERTS, CONDUITS, OR CHANNELS THAT ENTER UNLINED CHANNELS. TREATMENT CONTROL BMPs: FLOWLINE -···-··· / nm / Pm., / / -STORMFILTER TREATMENT UNIT (MP-40) 0 I I / .,,._. / -FLO-OARD FILTER INSERT (MP-52) -EFFICIENT IRRIGATION PRACTICES STORMFIL TER UNITS ALL HOME OWNERS' ASSOCIATION (HOA) MAINTAINED LANDSCAPED AREAS VI/ILL INCLUDE RAIN SHUTOFF DEVICES TO PREVENT IRRIGATION DURING AND AFTER PRECIPITATION. FLOWREDUCERSAND SHUTOFF VALVES TRIGGERED BY PRESSURE DROP VI/ILL BE USED TO CONTROL WATER LOSS FROM BROKEN SPRINKLER HEADS OR LINES. FLOGARD INLET UNITS / / / / -EXTENDED DETENTION BASIN (TC-22) .,. I I ....-___.:.' __ _;_r__,.;.============:::;::::==-1 ... PREPARED BY: BMP LOCATION EXHIBIT FOR: SHEET IMPERVIOUS SURFACE AREA PER~OUS SURFACE AREA LID PAVER LOCATION ----■ HUNSAKER ~~IFS MINC;"IIVI..._._ __ ENCN11N: 1111 aa., Cl mn --- MUROYA 1 OF CITY OF CARLSBAD, CALIFORNIA 1 .. • ... ------- .. -- .. .. ... - .. • - -- Muroya Storm Water Management Plan Watershed Area (A) -Corresponds to total area draining to treatment unit. The 85th percentile flow rate has been calculated using the Rational Method. Required data for the Rational Method Treatment flow determination is as follows: Treatment Drainage Rainfall Runoff ssth Unit Area Intensity Coefficient Percentile (acres) (inches/hour) Flow (cfs) Private Drive A 4.7 0.2 0.57 0.5 FloGard Inlet Private Drive C 1.5 0.2 0.57 0.2 FloGard Inlet Private Drive A 0.9 0.2 0.57 0.1 FloGard Inlet Private Drive A 4.7 0.2 0.57 0.5 StormFilter Unit Rational Method calculations predict an 85th percentile runoff flow of approximately 0.5-cfs, 0.2-cfs,0.1-cfs and 0.5 cfs for the areas tributary to the proposed FloGard curb inlet filter units and StormFilter unit respectively . 7.3 -Determination of Treatment Volume Volume-based BMPs are designed using the volume of runoff produced from a 24- hour 85th percentile storm event, as determined from the local historical rainfall record. The 85th percentile rainfall for the Muroya site is 0.65 inches (see lsopluvial Map). Per the request of the City of Carlsbad, 85th percentile volume calculations were performed using the Rational Method. The basic Rational Method runoff procedure is as follows: Design Volume (V) = C * P * A Runoff Coefficient (C) -The weighted runoff coefficient for the treatment unit was determined using the areas analyzed in the final engineering hydrology report. The runoff coefficient is based on the following characteristics of the watershed: Land Use -Single-Family Residential -Soil Type -Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the OE:ae H:\REPORTS\00421219\Sll'IMP--03Jloc w.o. <2•219 7/9/2009 9:19 AM .. --- - ..... .. - ""' ... • - Ill - .. .... Muroya Storm Water Management Plan surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Rainfall Precipitation (P) -The 24-hour 85th percentile storm event, as determined from the local historical rainfall record. The 85th percentile rainfall for the Muroya site is 0.65 inches (see lsopluvial Map). Watershed Area (A) -Corresponds to total area draining to treatment unit. The 85th percentile volume has been calculated using the Rational Method . Required data for the Rational Method Treatment flow determination is as follows: 24-hour85m 85th Drainage Percentile Runoff Percentile Treatment BMP Area Rainfall Coefficient Event Volume (acres) Precipitation (Acre-feet) (inches) Extended Detention 2.4 0.65 0.57 0.07 Basin 7.4-BMP Unit Sizing 7 .4.1 StormFilter Unit Sizing Calculations show that following StormFilter treatment unit would be required to treat the design 85th percentile flow. This unit is an offline system and requires the construction of a special diversion box upstream of the treatment unit. StormFifter Unit Vault Size Filter Media Filter Media Cartridges Private Drive A 8' X 16' 15 CSF 7 .4.2 FloGard Unit Sizing In accordance with FloGard manufacturer guidelines, the FloGard curb inlet filter units are to be sized to fit the proposed curb inlets within the project site. Inlet filter units are typically not sized in accordance with the treatment flows directed to the specific inlet. The units are typically sized per the inlet opening, such that all flows directed to the inlet are treated by the unit in question. Typically, curb inlet filters {such as the FloGard unit) have a pre fabricated diversion structure within the inlet filter unit, ensuring peak flows are conveyed via the receiving inlet to the receiving storm drain . As this is a tentative map submittal, storm drain inlets are typically not designed at this stage -hence no exact model will be specified at this time . DE:de H:IRE:PORTS\004212181SY.Mf>-03.doc W o. 42,219 71912009 9. 19 AM ... ---.. --- - -.. ,. ... .. • .. .. ... - Muroya Storm Water Management Plan 7 .4.3 Extended Detention Basin Calculations show that following storage volume would be required for the Bio~ filtration Basin that would be required to treat the design 85th percentile volume. The 85th percentile volume is stored within the detention facility . 85th Pct. Volume Provided Treatment BMP Design Volume Basin Elevation (ac-ft) (ac-ft) Extended Detention 0.07 330 0.07 Basin 7.5 -StormFilter Treatment Units The Stormwater Management StormFilter is a Best Management Practice (BMP) designed to meet the most stringent regulatory requirements for storm water treatment. Using a variety of sustainable media, the StormFilter removes the most challenging target pollutants -including total suspended solids (TSS), soluble heavy metals, oils and grease, and total nutrients. The StormFilter design is based on passive, siphon-actuated, filtration media-filled cartridges where particulates and pollutants are trapped and adsorbed. The cartridges are typically housed in a concrete vault composed of three bays: a pretreatment bay, a filter bay, and an outlet bay. During a storm, stormwater runoff passes through the filtration media and starts filling the cartridge center tube. Air below the hood is purged through a one way check valve as the water rises. When water reaches the top of the float, buoyant forces pull the float free and allow filtered water to drain. After the storm, the water level in the structure starts falling. A hanging water column remains under the cartridge hood until the water level reaches the scrubbing regulators. Air then rushes through the regulators releasing water and creating air bubbles that agitate the surface of the filter media, causing accumulated sediment to drop to the vault floor. This patented surface-cleaning mechanism helps restore the filter's permeability between storm events . The StormFilter can be customized using different filter media to target site-specific pollutants. Filter media include Perlite, Zeolite, CSF Leaf Media and Metal RX, and Granulated Activated Carbon . DE:de H:IREPORTS\00421219\SWMP-03.doc w.o. 42-219 7/W2009 9:19 AM • .. .. ... -.., -.. ... ... - .. - ... .. • ... .. - Muroya Storm Water Management Plan I Sedliments Oil a Grease Soluble Metals rganics Nutrients Ammonium To address pollutants generated by the proposed single family development, the Storm Filter media filter units will comprise of media filter cartridges containing CSF Media. 7 .6 -FloGard Curb Inlet Treatment Units FloGard Curb Inlet Filter Inserts are designed to collect silt and sediment, trash and debris, and petroleum hydrocarbons (oils and greases) from storm water runoff. The units are designed to fit just under the inlet opening to prevent pollutants from entering downstream storm drain systems. A built-in, dual high-flow bypass allows flows to bypass the device without impeding the system's maximum design flows, while retaining sediment and larger floatables. A Fossil Rock Filter Media pouch is used to collect petroleum hydrocarbons. Product information on the FloGard Curb Inlet Filter Insert unit is provided at the end of this chapter. 7.7 -Extended Detention Basin The Muroya site contains one (1) volume-based BMP. This basin will collect the first flush runoff volume and retain it in the basin for a period of 24-48 hours . The runoff volumes contained below the overflow elevation of the basin riser will be slowly discharged from the treatment control basin via a low flow orifice in the basin riser. After passing through the riser, an outlet pipe will dewater the basin and discharge runoff to the receiving storm drain. Runoff will be collected and treated in the Water Quality Basin between the basin bottom elevation (325 feet) and the basin riser (330 feet). Treatment will include the settling of pollutants within in the Water Quality Basin. In developed conditions, the basin base elevation will be 325 feet while the top elevation is 330 feet. DE:de H:IREPORTS\0042\219\S'i\lMP--03.doc w.o. 42-219 71!112009 9:19 AM Muroya Storm Water Management Plan Dewatering will occur via one (1) 1-inch orifice built into the side of the underground detention facility. This orifice, located at an invert elevation coincident with the basin bottom elevation of 325 feet, will provide the runoff with a 24 to 48 hour residence time prior to full basin dewatering. A trash and debris rack will be fitted to the base of the structure to prevent clogging of the 1-inch orifice. Stage storage calculations, orifice calculations, riser overflow calculations, HEC HMS output results and calculations for the 1-inch orifice have been provided at the end of this chapter. 7 .8 -Pollutant Removal Efficiency Table The table below shows the generalized pollutant removal efficiencies for extended detention facilities, media filters and trash racks. Table 4. Structuraf Treatment Control BMP Selectron Matri,x Settling lnfilbalion Bio retention I WetPonds Facilities Pollutants of Facilities Bastns and Media High-rate Concern (Oty or Filters biofilters (LID) Wetlands Practices P011ds) {LID) Coars@ Sediment HIGH HIGH HIGH HIGH HIGH HIGH and Tra,sh Pollutants that tend to associate HIGH HIGH HIGH HIGH HIGH MEDIUM with fine particles during lreall:nenl Pollubmls I that tend to be MEDIUM LOW MEDIUM HIGH LOW LOW dissolved I following treatment Pollutants that tend Coarse Sediment to associate with Pollutant and Trash fine particles during treatment Sediment X X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Bacteria X Oil & Grease X Pesticides X I Trash Rad<s & Higtr-nlte media Hydro -dynamic lille,s Devloes UGH HIGH MEDIUM LOW LOW ow Pollutants that tend to be dissolved following treatment X DE:de H:\REPORTS'00421219\SWMP-03.doc w.o. 42•219 7/W2009 9:19 AM -.. """' • .. -- - - - ... - -.. Muroya Storm Water Management Plan 7 .9 -BMP Unit Selection Discussion 7 .9.1 Extended Detention Basins Extended detention basins collect the first flush runoff volume and retain it in the basin for a period of 24-48 hours. 85th percentile runoff volume, contained below the overflow elevation of the basin riser, will be slowly discharged from the treatment control basin via low flow orifices in the basin riser. After passing through the riser, an outlet pipe will dewater the basin and discharge runoff to the natural drainage course downstream. Advantages • Due to the simplicity of design, extended detention basins are relatively easy and inexpensive to construct and operate. • Extended detentions basins can provide substantial capture of sediment and the toxics fraction associated with particulates. • Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency relationships resulting from the increase of impervious cover in the watershed. Limitations • Limitation of the diameter of the orifice may not allow use of extended detention in watersheds of less than 5 acres (would require an orifice with a diameter of less than 0.5 inches that would be prone to clogging). • Dry extended detention ponds have only moderate pollutant removal when compared to some other structural stormwater practices, and they are relatively ineffective at removing soluble pollutants. • Dry ponds can detract from the value of a home due to the adverse aesthetics of dry, bare areas and inlet and outlet structures. Conclusion: Due to site treatment efficiency for pollutants of concern, an extended detention basin was incorporated within the project site. 7.9.2 Vegetated Swale Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey 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 DE:de H:\REPORTS\0042\219\SV,JMP-03.doc w.o. 42-219 7/9/2009 9:19 AM ... ---------.... -- ---- ... .. • Muroya Storm Water Management Plan velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and stormwater systems. 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. 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 more susceptible to failure if not properly maintained than other treatment BMPs. Conclusion: Proposed swales to line the sides of the proposed private roads has potential to undermine the serviceability of the adjacent roads and sidewalks. Also, due to the limited footprint available and site topography with the project site for BMP treatment, master treatment swales are not a feasible treatment option . 7 .9.3 Infiltration Basins An infiltration basin is a shallow impoundment that is designed to infiltrate stormwater. Infiltration basins use the natural filtering ability of the soil to remove pollutants in stormwater runoff. Infiltration facilities store runoff until it gradually exfiltrates through the soil and eventually into the water table. This practice has high pollutant removal efficiency and can also help recharge groundwater, thus helping to maintain low flows in stream systems. Infiltration basins can be challenging to apply on many sites, however, because of soils requirements. In addition, some studies have shown relatively high failure rates compared with other management practices. DE:de H:IRSl'ORTS\00,42\219\SWMP-03.d<K: w.o. 42,219 7/9/2009 9:19 AM - .. .. -.. -- - ..,,. -- .. ... .. -- Muroya Storm Water Management Plan Advantages • Provides 100% reduction in the load discharged to surface waters . • The principle benefit of infiltration basins is the approximation of pre development hydrology during which a significant portion of the average rainfall runoff is infiltrated and evaporated rather than flushed directly to creeks. • If the water quality volume is adequately sized, infiltration basins can be useful for providing control of channel forming (erosion) and high frequency (generally less than the 2-year) flood events . Limitations • May not be appropriate for industrial sites or locations where spills may occur. • Infiltration basins require a minimum soil infiltration rate of 0.5 inches/hour, not appropriate at sites with Hydrologic Soil Types C and D. • Infiltration rates exceeding 2.4 inches/hour, the runoff should be treated prior to infiltration to protect groundwater quality. • Not suitable on fill sites or steep slopes. • Risk of groundwater contamination in very coarse soils. • Upstream drainage area must be completely stabilized before construction. • Difficult to restore functioning of infiltration basins once clogged. Conclusion: Due to the fact that other BMPs provided equal or higher levels of treatment efficiency for target pollutants of concern, infiltration basins were not implemented within the project site . 7 .9.4 Wet Ponds Wet ponds are constructed basins that have a permanent pool of water throughout the year (or at least throughout the wet season) and differ from constructed wetlands primarily in having a greater average depth. Ponds treat incoming stormwater runoff by settling and biological uptake. The primary removal mechanism is settling as stormwater runoff resides in this pool, but pollutant uptake, particularly of nutrients, also occurs to some degree through biological activity in the pond. Wet ponds are among the most widely used stormwater practices. While there are several different versions of the wet pond design, the most common modification is the extended detention wet pond, where storage is provided above the permanent pool in order to detain stormwater runoff and promote settling. DE:de H:IREPORTS\0042\219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM .. ., ... ... -- ... -- -- - - - - - -.,,, Muroya Storm Water Management Plan Advantages • If properly designed, constructed and maintained, wet basins can provide substantial aesthetic/recreational value and wildlife and wetland habitat. • Ponds are often viewed as a public amenity when integrated with a park setting. • Due to the presence of the permanent wet pool, properly designed and maintained wet basins can provide significant water quality improvements across a relatively broad spectrum of constituents including dissolved nutrients. • Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency relationships resulting from the increase of impervious cover in a watershed. Limitations • Some concern about safety when constructed where there is public access. • Mosquito and midge breeding is likely to occur in ponds. • Cannot be placed on steep unstable slopes. • Need for base flow or supplemental water if water level is to be maintained. • Require a relatively large footprint. • Depending on volume and depth, pond designs may require approval from the State Division of Safety of Dams. Conclusion: Due to the large acreage requirements of a wet pond, proximity to residences (vector issues) and the fact that other BMP's are able to treat pollutants of concern with equal efficiency, wet ponds are not a feasible option for the Muroya project site. 7 .9.5 Media Filters Stormwater media filters are usually two-chambered including a pre-treatment settling basin and a filter bed filled with sand or other absorptive filtering media. As stormwater flows into the first chamber, large particles settle out, and then finer particles and other pollutants are removed as stormwater flows through the filtering media in the second chamber. DE:de H:IREPORTS\0042\219\SWMP-03.doc w.o. 42-2:19 719/2009 9:19 AM ... -• -.. -.. - - .. -.. - • - Muroya Storm Water Management Plan Advantages • Relatively high pollutant removal, especially for sediment and associated pollutants. • Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency relationships resulting from the increase of impervious cover in a watershed. Limitations • More expensive to construct than many other BMP's. • May require more maintenance than some other BMP's depending upon the sizing of the filter bed. • Generally require more hydraulic head to operate properly (min 4 feet). • High solids loads will cause the filter to clog. • Work best for relatively small, impervious watersheds. • Filters in residential areas can present aesthetic and safety problems if constructed with vertical concrete walls. • Certain designs maintain permanent sources of standing water where mosquito's and midge breeding is likely to occur. Conclusion: Due to site treatment efficiency for pollutants of concern, a StormFilter Treatment Unit was incorporated within the project site. 7 .9.6 Drainage Inserts Drainage inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling to one of three different groups: socks, boxes and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays and mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose and activated carbon . DE:de H:IREPORTS\0042\219\SWMP--03.doc w.o. 42-219 7/9/2009 9:19 AM - "" - .. .... -... • ... • ... -.. ... - .. .. ... Muroya Storm Water Management Plan Advantages • Does not require additional space as inserts as the drain inserts are already a component of the standard drainage systems. • Easy access for inspection and maintenance. • As there is no standing water, there is little concern for mosquito breeding. • A relatively inexpensive retrofit option. Limitations • Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds and vaults. • Usually not suited for large areas or areas with trash or leaves that can plug the insert. Conclusion: As part of a proposed BMP treatment train, Drainage Inserts provide good levels of initial pre-treatment prior to draining to the secondary BMPs . 7.9.7 Hydrodynamic Separator Systems Hydrodynamic separators are flow-through structures with a settling or separation unit to remove sediments and other pollutants that are widely used in storm water treatment. No outside power source is required, because the energy of the flowing water allows the sediments to efficiently separate. Depending on the type of unit, this separation may be by means of swirl action or indirect filtration. Variations of this unit have been designed to meet specific needs. Hydrodynamic separators are most effective where the materials to be removed from runoff are heavy particulates -which can be settled -or floatables -which can be captured, rather than solids with poor settleability or dissolved pollutants. In addition to the standard units, some vendors offer supplemental features to reduce the velocity of the flow entering the system. This increases the efficiency of the unit by allowing more sediments to settle out. Advantages • May provide the desired performance in less space and therefore less cost. • May be more cost-effective pre-treatment devices than traditional wet or dry basins. • Mosquito control may be less of an issue than with traditional wet basins . DE:de H:\REPORTS\0042\219\SWMP-03.doc w.o. 42-219 7/9/2009 9:19 AM ... • ""'I - -- "" - .. - - ... - Muroya Storm Water Management Plan Limitations • As some of the systems have standing water that remains between storms, there is concern about mosquito breeding. • It is likely that vortex separators are not as effective as wet vaults at removing fine sediments, on the order 50 to 100 microns in diameter and less. • The area served is limited by the capacity of the largest models. • As the products come in standard sizes, the facilities will be oversized in many cases relative to the design treatment storm, increasing cost. • The non-steady flows of stormwater decreases the efficiency of vortex separators from what may be estimated or determined from testing under constant flow. • Do not remove dissolved pollutants. • A loss of dissolved pollutants may occur as accumulated organic matter (e.g., leaves} decomposes in the units. Conclusion Due to the limited treatment efficiencies for anticipated pollutants, implementation of hydrodynamic separator units is not a feasible option for the Muroya project site . OE;cte H:\REPORTS\004-2\219\SWMP-03.aoe w.o. 42-219 7/9/2009 9:19 AM Storm Filter , , ..................................... , ........................................................................................ ,, .................................... , ........... ·--~ Tlw first choic~ in filtrn'tion .......... ••••••• .... • .............. , .......................................................................................... , ........................... , ...... , ....... i ................................................................................................. , .............. ff D11:,i1Jlll'll lo meP.l slling,ml regul,ilory requlrv1nL,1ls, TIie S1arrnwaler Mnnagerm:nl Slormf!Jlte,• 1,,rgels 1111! lull ,an!JI! or pullulMnls In urlinn runoll. Tt>l~I SUSf>l'llderJ solid\ (TSS), soluble heavy 1111?tnls, oil and grnasc, mul total nulrlenl~ are ellet:lively removed using a variety o'I susl,1in,1ble media. 1111! rield-flroven J>ei lormnnce of the Slom1Filler hns ll!d lo h1111dred~ or rl,gt>lalory ngrn11:y ilpflrovnb Mtio11wklr. as 11 sl~nd-11lone slom1w111or lreal111e11t sy~lom. Thli cusl-r:llec:livc, p11ssive lillralion 51'5lt?m is highly reffnhh1 and e.isy ID ins111ll. lls siphon• a.:111;il11d surlilCI! de;1nl119 system fKeYenls surlnct' b~nt.11119 and exllmrls 1he carlrid!JI! 1ir11 cycle ;md mnlntcm111ce intervals. From small, p1e-la1J,ica11!11 cntr.h bnsim lo 1111·91.' box culvert ,inti p.i1111I v,,ulls, Slor111Flller sysll!IIIS 111aitimi1.e l,,nrl um "fhe cu11111act desi~Jn ;,foo rl!duces cunslruclion aud install.11ion cnsl~ by li111i1ing exc.1vnllon. ..... ••·-······· '•••-...... ~--··· .... ----.. ·--...... , ',, , •••·· ........ ~ / StormFlllor P11rlorn111nco Chm•;,ctl!rlslics TISI p•• ........ \ nu I1,nltr, Huldr.nll ID JU 511 IDD JlOII ,.,1Qll" lkhdt 1.,:1,ti,f.,1~1;-~1,;:1,~:11!iiJlr,1 B 6ill i;;J GI [11n., ....... • M11cl~ 1111) mri~I slrin!)l!lll IC!JUlillllly re111lirnm1,11ls • Fil1rntio11 n,edi,, 1an,,~1:. sitv•r.prJd(ir. polkllanl~ • Duil1Jned 101 m;il111l!11,111c<, cydes nl 0111, yI."i1I or Jnnu1?1 • H-7.U mt,,d, 1111rlP.1rJrll1111cl IJMI' 111,1~i111iil!t, l1·mcl us,~ Flow-lJ;1s(.•d ~nll vuhnne-lJ,1:i1.:d t.y!.IP.1ns ,1v;ail,1hlu lo 1111:t!I 1r.y11lilliru\5 D1y nr rrri111ly chy ht•lwl~m 5lorrn 1,vm11s - IIU Willl!r ln rt?lllO\lt! clurlnu rn:dntt•llilllCH f'• -~•j; ,,:1 The Stormwater Management Storm Fil t e r® Pioduct Highlights The Stormwater Management StormFllter'I is a Best Management Practice (BMP) designed to meet the most stringent regulatory requirements for stormwater treatment. Using a variety of sustainable media, the StormFilter removes the Precast Stormrilter Confi9uration most challenging target pollutants -Including total suspended solids (TSS), soluble heavy metals, oil and grease, and total nutrients. The field-proven performance of the StormFilter has led to hundreds of stand-alone BMP approvals by regulatory agencies nationwide. The patented filter cartridge's surface tleaning mechanism provides your best long-term solution. The StorJ'T'IFilter Is highly reliable and easy to install. The Technology The StormFilter design Is based on passive, siphon-actuated, filtration media filled cartridges where particulates and pollutants are trapped and adsorbed. During a storm, stormwater runoff passes through the filtration media and starts filling the cartridge center tube. Air below the hood is pun~ed through a one way check valve as the water rises. When water reaches the top of the float, buoyant forces pull the float free and allow filtered water to drain. The StormFilter Cartrld9e After the storm, the water level in the structure starts falling. A hanging water column remains under the cartridge hood until the water level reaches the scrubbing regulators. Air then rushes through the regulators releasing water and creating air bubbles that agitate the surface of the filter media, causing ~ accumulated sediment to drop to the vault floor. This patented surface·cleaning mechanism helps restore the filter's permeability between storm events. Media Options The StormFilter can be customized using different filter media to target site-specific pollutants. A combination of media is often recommended to maximize pollutant removal effectiveness. Pollutant Perllte csr MetalRx Zeolite GAC Soluble Metals ✓ ✓ ✓ Nutrients ✓ ✓ ✓ ✓ Configuration Guide I Perlite Is naturally occurring puffed volcanic ash. Its porous, multi-cellular structure and rough edges make it effective for removing TSS, oil and grease. CSP Leaf Media and MetalRx•., are created from deciduous leaves processed into granular, organic media. CSF is most effective for removing soluble metals, TSS, oil and grease, and neutralizing acid rain. MetalRx, a finer gradation, is used for higher levels of metal removal. Zeolite is a naturally occurring mineral used in a variety oi water filtration applications. It is used to remove soluble metals, ammonium and some organics. GAC (Granular Activated Carbon) has a micro porous structure with an extensive surface area to provide high levels of adsorption. It Is primarily used to remove oil and grease and organics such as herbicides and pesticides. From small, pre-fabricated catch basins to large box culverts and panel vaults, StormFilter configurations maximize your land use. The compact design also reduces construction and installation costs by limiting excavation. Use this table to Identify the appropriate configuration for your site. Engineers in our Technical Sales department are available io assist with your project. Products· Precast CatchBasin Volume Regulation Type Flow Based Flow Based Volume Based Effecth(e· Hydraulic Drop 2.3 ft. 2.3 fl from rim 2.3 ft. Inlet Type Internal Treatment Overflow Capacity Conveyed Flow Pipe(s) Online 1.17 cis Sheet Flow Inlet Grate and/or Pipe Offline 0.13 cis Conveyed flow Plpe(s) Online s,ooo+cr Stormrilter Configurations StormF'ilter Performance Characteristics TSS ()lml 20 so 100 2300 ,~~~~~ ~ !ffectlv.en~ Benefits Soluble Melzls ~ Oil & Trash & Nutri!!nts Gr!!1:se O!bris ~ • Meets the most stringent regulatory requirements • Filtration medias target site-specific pollutants • Designed for maintenance cycles of one year <rr longer • H-20 rated, underground BMP maximizes land use • Low hydraulic head allows use on most ·sites • Flow-based and volume-based systems available to meet regulations • Pre-manufactured design means easy installation for contractors • Cartridge-based systems provide exact sizing for every project to meet regulatory requirements • Dry or nearly dry between storm events -no water to remove during maintenance Accessories Drain-Down -Provides complete dewatering of the StormFllter vault by gradually removing residual water in the sump after the storr,:i evenf. • Aids in vector control by eliminating mosquito-breeding haoitat • Eliminates putrification and teaching of collected pollutants • Lowers maintenance cost by reducing decanting and disposal volume Sorbent Hood Cover -Removes free surface oil and grease.• • Instantly adsorbs oil and grease on contact • Will not release captured oil, even after reaching saturation • Made from recycled synthetic fiber Support and Maintenance • Drawings and specifications are available at www.stormwa~erinc.com • Design support is available from our Technical Sales engineers, to provide site-specific solutions • Full maintenance services are available to maximize performance and ensure long-term product viability Tot Sta:rnwattr Man19•ment stcrzr.;:-i1ter= U.S. Patent !1101. 5,322.529: s.szc.,sre S,707,szT; 5.017,639; 6.4C9,O..:.9. Slar:ni="dt"tr Cartridi;ti U.S. ?atent th11. 5,l22,,5l9; 5,52.4,57i.; S.i01.5Zi'; a,021.~9; i,&::.s.c~s. StDrmS;i·un:11 C.a~JiC9e U.S.. ?il~iln't XDL 5,i07.,5:?7: 5.027053'3': 5.:5-'9.0~9. Catc."'lallln SlcrmF'll~er• U.S.. !:liltui~ ~:is. :!!!.322.!2.9; !,~2~,576: 5.~C7,S27: 6,0Z7,53i; St:.~wa:ttr Ml:na;am■nt. ln~ CZQtJS 1?021 .. B Nt: Airp.art Way, PsrU•nd, OR 9722.0 !{ 8 900.541.45;S7 ~ 300 .. ~61.1271 ,0 ;':.armwahrin: .. c::iim .. .. .. .. .. .. --.. ... 111! - .... .. ... - ... ... ... ... .. ALTER.NATE PIFE LOCATION (TYP) (SEE NOTE GJ BALLA5T r{5ff'-<)Tf8J r,-;L __ __,--:-:-,,;:----=----. -;,.::f--_-.-_._,,_., .. INLET PIPE (SEE NOTES 5tG) ~ • "'·· COUPUNG (TYPJ (BY CONTRACTOR) OUTLET PIPE (SEE NOTES 5~G) 6' x 12' STORM FILTER -PLAN VIEW ED 30"0 FRAME AND COVER. (TY?) (SEE NOTE 4) PERMANENT POOL ENERGY DIS51PATOR BAFFLE WALL (TYP) l '-4" I GRADE RING (1YP) . .. UNDERDRAli~ MANIFOLD 4'-G" MIN (SEE NOTE 7) 6' x 12' STORMFIL TER -SECTION VIEW G) U.5. ?A-r:r..:7 r,v. 5,522,~25. ,C-2006 CONTECH Stormwater Solutions conlechstormwater.com No. 5.707,52;, r~:::i. b,027.G39 t~c. ,.,49.040. i~c. 5.~2-4.57G. ,!..il!D OT:i!?-. J.5. hNJ fO~..E!G:-t '::!..TEN75 PENDi~lG 6' x 12' PRECAST STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL DRAWING 1 1/2 DATE: 09126/05 SCALE: NONE FILE NAME:SF612-PC-DTL DRAWN:MJW CHECKED: ARG .. .. .. ---- -- • • ... -... ... ... .. illll .. illll -- GENERAL NOTES I) STORlv1FILTER i5Y CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548-4GG7: SCAR.BOROUGH, ME (877) 907-8G76; LINTHICUM, MD (8G6) 740-3318. 2) FILTER CARTRIDGE(S) TO BE SIPHON-ACTUATED AND 5ELF-CLEAi-JING. STANDARD DETAIL DR.A.WING SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. 3) PRECAST VAULT TO BE CONSTRUCTED IN ACCOR.DANCE WITH ASTM Co57 AND C858. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION Of STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 4) STRUCTUP-c AND ACCESS COVERS TO MEET AA.5HTO H-20 LOAD RATING. 5) 5TORi\AFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. If LESS DR.OF 15 AVAILAi5LE, CONTACT CONTECH STORMWATER SOLUTIONS. G) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECA5T STORfviFILTER VAULT EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM 15 REQUIRED, CONTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. o) ANTI-FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTR..A.CTOR. If REQUIRED. BALLAST TO BE SET ALONG ENTIRE LENGTH OF BOTH SIDES Of THE STRUCTURE. 9) ALL STOR.MFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 30"0 FP..Alv\E AND COVER (TYP) (SEE NOTE 4) FLOW SPREADER G' X 12' PRECAST STORMFILTER DATA STRUCTURE ID WATER QUALITY FLOW RATE (c;fs) PEAK FLOW RATE (els) Ri:TURN PERIOD Of PEAK FLOW (yrs) # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE ( 15 OR 7.5 C1pm) MEDIA TYFE (CSF. FERUTE. ZPG) XXX x.xx x.xx XXX xx xx XY.XXX BALLAST PIPE DATA: I.E. MATERIAL DIAMETER. r (SEE NOTE 8) _______[" H El GHT ,_____,_. c...;....;.:;..•· ~~--=------<--->-_l 6' x 12' STORMFIL TER -SECTION VIEW ffi 3'-3" --.----5'-G" ----i---3'-3" 1----------12·---------- 6' x 12' STORMFIL TER -TOP VIEW EB ©2006 CONTECH Stormwater Solutions INLET FIPE # I XXX.XX' XXX xx· INLET PIPE #2 XXX.XX' XXX XX" OUTLET FIFE XXX.XX' XYJ< XX" PJM XXX.XX' YFLOW~ XXX.XX' - LADDER ANTI-Fl.01ATION BALLAST NOTES/SPECIAL REQUIREMENTS: YES/NO WIDTH HEIGHT XX'' XX'' i;-:! 5TO?..\.W/J.TE?... fviA.i'lAGE~v•::;JT 5:cr.iP:::.er:S U.5. F . .:1..TENT Ho. 5.322.G.2~. :t,. 5,707,527. No. G.027.b.39' \o. io.~-'9,C-46. :.:o. 5.,24.57b . .A.1~:, OTit!:::t 'J.5. A;-f~ fO~!Gi~ ~ ORMWATER SOLUTIONS~ 6' x 12' PRECAST STORMFIL TER TOP VIEW, SECTION VIEW AND NOTES STANDARD DETAIL DRAWING 2 tontechstormwater.com DATE: 09/28105 SCALE: NONE FILE NAME:SF612-PC-0Tl DRAWN:MJW CHECKED:ARG .. -.. - .. ,,.. ... 'ft • .. .. .. ,11111 .. .. - ALTERNATE PIPE LOCATION (TYP) (SEE NOTE 6) INLET PIPE (SEE NOTES 5-$6) • .. BALLAST (SEE NOTE 8) COUPLING (TYP) (BY CONTRACTOR) OUTLET PIPE (SEE NOTES 5~6) OUTLET BAY 8' x 16' STORMFILTER-PLAN VIEW G) 30"0 FRAME AND COVER (TYPJ (SEE NOTE 4) ENERGY DISSIPATOR STOR1v1FILTER CARTRIDGE (TYP) (SEE NOTE 2) GRADE RING (TYP) 8' x 16' STORMFIL TER -SECTION VIEW CB '~ 2006 CONTECH Stonnwater Solutions =STORMWATER SOLUTIONS~ contechslormwaler.com 8' x 16' PRE CAST STORMFIL TER PLAN AND SECTION VIEWS STANDARD DETAIL DA TE: 09/29105 SCALE: NONE FILE NAME: SF816-i>C-OTL T~!: 510R.MWAi!:R.. ~/A.~AG!::M=MT 5torm~:ltc!r'.!) l.i.5. P'Ai'ENI 1\;o. 5.322,bZ:J. No. 5,707.527. He. 6.0.27.f;,3:; No. t;_G,49.0~8. r-!o. 5.b24.57;;';. ;.:~D OTt-:E?.. U.S. A.r{O f'O~..flGN r~.TE:'IT5 z=tEr.:vn•:G DRAWING 1 DRAWN:MJW CHECKED:ARG • ... .. ""' ----- ... .. ... • ... "" "' - .. • "" • .. GENERAL NOTES I J STORMFILTER BY CONTECH STOR.tv!WATER SOLUTIONS; FORTLAND, OR (800) 5-48-4bG7; SCARBOROUGH, ME (877) 907-8G7G; LINTHICUM, MD (8GG) 740-33 I 8. 2) FILTER CARTRIDGE(SJ TO BE SIFHON-ACTUATED AND SELF-CLEANING. STAND.11,RD DETAIL DRAWING 5HOV"5 lv',AXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. 3) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH .A.STM C/357 AND C/3513. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGUR.l>.TION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRNNING. 4) STRUCTURE AND ACCESS COVERS TO MEET AA.SHTO H-20 LOAD R._o_TING. 5) 5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP 15 AVAILABLE. CONTACT CONTECH 5TORMWATER SOLUTIONS. b) INLET AND OUTLET PIFING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. FRECA5T STORMFILTER VAULT EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A 5HALLOVvER SYSTEM 15 REQUIRED, COi.JTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. 13) ANTI-FLOTATION BALLAST TO BE SPECIFIED BY Ei..JGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET ALONG ENTIRE LENGTH OF BOTH SIDES OF THE STRUCTURE. 9) ALL 5TORMFILTER.5 REQUIRE REGULAR MAINTEI..JANCE. REFER TO OPERATION AND lvtAINTENANCE GUIDELINES FOR MORE l~IF(")P.~ lATll"'I" BAFFLE WALL 30"0 FRAME Al.JD COVER (TY?) (SEE NOTE 4) FLOW SPREADER 8' X I G' PRECAST STORMFILTER DATA STRUCTURE ID WATER QUALITY FLOW RATE /c:fs) PEAK FLOW RATE (cfs) RETURN PERIOD OF PEAK FLOW (vrs) # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE ( I 5 OR 7.5 "'"m) XXX x.xx X.XX XXX xx xx BALLAST lvlEDIA TYPE /C5F, PERUTE, ZPG) xxxxx UNDER.DRAIN MANIFOLD • (SEE NOTE 8) I 'l,1JTH----+---l -I PIPE DATA, INLET PIPE # I INLET PIPE #2 OUTLET PIPE RIM XXX.Y.X' I.E. MATERIAL DIAMETER XXX.XX' XXX XX' XXX.XX' XXX XX" XY.X.XX' XXX xx· XXX.XX' 8' x 16' STORMFILTER-SECTION VIEW (!) Y,wwi-l --+ LADDER YES/NO ANTI-FL01ATION BALLAST I WIDTH I HEIGHT I XX" I XX" NOi ES/SPECIAL REQUIREMENTS: 7~E 5TOPJ..AW"-.Te~ t/,;..~JAGEMEN7 5to~r.;~11~er® 8' x 16' STORMFIL TER -TOP VIEW CI) rt,2006 CONTECH Stonnwater Solutions 1..i.5. f"A:'ENT No. 5.322,.;29'. Ne. 5.707.527. J~c. b.027.~39 ~'ic. 1:,1:45.048. ~!o. 5.624.57b. ;:.~o or~eFt U.5 . .:.rJO fO?..flGN PA.ifh!TS .=-~NDIN~ contechstormwater.com 8' x 16' PRECAST STORMFIL TER TOP AND SECTION VIEWS, NOTES AND DATA STANDARD DETAIL DRAWING 2 2/2 DATE: 09129/05 SCALE: NONE FILE NAME: SFB16-PC-DTL DRAWN: I.WW CHECKED: ARG ... .. ... 11111 .... ., -• .... - ·--- • ... .. ... .. • ,,, ... .. 'Ill -- ... • .. • ... • .. • ... • .. • -- lt-!LE.T ~IPE (5::E }JCT: 4) V A.:,JAel.f DlAiv1fil~ {SEE NOTE 2) 5TEf5 STORMGATE MANHOLE-PLAN VIEW CD G?-ADE RING ('iYr') 24• 0 FR.'°'ME AHO COVER {5TDJ ,,. ~CL,j~-.... : ... -----11 I 5T01",MGATI. ADJUSTAci.l: WEIR. {SEE DETAIL 1/2) STORMGATE MANHOLE -SECTION VIEW CB STORMGATE MANHOLE HIGH FLOW BYPASS PLAN AND SECTION VIEWS STANDARD DETAIL 1 ~tr,.r.rnwate§ 1------,.---------.-----------.-----,--.!.-..:;;:...--I WWYt.4tarmwa11rl'ED.cam CAAYIN:M.JW ... .. .... .., --.. - - -... '"" • .... - ... - • .. GENERAL NOTES I J STO?.MGATE 6Y 5TORMWATER3GO (53GOJ, i'OR.T!A\ID, OREGON (800) 34i5~GG7. 2} PREC~5T ~AANHOt1 TO ee CONSi~UCTED IN ACCO~AJ\ICE WfTH A5Tl·./i C-470. DETAIL DR..:\VIING REFL.ECTS DESIGN INTENT ONLY . ACi'UAL 01MEN5lON5 ANO CONFIGURATION OF STWCTU?-f WILL Bf 5i10NN ON i"RODUCTlON SHOi" DRAWlNG. 3) STRUCTURE AND ACCe55 COVE.~ TO Mfl:T AASHTO 11-20 LOAD lt.O.T!NG. 4) INLfi Ai~D OUTLET Plf'lNG TO CE SFECIFIED 5':" ENGINEER. AND i'R.OVlOEO 5Y CONT?-v1.CTO~ Ffe0.5T SiOP.JviGATE ii.-t.l.NMOLE EOUIPi'ED Wl'ili EITHER. COP~D OPENINGS OR. fu\lQ'"'J;.OUT5 AT INU:i' AND OUTL.ET LOCATIONS. 5) CO~!i?~CiO~ TO ADJU5T \\'EIR. TO DESIGN fu-VATlON 5?ECIFIED tN DATA TAOL! Of:LO\V. DO NOi EXCEED 5.0 Fi-L55iOR.0UE \"liiCN TlGHTi!NlNG 5CRE'!/S ON \,\1:l:?.. FR.A.i\~E. SEAL v1:1R TO ;=~;ME '.'ltiH RTV 5l!.iC0?'1E s:.:..!..c.J,IT AFiE:R. Fli~,l.L ADJU5Ti✓-~NT. STORMGATE MANHOLE DATA OR.IENTAT:OM MATER.iALIDIAiviETEK. ORJFiCE Tl?E {PJPE. CP-.F. r2lAiE) FIFE WEIR DETAIL -PLAN VIEW (I) ORIFICE OIAl'viEi'ER (ir.J 'NE!~ GP.J:51 ELEVATION ,.. . .. 72.67' 73.37' t 2·-2· MIN 1-,c,_ ____ 4• r.-UN ADJUSTAoLE WEIR. ?V-.TE (SEE NOTE 5) EM5EOM!:NT ANCHOP..S (TY?) \1-/l:IR ORIENTATION NOTE5/5FEC!AL R.:QU!REMCNT5: 1.27' I 19' 71.20 Plf'E OP.JENTATION ~-Y: 90' I 1,50•-EB-o= 2fo= WEIR DETAIL -SECTION VIEW ([) www.starmwater360.com AND COVER (STD) STORMGATE MANHOLE-TOP VIEW (1) STORMGATE MANHOLE HIGH FLOW BYPASS TOP VIEW, WEIR DETAIL, DATA AND NOTES STANDARD DETAIL 2 .. ... -.., - - ... - ... - .. - • ... • GENERAL NOTES I) 5TOR.MGATE 6Y STOR..'AWATER.3GO (53G0). l"OR:TL:U'ID, OREGON (500) 54t--4GG7. 2) i"REC.,1,ST MANHOl.f TO eE CON5TR.!JCTED IN ACCORDANCE \\1T11 A5TM C47o. DE"iAIL DRA\',1NG l"-!i'!..!CT5 DE5iGN llsiENT ON!.Y . ACTUP.l. DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL 6E 5H0V,N ON l"R.0OUCTION SHOF DR.-'.'lllNG. 3) 5TF-!JCTU:1.E A.'l!D ACCESS C0VER5 TO MEET A-\Sl1TO r~20 LOAD R..;TtNG. 4) INL.Ei AND 01.JTLET PIPING TO OE 5?~ClftED CY Ei'.!GINEER. AND r'~OVIOED SY CONTR..~.CTOR. .. r'~CAST 5TC?..:-,;GATE MA,"'ZHOLE EQUll"f'ED \\ffr1 EIT.1Ei!. COP-ED Ol"ENING5 OR. 1,NDO,0UTS AT INU!T AND OUTLfi L0CA'il0N5. SJ C0NTR..;CTQR. TO ADJUS7' \'11:IR. TO DESIGN ELEVATION Sl"ECIFIED 1:-: DATA T.-SLE SE!.0W. 00 NOT EXCE::D 5.0 FT-t.e5 TORQUE t/ltiEN TIGHTEN(NG 5CREV'.'5 Ofil \VEIR FR..e.ME. SEAL W'EIR. TO FR.~!•AE VlITi'1 RTV 5IUCONE 5EA!..A1'. T AfTER. FINAL AD.!UST:11-1ENT. l"lfE DATA: STOR.iviGATE MAt-.JHOLE DATA I 0.G J 14., I 45' I 12..1::· ❖ INLET?lf'f ....,,,.---f-~--·-4'-f 1:.,:•J 8 \'.•"ATEi=t CUA~IT"i' ...,. ;, . .:b • ' • • "'i;--. ,..;,1-----.--2---F~OVI OUTLET i"li"E r 4•:vt1N 270' PVC ;· ! i ,,-/ 2t // It ll 22 22 ll a +1 l-'--'c.;;.,._;;..;;....,;;;;;.,__----f-----t-----1 5F""_1 SC",. r=\_•,•:,-~1 , J -/ I FE.:.r, FLO\.V -~ \Ill __/ OUTIFif'JPE (SEE NOTE 5) 1150' iiDFE 24· OR.lfiCE TYi'E (FlfE. CA'f', l"t.ATE) I Pl?E WEIR DETAIL -PLAN VIEW G) ORIFICE 0IP-.Mc, ER (m) WEIR. CR.EST ELEVATION I ,. I GS.50' t 2'-2' MIN ----s· WEIR.FAAME ADJU5TAi51.! WEJR. FLA TE (.5Ef: NOT:=. 5 l t:MEl!:Dlr., .. NT ANCHORS (i';'l") WEIR. WALL ELc-VATICM ME.'0 OVER V-/El~. ii (h:i WEI:!. 0?.JEN7'ATI0N FLOOR. Elc-VATI0N NOTE.5/5FECIAL i"..EOUl~MENT5: I G5.o0' I I .lo' I ;f;.46' I 5G' I .fi3.f;:S' PlrE ORJEi•rTATlON "-c-Y: 90• I 1 ao• -E±)-o· ' 270' WEIR DETAIL-SECTION VIEW ED www.stornnnL~r36D.c:om AND COVER. (STDJ STORMGATE MANHOLE-TOP VIEW (2\ 2 STORMGATE MANHOLE HIGH FLOW BYPASS TOP VIEW, WEIR DETAIL, DATA AND NOTES STANDARD DETAIL OAT::OOJ:25/DS SCA!.E:NON: 2 • ... .. - --- ... --- - ... - .. ... -.. GENERAL NOTES IJ 5TORMGATE i5Y 5TORMWATE?-3GO {53GOJ, PO?-.T!.AND, OR.EGON {cCO) 545-4GG7. 21 ?~CAST MANt',01..f TO Cf CONSTRUCTED IN ACCORD.A.NCC v.;1TI1 J=.5TM C470. DET.~t. DAA'h'iNG REFLECTS DESIGN IN'icNT ONLY. ACTUAL D:MEN!!IONS A.ND CONFIGU~TION OF 5T?...UCIUR.E \\'ILL CE SHOV..-'N ON rtRODUCilON 5MO? Drl~V/ING~ 3) 5T~cruRE AND ACCl:..."-5 COVERS TO MEET ...... 5:-rro H-20 LOAD P-,.;i1NG. 4) lNlff AND DI.J71.cr ?l?lNG TO OE SPECIFIED SY EtJGrNEER ANO ?'r{OV:DED BY co.,1T~~croR. :='REC.!a.ST 5TO~MGATI! 1-.AA;-!t:Dt.E EQUIPPED WliH EIT11EP-. CO?-ED Oi"ENINGS OR. KNCCi:.DlJTS AT IN\..!T II.ND OUT!.l:T !..OCATION5. 5) CONTP..;..CTO?-. TO ADJUST went TO DESIGN EL..'"VATION 5i'ECIFIED IN OATA T~.BlE BELOW. DD NOT EXCEED 5.0 FT-~5 iORQUE 'l/r1EN TJGHTeNtNG SCR.E\VS ON \VEIR. FP~\AE. 5E.!tJ. \\IEIR TO FR.A.a'v~C \A.'1Ti1 rtT'v' SJL!CONE 5EAL!..NT AFiER. FlNi!-l. ADJUSTMENT, ..... r 4• ivHN SET scit::ws rrm I {SEE NOTE 5J WEIR DETAIL-PLAN Vl'EVV CD t ~'MIN ADJUSTAol.E 1.VEI it 1'lA Tc (SEE NOTC 5) eMEl~DM~NT ANCHOiG (i'l'r'J 5TORivlGA IE MANHOLE DAT,!!, IMLE1 ?l?E '!/ATER. au.~.LJj';"' 91 .70 FLOW OUTLET P11'E ;>EA,,;,F!.OW 01.JTL!:, Pli"E ::l 1.70' ORli'ICE 1Yi"E (r'li"E. CA,=, FLATE) 0?-.11'1CE OIAi✓,c 1 ER. {1n) \..A/EIR. 1NALL El ~AitON MEAD OVEK. 'NEIR.. H (rtj WEIR. ORJENTATION FLOOR. ELEVATION NOTE5/51'ECIAL R!:QUl?..EMENT5: 0.:; 10.a 9o5.15' 27C' G' 92.22' 52.72' 0.90' 53.20 50.05' FIFE OR.!ENTATION K!:-Y, 9?" 1 oo• --EiJ-o· I 270' WEIR DETAIL -Sl=CTION VIEW (!) www.stannwal1rJiQ.cm.1 AND COi/ER. {STD) STORMGATE MANHOLE-TOP VIEW ED STORMGATE MANHOLE HIGH FLOW BYPASS TOP VIEW, WEIR DETAIL, DATA AND NOTES STANDARD DETAIL FILE NA.\fE:SG•M!-!-071. 2 .... - -- - ... - - -- • - )l . RESEARCH AND DEVELOPMENT // STORMWA;ER-,.. l'llANAGEMENT INC. Total Suspended Solids (TSS) Removal Using Different Particle Size Distributions vvith the Stormvvater Management StormFilter<s) Introduction Total Suspended Solids (TSS) is commonl:l used in the stom1w2t!E!r incustrJ as a surro-;iate pollutant and a measure of B..st Management Practice (8MP) performance. Although a practical standard, it is becoming evident that the measiJrement ofTSS can be complex. Historically, parameters such as partic!e size distribt.'tion and specific gravity have not been induced as part of SMP perfom,ance due to 'the difficult>/ of measuring ihese parameters in 'the field. For example, in a situation where road-sanding material is being washed into a BMP, the removalof80%ofTSS is easily achieved as the majority of the mass of the particles is composed of large sand and grit particles with a high spacific gravit)'. In other situations, the TSS particles are much finer and haYe iower specific gravitJ, such as runoff from parking lots and hight-ave! roads that frequently have "gray· water resulting.from suspensions of siits, tire and brake dust, and associated fractions of oil and grease at low concentrations. TSS Definitions Stonnwater Management Inc. (SMI) has been investigating various particle size distributions (PSDs) fer BMP acceptance or verifie2tion for va.ious agencies: Washington Strate Department of Ecology (Ec-::ilogy}, New Jersey Corporation for Advanced Technology (NJ CAT), New Jersey State Department of Environmental Protection (NJ DEP), City of Portland, OR Bureau of En.ironmeni'ai Ser;ices (BESj. Fr,e cfiffersnt PSDs are presented in Table 1. These particie sizes consist of natural soils (sandy loam and silt loam), manufactured sediment (SIL-CO-SIL 106), and two protocols for e·•,•aluating stom,water (APVVA and Cirj of Portland BES). Ths SMI Stom1Filter was tested with the natural s,:,ils and SIL-CO-SIL sediments (finer dlstrlbufon than the APWA or BES protocols). PSD testing was i;-redominantly conducted in the SMl laboratory using simu!ated stormwater in a TSS concentration range bet-11een approximaisly· 0 -350 mg/L SMI would recommend that a jurisdiction define TSS with a range of PSDs such as the sandy ioam. silt loam, or SIL-CO-SIL -J.06 used in these laboratory investi-Jations, as opposed to a unifom1 PSD ~-s. 80% removal of 125 microns). Manufactured sediments are commercially availalie and can easily ba used in comparing different EMPs. The PSDs are idealized at a specific gravity of 265, while field studies by SMI clearly show a high iraction of the TSS as organic in iexture (seasonally) •.::ith a specific gravit'1 at approximaterJ 1.0. Investigations by SMI show that PSDs in the Pacific Northwest tend to be characteristic of silt loams: and PSDs in the NE tend to be sandy loams or loamy sands, especial!y-.,.,'hsre read sanding is practiced. Table ·1 has a summary of ·-1arious PSDs mat have been investigated by SM!. For f'Jrther ir.fom,aticn, Appencfo: A contains me graphical representation of each sediment type. T ab!e 2 contains the TSS removal perfomiance '.'iith these different sediments. StonnFiller Pe-rtormance, TSS i cf5 - - -- - ... -- --.. .. '1111 - Table 1. Sediment Particle Size Distributions Particle Size (microns) 500-1000 250-SDG 100-250 Sandy loam" 5.0 5.0 30.0 50-10-J 15.0 2-50 40.0 Percent bv mass (approximate) Silt SIL-CO-SIL APWA 1999 loi1111' 106 ° Protocolc 5.0 G 20.Q 2.:• G "iU.O 2~ G 35.0 5.0 20.G 10.U 65.Q BG.C 25.0 PortlanCI BES C 10.0 1().'.J 25.tJ 25.0 30.0 1-2 5.0 20J) GJ} O O SMI tesied Oregc:, si.t an=. S;?ndy ~oams !c:-N:M; ,.,!;rs:y Corpor.iion for A=vancW Teehn:iiog-Jveriii::ation ofTSS perform;i:i;; .:iaiims. b SMI :este~ SIL-CC~SlL ·Ji:S for \o'.'asr.ing:on Staie Deportr.:er.t of Ec,:;:o;;;· per tt:e Te:i-.r.::-log-1 ~.ssasSil1e~t Prc:c:::-! -~:olog/ (200 i ; . . • H~ctnetical portiC:a s~e distrJ:•t..1:ic:,s frc:n :na-.s: t~tir.g ;:ro~oc:Jls. ?~i-Jclc sizes were ;r~nte-: in o rar.;e a-:aCabte !fl Apper.::'ix t-.; the table repl"$en?!: the ;e~st wnser;oti-;; ( t:arS,;:r) t;pproxi:nate ~-ti ~e size rar,ge. Table 2. TSS removal using differing particle size distributions Cartridge Percent Removal (%} Flow Rate SIL-CO-SIL Meola Type (gpm) Silt loam O 106 ~ Sandy loam 3 coarse Perrn:e i5 ?2-77 f I -80 CoarsePerttte 7.5 76-76 Coarse Fu:-e Pertlte 15 Cc-arse Fine ?ertlte 7.5 6-::--75 79-82 Fine ?erlite 15 73-75 R:.e Pertlte 7.5 85-8S CS~leaf0 15 6-::--7!: ecarse ?eocelZeolita ~ 15 ~--84 ZFGlM 7.5 86-89 ?erits/CSF'-· leaf 7.5 82-85 Perllte:Metai R.-.:: ~• 7.5 89-92 .. Linear re--~esskm o;,•es usad i., ta'l-; da.±a a.,a:.ysi;;, r,,;e ti!:le ;resents the upper ar~ low:;-r ~5¥.. tonfl:ence tm~. Oil~a w~t; coEec:sd !n the SMI Ja...."'crator; cslr.; simu;eted s:orm·uatsr for TSS ecneer:traticms be-:-;.·een Q-350 rr1;,IL Si, end sand;' ioam perfcrman:e Cate \.",'a3 NJC~T-vsr.fied. :i ?;;iomlance of the CSF !eof rnedla ·,vas Les!~ usU-:; 00th fie::: and la::Orator:,• irr,·esti;~9. l.a~olll!or,-i;tu-:::ies used a P:ila'::ne lcam se::imern. Fl~:l da.t.;i is trom tile Pacr.ic t-lorii'r,vei;L • Pertcmiar:ce of lha ::oars;; pe,"ji;e I c::-ar..a :.eolite r:i&eia was es tee U:!:ng ~ Palat-n e la;;r., ;;ecf4-ner.t. Re;;oned i:i Total Si:;;pended SC:ids Remc-.-al uslr,;; S:ormR:,er~ Technolcg; . Stormfilter \Next Page I• TSS 2 of6 • .. .. - -• .... 11111 -... --... -- - -- .. References American Public V't'orks Jlssociation (AP'NA}. (1999). Protocol for the acceptance of ur.appm,'ed sfo.-n;'~·-'ater trea:me • for !.!Se in the Pr..:cet Sound •tlater~hed. V•lashinc:ton: APV•l~4. Washingtc-o Chapta a-;Jal'S Ccmmit'..se. Retrieved January 3, 200i from the Municipal Research and Set\1ces Center of 'Nashington website: ;•,'tl",•.· .. nirsi;.=.rc/sn\~rcnni?tt:~_,._.3t9r.."'v.--;,t~~-5.!a;::1·,•.!.a!Ci.:,tccc~.htrn de Ridder, S. A., Darc-1, S. I., and Lenha;L J. H. (2C02j. Silt loam TSS removal eff.L-:ienoy of a stotm~'later BA.,f.0: Coarseiflns pertite Siom;Fl!:er car'ufdge at 28 Ll.rnln {7.5 gp.rr._J. (Report No .. PD- 01-001.1). Portland, Oregon: Stom1water Management Inc. de Ridder, S. A., Darcy, S. I., and Lenha:t, J. H. (2002). Sandy /{;am TSS re::1oval efiicie:1cy of a sto:nw1ater BMP: Coarse perlite Stcv,nFiJter cartridge et 5711:r.in (15 g,cm). {Report No. PD-O·t- 002.1). Portland, Oregon: Stomw,ater Management Inc . New Jersey Corporation for Advanced Technolo-J'/. (2CiQ2). NJCAT TECHNOLOGY VE'i!FICATiON STOR!li'WATER MANAG5ViENT. INC. 60:dento·:.n, NJ: Author. Retrieved July 31, 20,J3, irom: \*-"~*.t¥:.r•~.C:()urce:savetwn1lffl:;!tQglo1ana!;ari05SF24106~Coc Portianri Bureau of Enviionmental Se.·\~cas (Portland SES). (2001 }. Vendor submis:s.ior, g:.:idar;ce for evaJusti,if stormwatar treatment tech,w!c,gies. Portiand. Oregon: Cit-j of Portland, Bureau of Environmental Services. State or Washington Department of Ecology ('N.o..DOE). (2002, October}. Guidance for Evaluating Emerging Starml't-ater Treatment Techr;o!ogies: Tecim.o!ogy Assesstr.ent Proioroi-Ecoiogy {W . .:\DOE Pubfica!ion No. 02-10-037). Retrieved November 1 ·1, 2002, frcm: ,w,w.erx.,·.-a.covion::-::iran1&\•:glstomT1r~terinewtech!02-•i0-037%2.0TAPE.cdf Storm.-.-ater Mana-~ement Inc {SMI). (2004). B.ralualion of the Storm ..... >ater 1\Aanagemsnt Stonnf=iiferl! cartridge for the removal of S!L-CO-SfL 1 Oo, a &/fithatii:;a!iy graded sand me'.sriei.: Z0 G Sto.-m.i:,:tsrcartridge at 28 U!T'ln (7.5 gpmj. (Ref-Ort No. PD-04-006.0). Portiand, Oregon: Aulhcr. Stonnwa.ter Management Inc (Sivll). {2003). Jnfiuenca of .!01¥ ,-ate and media gradation cm the ~t ,;;ffgctive dssisn of stormwati3r 5ltra'lion best manasement pracvae.; rort.~e retr,ovai oftclal suspended solida. (Report No. PD-03-006.0). Portland, Oregon: Author. Stomr,vaterManagement Inc (SMI). (2C,C0). Tota! Susper.ded Soiids Removal using Sto,mFil/1::r Teohnciog-f. Portland, Oregon: Author. Stormwater t,fanagement Inc (SM!). (2005). Evaluation of the Stormwater Management Stoor.Filtei® cartridge for lhe removal of SIL-CO-Sil 106, a synthetically graded sar:d material: Perlite/CSF Stom,Fdte; cartridge at 28 Umin (7.5 gpm). (Report No. PE-05-002.0). Poriland, Oregon: Alf.nor. Stonnwatsr Management Inc (SMI). (200-5). Evaluation of the Stormwater Management StorrnFilte'® cartridgs for the removal of SIL-CO-SIL 105, a S'fOthetically graded sar.d material: Perlrts!MetalRx S1om1Fitter cartridge at 28 Umin (7.5 gpn1J. (Report No. PE--05-004.0). Portland, Or.igon: AL:tior. U.S. smca. {~-000, Marchi. Product Data, OK-1 -JO Ungrcund smca. Plant Mill Creek. Oklahoma . Retrieved June 12, 2003, from: "{N,W u-s-,silk;;a ,:l'l;rJo.-od info;PCS/ftliil Cr;€-I-J MiCOK-·1 IOWJO.POF . == .. t.n=-=--= . i4 (~ 3ol' 17 ii,, ~i @ - .... ... - - - .. - ,.., - -• --.. - • .. • ... - Revision PD-03--13_3 04128i05 Added PerfiteiCSF leai ! PerlitelMetal RX to Table 1. Upd;;ted Reierence Sectic-n. PD-03--013.2 12l02!04 Added ZPG.u to Table 1. PD-03-013.1 12J15i03 Aitered Table ·1 -SIL-CO-SIL to reflect 20:80:0 (s.30d:siltclay) Acded content to seciion 2, p2mg:-aph 3, last ssntence. PD-03-013.0 10128!03 S,om:-rt,ater ~-ta.,;;g'!.'ll!h,t. Inc. ¾21:iC-l, ~?-'!32 12'~2-C4S1D Stom11·1lter Pe-rfonn:mc!!, TSS 4oflS .. ... ... ... 1111111 - ... ... - ... ... .. -.. • ... ... -- APPENDIX A SIL.CO-SIL 106 Particle Slz:& Distn'bution Partic:li. Size (um; Figure 1. Particia si:z:s distribution for SIL-CO-SIL 1C6. Sandisi:;JcJay fractions accciding to USDA defir:ltions are appro::;imatsty 20%, 80%, and 0% fer S!L-CO-SIL 105. indicating mat tl'la texture corras;:;cncs to a sL't mata.ia!. Spacific: gra-1itf !s 2.65 . Silt Lo11m Particle Size Distribution 'C' Q) 1.0 C: iI: a.a ~ .... _; ·• e:.... 0.8 th Ill 0.7 111 ~ :,,,. 0.5 .Q a 0.5 !§ 0.4 'E 0.3 ui i5 0.2 s! 0.1 ~ i!j 0.0 a:: 10 iiJO 1COO 10JiX) Parllcle Size (umj Figure 2. ?articis s~e dlstrtbulion (shown as sofld l:na} for bulk soil sarnple ·osu Silt Loam GPS 'ttP. #1 :y ~serj for test:n;1. Sandlsl!'Jciay fra::ilons acooraing to USDA csfinttions .a;;. approximalet, i5%, 65%, and 20%, iooicatir:g mat the ta;..iura corresponds to a silt loam material. Dashed am1 aotied an~ lrt::licate pa."1:icie size dls-:ril,IJtl.::m ran~ recc:mr:iende-j b'i Portland 31:.S (2CO!) and A::.V·lA (19991, respec;:·;et.r. tor materials uS'!ld for latcrato,:1 a·,·aluatlc-n of TSS removal eiiicirmc:y . S;onn,•tat!r Ma,.ag;;:ne.,:. In::. ~2C-04 Pi:'.!-J,..~1U !~Jl:C4 Sl:J StormFiJter P!llionn:mce, TSS SofS $:fi&•P•.:.44:, ;;;; -~;.. ·,-.. ;,:f:.-. ••7. r·,;S.;✓3r,· -·~•·•.· -.-.. -.::r. -,. ;j,'ty.;;.,_,.:~' .. ....:~._.::.:: •• v.1:.:,,;.;~-~,;...,_...sir~ }._-. ~.;..;::i::y·L-'.?,..~--~ "r.:'-......... :..~. -~;___;·_~.,..., •• ;r1:£• • __ .?i=;.:i '. , i<i ,t so, 11 ~ ~I ~ t) -- --... - -- .. .... • .. ,,, .. -.. - .. Sandy Loam Particle Size Distribution LO -Q.:3 ~ l.!.. 0.3 ,---'--'-'-•··•··· -··· ~ C 0.7 C: Q.,; g ~ 0.5 ~ 0.4 i5 0.3 '1) ~ 0.2 ro Qi 0.1 a:: O.oJ . -:··:-+,.t-/{_. ·-· :[_· ·-·--··---... ·_ iO 10G Particle Size {umi Figure :l. ?articla size distribution (sho·,•m as solid line) fc; bulk soll sample ·osu Loam GPS 'iv.P. #13' used fer testing. Sar,d!.silt'clay fiactions ::cccrd:!flg :o USDA definitions ::re ap;iro:<lmate!;r 55%, 40%, and :W,, indicaii~g :hat the te):ture corresponds to a sandy tear., material. Dashed and dotted lines ind1cate i;arti::le see distribution ran~e recommended :;y For'":.ran:! BES (2.001) and /•.F'.•V.~. (1999), respadve~y, tor matsri:.ls usad fo; l.;b-oratorj e·1aluation of TSS removal em.:iancy . Stom1filter Pen'orm.ince, TSS 5c.f6 - - - -.. - • ""' • ""' • - ·--------~--~ ------·-----·--1) _,_,_ ---~---· RESEARCH ANP DEVE.LOPMENT f STORMWAfERvj'" . l MANAtiE.MENT lf'IC,i Periormance of The Storm,,vater Management StormFiltel1 for Removal of Total Phosphorus Phosphorus In the Urban Environment Phosphol"'JS loading to frsshwater can promote algal blooms and eutrophication that threaten ecosystems by lowering dissolved oxygen levsls. As shown in Figure 1, phosphol"'JS cyclss through the em,ironm,;nt in fom1s organic. inorganic and soluble fcm1s. ?la,ts obsorb or.haph~phahs from the: v:atcr 01· s<>il Phosphorus is carried by rivcr:i: to lak~, or thr:z occ:an bottora Food Ch<1in ,<.nimols obtoin ( Organic org:nic Shor-t-T'""" phaspl,:,rus from ~hoqhor,u: Cy:l1t thc:ir 6od i txc:omp)::ition i Sac:tcaia feeding on animo! wcsh:s ar dead plant:: end cni mal,: rclco~ pho~phatc< l j Roek Cycl.: Ino14gank L•ng-T~ Pho~hi>l'II~ Cyclo ...,_____._,. Stared phosphoru! is Pho~pho~s is stored in ::c:dimcnt or by the form:ition af s;dimenta.ry 1•r.-:k dis1u.-bcd by curnnls. pipclin. conc:tructian or crodcd b::' rive....: from uplifted rock Figure 1. ln0f'Glinic and Organic Cycle (RlverWatch, 2001) Total phosphorus (TP}, expressec: in milligramsilitsr is the sum of inorganic phosphate. organic phosphate. and soluble phosphorus (OrU1c-Pj_ Organic phosphates are a part cf plants and animals, their wastes or decomposing remains. Inorganic phosphorus originates from decomposing natural materials and man-made products. Non-point source runoff [stormwater) increases-phosphOl"'JS concentrations in lakss and streams by transporting sediment and organic matter (bud shatter, leaves, lawn clippings, etc.j from imper{ious surfaces_ Additional phosphorns sources in stom,wa\er are misapplisd fsrilliz.ers, some riatsrgents, and animal waste from birds and domestic pets. Phosphorns in urban runoff is tfpicaliy measure::! as TP and sometimes Or".ho-P is msasurad as ·..veil. The non-soluble portion of the TP is commonly associate;d with the total suspended solids (TSS)_ Of this fom,, the phcsphor1Js C.."m be in an organic or ino~ganic fom1. TP concentrations in stcmw,ater are variable but range from 0.01 to 7.3 mgtL (Minton, 2002). Concsntrations of Orth-o-P in urb;m runoff are fraquentiy in concentrations ranging from 0.05 to C.2 mg1L {Vv'igginton, Stormr1lter ?erfom1anca, Phosphorus 7of 17 --.. - .. - .. ... • • • - ·19S9j. USEPA guidelines indicate that Ortho-P concentrations in stream in excess of 0.10 mg/L can trigger algae blooms in fresh water lakes. Removal of phosphorus can be accomplished by three mechanisms. The iirst is removal of organic and inorganlc P associated with solids. The second is remo·;al by biological uptake by plants or bacteri3. The third is through chemical precipr.:::1ion such as the reaction of Ortho-P with iron to form iron phosphate in aerobic conditions. Depending on the type of treatment system, organic phosphorus can transfom1 to Ortho--P and be released later. For example. leaves trapped in a sump can decompose or fall senescence of wetland plant can release Or.ho-P. Results Performance data for removal of total phosphorus were summarized from ongoing field evaluations. These field evaluations ;.re a combination of first and third party investigations. Data were collected from 9 sites !ocated in different geographic locations (primarily from the \~last Coast [';VA, OR CA) and a single Mkl;,vest sitej and configured with different media types at different flow rates. Available reports are listed in the reference section. This perfom1ance summa1y focusss on Total Phosphor.JS removal only. The following infom1ation presented in figure 3 contains data collected since 2001, mostly during the late spring, summer, and fall for total phosphorus removal by the S:om,water Management Stom1Filter. Fifiy-five data points are presented in Figure 3. The msan removal efficiency using linear regression was 62% wit.h 55% coniidenca limits of 53% and 78% (lower and upper limits, respectively). Sixteen data points that were included in the analysis did not have a positive removal. 01erail these systems demonstrated statistlcaiiy significant removal (P<0 .001; 99% probability of net removal) of Total Phosphorus . Stormr1lter Perfom,,:mee,, Phosphorus . ...,. _,z ..... a.,zz;. ____ at .. .. -... -.. - .. - • ... .. --.. • -• - - ---96% Confiden,:;.e :ntcrvals for Re;;rcss'.on + !/I ! 0 a: ----------------~ lml~tent I Ota! t--rlOS.~hori .. -.. :;MC [fn~/!..) figure 3. Tctnl phos;:t:c-Nl) removal performancs summary ccae:ted frcm 9 sr.e:., in rn~ple g5egraphi: !<;cations, wil:h dil'ferent me:iin. Tne iinear regression prodl.leed an ,1;:;uallon oi y = 0.35:~ + O.IF..5. \Vh!ch :rar.slaaa to a 62% ren°l':ivlll v,f:h a 95% com::ence inte:va: :>f 53% er.-: 73% f,ilwer ar.: u;;;:~ Emis, r55.;ec::r,el7·). Data was ttatislicaly s:gn.'fi=t \mh a P < Q.QIJ 1. Data wa =-ra es cf Jui'f 2,:1~. Table 1. General Site Descrietion WQFlow No. of Site D~cr12ilon Ral&{Cfs! Unit Size M~dia Cartrldg&.s Location Shopping Cen~r ti.503 15lt 16 Z?G .2S VancciJ\-er~ Vi~ Cruwash i:l.ii70 C5Sf CSF 2 VaneC""J-:er: V-iA H:tet !l.165 5:,,.:a CSF 5 \/ar.ec:.r;ar, ;.;.;_~ Mlxe-: Use 1.50() 6:•: 16 {2} PerJt~Z~L1e 43 Sarrmamish, 1."/A Shoppin; Center 0.!'.-3?, C6Sl" Pe11te ·-.:ar:cc:.r;er .. ''I-it.. Corrm;r::Jal Office o.~.94 6:-: 16{2) Peraie:CSF 24:SQ Olympi:1: V·i~ Sel:o-::.! 0.191 5:..: 1Q P~t!!t'Z!Qlrts 14 Redrr.-~n:; ,.,.,'A Resort 1.SSO CIP Parne/aol!te so Cafiorrja Ros-:t,•;a-·t 0.30() 6:-! 12 ,:..3 9 ~1~-1:e:st St"nnFilter Perfom1,1nce:, Phosphorus 'WIii .. .. -- .... .. ... .. -.. .. .. .. .. • .. --- - ----.. References Dslav,are State Department of Natural ResorJrces and Environmental Control. (no date). Urban Sto,'11!,'!ate; Fact Sheet prepared for inia.'!d Bays Watershed. Dover, DE. Retrieved 11 i11103 from v,.t·N•:-l_dnjec_stat:.ds.ust:r.ratar20DJfSe:fons.:-'-.,~!~t.;:-.:;hed:\•.-s:~3ct fu stc,mT·>'i~t:r.c,1::f Minton, Garf. (2002). Sio:mwater Treatme:1t Biofogica!, Chemical, & Er.ginaeri::g P.iricip/es. Resource Planning .t,ssociates. Seattle, ·•:VJ1~ River\:Vatch. (2001 "i. Beyond B=>:J.=<s :nstit-1...-te cf Aibe:ta. f~O 1). Rstf:e-..:ed -:ln 11t1 ·tl03 at ·,&l•,'t-.v.ri .. -1er.'.-atch.ab'.calh~·-,v to n;or:it,:i:ic• info-t·'!"-o~.s.,:fn, • • Symons, James, L:::: Sradiey. Ji., Theodore Cleveland. {20C-O). The Drir1!-:i:1g l·\·'ata, Dictionary. American 'Nater Vl'orks .A.sscciation. McGraw & Hill. New York, NY. Siom,watsr Management, Inc. (SMI). 2002. Heritage ,Wa:ketplace ,C:fe!d fa,a/uetion: Sto.rmwater Management Stom;,!:f,~erwf~l-i CSF Lsaf Media .. Author. Portland, OR. S!om,v.:ater r"-t!anag-en,enl lnc. (Sr~•il)_ 2003. Univer.sity .0 lacs :=ie!d E\/a/uat;orr StormLi·'ater A1anageme-rrt StormFilter~•,7th Per:"ita A.-fedia. Author .. Portland, OR Stamw:atsr Management, Inc. (SM!). 2003. o~--er.ake Schoof Field Evaluation: Sto!i77i•vater ,'.,ianagern::r:t StormR!ter ~•llth Pen"ltslZeclite A--fedfa. Auihar .. Portland: OR Stomwatsr Managemeni, Inc. (Sl1t1l). 20Q3. Salmon Creek ?Ieza Fis!d EvaJ;,-ation: Sionnnate; A-1anaaerner,t CatchBasir. Sto."!'nFiltsr·c .. , ~•,-ith Coat~e Perifte li':adla . .t:. .. 1Jthor. PorJand, OR - Stormwater Management, Inc. (SMli. 20G3. Uni-.,-;;rsi~,-inn at Sa!rnon Creek Fie!d Evaiuati~r,: Sio,iii\-\-=ter A11anagernent StorrnFi!ter 'l1fth csr~ Leaf h!edia ... A.u...:.Ji,or. Portland: OR. Stormwatsr Management Inc. (SMlj. 2003. Larr/s Ca.n.vash: Stormwater lvianag,ament StormF:}'ter 'llfth CSF Lesf ltl!edia .. P..uthor. Portlandt OR Stornw,atsr Management. Inc. (SMl;l 2003. Saffron Viliage ,Cis!d Evalua:iori; Sto:m,•:a!e; Management Sro,mFi:ter.:fth Pe.1its/Z.eo!ite Media .. il,uthor. PorJand, OR V~'igginton, Byran O. James Lenhart {2000j. Using Iron-infused A·fedja and StomiFi!ter tec!inoJogy for the rs.rno;...-af of dissof~ied phosphorus fro,;; storrrn-11aier discharges. \fJatsr En..,ironmsnt Fsdsr:ation -72,rdArmual Conference and Exposition. Anahelm, CA Data from Two third part-.; invsstications were used in this analvsis. repor,s shall be available in fall of 2D04 and spring of2005 (,Midwest l, California site) .• StormFiitsr Performance, PhOsphorus - .. --... • -- - .. - - .. ---.. \ I I I -. RESEARCH Atl D DEV ELO p MENT (I STORMWATER fa" 1~ il'J A N A G .c fr1 E /{ T J f'I C . The Stormwater Management StormFilter:aifor Removal of Dissolved Metals lntroductlon Urb3n Stomw:ater oiten contains high levels of soluble and particulate hea·>'y metals. Generated from traffic, industrial facilities, and s-:imetimes residential sources, these metals are frequently found in concentrations that are de!eterious to aquatic life and other biota that ara dependent on aquatic fife as a food sources. Two of the most common metals found both in the water column and sediments are zinc and copper. Zinc tends to exhibit toxicity affects in 'lhe fresh water enviiOnment and copper exhibits tox:icit'f characteristics in the marine environment. • Metals are measured as both total metals and solubie metals. Total metals are the sum of dissolved metals and tiicse metals associated wi'.h par'iiculates. Soluble metals are commonly defined as those metals that pass through a 0.45 micron filter. Frequently the soluble metals are in a cationic form in that they posses a net positive charge. Howe.er, sometimes the charge of the soluble metal has been satisfied in that it could be associated •.-:i"J, sub-micron particies such as ligands er colloids. In this event, the metal may not have a net positive charge. Ciltion Exchange Cation exchange is the exchange of a cation (positively charged atom) for another cation. The process involves the displacement of an atom Wittlin the media matrix by an atom within the \'iater column. The d!splacement occu;s rf the incoming atom's affinitt for the exchange sits is higher than that of the current occupying atom. In general, the physically smaller the ion (when hydrated) and the greater the positive charge the more tight!}' it will be held by 1he media. Predictions can be made using a periodic table of elements for commonly found meta!s in storn1water runoff. Staying wi"ihin the same row of the table and proceeding left to right produces an increasing affinity for cation exchange. This trend is promoted due to the metal atom remaining in the same valence state (chargej while the o..-erall diameter of the atom decreases. Sines the diameter decreases, the "apparent charge" of the atom increases, thus producing the driving mechanism for cation exchange. For most purposes the following affinit; series is tn.!e: :!-+ .:.-~+ :~ .l-l-~~ 1.,. Al > H > Zn > Cu > Ni > Fe > Cr > Ca > Mg > K > Na Primary Exchange Ions within Stormwater Management Filtration Mediil The medla-bound lons utilized wri.h cati-:in exchange filtration are calcium (Ca), magnesium (Mg). potassium (Kj and sodium (Na) with calcium and magnesium being the primar1 ,;ixchange ic,ns cue to their abundance within the media matrb:. Stormflller ?~rfommnce. Dissol·.•ad Metals .. -.. --.. - - - ...., - - - - .. --.. ... - As presented above. zinc, copper and iron (as well as others} wm force ihs displacement of the calcium and magnesium ions from tie media . Media promoting cation exchange and measured ~lion exchange capacity (CEC";: • CSFt-media (93.8 meq/100-grarns) • Zeolite (125 meqi100 grams) Performance Summary Table 1. Soluble Memls Removal using org,mlc media (CSF\ Metal Rx). Soluble Copper Soluble Zn Site Media NilSSCO Shipyar•:l CSF Char'.-::a;ton Scai".1"!lfd CSF E:m Side p;;itino Table 2. Total Metals Removal Remov;1I Influent fug/11 Remov.il Confi!:iuration !Removal efficiency) CSF CSF Influent !ua:n 1;i ... 124 S:560 fie~_: t ~D-569 (Tc;a;; Influent lmpnJ Standard Grade Standard Grade Pe,rllta-2..olite Coarse Grade 15gpm PerliteiZcolite Fine Grade 15gpm Parameter TctalCopp;r Tctal Lead To:al !inc Total Chromium 11 il.Q!:'ti 3 .. 5E 7.5 gpm 41% Psrfom1anec data has been summarized from field investigations (Table l) and from laborator1 (Table 2) investigations using captured stom1water runoff from ths Charleston Soatyard. StormfiJte,r Perfonmmce, Dissolved Metals : of3 !. . ..': .. • ... -.... -- - - -.. .. References StoiT11water Management, Inc. (200"1). Comparison of CSF and XFCSF StormFilter Caft!idges for Zinc and Total Suspended So!.•ds ,qem:,val. Stonnwater Management Inc., Technical Update. Portland, OR. Lenhart, James, Scott de Ridder, Paula Cat-1ert, Calvin Noling. (2003). The Removaf of Soluble Heavy Metals From No,"'!-F'oint So1..:rce Runoff Originating From industrial Sources by L.:.ef Compost 11.-fedfa. Portland, OR. Noling, Calvin. (2002). The Road to Envira,,mental ?erforrnar,ce: A S.r11:sN Sh~oyards Expef.anca. 2nd Annual Shipyard Environmental Issues Conference. PorJand, OR. Minton. Gary. (2002). Sto:mwater Treatment: Biological, Chemical, & Enginesf.ng Principles. Resource Planning Associates. Ssattle, 'NA. Tobiason. Scott, etal (2002). Siormwater Metels Removal Testing at Seaii!e Tacoma Jr,iemaffonal Airport. Proceedings Water Environmsnt Federation. 1Natershed 2002 Conference. Hart Crowser. (2002). Final Report (Deliverable 5j Demcr,:;tratio,, of Enhanced Filtration for Stormw-ater T,eatrnent of Shiovard Stormwatar San Dieao. Caiifom,'a. June 2002. 737 4-03. • • y • • Hart Crowser. (1997) Shipyard AKAFff A,,aiysis for TreatsTient of Stormwater. Final Report Prepared for Maritime Erv,ironmental Coalition, May 7, 1997. Stc•nnfilt Next Page e, D!ss-olved Metals 3 ofS ... ----... -... --- - , ... - ,..., ,.,. .... -- RESEARCH AND DEVELOPMENT ),) . \f STORMWATER ~,. ~ MAl'iAGEMfltT INC,i The Stormwater Management Storm Filter® for Removal of Oil and Grease Oils and Greases iO&G\ ars commonly found in stomw:ater runoff irom automobiles and associated an'thropogenic activities. O&G appears in many diffenant fom1s in stom,watsr runoff: rree. dissolved, emulsified. and attached to sediments. Total Petroleum Hydrocarbons iTPHi is the usual analvtical measure offue!s, oils and grease (O&G) for stom1water. Typically the cc-ncentrations ofTPH associated with runoff from streets and parking lots do not exceed concentrations that range from 2.7 to 27 mg!1 {FH1NA, 1996j. Frequently studies are conducted using high concentrations of oil, e.g. 5.000 mg;l in and 250 mgtl out, wr'ih claims of 9:5% removal. Tnese concentrations are not representative of those associated wit"l most stormwater runoff. In the event of these high concentrations, tien an oil!wat-er separation technology would be required as oretreatrnent. • Removal of TPH by media within the St-:im1Fiite, ca.tidge is accomplishad through adsorption. Adsorption is the attraction and adhesion of a free or dissol·,ed contaminant to the media surface. This occurs at the surfacs as well as within the poras of the media granule. Adsorption requires that a contaminant come in contact wrJi an active suiface site on the media and time must be allowed for tile contaminant to adhere. These reactions :.re usually promoted b,' po!ar interactions between the media and the pollutant. Adsorption can also occur within the dead end po;ss and channels of the media but is generally slower than a suciace reaction due to limits of the contaminants diff,Js:on into the pore. (Note: The contaminant's molecular size will limit diffusion in that the media's pore opening must be larger than the dissol·,ed contaminant) Commontt adsorbed pollutants include: gasoline, oil, grease, TNT, polar organics or orgarJcalt;" bound meta!'s and nutrients. The media provided by Stomw;ater Management for the removal of oils and grease are targeted to remove c-:mcentrations of25 mg!I or less. Media promoting adsorption reactions ara the CSr~ leaf media, perlits, and granular activated carbon. For concentrations that continually are higher than 10 mg1l. an oil remo•,ing accessory such as a sorbent cartridge hood covei is recommended. References Center far VVatershed Protection ... (2000). ~-Periodic B:.:ifst'n on Urban ~1-'ater.shed Rastora:Ior: and ProteGtior. Toof~. Vo!. 3, No. 3. FeCeral High·uav .~ssociation. {1996). E1.-·aiuation and ,\4ana~~rnent of Hich;'la~" Runoff Water Q.1a!ity. Publication No. ·m\.V.~PD-96-032. --• Ter,ney, Sean, Michael E. Barret. Joseph M. Malina, Randali Charbeneau, G&-:irge H. \•Vard .. (1995). An Evaluation of h'igr.-.,..-ay Runoff Filt.rafion .Syste,Trs. Technical Report CRWR 265. Center for Research in Water Res-:iurces . StomlFilter Performanc::e, Qil imd Grease • .. ... • 1111111 ... -.... - - ... - - - ... • • - - PARAMETER BRIEF )' } ~ .. 1\1(, STORMWATER -- MAN AGE MEN T INC. ·\ Performance of the Stormwater Management StormFilter© for Removal of Bacteria Microbial contaminants, generaily referred 10 as bacteria, are frequently identifisd as a poffutmt of concern and are common in stom,water runoff from both de·,sloped and unde·,elopeci areas. Typically, focal co!fom, is used as an indicator that enteric organisms may be present in the stormwater runoff and is used to set water quality standards. Human waste is a common source of fecal colifcm,; oi:her sources include pets and urban wildiife, native .,.,.i\dlifo in rural areas, and to a surprising extent, birds (ourton and Pitt, 2002; Crabill et al., 1999; Grant et al., 2001; Apicella, undated; \\1PT, 1999). Tne concentration of indicator microbial contaminants in urban stormwater is routim,ly measured in the thousands to tens of thousands of organisms per 100 mL range (Burton and Pitt, 2002). Typical federal colifom1 standards for different water uses range from less than •i4 MPN (most probable number) per 100 ml for shellfish beds 10 less than 200 MPN per 100 nil for water contact recreation. Studies have found that mean fecal coliform concentrations in stormwater runoff may well exceed 20,000 colonies per ·100 ml (WPT, 1959). Given ths concentrations of bacteria commonh; found in stomw:ater. this could reprasent a required removal efficiency of 99.9% f•:VPT, 1999; NRDC, 2001 ). Fecal coliform levels may vary grea11y depencing en occurrences of dr; weather nows, seasonal sfiects, and imper,ious cover. Effective reduction to meet federal regulations is best achieved through a technology such as ultraviolet disinfection. ozone disinfection or chlorination. Filtration of Stonnwater Available research literature indicates that media filtration of storrnwater can achieve a significant and reasonable level of bacteria reduction. Compared to other treatment technologies currently available, a media niter may be considered treatm&nt to the ·maxirnum extent practical'. Since media filters, including sane filters, have no astringent properties. the removal ·::>f fecal co!ifom1 is typically associated wiih the remc·.;al of t01al suspended solids (TSS}. An article from Watershed Protection Techniques {1999) establishes a link between bacteria and sediment This article suggests 50% of fecal coliform bacteria are attached or adsorbed to larger suspended particles in stom1water. Tnese larger particles can than be settJsd or filtered out In general, the article concludes that filters are very effective for rama·,lng bacteria associated with TSS . The Stomw.,atar Management Stom1Filtsi'°!. is a passi·,e. siphon-actuated, i:cN.r-through stormwater fiitration system consisting of a structure that houses rechargeable. media fi!ied filler cartridges. The Sto:mFilter has been demonstratsd to be an effsci:ive SMP for Stormfilt&r Performance for 6.:iCt!,rla - ----- --- - .. ,, • -... .. .. ths rerno\/al of TSS (WADOE., 2004}. Hence, according to the research presented b1• Schueler, the StonnFilter ·t,ill provide a reasonable rsmova! of bacteria. It is important 1o nots that sampling to detsnnins the perfom,ance of smmwatsr BMPs ,..,ifu regaids to bacteria removal is quite challenging. To ensure minimal die-off of the organisms betlveen sampling and analysis, sample hold times are very short (appro:::imately eight hours), In addition, samples must typically be manual grab samples wrth sterile equipment Finally, thsre is such high variability in the ievel oi organisms in the influent and effluent flows that many samples are required to ~dequately characterize facilit}' perfom1ance. This combination of variability, sampling difficulties and required number of samples results in few fia!d d.ata or c!efinitivs reoorts on bacteria removal for anv stomw:ater SMP. • • Study Results A laboratory study e·t'aluating both bench scale and column tests of the CSF~ leaf media demonstrated reasonable removals of both fecal colifonn and E. coli. For the bench scale iest, the media demonstrated removal efficiencies for fecal colifom1 on the order of 50-60% and for E. coli on the order of 65 -75%. Column tests showed average removal for fecal colifom1 of 47% and E. cofi of 30% iRoy, ·J995). In a California field study, the Stom,Filter using perliti.;:/zeolite media achieved an average bacteria reduction of 47% even wit.h a TSS removal cf 50%, which is on the !ow end ofihe StonnFilter perfonnance seals {Caltrans, 2004). Bacteria reduction in future applications may be even greater if source controls such as street sweapmg or remo·,al of leavss anc! other organic matter upstream of the unit are provided. In adcroon, me Stom1Filter media-filled cartridges can be operated at lower cartridge now rates to maximize contact time •t:ith me media and improve removal efficiencies. Finally, bacteria removals can be impro•.;ed by ensuring complet& drain down of stomw:ater devices between stom1s. This prewimts mosquito breading and eliminates putrefaction ·' • of collected pollutants, thereby limiting the availabi:lt'f of hosts for bacteria. Conclusion In conclusion, given the few data points and limited available literature, the Slom1Filtar provid~s a level of bacteria removal consistent with other stormwatar filt--ation systems . References Apicella, G. Undated. Urban runoff, wetlands and waterfowl effects er. water quality in Alley Creek and Uttie Neck Bay. Online: www.stomw:at;;iresources.comiLibrar/i071 PU},lleyGreek.pdi Burton Jr., G_!\_ anc! R.E. Pitt 2002. Stcm,water Effects Handbook: A too!box fur watershed managers. scisntists, and engineers. Lawis. New Yor'~ . St::,rrn-.\'!Eer Mar2.;em;;:r.t, lr:c. ©2!):J4 Stormfi!.&r Perforn1ance tor Bacteria 2ofS .. -... --- -.. ·--- - - - - • .. - - California Stats Department of Trans~-0rtation (Caltrans). 2004. BMP Retrofit Pilot Program Final. Report ID CTSl/v'-RT-01-050. Sacramento, CA. Crabill, C., R. Donald, J. Snelling, R roust, ar:d G. SoU"Jiam. 1999. The impact of sediment fecal colifom1 reservoirs on seasonal water quality in Oak Creek, Arizcna. \Nater Research, 33: 2163-2171. Gran!, S.S., B.F. Sanders, A.B. Boehm. J},. Redman, J.H. Kim, R.D. Mrse, AK. Chu .. M. Gouldin, C.D. McGee, N .. A.. Gardinar, 6.H. Jones, J. Svejko·;sk>j, G.V. Leipzig, and A. Brown. 2001. Generation of Ent&rcocci bacteria in a coastal saltwater marsh and its impact on surf zone water qua lit'.)•. Em1ircnmentai Science and Technology, 35{ 12}: 24il7-24"15. Natural Resources Defense Council {NRDC). Undated. Testing the waters 2001: a guide to v,ater quality at vacation beaches. Online: .,-.,,•..:-.,-;.n:d,:~ori:1:\•,·aterfocsans:'ttv•;ir:hao i~~so Roy, Steven. ·1995. Stomwater"Compost Filter Anaiysis -Bench Scale and Test Column Results. Burlington, Vermont. 'Nashington State Department of Ecology rNADOE). (2004). Draft Generai Use Level Designation For Basic (TSSj Treatment the Stom1water Management, lnc.'s Stonnfill.er Using Zeolite-Perlite--Granular Activated Carbon Media And Operating at 7.5 GPM per Cartridge. The final can be retrieved after December 22, 2004 from: ·.,y-;•:vl.&cy.v.za .. go--:ipr-ogran,si-.. .. ,q!s'iorm~Natai;niNJtsch/n1edia_fi!trafion.htmi Watershed Pro1eciion Techniques {',•\'PT). 1999. Microbes and Urban 'Natersheds. \Natershed Protection Techniques, 3(1): 551-596. Watershed Protection Techniques (VvPT;. Umfatad. Comparativs pollutant removal capability of stomw:ater treatment practices. V\'atershed Pro~ection Techniques, 2(4): 515-520. StormFilt:.r Performance for Bacteria ,,.,. ... ---.. -.. -- - - .. • ... -- Media Filter Description Storm.water media filters are usually two-chambered including a pretreatment settling basin and a filter bed filled with sand or other absorptive filtering media. As storm.water flows into the first chamber, large particles settle out, and then finer particles and other pollutants are removed as storm.water flows through the filtering media in the second chamber . There are currently three manufacturers of storm water filter systems. Two are similar in that they use cartridges of a standard size. The cartridges are placed in vaults; the number of cartridges a function of the design fl.ow rate. The water flow'S laterally (horizontally) into the cartridge to a centerwell, then downward to an underdrain system. The third product is a flatbed filter, similar in appearance to sand filters. California Experience There are currently about 75 facilities in California that use manufactured filters. Advantages ■ Requires a smaller area than standard flatbed sand filters, wet ponds, and constructed wetlands. ■ There is no standing water in the units ben-veen storms, minimizing but does not entirely eliminate the opportunity for mosquito breeding. ■ Media capable of removing dissolved pollutants can be selected ■ One system utilizes media in layers, allowing for selective ,,,,., removal of pollutants. -. ·-\1♦.fl ,. ;·,%. -~.¾.::• :.:. '·-··~ ■ The modular concept allows the design engineer to more closely match the size of the facility to the design storm. Limitations ■ As some of the manufactured filter systems function at higher flow rates and/or have larger media than found in flatbed filters, the former may not provide the same level of performance as standard sand filters. However, the level of treatment may still be satisfactory. ■ As with all filtration systems, use in catchments that have significant areas of non-stabilized soils can lead to premature clogging . Jc:nuary 2003 California Stormwater BMP Handbook New Development end Redevelopment www.cabmphandbooks.com MP-40 Design Considerations ■ Design Storm ■ MediaType ■ Maintenance Requirement Targeted Constituents 0 Sediment 0 Nutrients 0 Trash 0 Metals Bacteria 0 Oil and Grease 0 Organics Removal Effectiveness See New Development and Redevelopment Handbook.Section 5. t.:...:,,u-vK.::...1.~ :m.1K"~1'i";t~::....i ·:):..· .. -_ur ,· .-·, .. :-:_.,._.< L'.•:c~ . 1 of 3 .... - -.. - -- ... -.. - - ... - MP-40 Media Filter Design and Sizing Guidelines There are currently three manufacturers of storm.water filter systems. Filter System A:. 1bis system is similar in appearance to a slow-rate sand filter. However, the media is cellulose material treated to enhance its ability to remove hydrocarbons and other organic compounds. The media depth is 12 inches (30 cm). It operates at a very high rate, 20 gpm/fu at peak flows. Normal operating rates are much lower assuming that the stormwater covers the entire bed at flows less than the peak rate. Toe system uses vortex separation for pretreatment As the media is intended to remove sediments ("'-ith attached pollutants) and organic comp01.mds, it would not be e:iq)ected to remove dissolved pollutants such as nutrients and metals unless they are complexed with the organic compounds that are removed Filter System B: It uses a simple vertical filter consisting of 3 inch diameter, 30 inch high slotted plastic pipe \\Tapped with fabric. The standard fabric has nominal openings of 10 microns. The storm water flows into the vertical filter pipes and out through an rmderdrain system. Several units are placed vertically at 1 foot intervals to give the desired capacity. Pretreatment is typically a dry e."{1:ended detention basin, with a detention time of about 30 hours. Stormwater is retained in the basin by a bladder that is automatically inflated when rainfall begins. This action starts a timer which opens the bladder 30 hours later. Toe filter bay has an emptying time of 12 to 24 hours, or about 1 to 2 gpm/ft2 of filter area. This provides a total elapsed time of 42 to 54 hours. Given that the media is fabric, the system does not remove dissolved pollutants. It does remove pollutants attached to the sediment that is removed Filter System C: The system use vertical cartridges in which storm.water enters radially to a center w~ll within the filter unit, flowing dovmward to an underdrain system. Flow is controlled by a passive float valve system, which prevents water from passing through the cartridge until the water level in the vault rises to the top of the cartridge. Full use of the entire filter surface area and the volume of the cartridge is assured by a passive siphon mechanism as the water surlace recedes below the top of the cartridge. A balance between hydrostatic forces assures a more or less equal flow potential across the vertical face of the filter stnf ace. Hence, the filter surlace receives suspended solids evenly. Absent the fl.oat valve and siphon systems, the amount of water treated over time per unit area in a vertical filter is not constant, decreasing with the filter height; furthermore, a filter would clog unevenly. Restriction of the fl.ow using orifices ensures consistent hydraulic conductivity of the cartridge as a whole by allowing the orifice, rather than the media, whose hydraulic conductivity decreases over time, to control flow. The manufacturer offers several media used singly or in combination ( dual-or multi-media). Total media thickness is about 7 inches. Some media, such as fabric and perlite, remove only suspended solids (with attached pollutants). Media that also remove dissolved include compost, zeolite, and iron-infused polymer. Pretreatment occurs in an upstream unit and/or the vault within which the cartridges are located Water quality volume or flow rate ( depending on the particular product) is determined by local governments or sized so that 85% of the annual runoff volume is treated. Construction/Inspection Considerations ■ Inspect one or more times as necessary during the first wet season of operation to be certain that it is draining properly. 2 of3 California Stormwater BMP Handbod< New Development and Redevelq,ment www.ca:,mphandbooks.com Ja-iuary 2003 ., .. ----- - ... 111111 • - Media Filter MP-40 Performance The mechanisms of pollutant removal are essentially the same as with public domain filters (TC -40) if of a similar design. Whether removal of dissolved pollutants occurs depends on the media. Perlite and fabric do not remove dissolved pollutants, whereas for examples, zeolites, compost, activated carbon, and peat have this capability. As most manufactured filter systems function at higher flow rates and have larger media than found in flatbed filters, they may not provide the same level of performance as standard sand filters. However, the level of treatment may still be satisfactory. Siting Criteria There are no UJJique siting criteria. Additional Design Guidelines Follow guidelines provided by the manufacturer. Maintenance • Maintenance activities and frequencies are specific to each product. Annual maintenance is typical. • Manufact:Qredfilters, like standard filters (TC-40), require more frequent maintenance than most standard treatment systems like wet ponds an:d constructed wetlands, typically annually for most sites. • Pretreatment systems that may precede the filter UJJit should be maintained at a frequency specified for the particular process. Cost Manufacturers provide costs for the units including deli very. Installation costs are generally on the order of So to 100 % of the manufacturer's costs. Cost Consi.derations • Filters are generally more expensive to maintain than swal.es, ponds, and basins. • The modularity of the manufactured systems allows the design engineer to closely match the capacit;y of the facility to the design storm, more so than with most other manufactured products. References and Sources of Additional Information Minton, G.R., 2002, StormwaterTreatment: Biological, Chemical, and Engineering Principles, RP A Press, 416 pages. Janu.r-y 2003 California Stormwater BMP Handbook New Development end Redevelopment www.cabmphandbooks.com 3 of3 .. .. - - - - .. ... .. • --- -• .. .. - ,A (::ju:al) iiigh-fi~v?_by~as~ ~Ho~Ns ~0':'~S to byp:;ss ~hs d~v}C-$ \-Vhi1:_, ~.ND aUC\VS. s1J~~meo m;..--{1rr-1um c=sign 1lov'/s ut1u~-e:=:u~ma v,aauL=::-r:c,,nr11t1r,~,s: Ff,:-Sc:rd'P-: +?lu3 i:1s:=:rts ar~ svsH:b!e iit siz:~s to fit m~Et inclw;fn,;--,,_;ta,ic:2;·0 c:k:dn2:2; in!::!s ( ... fl~! gr2:i:d, combination, curb and r.::und k:1:~). Plc-..Gsrd.:.t +Ph.!s cat-:::h b~si:1 inse:rt:: 2:1: !$cvmrnend:eci for a-::as subject to sUt and ~=bi!S a! w:n Eis i~.:1 .. ic-.11ocisr::.\: lev~ls of p:t:o!eum hyciro;;:~rbon (ell$: :::.nd grease). tx:i'71plS of such ar:as c::r; '-!=::hid:. p:r~fJ9 !ots, ain:;Et ii',rnps. L"1.:-C:~ ::nd bu:: sb:,r:gs yai'i.s, C!l;pr.;ratk>n }1arcis1 subdivis1cn ;tr:;sl.s :and public st~ .. • .... ... ... ... -.... - • ... • .. .... ... • -... . ,. I ! i l I \.:"? ?-.i:i";}-fi" l ... .... ... .. - - ... - - - .. - Oil and Grease and Particle Removal by KrlSta:r Flo-Gard and Fio Gard High Capacity Storm drain Inserts by Michael K. Stemnrom Sim-Lirr Lau Ci-vi! a.t7.d Environ.-nental Ellgbeerh"lg Department University of Ca!ifomia, Los Angeies 4 l 73 Engi.oeerh,g I Los A.n.ge!es, CA 90095-1593 February 20, 1002 .. ... - -.. - - -- - - .. • • - ---- Summar}' A ~eries of experiments was performed h, a small but full-scale catch bas~, si:m\.!iator ,o determine ilie efficiency of various Kristar (Fossil Filter) catch bash, inser"LS to remove oil and grease and suspended solids. Catch basin inserts are devices used i.c1 stormwacer cailection systel'r;5 to :emove variou~ pollutai,~, including suspen.ded solids, ~itte,r_and oil ar,d grease. DevLces u:om several om.er :manun:.c;:urers h"ve also oeen tasted m tr,11; same facility. This work buiids upon an earlier project to develop catch basin i.,serts, which was funded i.,_7 part by the Santa Monica Bay Restorc.t!on Project and ir1 part by a consortium of cities 2Jld agencies~ All experirnents were conducted h, a full-scale "mock" catch basi!l (36 i.'lch wide op,ming) located in a laboratory at UCLA. The catch bi:.sin is constl1.lcted of pl:ywood and stands above grade to allow easy access and i.-utal!ation of prO!Ot)'']'.)e devices. The catch bash, o;:ierates with tap water at flow rates from near zero to 200 gallons per minute (GPM). v{rious levels of contaminants cen be added to the i.1.Iluent to simuhte stOUII\Yater ~ Tests were oerformed on two ;:yoes cf Lriserts, cailed Fio-Gard'll• and Flo-Gardn., High Capac:it'J, o~e.r flo,v rates ra..'lglng from 15 to 25 gallons per minute (GPlv!). Testing was perfonnetl to tleterm1."1.e oil and grease removal rate for influent concentrations mat varied from 16 rog/L to 36 mg.IL for ti,-ne periods from 30 to 180 minutes. Total suspended solids (TSS) r:;moval was eveluated fur concentrations from 65 to l 00 mg/L fur 30minute periods. Automobile crar,_I,;. case oil was used to simulate oil a.,d grease h, stormwater. Grad;;;d s:;.nd was used to simulate TSS in stormwater. Two types of sorbent; were used for the oil and grease studies: Fossil Rock"·\ an alu.rriii.,um silicate sorbent, 2:nd Rubberizer7'-\ an organk polymer. Both are com.i.--nercial!y available for this aud other 2:pplic3.tio.1:i.s. Oil e.tid grease removal efficiency r~ngcd from 70 to 80% fur most conditiou,. Sand removal was nearly 100% for particles 30 mesh (589 to 833 µm) and larger, 20% far part.k,)es 60 rm:sh (250 to 420 m.rn) and nearly zero for smaller pa.-ticles, ~-perimenta1 Methods Figure l show is a sche.i'"I!a.tic cliagr.em oft.1-ie experLrnental facility. Building water (tap water) is con,7.ected to tb.e catch be.sin sbulator via a 3-i..,ch di,4--neter pipe. Two now meters are proYided. The fast is an ultrasonic flow meter (Dynasonic UST-603, Napervil!e, IL) that uses Doppier effect to cietemi.i,.,e foe velocity of flowing pmic!es, From t.t';e velocity and kno,vn pie: dia..-;:ieter. !he fiov1 is calcu!i:ted. In this a:op!ication, there are too fov; particles in the· tll.p water ~d a small quantity of air is added to simu.lats: particles. A second flow meter (Signet +GF+, Cole-Parmer, Chicago, iL) using a paddie wheel is also used. The paddle wheel rotations ar::: counted a,."1d the flow rate is proportional to the rotations; different calibrations are provided for different pipe ... - - -.. - ------ - --.. ... .. .. .. Air Injection Point ' i i 3 • Tap water line. ! t Stilling m. "' 1 ---~ Chamber i ►; ◄ n --'·· ---' I l Control Valve (-( i I i · 1 \ r,,--I 11.5 (I Doppler Effect J : , ~ , Flow Meter ·-I , \_ ___ /"7 i~@r Paddle Wheel Flow Meter Contami~ant 14 Reservoir - EfTluent Samp]e Point --i ~ l rt k --~ Kristar !nse l 1 l ! __ _ Influent Sample Point ... ... -... -- - """' .. -- --- .... - • -----.... -- diameters. The u!i:r=-Sonic meter is used for higher flows while the paddle ,vh:=e{ meter is more conven.i~nt for lo-:.,v flo\vs. The p~ddle y1hetl meter \.VE.3 generally used durL1g w.~ese exp~ri.Inen.ts .. Th~ pipe connects to the stil1!!.-,g bas~ \Vhich discharges i.n.to a 24 ll-,cb.-\vide flume .. The purpose of the stilli,,g basin is to da,-npei:! yelocities from the in.let as well as to insure a constant !1ow rate. The flume is 10 foet Jong and con,,ecLS to the c1::tch ba.sin. Al! contami.i-iants (oil and grc:e.se, sand, etc.) were introduced into the 24-inch :flume. Liquids were pUi,iped L,to the fiume usi.r1g a _peristaltic meterL,g pump. The sa.,.,d was "sprirkled" into the r1ov/ from preweighed sample bottles over 1 or 2-minute Lltervals. in this way the appropriate a.--riou□ts of sand were released every on:: or two minutes. This process was continued throughout the test. The flume provides adequate mixL,g to disperse all mE.teri.als. Test Seqnen~e. Irrrlutnt samples 1,vere collecreci from rhe free surface a.s the ,vater spilled i.-ito the inlet device. Efiluem samples were collected by passi..,g glass sarnpie bot-Jes below the inlet device. Tests were begun by collectk,g a influc:nt sample prior tc t½e introduction. of i:.!1Y conta...rninants to w1e flume. Nex"t the me:teri..r:ig pump ,vas tur.n.;!d on. Efrluent samples were collected periodic2.lly for the te5t duration. Generally 10 to 12 s~-np!es \Vere coilected fur each. test; s7d samples \.Vere evenly distribured oYer time. T,vo additloI!al iI1fluent samples "rvere collected at tiznes equal tu a.ppro:£.lrne.tely one--third md hvo-7hl,ds of the t:st duration. At the end afthe test: the meted.!!g pump i.:,as turned off. Irr pre-•.tiou.s testir1g ~ampl1.1.g continued for 30 ulli1utes after ~ndL.1g oil 2.1-id. grease addition~ For alumhium silicate, Rubbedz.er and OP...Rs sorbents at the co11cenc2.tions used in these srudies, it was shown that no measu,_-abk: oil 2.nd gre2.se desorb.s. ln some cases the sorbents were reused, which si..-nul2.t:os sequential rainfall. For ,hese tests, me sorbent was allowed to dry but \Vas not modified h1. 2.ny',Vay. S~--npt~s ,vere gener::.Uy ane.1:izeci ,vrthin 16 hours c.:fter the tests ,vere completed. Oil a.nd grease. remoYal test. Tests were generally perfomied for 30 minutes (see Table 1 for a sum.n1ar1 of all tests). Used CrE.!7...~case iubrics.t!!lg oil (from automobiles) was used as the oil and grease source. One batch ·was used for all tests. lm1uent oil and grease s2.moles were collected as th:o oil/water combination f!ov,•ed Lrlto the insert. Eilluent sarnp!es were: collected by capturing flaw from the bottom of the insert. Efiiciem:-i:::s were cE.lculated by subtracti.rig the measured effiuent concentra,ions from the average i..r1fiuent concentration .. A.ll tests ,,.,ere performed ::.t coilstant rlo,v rate. Ofi and Grease Analysis. Oil 2.nd grease ;vas w.easur<'!d using a soiid phase e;;.,racti.on (SPE) technique deveiaped earlier by die authors (Lau and Stenstrom., 1997). This ;:echnique uses a known -volume of s2.rr:eple (generally 500 ml for this study), which is pumped t.ri.rough an SPE colum.,, at 2. con.stE.nt but low rate (e.g., 5 ml/min). The oil arrd grease L, the s2mple is so:rbed o□ the S?E colurr.:n. After me samp!.e is pumped through the colum,-;_, it is eluted with a small -voh.!me of solvent (5 ml):methylene chloride and he~ane. The sample bott!e is also washeci. witJ-t a small volume ofisopropanol. The two 4111 - - ... - - - - -- ""' --.. .. ... solvent volumes are combined and placed in a ta.,ed com:ai.:.,er_ The solvents are a!!mved to dry at 50°C using a gentle nitrogen purge. The residue is weighed and tb.e results are reported as mg/L based upon the origimi.1 sample volume. This method has rhe advEntages of flJgher recovery, especially for ihe more vo !a.tile components in oi! c.nd grease, and using Jess solvent. By using diffarem sample volumes is it possible to h;;.ve different detection limits, and the limn wit, 500-ml sample vo1ume is ty-pically 0.25 mgiL. This method does not quai,titatively measure oU and grease adsorbed to ,olids .ar.d an alternate technique must be used fo:r particle-bound oil a.-ici grease_ However, ti'"lis is not i.:.-nporta.-it for this study because no particles where added to the tap water used for oil and grease testing. Sa.11d particle removal test. Sand parJcles were prepared by sievi.:.,g sands from various sources, but mostly from sand used for concrete construction. A series of ASTM sta:.,dard sieves \Vere used. Particles 1vere selected to demonstrate Iemov2.l efficiency= es opposed to simulate pmicles found in storrnwater. Far the screen provide in the high capacity Fk1Gard, sieve sizes of 20, 30, 40, 60 and 100 (2000, 833; 589,420,250, 149 ,um resp~ctive~y)-.,-,1erc: selected. Eq_ua~ kno·.>t-n.~ses of ~~ch s~nd_.Particle size w~re released. i.r:.to -rne fllli--ne over E. 30 m.1.:.,ute test -.. vn.1c.n flo,vea tnto rne lI1Sert. Below u,e iI1sen:-E. fi.r!e screen: correspondir1g to 325 rnesh (45 µm)~ captured the pardcles not removed by the ir1sert .~t t.'1e end of the tes½ the 325-mesh screen ,v=.s reraoved 2..mi t\--ie retained s,md pardch:s were collected, drieo., sieved and weighed_ The weight of reco-vered particles h-i each sieve size 1-.rES compared to the ai.-nount of sand released ~1t□ the flume to calculate efficiency. M expected t.\e large particles ,vere removed ,vell: while the smaller particles were removed poorly. The smallest sa:,d particies are sm;;.l!er b.'lan tb.e mesh openings. TP.ree sand removal tests ·ivere performed. One v;as performed e.I 25 gallons per minute (GPlvi) a.,d two were performed at 15 GPwL Sand -.vas added to create influent concentr21:ions equal to 65 to l 00 mg/L Inserts The two inserts tested were sta;:idard units and were modified only to allow them to be accurately positioned in ,he simula,ed catch basin. This required t..'.e end brackets ta be modified to allow attach,uent. The pollutant removal Darts of the inser'"..s (e.!l., sorbent pouches, screens) were not modified. -- The Flo-Gard i.nsert measured 35 L.,ches iong by 22 inches ·wide and ·,v;;.s open in foe middie. T.r,e openL.,g was 27 i.nches long and 15 inches wide. The area between t,';e opening and the outside dimellSions is a trough of screen and contai.:.-ied 6 pouches or "sau.sages" of sorbent. The ooeGim;: is oravided to a!low high flows to bypass. Th: sorbe□t oouches ~ai7 b;! reuiac~d in both models vy[thout remo-vin£ t.:.\e insert The Flo Gard high capacrty insert ~vas 35 i.:.,ches long by 17 i.:.iches deep. The central section is fully enclosed 2.nd forrns a ba~ that retah"!s litter a.nd debris. The internal di:.!lensions Ere 32 !orig by 12 inches wide, and the bag is 28 inches deep. Sorbem: pouches (12) m .. ""' - - .. .. ""' --.. .. -- 11111 -- .. - clipped to the sides c:...L7d bottom of the bag. Tv-,o !)pes af bags \Vere tested.; the b-Juom of Table1. Oil and grease removal test conditiom used. 2 3 4 5 6 7 9 lO u 12 Flo-Gard ffig:.ii. Capacicy Fromz!:St2 from t~t4 F1c-C-aii1-n.t H:igh Capacit"/1 non-w\Jven bottom From test 7 Frorn test 8 ?le-Gard™ J:-i}gh Capacity FrcmtS 10 From t~ 11 Sorb:ut Fossil Rc-:k Fossil Red: Fiow~te (GPJI.I) 15 15 i5 15 !5 !5 !5 !5 15 i5 15 15 Table 2. P,;.rticle removal test conditions used. i3 Flc-~..rd high C:::pedty 14 Flo-G-:.rd High Capaclty j5 FJc-C-arci Hlgb Cap;;.cicf !5 Flo-Gcrtl 17 13 Fio-Gard i 9 Flo-Gan:! Eigh c~oacir-r, non-·;,-oven bot!cm' 20 Fie-Gard 1-<Jg:i Capa.cicy, r.cn•w□v~n bcttou: i'.l!e.sh No. 20,30, 40, 60, lOD 20,30. 40, 60, 100 20,30. 40, 60, 100 20, 30J 40, 50, JOO 20, 30, 4G, 601 !00 20, 30, 4(), 60, 100 20, 30, 40, 60, 100 60, 100, 200 Parr...icle Flew rate size. (!L-n) (GP:t,I) 2000, 833, 15 589,420, 2.50, 149 2000, ~33, 15 589,420, 250, 149 1000, 333, 25 589,420, 250, !49 2000, 833, i5 :559,420, 250, 149 2.000, 833, iS 589,420, 250, 149 :2000, 833, 25 589,420, 25(), 149 2000, 5331 25 559: 420, 250, 149 250, 149, 25 75 Duntion (nb) 30 30 i80 30 30 180 30 30 180 30 30 180 Duratlou (rah,) 30 30 30 30 30 30 30 30 11£1u.::r,t cane. (mg/L) i6 29 34 34 34 35 31 23 21 24 30 lrillue.:."!t t:anc. (mg/L) 65 100 65 65 100 65 .55 ;;,:, - ... • .. -- - - - - - - • - - orie was screen, ju.st lii{e the walls, while the other was non-·,,•ove.,,--1 polypropylene . Manufacrurer's fuer.;:~ure should be consulted for :more precise ir1formadon . Results and Discussion Figure 2 {top) shows the results of the fust two series oftest (3 tests eae:.'1). Two i.-isert configurations (Fl.o-Gard and Flo~Gard High Capacity) were evaluated. Both used alumi.'1!.!!n silicate (Fossil Rock) sorbents. The first two tests for e.ach u1sert were conducted over a 30-rn.h"lUte period. The t.f\ird test was conducted over a 180-rninu,e period. The fast hvo tests were used to es;:ablish t:."le removal effici'imcy ofLli.e unit. The third te5t was uerformed to see if anY decli.i,e in removal efficiency would occur due to satu..--ation of the sorbent. • The i.:.1.itial removal efficiency ofbot.'1 L.,serts was approximateiy 85% and dec!in~ slightly during the 'first 60 mh,utes. The high capacity unit ~,owed less decline in removal rate ailer the th.ire;! test, a3 expected. Tne normal capacit-y unit decli.ried to approximateiy 60% removal aftei 240 :minu"tes, whiie foe b.igh capacity i..""1Sert dedh1.e to 70%. The high capacity hisert has greater sorbent mass and has greater volume for litter and debris retention. R.ubberu:er sorb::nt was also used in the J:,igh capaci.t;y insert. R!.lbberizer bas greater specific graYrt"'f tba.."1 aluminum silicate (0.10 to 0.13 for alm;:iinum silicate Yersus 0.26 for Rubberizer). Rubberizer J:i..as !e.ss rendency to abrade than alurninum silicate soriient3. Bot.h have pa..:-1:icies sizes approximately 2 to 3 mm. Sorbent pouches contahih,g Rubberizer '\Yere substituted ii.'1 each insert L., exactly the same ,vay as alumh;um si!icste pouches were used. :Fig-c:re2 (middle) compares the removal ef:;:iciencies with Rubberizer and ah,minum silicate. The Rubberize, hES lower L..itial removal efficiency, but dec!i.ries less o,er Gile, After 240 r,,.mutes, ,he efiiciem:.y of both sorbenrs was approx.h--ru:tely 70%. Figure 2. (bottom) compares a modified screen to a normal screen usl..o.g Rubberi!er as sorb::nts. The difference i.., ti.'-ie screen is the bottom constriJction. Tne modified screen has a non-woven bottom composed ofpoiypropylene mesh. The polypropylene mesh is also a good o U and grease so:rbeot. It has a very fine mesh and is more subject to clogging tha.,.'1 the more oper, screen. Tne non-¥:oven bottom produces higher efficiency during the L.1.itial phases of the tests) and auoro~i.:-nates l!'"le same remove.! efficiency as aiumin.um silicate sorbent. "' • Figures 3 and 4 show the oarticie removal rates of Flo-Gard and Flo-Ga.rd Hieh CaDaci,y inserts. Sand we.s sieved ;sing /1.STM screens co produce the particle size gr;upings sho-.vn on the horizontal a.xis of each .e:raoh. Sieves were chosen to .select ;:ia,.--ticles that \Vere Jar_ger, equz.1 tc, and less ~_n t.h.e'""' n;mL!al SCieen size openirigs .. Figu;e 5 shows a photomicrograph of the mesh with 2 rni..!limeter ruler, ll.!"".ld both hi.Serl.S used the san1e size ni:.e~h. The openings ~e ap~:roxi:uste!y 500 µrn. The elong:.::.ted openings at the s-:1rface or tne ruler a.re c..!: artuact or cutt1ng the mesh. ... ,,,. - --... ... - - - - ... - --- Remov~l r=.tes a:.-e consistent ,vith U1e average mesh opening (500 µzn), Parric!es much larger(sgo to 2,000 µm) were abost completely rc:moved. Very little removal occ!.l!-red with smaller particl:::.s smaller man 420 ,l.l!-n. RemoYal rates at higher flow rates or concentrations \.Vere slightly higher? .suggesrll-ig that accumulation of particles at Ui.e screen might be forml_r1.g a ;;dynarvic== filter .. Heed !ass for the flo\VS and amounts of pari.icles remo-yed were not observably different from head loss without particles. :ti-fore accumuia.tiori. of particles would be rrecessary w observe head los5 . Conclusions The perfurrna.,ce of these -wo devic:::s is consistent with the better devices tes,ed in our laboratory (Lau, Khan e.nd Stens"..rom, 200]). The differences in perf~rrmrnce, as measured by these tests is small, and r}1e sekction of products could be based upon o,Jier considerations, such as cost, durability and potential for cloggL11g. ... --- .. - - - .. -----------• 11:: ;:.! .'.:;::. ~ -+-------~-~_,,,._., ______ + 1;::i I• • • • : • : r--:--:+-; _:_i,::-::;-¾---'-'- "f ·· ~-;!"~:~f '"i-1 I = 1= ------------------..;,-::;; L . . . , :➔1'~:s2r '-i: ! i .:.; .---· ---0--~.;.--.'i,,. =--~-,..-=, ---------;.----, -~..i,::;\.!::::.e='i::l: Z] r !--------0-·--·· ~---··· .. ···-~--------·---· ) i -! ,, j. Figure 2. Oil and grease removal ef5c:iency ofFlo-Gc.rd"•' insert (tests i-12). ... ----- ... - - - - ... .. .. ... ... --... --;-15 GP~ti {65 r.ig.lL SS) j·,~esh No. {parii!::1:s :siz.e) Figure 3. Particle r~move.1 efficiency ofF1o-Gard7?.~ insert (tests 16-18). -;; > g 0 C: ~-15 G?M {65 rng!L $Si ---:; -2.5 G?M {55 r.ig.n_ SS) Mash No . (p=rf.clas scz:) 1ii0 (149· .250 um) Figure 4. Particle removal efficiency of Flo-Gard,)~ High Capacity (tests i3-15) . - ... - .. .. --.. -- - - - -Figure 5 . .. ... -.. -.. .. - --.... .. • - -- - - - • • • .. References Lau, S-L. and M. K. Stenstrom, "Application of Oil Sorbents in Oil and Grease Removal from Stormwater Runoff," Proceedings ofthe 68ch Annual Y\iater Environment Fede.ration Conference and Expositiori, Miami Beach, FL, October 21-25, # 9572008, Vol. 3, pp. 685-695, 1995. Lau, S-L. and M.K. Stenstro~ "Solid Phase Extraction far Oil and Grease A..nalysis," Water Em1ironment Research, Vol. 69, No. 3, pp. 358-374, 1997. Lau S-L., E. Khan, and M.K. Sten5trom, "Catch Ba.sirt Inserts to Reduce Pollution from Stormwater," Water Scienc;e and Technology, Vol. 44, pp. 23-34., 2001. ... .. -., ---.. -- - .. --.. • • • Drain Inserts Description Drain inserts are manufacurred filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag'' is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; tbatis, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. California Experience The number of installations is unknown but likely e.xceeds a thousand. Some users have reported that these systems require considerable maintenance to prevent plugging and bypass. Advantages 111 Does not require additional space as inserts as the drain inlets are already a component of the standard drainage systems. ■ Easy access for inspection and maintenance. 11 _¼, there is no standing water, there is little concern for mosquito breeding. ■ A relatively inex-pensive retrofit option. Limitations Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds and vaults. Usually not suitable for large areas or areas with trash or leaves than can plug the insert. Design and Sizing Guidelines Refer to manufacturer's guidelines. Drain inserts come any many configurations but can be placed into three general groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Mostboxprod.ucts are Janua-y 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com MP-52 Design Considerations ■ Use wi!h other Btl'Ps ■ Fi\ and Seal Capaci!y 11.i!hin Inlet Targeted Constituents 0 Sedimen{ 0 Nutrients 0 Trash 0 Metals Bacleria 0 Oil and Grease 0 Organics Removal Effectiveness See New Developmenl and Redevelopment Handbook-Section 5. :_-1,lJ..~"t' ... ~!A'.:iiUlc~-t~A:t.::.:r . -.::1..· ~.r.;n· A..$:-:e::u,r:)~. 1 of 3 • ,. --- - - - • .. 11111 • -- -- --• - MP-52 Drain Inserts one ba.x; that is, the setting area and filtration through media occurs in the same box. One manufacturer has a double-box. Stormwater enters the first box where setting occurs. The storm water flows into the second box where the filter media is located. Some products consist of one or more trays or mesh grates. The trays can hold different types of media. Filtration media vary with the manufacturer: types include polypropylene, porous polymer, treated cellulose, and activated carbon. Construction/Inspection Co11side-rations Be certain that installation is done in a manner that makes certain that the storm water enters the unit and does not leak around perimeter. Leakage between the frame of the insert and the frame of the drain inlet can easily occur with vertical (drop) inlets. Performance Few products have performance data collected under field conditions. Siting Criteria It is recommended that inserts be used only for retrofit situations or as pretreatment where other treatment BMPs presented in this section area used. Additional Design Guidelines Follow guidelines provided by individual manufacturers . Maintenance Likely require frequent maintenance, on the order of several times per year . Cost • The initial cost of individual inserts ranges from less th.an $100 to about $2,000. Tue cost of using multiple units in curb inlet drains varies with the size of the inlet ■ The low cost of inserts may tend to favor the use of these systems over other, more effective treatment BMPs. However, the low cost of each unit may be offset by the number of units th.at are required, more frequent maintenance, and the shorter structural life (and therefore replacement). References and Sources of Additional Information Hrachovec, R., and G. Minton, 2.001, Field testing of a sock-type catch basin insert, Planet CPR, Seattle, VVashington Interagency Catch Basin Insert Committee, Evaluation of Commercially-Available Catch Basin Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998> NDMP Inlet/In-Line Control Measure Study Report Manufacturers literature Santa Monica (City), Santa Monica Bay Municipal Stormwater(Urban Runoff Project Evaluation of Potential Catch basin Retrofits, Woodward Clyde, September 24, 1998 2 of3 California Stormwater BMP Handbook New Development and Redevelopme1t www.cabmphandbooks.com January 2003 .. .. - .. ,. ---- .. - , ... ------- ... -- .. Drain Inserts MP-52 Woodward Clyde, June 11, 1996, Parking Lot Monitoring Report, Santa Clara Valley N onpoint Source Pollution Control Program. J>3'1uary 2003 California Stormwater BMP Handboci< New Development and Redevelopment www.cabmphandbooks.com 3 of3 Muroya WQ Basin Results ~HMS• Summary of Results for Reservoir Reservoir-1 1-J j ~ Project : MI.IO)la Det A111 Name : A 111 4 Aeaervoi : I Reservoi-1 ..:J Start ol A111 : 01Jan01 lllXl End ol A111 : Ollan01 1llXl EMeCUtion Tine 1Blul09 1315 Beain Model : w'Q Basin Mil Model: Met 1 Contra Specs : \I.IQ Voune Unh : (i' Inches r Aae-Foet Computed Reds ------------------ Peaklnftow : 0.0 (ch) Date/Tine~ Peak lnllow: 31 Dec 00 2400 Pe.aK Stage Puk Otiflow : o.oo:xm (chl Date/Tine~ Peak OlJflow : 31 Dec 00 2400 Total lnftow : fri) Peak Storage : O.~ac.ft) Total O tiflow : fri) Peak Elevation : 330.00 (ft) Pari ~ Reservoir-1 1-l[QI~' • • ••••••••••••• ♦ ............ ,. ........... .. n,! DI O.D J..:_~~...:..:..~~~· =· =· ~· =: :=::_:.,.:~: ~: ,;._: ,;_: :;_;:~:~:.;_: .;_: ,;_: ;_: ,;_: :;_;:~: ~: .;_: .;_: ;_: ;_;: :;_;:~: .,l..Dl di D.00 .. ' .......................................... . • • "' ••• i ...................... 'I t • " •••••• ,.., _. D.D4 8, • • • • • • • • • • • • ................................ ,i, ••••• I • • • • • • • • .. • • • • • • ............... 11 .................. . D.Dl D.D 2-«IO DIIOD 1200 1800 2Gl OIIDO 1200 1800 2-«IO D1.Jan200I D2Jan2001 HEC -" IM, .... ... -• •• Pmt Clote 2. .... - - ... ---- - --- - -----... -- -7/8/2009 STAGE-STORAGE TABLE MUROYA Elevation Area Total Volume (ft) (acres) (acre-ft.) 325.0 0.0040 0.00 326.0 0.0070 0.01 328.0 0.0150 0.03 330.0 0.0250 0.07 1 of 1 H :\EXCEL \0042\219\Stage-Storage-WQ.xls .. ---• .. ---- .. - - - -... .. -... --- DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER= NUMBER OF ORIFICES= WEIR EQUATION Q = CLH312 where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Headwate1 Hole 1 (1) Elevation Riser-Orif (feet) (cfs) 325 0.00 326 0.03 327 0.04 328 0.05 329 0.05 330 0.06 H :\EXCEL\0042\219\0RIFIC E-WQ-Basin.xls 7/8/2009 MUROYA ORIFICE CALCULATIONS 325.00 feet 1.0 inches 1.0 0.083333 feet 0.005454 area (sq ft) Orifice Equation ... Oorifice = CA(2gh)1/2 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook: of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/s2 h = Effective Head on the Orifice Measured from the Centroid of the Opening 30" orifice centroid eh top of orific 325 325.04 325.08 ' I j I ' I I • I ecipitation vfap iches j I i ENCINITAS _, i l J ' j I j ' j l J I ' I ,-·· ,. ·1 ,, I··• L: J -·- .. .· I_ ,1-~}):;,,}, o j·· c~ "~$fr_.:4. ~5 ~·~• •••• ?it ···•,;,/;::;j;:~&t .. / .. ~-: I\ .t:-·.,\:t, lr:j ,··,, ... ~\-.::-t~ -,J~:_. ~/ ,,. :.-'~f,:..,, -:J ·rsf • 7;/~r:-r'4 ~ ---~~,--:-,-- '? I_ ~..l'• i _, , I ' ,.;JJ!',,_,t" _,,•, •;:(::\, i.,./ if ii .,_ , •• :;,,.,_,_,. r ... < -~!i:?t,, , :. --: ,.., <', ~ l' .... , r ,~-\,~---')'{ JM' • .:.~ f ,. , ' ' r, \ ' h/rl I " -'I ' I t.J~;\;:f:1 I I ·y;f I •. ·. '-., •• .•• '; A. •• ''" < I ''"'"~~'-·. '-l-k) ·-..-·· ! '\I ! '"\:'.' -.r-_~, '" JI.._·, (~:·.~~J _,,(,1-...;1 ,_j ''/~'\',--;; : --, , \ ~:·,j_ I .__ j,__J_,~_;--:> ,r,'1./.·"c-;·' ;',~ ,ii\ -',> • ~c-' _, ,; , , _ , \_c .. Y • --~;;~c: .. -, •• J r·. I . ~1 '.., t""'J ··,::;. • \·, eour(rtY •• 1 ··--. 'J\_-';_""·,,,,'.l~,i_l~_/_ .. ,.;·~1'¾.·''·.: .. _.·_.·: __ ~-~---~--1·,,,,, __ ··.·.···_· __ : __ :~.~ •..• '.·····''.~_··;_~:_~--✓:_f.~_;'_\·._·_,·:··,.· 1y, •• • •• .J / ) . . . . ~· ·~ )· ,\;;~:;;,~:~~ \ I ,, ?:/'-:.:!\~ //',,.•.. .·,'. """-'' ) I J/''· /• , ··, :)'SJ-1'\t•:~ T1-.J \ , , t y:),·t, I .. / . .. "' ,., '--• fr'';,r'·' • ' " • )'\ • '.f '.)·~> • i •. •.. ~\:-• -Li'~ ,.,..;::.:\. ' ! -JJ 0~\/ 1 : ' ' : : I •', r,, ,.r·._'-,;, ""' ,_J •~-':'''!.'.-\:· )L,·-:: l , I -\ , \ " \ ·, ',\ ~ r= ~ ,·~ ,. ''llf'I! HMS * Summary of Results for Reservoir-1 •11• , .. Project Muroya Det Run Name Run 4 ,,. Start of Run 01Jan01 0000 Basin Model WQ Basin ... End of Run 03Jan01 0000 Met. Model Met 1 .. Execution Time 08Jul09 1314 Control Specs WQ .. • Date Time Reservoir Reservoir Inflow Outflow .. Storage Elevation (cfs) (cfs) "" (ac-ft) (ft) -31 Dec 00 2400 0.070000 330.00 0.000000 0.060000 01 Jan 01 0001 0.069917 330.00 0.000000 0.059979 -01 Jan 01 0002 0.069835 329.99 0.000000 0.059959 -01 Jan 01 0003 0.069752 329.99 0.000000 0.059938 01 Jan 01 0004 0.069670 329.98 0.000000 0.059917 1111111 01 Jan 01 0005 0.069587 329.98 0.000000 0.059897 01 Jan -01 0006 0.069505 329.98 0.000000 0.059876 01 Jan 01 0007 0.069422 329. 97 0.000000 0.059856 .., 01 Jan 01 0008 0.069340 329. 97 0.000000 0.059835 01 Jan 01 0009 0.069257 329.96 0.000000 0.059814 ·- 01 Jan 01 0010 0.069175 329.96 0.000000 0.059794 . .,,, 01 Jan 01 0011 0.069093 329.95 0.000000 0.059773 01 Jan 01 0012 0.069010 329.95 0.000000 0.059753 ·-01 Jan 01 0013 0.068928 329.95 0.000000 0.059732 -01 Jan 01 0014 0.068846 329.94 0.000000 0.059711 01 Jan 01 0015 0.068764 329.94 0.000000 0.059691 ·-01 Jan 01 0016 0.068681 329.93 0.000000 0.059670 -01 Jan 01 0017 0.068599 329.93 0.000000 0.059650 01 Jan 01 0018 0.068517 329.93 0.000000 0.059629 -01 Jan 01 0019 0.068435 329.92 0.000000 0.059609 -01 Jan 01 0020 0.068353 329.92 0.000000 0.059588 01 Jan 01 0021 0.068271 329. 91 0.000000 0.059568 -01 Jan 01 0022 0.068189 329.91 0.000000 0.059547 01 Jan 01 0023 0.068107 329.91 0.000000 0.059527 -01 Jan 01 0024 0.068025 329.90 0.000000 0.059506 -01 Jan 01 0025 0.067943 329.90 0.000000 0.059486 01 Jan 01 0026 0.067861 329.89 0.000000 0.059465 -01 Jan 01 0027 0.067779 329.89 0.000000 0.059445 -01 Jan 01 0028 0.067697 329.88 0.000000 0.059424 01 Jan 01 0029 0.067615 329.88 0.000000 0.059404 -01 Jan 01 0030 0.067533 329.88 0.000000 0.059383 .. 01 Jan 01 0031 0.067452 329.87 0.000000 0.059363 01 Jan 01 0032 0.067370 329. 87 0.000000 0.059342 .. 01 Jan 01 0033 0.067288 329.86 0.000000 0.059322 01 Jan 01 0034 0.067206 329. 86 0.000000 0.059302 -01 Jan 01 0035 0.067125 329.86 0.000000 0.059281 -01 Jan 01 0036 0.067043 329.85 0.000000 0.059261 01 Jan 01 0037 0.066962 329.85 0.000000 0.059240 ... 01 Jan 01 0038 0.066880 329.84 0.000000 0.059220 -01 Jan 01 0039 0.066798 329.84 0.000000 0.059200 01 Jan 01 0040 0.066717 329.84 0.000000 0.059179 - Date Time Reservoir Reservoir Infl.ow outflow ,, Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0041 0.066635 329.83 0.000000 0.059159 ,.., 01 Jan 01 0042 0.066554 329.83 0.000000 0.059138 -01 Jan 01 0043 0.066472 329.82 0.000000 0.059118 01 Jan 01 0044 0.066391 329.82 0.000000 0.059098 ..... 01 Jan 01 0045 0.066310 329.82 0.000000 0.059077 -01 Jan 01 0046 0.066228 329.81 0.000000 0.059057 01 Jan 01 0047 0.066147 329. 81 0.000000 0.059037 ... 01 Jan 01 0048 0.066066 329.80 0.000000 0.059016 -01 Jan 01 0049 0.065984 329.80 0.000000 0.058996 01 Jan 01 0050 0.065903 329.80 0.000000 0.058976 -01 Jan 01 0051 0.065822 329.79 0.000000 0.058955 01 Jan 01 0052 0.065741 329.79 0.000000 0.058935 .. 01 Jan 01 0053 0.065660 329.78 0.000000 0.058915 .... 01 Jan 01 0054 0.065578 329.78 0.000000 0.058895 01 Jan 01 0055 0.065497 329. 77 0.000000 0.058874 -01 Jan 01 0056 0.065416 329. 77 0.000000 0.058854 ,_ 01 Jan 01 0057 0.065335 329. 77 0.000000 0.058834 01 Jan 01 0058 0.065254 329.76 0.000000 0.058814 ..... 01 Jan 01 0059 0.065173 329.76 0.000000 0.058793 -01 Jan 01 0100 0.065092 329.75 0.000000 0.058773 01 Jan 01 0101 0 .065011 329.75 0.000000 0.058753 ·-01 Jan 01 0102 0.064930 329. 75 0.000000 0.058733 01 Jan 01 0103 0.064849 329.74 0.000000 0.058712 01 Jan 01 0104 0.064769 329.74 0.000000 0.058692 ,,,.,, 01 Jan 01 0105 0.064688 329.73 0.000000 0.058672 01 Jan 01 0106 0.064607 329.73 0.000000 0.058652 01 Jan 01 0107 0.064526 329.73 0.000000 0.058632 ,..., 01 Jan 01 0108 0.064445 329.72 0.000000 0.058611 01 Jan 01 0109 0.064365 329. 72 0.000000 0.058591 -01 Jan 01 0110 0.064284 329.71 0.000000 0.058571 -01 Jan 01 0111 0.064203 329. 71 0.000000 0.058551 01 Jan 01 0112 0.064123 329. 71 0.000000 0.058531 -01 Jan 01 0113 0.064042 329.70 0.000000 0.058511 ,.,,,. 01 Jan 01 0114 0.063962 329.70 0.000000 0.058490 01 Jan 01 0115 0.063881 329.69 0.000000 0.058470 -01 Jan 01 0116 0.063800 329.69 0.000000 0.058450 ... 01 Jan 01 0117 0.063720 329.69 0.000000 0.058430 01 Jan 01 0118 0.063640 329.68 0.000000 0.058410 -01 Jan 01 0119 0.063559 329.68 0.000000 0.058390 01 Jan 01 0120 0.063479 329. 67 0.000000 0.058370 -01 Jan 01 0121 0.063398 329.67 0.000000 0.058350 "" 01 Jan 01 0122 0.063318 329.67 0.000000 0.058329 01 Jan 01 0123 0.063238 329.66 0.000000 0.058309 -01 Jan 01 0124 0.063157 329.66 0.000000 0.058289 -01 Jan 01 0125 0.063077 329. 65 0.000000 0.058269 01 Jan 01 0126 0.062997 329.65 0.000000 0.058249 -01 Jan 01 0127 0.062917 329.65 0.000000 0.058229 01 Jan 01 0128 -0.062836 329.64 0.000000 0.058209 01 Jan 01 0129 0.062756 329.64 0.000000 0.058189 -01 Jan 01 0130 0.062676 329.63 0.000000 0.058169 01 Jan 01 0131 0.062596 329.63 0.000000 0.058149 -Page: 2 ,.., Date Time Reservoir Reservoir Inflow outflow ... storage Elevation (cfs) (cfs) (ac-ft) (ft) ,., 01 Jan 01 0132 0.062516 329.63 0.000000 0.058129 .... 01 Jan 01 0133 0.062436 329.62 0.000000 0.058109 -01 Jan 01 0134 0.062356 329.62 0.000000 0.058089 01 Jan 01 0135 0.062276 329.61 0.000000 0.058069 '1111 01 Jan 01 0136 0.062196 329.61 0.000000 0.058049 • 01 Jan 01 0137 0. 062116 329. 61 0.000000 0.058029 01 Jan 01 0138 0.062036 329. 60 0.000000 0.058009 -01 Jan 01 0139 0.061956 329.60 0.000000 0.057989 • 01 Jan 01 0140 0.061876 329.59 0.000000 0.057969 01 Jan 01 0141 0.061796 329.59 0.000000 0.057949 .. 01 Jan 01 0142 0.061717 329.59 0.000000 0.057929 • 01 Jan 01 0143 0.061637 329.58 0.000000 0.057909 01 Jan 01 0144 0.061557 329.58 0.000000 0.057889 .... 01 Jan 01 0145 0.061477 329.57 0.000000 0.057869 • 01 Jan 01 0146 0.061398 329.57 0.000000 0.057849 01 Jan 01 0147 0.061318 329.57 0.000000 0.057829 -01 Jan 01 0148 0.061238 329.56 0.000000 0.057810 01 Jan 01 0149 0.061159 329.56 0.000000 0.057790 -01 Jan 01 0150 0.061079 329.55 0.000000 0.057770 -01 Jan 01 0151 0.061000 329.55 0.000000 0.057750 01 Jan 01 0152 0.060920 329.55 0.000000 0.057730 -01 Jan 01 0153 0.060841 329.54 0.000000 0.057710 01 Jan -01 0154 0.060761 329.54 0.000000 0.057690 01 Jan 01 0155 0.060682 329.53 0.000000 0.057670 ... 01 Jan 01 0156 0.060602 329.53 0.000000 0.057651 01 Jan 01 0157 0.060523 329.53 0.000000 0.057631 -01 Jan 01 0158 0.060443 329.52 0.000000 0.057611 ,_ 01 Jan 01 0159 0.060364 329.52 0.000000 0.057591 01 Jan 01 0200 0.060285 329.51 0.000000 0.057571 01 Jan 01 0201 0.060205 329.51 0.000000 0.057551 -01 Jan 01 0202 0.060126 329.51 0.000000 0.057532 01 Jan 01 0203 0.060047 329.50 0.000000 0.057512 ,_ 01 Jan 01 0204 0.059968 329,50 0.000000 0.057492 _, 01 Jan 01 0205 0.059889 329.49 0.000000 0.057472 01 Jan 01 0206 0.059809 329.49 0.000000 0,057452 -01 Jan 01 0207 0.059730 329.49 0.000000 0.057433 .. 01 Jan 01 0208 0.059651 329.48 0.000000 0.057413 01 Jan 01 0209 0.059572 329.48 0.000000 0.057393 -01 Jan 01 0210 0.059493 329.47 0.000000 0.057373 01 Jan 01 0211 0.059414 329.47 0.000000 0.057354 • 01 Jan 01 0212 0.059335 329. 47 0.000000 0.057334 "" 01 Jan 01 0213 0.059256 329.46 0.000000 0.057314 01 Jan 01 0214 0.059177 329.46 0.000000 0.057294 • 01 Jan 01 0215 0.059098 329. 45 0.000000 0.057275 -01 Jan 01 0216 0.059019 329.45 0.000000 0.057255 01 Jan 01 0217 0.058941 329.45 0.000000 0.057235 -01 Jan 01 0218 0.058862 329.44 0.000000 0.057215 -01 Jan 01 0219 0.058783 329.44 0.000000 0.057196 01 Jan 01 0220 0.058704 329.44 0.000000 0.057176 -01 Jan 01 0221 0.058625 329.43 0.000000 0.057156 01 Jan 01 0222 0.058547 329.43 0.000000 0.057137 , .. Page: 3 - ..,, -Date Time Reservoir Reservoir Inflow outflow ""' Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 0223 0.058468 329.42 0.000000 0.057117 .... 01 Jan 01 0224 0.058389 329.42 0.000000 0.057097 .. 01 Jan 01 0225 0.058311 329.42 0.000000 0.057078 01 Jan 01 0226 0.058232 329.41 0.000000 0.057058 -01 Jan 01 0227 0.058154 329.41 0.000000 0.057038 -01 Jan 01 0228 0.058075 329.40 0.000000 0.057019 01 Jan 01 0229 0.057997 329.40 0.000000 0.056999 .. 01 Jan 01 0230 0.057918 329.40 0.000000 0.056980 .. 01 Jan 01 0231 0.057840 329.39 0.000000 0.056960 01 Jan 01 0232 0.057761 329.39 0.000000 0.056940 .. 01 Jan 01 0233 0.057683 329.38 0.000000 0.056921 01 Jan 01 0234 .. 0.057604 329.38 0.000000 0.056901 01 Jan 01 0235 0.057526 329.38 0.000000 0.056881 """ 01 Jan 01 0236 0.057448 329.37 0.000000 0.056862 01 Jan 01 0237 0.057369 329.37 0.000000 0.056842 -01 Jan 01 0238 0. 057291 329.36 0.000000 0.056823 ... 01 Jan 01 0239 0.057213 329.36 0.000000 0.056803 01 Jan 01 0240 0.057135 329.36 0.000000 0.056784 .. 01 Jan 01 0241 0.057056 329.35 0.000000 0.056764 .... 01 Jan 01 0242 0.056978 329.35 0.000000 0.056745 01 Jan 01 0243 0.056900 329.35 0.000000 0.056725 -01 Jan 01 0244 0.056822 329.34 0.000000 0.056705 01 Jan 01 0245 0.056744 329.34 0.000000 0.056686 -01 Jan 01 0246 0.056666 329.33 0.000000 0.056666 -01 Jan 01 0247 0.056588 329.33 0.000000 0.056647 01 Jan 01 0248 0.056510 329.33 0.000000 0.056627 ·-01 Jan 01 0249 0.056432 329.32 0.000000 0.056608 -01 Jan 01 0250 0.056354 329.32 0.000000 0.056588 01 Jan 01 0251 0.056276 329.31 0.000000 0.056569 -01 Jan 01 0252 0.056198 329.31 0.000000 0.056549 ·-01 Jan 01 0253 0.056120 329.31 0.000000 0.056530 01 Jan 01 0254 0.056042 329.30 0.000000 0.056511 -01 Jan 01 0255 0.055964 329.30 0.000000 0.056491 -01 Jan 01 0256 0.055887 329.29 0.000000 0.056472 01 Jan 01 0257 0.055809 329.29 0.000000 0.056452 -01 Jan 01 0258 0.055731 329.29 0.000000 0.056433 -01 Jan 01 0259 0.055653 329.28 0.000000 0.056413 01 Jan 01 0300 0.055576 329.28 0.000000 0.056394 -01 Jan 01 0301 0.055498 329.27 0.000000 0.056374 ·• 01 Jan 01 0302 0.055420 329.27 0.000000 0.056355 01 Jan 01 0303 0.055343 329.27 0.000000 0.056336 ""' 01 Jan 01 0304 0.055265 329.26 0.000000 0.056316 01 Jan 01 0305 0.055188 329.26 0.000000 0.056297 "" 01 Jan 01 0306 0.055110 329. 26 0.000000 0.056278 .... 01 Jan 01 0307 0.055033 329.25 0.000000 0.056258 01 Jan 01 0308 0.054955 329.25 0.000000 0.056239 • 01 01 0309 0.054878 329.24 0.000000 0.056219 Jan -01 Jan 01 0310 0.054800 329.24 0.000000 0.056200 01 Jan 01 0311 0.054723 329.24 0.000000 0.056181 -01 Jan 01 0312 0.054645 329.23 0.000000 0.056161 01 Jan 01 0313 0.054568 329.23 0.000000 0.056142 -Page, 4 - ,. """---•-~--.....,,._,-~~~4., ... ., Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 0314 0.054491 329.22 0.000000 0.056123 .. 01 Jan 01 0315 0.054413 329. 22 0.000000 0.056103 • 01 Jan 01 0316 0.054336 329.22 0.000000 0.056084 01 Jan 01 0317 0.054259 329.21 0.000000 0.056065 • 01 Jan 01 0318 0.054182 329.21 0.000000 0.056045 -01 Jan 01 0319 0.054105 329.21 0.000000 0.056026 01 Jan 01 0320 0.054027 329.20 0.000000 0.056007 • 01 Jan 01 0321 0.053950 329.20 0.000000 0.055988 ., 01 Jan 01 0322 0.053873 329.19 0.000000 0.055968 01 Jan 01 0323 0.053796 329.19 0.000000 0.055949 • 01 Jan 01 0324 0.053719 329.19 0.000000 0.055930 -01 Jan 01 0325 0.053642 329.18 0.000000 0.055911 01 Jan 01 0326 0.053565 329.18 0.000000 0.055891 • 01 Jan 01 0327 0.053488 329.17 0.000000 0. 055872 01 Jan .. 01 0328 0.053411 329.17 0.000000 0.055853 01 Jan 01 0329 0.053334 329.17 0.000000 0.055834 ,,. 01 Jan 01 0330 0.053257 329.16 0.000000 0.055814 01 Jan 01 0331 0.053180 329.16 0.000000 0.055795 -01 Jan 01 0332 0.053104 329.16 0.000000 0.055776 -01 Jan 01 0333 0.053027 329.15 0.000000 0.055757 01 Jan 01 0334 0.052950 329.15 0.000000 0.055737 -01 Jan 01 0335 0.052873 329.14 0.000000 0.055718 01 Jan 01 0336 0.052796 329.14 0.000000 0.055699 --01 Jan 01 0337 0.052720 329.14 0.000000 0.055680 .. 01 Jan 01 0338 0.052643 329.13 0.000000 0.055661 01 Jan 01 0339 0.052566 329.13 0.000000 0.055642 ·-01 Jan 01 0340 0.052490 329.12 0.000000 0.055622 -01 Jan 01 0341 0.052413 329.12 0.000000 0.055603 01 Jan 01 0342 0.052337 329.12 0.000000 0.055584 ·-01 Jan 01 0343 0.052260 329.11 0.000000 0.055565 -01 Jan 01 0344 0.052184 329.11 0.000000 0.055546 01 Jan 01 0345 0.052107 329.11 0.000000 0.055527 -01 Jan 01 0346 0.052031 329.10 0.000000 0.055508 -01 Jan 01 0347 0.051954 329.10 0.000000 0.055489 01 Jan 01 0348 0.051878 329.09 0.000000 0.055469 ·-01 Jan 01 0349 0.051801 329.09 0.000000 0.055450 -01 Jan 01 0350 0.051725 329.09 0.000000 0.055431 01 Jan 01 0351 0.051649 329.08 0.000000 0.055412 -01 Jan 01 0352 0.051572 329.08 0.000000 0.055393 01 Jan 01 0353 0.051496 329.07 0.000000 0.055374 -01 Jan 01 0354 0.051420 329.07 0.000000 0.055355 "Ill 01 Jan 01 0355 0.051344 329.07 0.000000 0.055336 01 Jan 01 0356 0.051267 329.06 0.000000 0.055317 -01 Jan 01 0357 0.051191 329. 06 0.000000 0.055298 -01 Jan 01 0358 0.051115 329. 06 0.000000 0.055279 01 Jan 01 0359 0.051039 329.05 0.000000 0.055260 -01 Jan 01 0400 0.050963 329.05 0.000000 0.055241 01 Jan 01 0401 0.050887 329.04 0.000000 0.055222 -01 Jan 01 0402 0.050811 329.04 0.000000 0.055203 .. 01 Jan 01 0403 0.050735 329.04 0.000000 0.055184 01 Jan 01 0404 0.050659 329.03 0.000000 0.055165 -Page: 5 - -• Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 0405 0.050583 329.03 0.000000 0.055146 ... 01 Jan 01 0406 0.050507 329.03 0.000000 0.055127 -01 Jan 01 0407 0.050431 329.02 0.000000 0.055108 01 Jan 01 0408 0.050355 329.02 0.000000 0.055089 ... 01 Jan 01 0409 0.050279 329.01 0.000000 0.055070 • 01 Jan 01 0410 0.050203 329.01 0.000000 0.055051 01 Jan 01 0411 0.050127 329.01 0.000000 0.055032 ... 01 Jan 01 0412 0.050052 329.00 0.000000 0.055013 .. 01 Jan 01 0413 0.049976 329.00 0.000000 0.054994 01 Jan 01 0414 0.049900 329.00 0.000000 0.054975 • 01 Jan 01 0415 0.049824 328.99 0.000000 0.054956 .. 01 Jan 01 0416 0.049749 328.99 0.000000 0.054937 01 Jan 01 0417 0.049673 328.98 0.000000 0.054918 • 01 Jan 01 0418 0.049597 328.98 0.000000 0.054899 • 01 Jan 01 0419 0.049522 328.98 0.000000 0.054880 01 Jan 01 0420 0.049446 328.97 0.000000 0.054862 • 01 Jan 01 0421 0.049371 328.97 0.000000 0.054843 • 01 Jan 01 0422 0.049295 328.96 0.000000 0.054824 01 Jan 01 0423 0.049220 328.96 0.000000 0.054805 -01 Jan 01 0424 0.049144 328.96 0.000000 0.054786 01 Jan 01 0425 0.049069 328.95 0.000000 0.054767 -01 Jan 01 0426 0.048993 328.95 0.000000 0.054748 -01 Jan 01 0427 0.048918 328.95 0.000000 0.054729 01 Jan 01 0428 0.048843 328.94 0.000000 0. 054711 -01 Jan 01 0429 0.048767 328. 94 0.000000 0.054692 01 Jan 01 0430 0.048692 328.93 0.000000 0.054673 01 Jan 01 0431 0.048617 328.93 0.000000 0.054654 -01 Jan 01 0432 0.048541 328.93 0.000000 0.054635 01 Jan 01 0433 0.048466 328. 92 0.000000 0.054617 01 Jan 01 0434 0.048391 328. 92 0.000000 0.054598 -01 Jan 01 0435 0.048316 328.92 0.000000 0.054579 01 Jan 01 0436 0.048240 328.91 0.000000 0.054560 ·-01 Jan 01 0437 0.048165 328.91 0.000000 0.054541 -01 Jan 01 0438 0.048090 328.90 0.000000 0.054523 01 Jan 01 0439 0.048015 328.90 0.000000 0.054504 -01 Jan 01 0440 0.047940 328.90 0.000000 0.054485 ;/1/111 01 Jan 01 0441 0.047865 328.89 0.000000 0.054466 01 Jan 01 0442 0.047790 328.89 0.000000 0.054448 -01 Jan 01 0443 0.047715 328.89 0.000000 0.054429 -01 Jan 01 0444 0.047640 328.88 0.000000 0.054410 01 Jan 01 0445 0.047565 328.88 0.000000 0.054391 -01 Jan 01 0446 0.047490 328.87 0.000000 0.054373 01 Jan 01 0447 0.047415 328.87 0.000000 0.054354 • 01 Jan 01 0448 0.047341 328.87 0.000000 0.054335 .. 01 Jan 01 0449 0.047266 328.86 0.000000 0.054316 01 Jan 01 0450 0.047191 328.86 0.000000 0.054298 .. 01 Jan 01 0451 0.047116 328.86 0.000000 0.054279 -01 Jan 01 0452 0.047041 328.85 0.000000 0.054260 01 Jan 01 0453 0.046967 328.85 0.000000 0.054242 -01 Jan 01 0454 0.046892 328.84 0.000000 0.054223 01 Jan 01 0455 0.046817 328.84 0.000000 0.054204 -Page: 6 - Date Time Reservoir Reservoir Inflow outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) ,. 01 Jan 01 0456 0.046743 328.84 0.000000 0.054186 '1 01 Jan 01 0457 0.046668 328.83 0.000000 0.054167 +,I 01 Jan 01 0458 0.046593 328 .83 0.000000 0.054148 01 Jan 01 0459 0.046519 328.83 0.000000 0.054130 1'I 01 Jan 01 0500 0.046444 328.82 0.000000 0.054111 1111 01 Jan 01 0501 0.046370 328.82 0.000000 0.054092 01 Jan 01 0502 0.046295 328.81 0.000000 0.054074 'Ill 01 Jan 01 0503 0.046221 328.81 0.000000 0.054055 ,. 01 Jan 01 0504 0.046146 328.81 0.000000 0.054037 01 Jan 01 0505 0.046072 328.80 0.000000 0.054018 ... 01 Jan 01 0506 0.045998 328.80 0.000000 0.053999 • 01 Jan 01 0507 0.045923 328.80 0.000000 0.053981 01 Jan 01 0508 0.045849 328.79 0.000000 0.053962 ... 01 Jan 01 0509 0.045775 328.79 0.000000 0.053944 01 Jan 01 0510 0.045700 328.79 0.000000 0.053925 • 01 Jan 01 0511 0.045626 328.78 0.000000 0.053906 • 01 Jan 01 0512 0.045552 328.78 0.000000 0.053888 01 Jan 01 0513 0.045478 328.77 0.000000 0.053869 -01 Jan 01 0514 0.045403 328.77 0.000000 0.053851 -01 Jan 01 0515 0.045329 328.77 0.000000 0.053832 01 Jan 01 0516 0.045255 328.76 0.000000 0.053814 -01 Jan 01 0517 0.045181 328.76 0.000000 0.053795 01 Jan 01 0518 0.045107 328.76 0.000000 0.053777 ·- 01 Jan 01 0519 0.045033 328.75 0.000000 0.053758 -01 Jan 01 0520 0.044959 328.75 0.000000 0.053740 01 Jan 01 0521 0.044885 328.74 0.000000 0.053721 -01 Jan 01 0522 0.044811 328.74 0,000000 0.053703 -01 Jan 01 0523 0.044737 328.74 0.000000 0.053684 01 Jan 01 0524 0.044663 328.73 0.000000 0.053666 -01 Jan 01 0525 0.044589 328.73 0.000000 0,053647 ... 01 Jan 01 0526 0.044515 328.73 0.000000 0.053629 01 Jan 01 0527 0.044441 328.72 0.000000 0.053610 -01 Jan 01 0528 0.044367 328.72 0.000000 0.053592 -01 Jan 01 0529 0.044294 328.71 0.000000 0.053573 01 Jan 01 0530 0.044220 328.71 0.000000 0.053555 -01 Jan 01 0531 0.044146 328.71 0.000000 0.053537 -01 Jan 01 0532 0.044072 328.70 0.000000 0.053518 01 Jan 01 0533 0.043999 328.70 0.000000 0.053500 -01 Jan 01 0534 0.043925 328.70 0.000000 0.053481 01 Jan 01 0535 0.043851 328.69 0.000000 0.053463 -01 Jan 01 0536 0.043778 328.69 0.000000 0.053444 -01 Jan 01 0537 0.043704 328.69 0.000000 0.053426 01 Jan 01 0538 0.043630 328.68 0.000000 0.053408 -Ol Jan 01 0539 0.043557 328.68 0.000000 0.053389 -01 Jan 01 0540 0.043483 328.67 0.000000 0.053371 01 Jan 01 0541 0.043410 328.67 0.000000 0.053352 -01 Jan 01 0542 0.043336 328.67 0.000000 0.053334 ... 01 Jan 01 0543 0.043263 328.66 0.000000 0.053316 01 Jan 01 0544 0.043190 328.66 0.000000 0.053297 -01 Jan 01 0545 0.043116 328.66 0.000000 0.053279 01 Jan 01 0546 0.043043 328.65 0.000000 0.053261 -Page: 7 ... .... Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) ... 01 Jan 01 0547 0.042969 328. 65 0.000000 0.053242 -01 Jan 01 0548 0.042896 328.64 0.000000 0.053224 -01 Jan 01 0549 0.042823 328.64 0.000000 0.053206 01 Jan 01 0550 0.042750 328.64 0.000000 0.053187 , .. 01 Jan 01 0551 0.042676 328.63 0.000000 0.053169 .. 01 Jan 01 0552 0.042603 328.63 0.000000 0.053151 01 Jan 01 0553 0.042530 328.63 0.000000 0.053132 .... 01 Jan 01 0554 0.042457 328.62 0.000000 0.053114 -01 Jan 01 0555 0.042384 328.62 0.000000 0.053096 01 Jan 01 0556 0.042310 328. 62 0.000000 0.053078 -01 Jan 01 0557 0.042237 328.61 0.000000 0.053059 01 Jan ... 01 0558 0.042164 328.61 0.000000 0.053041 01 Jan 01 0559 0.042091 328.60 0.000000 0.053023 .. 01 Jan 01 0600 0.042018 328.60 0.000000 0.053005 01 Jan 01 0601 0.041945 328.60 0.000000 0.052986 -01 Jan 01 0602 0.041872 328.59 0.000000 0.052968 -01 Jan 01 0603 0.041799 328. 59 0.000000 0.052950 01 Jan 01 0604 0.041726 328.59 0.000000 0.052932 .. 01 Jan 01 0605 0.041653 328.58 0.000000 0.052913 -01 Jan 01 0606 0.041581 328.58 0.000000 0.052895 01 Jan 01 0607 0.041508 328.58 0.000000 0 .052877 -01 Jan 01 0608 0.041435 328.57 0.000000 0.052859 01 Jan 01 0609 0.041362 328.57 0.000000 0.052841 ·-01 Jan 01 0610 0.041289 328.56 0.000000 0.052822 -01 Jan 01 0611 0.041217 328.56 0.000000 0.052804 01 Jan 01 0612 0.041144 328.56 0.000000 0.052786 -01 Jan 01 0613 0.041071 328.55 0.000000 0.052768 -01 Jan 01 0614 0.040999 328.55 0.000000 0.052750 01 Jan 01 0615 0.040926 328.55 0.000000 0.052731 -01 Jan 01 0616 0.040853 328.54 0.000000 0.052713 • 01 Jan 01 0617 0.040781 328.54 0.000000 0.052695 01 Jan 01 0618 0.040708 328.54 0.000000 0.052677 .. 01 Jan 01 0619 0.040636 328.53 0.000000 0.052659 -01 Jan 01 0620 0.040563 328.53 0.000000 0.052641 01 Jan 01 0621 0.040491 328.52 0.000000 0.052623 -01 Jan 01 0622 0.040418 328.52 0.000000 0.052605 -01 Jan 01 0623 0.040346 328.52 0.000000 0.052586 01 Jan 01 0624 0.040273 328.51 0.000000 0.052568 .. 01 Jan 01 0625 0.040201 328.51 0.000000 0.052550 01 Jan 01 0626 0.040128 328.51 0.000000 0.052532 -01 Jan 01 0627 0.040056 328.50 0.000000 0.052514 -01 Jan 01 0628 0.039984 328.50 0.000000 0.052496 01 Jan 01 0629 0.039911 328.50 0.000000 0.052478 -01 Jan 01 0630 0.039839 328.49 0.000000 0.052460 -01 Jan 01 0631 0.039767 328.49 0.000000 0.052442 01 Jan 01 0632 0.039695 328.48 0.000000 0.052424 .., 01 Jan 01 0633 0.039623 328.48 0.000000 0.052406 -01 Jan 01 0634 0.039550 328.48 0.000000 0.052388 01 Jan 01 0635 0.039478 328.47 0.000000 0.052370 -01 Jan 01 0636 0.039406 328.47 0.000000 0.052352 01 Jan 01 0637 0.039334 328.47 0.000000 0.052333 ... Page: 8 - ""' ,,,,. Date Time Reservoir Raservoir Inflow Outflow ... Storage Elevation (Cfs) (cfs) (ac-ft) (ft) .., 01 Jan 01 0638 0.039262 328.46 0.000000 0.052315 ,.._ 01 Jan 01 0639 0.039190 328.46 0.000000 0.052297 • 01 Jan 01 0640 0.039118 328.46 0.000000 0.052279 01 Jan 01 0641 0.039046 328.45 0.000000 0.052261 ,,_ 01 Jan 01 0642 0.038974 328.45 0.000000 0.052243 .. 01 Jan 01 0643 0.038902 328.45 0.000000 0.052225 01 Jan 01 0644 0.038830 328.44 0.000000 0.052207 ""I 01 Jan 01 0645 0.038758 328.44 0.000000 0.052190 -01 Jan 01 0646 0.038686 328.43 0.000000 0.052172 01 Jan 01 0647 0.038614 328.43 0.000000 0.052154 "'11111 01 Jan 01 0648 0.038543 328.43 0.000000 0.052136 -01 Jan 01 0649 0.038471 328.42 0.000000 0.052118 01 Jan 01 0650 0.038399 328.42 0.000000 0.052100 ... 01 Jan 01 0651 0.038327 328.42 0.000000 0.052082 01 Jan 01 0652 0.038255 328.41 0.000000 0.052064 -01 Jan 01 0653 0.038184 328.41 0.000000 0.052046 .. 01 Jan 01 0654 0.038112 328.41 0.000000 0.052028 01 Jan 01 0655 0.038040 328.40 0.000000 0.052010 -01 Jan 01 0656 0.037969 328.40 0.000000 0.051992 -01 Jan 01 0657 0.037897 328.39 0.000000 0.051974 01 Jan 01 0658 0.037826 328.39 0.000000 0.051956 ... 01 Jan 01 0659 0.037754 328.39 0.000000 0.051939 01 Jan 01 0700 0.037683 328.38 0.000000 0.051921 -01 Jan 01 0701 0.037611 328.38 0.000000 0.051903 ·-01 Jan 01 0702 0.037540 328.38 0.000000 0.051885 01 Jan 01 0703 0.037468 328.37 0.000000 0.051867 01 Jan 01 0704 0.037397 328.37 0.000000 0.051849 -01 Jan 01 0705 0.037325 328.37 0.000000 0.051831 01 Jan 01 0706 0.037254 328.36 0.000000 0.051813 ._, 01 Jan 01 0707 0.037183 328.36 0.000000 0.051796 -01 Jan 01 0708 0.037111 328.36 0.000000 0.051778 01 Jan 01 0709 0.037040 328.35 0.000000 0.051760 ,_ 01 Jan 01 0710 0.036969 328.35 0.000000 0.051742 -01 Jan 01 0711 0.036897 328.34 0.000000 0.051724 01 Jan 01 0712 0.036826 328.34 0.000000 0.051707 -01 Jan 01 0713 0.036755 328.34 0.000000 0.051689 .. 01 Jan 01 0714 0.036684 328.33 0.000000 0.051671 01 Jan 01 0715 0.036613 328.33 0.000000 0.051653 -01 Jan 01 0716 0.036541 328.33 0.000000 0.051635 01 Jan 01 0717 0.036470 328.32 0.000000 0.051618 -01 Jan 01 0718 0.036399 328.32 0.000000 0.051600 .. 01 Jan 01 0719 0.036328 328.32 0.000000 0.051582 01 Jan 01 0720 0.036257 328.31 0.000000 0.051564 -01 Jan 01 0721 0.036186 328.31 0.000000 0.051547 -01 Jan 01 0722 0.036115 328.31 0.000000 0.051529 01 Jan 01 0723 0.036044 328.30 0.000000 0.051511 ... 01 01 0724 0.035973 328.30 0.000000 0.051493 Jan 01 Jan 01 0725 0.035902 328.30 0.000000 0.051476 -01 Jan 01 0726 0.035831 328.29 0.000000 0.051458 -01 Jan 01 0727 0.035761 328.29 0.000000 0.051440 01 Jan 01 0728 0.035690 328.28 0.000000 0.051422 -Page: 9 - -"'• •a-----•~-~-->, = ,O...~ • ~~U~ ""' .. Date Time Reservoir Reservoir Inflow Outflow "" Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 01 Jan 01 0729 0.035619 328.28 0.000000 0.051405 -01 Jan 01 0730 0.035548 328.28 0.000000 0.051387 ... 01 Jan 01 0731 0.035477 328.27 0.000000 0.051369 01 Jan 01 0732 0.035407 328.27 0.000000 0.051352 .. 01 Jan 01 0733 0.035336 328.27 0.000000 0.051334 .. 01 Jan 01 0734 0.035265 328.26 0.000000 0.051316 01 Jan 01 0735 0.035195 328.26 0.000000 0.051299 .. 01 Jan 01 0736 0.035124 328.26 0.000000 0.051281 -01 Jan 01 0737 0.035053 328.25 0.000000 0.051263 01 Jan 01 0738 0.034983 328.25 0.000000 0. 051246 -01 Jan 01 0739 0.034912 328.25 0.000000 0.051228 01 Jan 01 0740 0.034842 328. 24 0.000000 0.051210 -01 Jan 01 0741 0.034771 328.24 0.000000 0.051193 -01 Jan 01 0742 0.034701 328.24 0.000000 0.051175 01 Jan 01 0743 0.034630 328.23 0.000000 0.051158 ,. 01 Jan 01 0744 0.034560 328.23 0.000000 0.051140 ""' 01 Jan 01 0745 0.034489 328.22 0.000000 0.051122 01 Jan 01 0746 0.034419 328.22 0.000000 0.051105 .. 01 Jan 01 0747 0.034348 328.22 0.000000 0.051087 ·-01 Jan 01 0748 0.034278 328.21 0.000000 0.051070 01 Jan 01 0749 0.034208 328.21 0.000000 0.051052 ... 01 Jan 01 0750 0.034137 328.21 0.000000 0.051034 01 Jan 01 0751 0.034067 328.20 0.000000 0.051017 -01 Jan 01 0752 0.033997 328.20 0.000000 0.050999 -01 Jan 01 0753 0.033927 328.20 0.000000 0.050982 01 Jan 01 0754 0.033856 328.19 0.000000 0.050964 -01 Jan 01 0755 0.033786 328.19 0.000000 0.050947 -01 Jan 01 0756 0.033716 328.19 0.000000 0.050929 01 Jan 01 0757 0.033646 328.18 0.000000 0.050911 ... 01 Jan 01 0758 0.033576 328.18 0.000000 0.050894 -01 Jan 01 0759 0.033506 328.18 0.000000 0.050876 01 Jan 01 0800 0.033436 328.17 0.000000 0.050859 -01 Jan 01 0801 0.033366 328.17 0.000000 0.050841 -01 Jan 01 0802 0.033296 328 .16 0.000000 0.050824 01 Jan 01 0803 0.033226 328.16 0.000000 0.050806 -01 Jan 01 0804 0.033156 328.16 0.000000 0.050789 -01 Jan 01 0805 0.033086 328.15 0.000000 0.050771 01 Jan 01 0806 0.033016 328.15 0.000000 0.050754 -01 Jan 01 0807 0.032946 328.15 0.000000 0.050736 01 Jan 01 0808 0.032876 328.14 0.000000 0.050719 -01 Jan 01 0809 0.032806 328.14 0.000000 0.050702 "" 01 Jan 01 0810 0.032736 328.14 0.000000 0.050684 01 Jan 01 0811 0.032667 328.13 0.000000 0.050667 -01 Jan 01 0812 0.032597 328.13 0.000000 0.050649 -01 Jan 01 0813 0.032527 328.13 0.000000 0.050632 01 Jan 01 0814 0.032457 328.12 0.000000 0.050614 ,. 01 Jan 01 0815 0.032388 328.12 0.000000 0.050597 01 Jan 01 0816 0.032318 328.12 0.000000 0.050579 -01 Jan 01 0817 0.032248 328.11 0.000000 0.050562 -01 Jan 01 0818 0.032179 328 .11 0.000000 0.050545 01 Jan 01 0819 0.032109 328.11 0.000000 0.050527 -Page: 10 --Date Time Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 01 Jan 01 0820 0.032039 328.10 0.000000 0.050510 """ 01 Jan 01 0821 0.031970 328.10 0.000000 0.050492 .. 01 Jan 01 0822 0.031900 328.10 0.000000 0.050475 01 Jan 01 0823 0.031831 328.09 0.000000 0.050458 -01 Jan 01 0824 0.031761 328.09 0.000000 0.050440 -01 Jan 01 0825 0.031692 328 .08 0.000000 0.050423 01 Jan 01 0826 0.031622 328.08 0.000000 0.050406 -01 Jan 01 0827 0.031553 328.08 0.000000 0.050388 -01 Jan 01 0828 0.031484 328.07 0.000000 0.050371 01 Jan 01 0829 0.031414 328.07 0.000000 0.050354 .... 01 Jan 01 0830 0.031345 328.07 0.000000 0.050336 .. 01 Jan 01 0831 0.031276 328.06 0.000000 0.050319 01 Jan 01 0832 0.031206 328.06 0.000000 0.050302 .... 01 Jan 01 0833 0.031137 328.06 0.000000 0.050284 01 Jan 01 0834 0.031068 328.05 0.000000 0.050267 -01 Jan 01 0835 0.030998 328.05 0.000000 0.050250 ... 01 Jan 01 0836 0.030929 328.05 0.000000 0.050232 01 Jan 01 0837 0.030860 328.04 0.000000 0.050215 -01 Jan 01 0838 0.030791 328.04 0.000000 0.050198 -01 Jan 01 0839 0.030722 328.04 0.000000 0.050180 01 Jan 01 0840 0.030653 328.03 0.000000 0.050163 -01 01 0841 0.030584 328.03 0.000000 0.050146 Jan 01 Jan --01 0842 0.030515 328.03 0.000000 0.050129 01 Jan 01 0843 0.030446 328.02 0.000000 0.050111 -01 Jan 01 0844 0.030377 328.02 0.000000 0.050094 01 Jan 01 0845 0.030308 328.02 0.000000 0.050077 01 Jan 01 0846 0.030239 328.01 0.000000 0.050060 -01 Jan 01 0847 0.030170 328.01 0.000000 0.050042 01 Jan 01 0848 0.030101 328.01 0.000000 0.050025 01 Jan 01 0849 0.030032 328.00 0.000000 0.050008 -01 Jan 01 0850 0.029963 328.00 0.000000 0.049963 01 Jan 01 0851 0.029894 327.99 0.000000 0.049894 --01 Jan 01 0852 0.029826 327.98 0.000000 0.049826 -01 Jan 01 0853 0.029757 327.98 0.000000 0.049757 01 Jan 01 0854 0.029688 327.97 0.000000 0.049688 -01 Jan 01 0855 0.029620 327.96 0.000000 0.049620 -01 Jan 01 0856 0.029552 327.96 0.000000 0.049552 01 Jan 01 0857 0.029484 327.95 0.000000 0.049484 -01 Jan 01 0858 0.029415 327.94 0.000000 0.049415 -01 Jan 01 0859 0.029347 327.93 0.000000 0.049347 01 Jan 01 0900 0.029279 327.93 0.000000 0.049279 -01 Jan 01 0901 0.029212 327.92 0.000000 0.049212 01 Jan 01 0902 0.029144 327. 91 0.000000 0.049144 -01 Jan 01 0903 0.029076 327.91 0.000000 0.049076 .. 01 Jan 01 0904 0.029009 327.90 0.000000 0.049009 01 Jan 01 0905 0.028941 327.89 0.000000 0.048941 .. 01 Jan 01 0906 0.028874 327.89 0.000000 0.048874 -01 Jan 01 0907 0.028807 327.88 0.000000 0.048807 01 Jan 01 0908 0.028739 327.87 0.000000 0.048739 -01 Jan 01 0909 0.028672 327.87 0.000000 0.048672 01 Jan 01 0910 0.028605 327.86 0.000000 0.048605 -Page: 11 - ... .. Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 0911 0.028538 327.85 0.000000 0.048538 -01 Jan 01 0912 0.028472 327.85 0.000000 0.048472 • 01 Jan 01 0913 0.028405 327.84 0.000000 0.048405 01 Jan 01 0914 0.028338 327.83 0.000000 0.048338 ... 01 Jan 01 0915 0.028272 327.83 0.000000 o. 048272 -01 Jan 01 0916 0.028205 327.82 0.000000 0.048205 01 Jan 01 0917 0.028139 327.81 0.000000 0.048139 -01 Jan 01 0918 0.028073 327,81 0.000000 0.048073 -01 Jan 01 0919 0.028007 327.80 0.000000 0.048007 01 Jan 01 0920 0.027940 327.79 0.000000 0.047940 -01 Jan 01 0921 0.027874 327.79 0.000000 0.047874 -01 Jan 01 0922 0.027809 327.78 0.000000 0.047809 01 Jan 01 0923 0.027743 327. 77 0.000000 0.047743 .... 01 Jan 01 0924 0.027677 327. 77 0.000000 0.047677 01 Jan 01 0925 0.027611 327.76 0.000000 0.047611 -01 Jan 01 0926 0.027546 327.75 0.000000 0.047546 .... 01 Jan 01 0927 0.027480 327.75 0.000000 0.047480 01 Jan 01 0928 0.027415 327. 74 0.000000 0.047415 -01 Jan 01 0929 0.027350 327.73 0.000000 0.047350 -01 Jan 01 0930 0.027285 327.73 0.000000 0,047285 01 Jan 01 0931 0.027220 327.72 0.000000 0.047220 -01 Jan 01 0932 0 .027155 327. 72 0.000000 0.047155 -01 Jan 01 0933 0.027090 327. 71 0.000000 0.047090 01 Jan 01 0934 0.027025 327.70 0.000000 0.047025 -01 Jan 01 0935 0.026960 327.70 0.000000 0.046960 01 Jan 01 0936 0.026895 327.69 0.000000 0.046895 -01 Jan 01 0937 0.026831 327.68 0.000000 0,046831 -01 Jan 01 0938 0.026766 327.68 0.000000 0.046766 01 Jan 01 0939 0.026702 327.67 0.000000 0.046702 -01 Jan 01 0940 0.026638 327.66 0.000000 0.046638 -01 Jan 01 0941 0.026574 327.66 0.000000 0.046574 01 Jan 01 0942 0.026509 327.65 0.000000 0.046509 -01 Jan 01 0943 0.026445 327.64 0.000000 0. 046445 _, 01 Jan 01 0944 0.026382 327.64 0.000000 0.046382 01 Jan 01 0945 0.026318 327.63 0.000000 0.046318 -01 Jan 01 0946 0.026254 327.63 0.000000 0.046254 -01 Jan 01 0947 0.026190 327.62 0.000000 0.046190 01 Jan 01 0948 0.026127 327.61 0.000000 0.046127 -01 Jan 01 0949 0.026063 327.61 0.000000 0.046063 -01 Jan 01 0950 0.026000 327.60 0.000000 0.046000 01 Jan 01 0951 0.025936 327.59 0.000000 0.045936 ... 01 Jan 01 0952 0.025873 327.59 0.000000 0.045873 01 Jan 01 0953 0.025810 327.58 0.000000 0.045810 -01 Jan 01 0954 0.025747 327.57 0.000000 0.045747 -01 Jan 01 0955 0.025684 327.57 0.000000 0.045684 01 Jan 01 0956 0.025621 327.56 0.000000 0.045621 -01 Jan 01 0957 0.025558 327.56 0.000000 0.045558 ... 01 Jan 01 0958 0.025496 327.55 0.000000 0.045496 01 Jan 01 0959 0.025433 327.54 0.000000 0.045433 -01 Jan 01 1000 0.025371 327.54 0.000000 0.045371 01 Jan 01 1001 0.025308 327.53 0.000000 0.045308 ... Page: 12 - ... .. Date Time Reservoir Reservoir Inflow Outflow "" Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 01 Jan 01 1002 0.025246 327.52 0.000000 0.045246 -01 Jan 01 1003 0.025183 327.52 0.000000 0.045183 ,. 01 Jan 01 1004 0.025121 327.51 0.000000 0.045121 01 Jan 01 1005 0.025059 327.51 0.000000 0.045059 -01 Jan 01 1006 0.024997 327.50 0.000000 0.044997 .. 01 Jan 01 1007 0.024935 327.49 0.000000 0.044935 01 Jan 01 1008 0.024873 327.49 0.000000 0.044873 -01 Jan 01 1009 0.024812 327.48 0.000000 0.044812 -01 Jan 01 1010 0.024750 327.47 0.000000 0.044750 01 Jan 01 1011 0.024688 327.47 0.000000 0.044688 -01 Jan 01 1012 0.024627 327.46 0.000000 0.044627 01 Jan 01 1013 0.024565 327.46 0.000000 0.044565 .. 01 Jan 01 1014 0.024504 327.45 0.000000 0.044504 ,.. 01 Jan 01 1015 0.024443 327.44 0.000000 0.044443 01 Jan 01 1016 0.024382 327.44 0.000000 0.044382 -01 Jan 01 1017 0.024320 327.43 0.000000 0.044320 ,. 01 Jan 01 1018 0.024259 327.43 0.000000 0.044259 01 Jan 01 1019 0.024199 327.42 0.000000 0.044199 .. 01 Jan 01 1020 0.024138 327.41 0.000000 0.044138 -01 Jan 01 1021 0.024077 327.41 0.000000 0.044077 01 Jan 01 1022 0.024016 327.40 0.000000 0.044016 -01 Jan 01 1023 0.023956 327.40 0.000000 0.043956 01 Jan -01 1024 0.023895 327.39 0.000000 0.043895 01 Jan 01 1025 0.023835 327.38 0.000000 0.043835 -01 Jan 01 1026 0.023774 327.38 0.000000 0.043774 01 Jan 01 1027 0.023714 327.37 0.000000 0.043714 • 01 Jan 01 1028 0.023654 327.37 0.000000 0.043654 -01 Jan 01 1029 0.023594 327.36 0.000000 0.043594 OJ. Jan 01 1030 0.023534 327.35 0.000000 0.043534 --01 Jan 01 1031 0.023474 327.35 0.000000 0.043474 • 01 Jan 01 1032 0.023414 327.34 0.000000 0.043414 01 Jan 01 1033 0.023354 327.34 0.000000 0.043354 .... 01 Jan 01 1034 0.023295 327.33 0.000000 0.043295 ... 01 Jan 01 1035 0.023235 327.32 0.000000 0.043235 01 Jan 01 1036 0.023176 327.32 0.000000 0.043176 -01 Jan 01 1037 0.023116 327.31 0.000000 0.043116 -01 Jan 01 1038 0.023057 327.31 0.000000 0.043057 01 Jan 01 1039 0.022998 327.30 0.000000 0.042998 -01 Jan 01 1040 0.022938 327.29 0.000000 0.042938 -01 Jan 01 1041 0.022879 327.29 0.000000 0.042879 01 Jan 01 1042 0.022820 327 .28 0.000000 0.042820 -01 Jan 01 1043 0.022761 327.28 0.000000 0.042761 01 Jan 01 1044 0.022702 327.27 0.000000 0.042702 -01 Jan 01 1045 0.022644 327.26 0.000000 0.042644 ... 01 Jan 01 1046 0.022585 327.26 0.000000 0.042585 01 Jan 01 1047 0.022526 327.25 0.000000 0.042526 .. 01 Jan 01 1048 0.022468 327.25 0.000000 0.042468 -01 Jan 01 1049 0.022409 327.24 0.000000 0.042409 01 Jan 01 1050 0.022351 327.24 0.000000 0.042351 -01 Jan 01 1051 0.022293 327.23 0.000000 0.042293 01 Jan 01 1052 0.022235 327.22 0.000000 0.042235 .. Page: 13 - --•-----"-----=,\.,~Ma ~- --Date Time Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 1053 0.022176 327.22 0.000000 0.042176 c ... 01 Jan 01 1054 0.022118 327.21 0.000000 0.042118 -01 Jan 01 1055 0.022060 327.21 0.000000 0.042060 01 Jan 01 1056 0.022002 327. 20 0.000000 0.042002 ... 01 Jan 01 1057 0.021945 327.19 0.000000 0.041945 -01 Jan 01 1058 0.021887 327 .19 0.000000 0.041887 01 Jan 01 1059 0.021829 327.18 0.000000 0.041829 -01 Jan 01 1100 0.021772 327.18 0.000000 0.041772 .. 01 Jan 01 1101 0.021714 327.17 0.000000 0.041714 01 Jan 01 1102 0.021657 327.17 0.000000 0.041657 "" 01 Jan 01 1103 0.021599 327.16 0.000000 0.041599 01 Jan -01 1104 0.021542 327.15 0.000000 0.041542 01 Jan 01 1105 0.021485 327.15 0.000000 0.041485 .... 01 Jan 01 1106 0.021428 327.14 0.000000 0.041428 01 Jan 01 1107 0.021371 327.14 0.000000 0. 041371 -01 Jan 01 1108 0.021314 327.13 0.000000 0.041314 -01 Jan 01 1109 0.021257 327.13 0.000000 0.041257 01 Jan 01 1110 0.021200 327.12 0.000000 0.041200 .. 01 Jan 01 1111 0.021144 327.11 0.000000 0.041144 -01 Jan 01 1112 0.021087 327.11 0.000000 0.041087 01 Jan 01 1113 0.021030 327.10 0.000000 0.041030 .. 01 Jan 01 1114 0.020974 327.10 0.000000 0.040974 01 Jan 01 1115 0.020917 327.09 0.000000 0.040917 -01 Jan 01 1116 0.020861 327.09 0.000000 0.040861 -01 Jan 01 1117 0.020805 327.08 0.000000 0.040805 01 Jan 01 1118 0.020749 327.07 0.000000 0.040749 -01 Jan 01 1119 0.020693 327.07 0.000000 0.040693 -01 Jan 01 1120 0.020637 327.06 0.000000 0.040637 01 Jan 01 1121 0.020581 327.06 0.000000 0.040581 • 01 01 1122 Jan 0.020525 327.05 0.000000 0.040525 • 01 Jan 01 1123 0.020469 327.05 0.000000 0.040469 01 Jan 01 1124 0.020413 327.04 0.000000 0.040413 .. 01 Jan 01 1125 0.020358 327.04 0.000000 0.040358 -01 Jan 01 1126 0.020302 327.03 0.000000 0.040302 01 Jan 01 1127 0.020247 327.02 0.000000 0.040247 -01 Jan 01 1128 0.020191 327.02 0.000000 0.040191 -01 Jan 01 1129 0.020136 327.01 0.000000 0.040136 01 Jan 01 1130 0.020081 327.01 0.000000 0.040081 -01 Jan 01 1131 0.020026 327.00 0.000000 0.040026 01 Jan -01 1132 0.019970 327.00 0.000000 0.039970 01 Jan 01 1133 0.019915 326.99 0.000000 0.039915 .. 01 Jan 01 1134 0.019861 326.99 0.000000 0.039861 01 Jan 01 1135 0.019806 326. 98 0.000000 0.039806 -01 Jan 01 1136 0.019751 326.98 0.000000 0.039751 .. 01 Jan 01 1137 0.019696 326.97 0.000000 0.039696 01 Jan 01 1138 0.019642 326.96 0.000000 0.039642 -01 01 1139 0.019587 326.96 0.000000 0.039587 Jan -01 Jan 01 1140 0.019S32 326.95 0.000000 0.039532 01 Jan 01 1141 0.019478 326.95 0.000000 0.039478 -01 Jan 01 1142 0.019424 326.94 0.000000 0.039424 01 Jan 01 1143 0.019369 326. 94 0.000000 0.039369 -Page: 14 .. c, ~"~-· -·-"·~- .... .. Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 1144 0.019315 326.93 0.000000 0.039315 '"" 01 Jan 01 1145 0.019261 326.93 0.000000 0.039261 .. 01 Jan 01 1146 0.019207 326. 92 0.000000 0.039207 01 Jan 01 1147 0.019153 326.92 0.000000 0.039153 ""' 01 Jan 01 1148 0.019099 326.91 0.000000 0.039099 .. 01 Jan 01 1149 0.019045 326.90 0.000000 0.039045 01 Jan 01 1150 0.018992 326.90 0.000000 0.038992 ""' 01 Jan 01 1151 0.018938 326. 89 0.000000 0.038938 • 01 Jan 01 1152 0.018884 326.89 0.000000 0.038884 01 Jan 01 1153 0.018831 326.88 0.000000 0.038831 '"" 01 Jan 01 1154 0.018777 326.88 0.000000 0.038777 -01 Jan 01 1155 0.018724 326.87 0.000000 0.038724 01 Jan 01 1156 0.018671 326.87 0.000000 0. 038671 ..... 01 Jan 01 1157 0.018618 326.86 0.000000 0.038618 01 Jan 01 1158 0.018564 326. 86 0.000000 0.038564 -01 Jan 01 1159 0.018511 326. 85 0.000000 0.038511 -01 Jan 01 1200 0.018458 326.85 0.000000 0.038458 01 Jan 01 1201 0.018405 326.84 0.000000 0.038405 ""' 01 Jan 01 1202 0.018352 326.84 0.000000 0.038352 -01 Jan 01 1203 0.018300 326.83 0.000000 0.038300 01 Jan 01 1204 0.018247 326. 82 0.000000 0.038247 -01 Jan 01 1205 0.018194 326.82 0.000000 0.038194 01 Jan -01 1206 0.018142 326.81 0.000000 0.038142 01 Jan 01 1207 0.018089 326.81 0.000000 0.038089 -01 Jan 01 1208 0.018037 326.80 0.000000 0.038037 01 Jan 01 1209 0.017984 326.80 0.000000 0.037984 -. 01 Jan 01 1210 0.017932 326.79 0.000000 0.037932 -01 Jan 01 1211 0.017880 326.79 0.000000 0.037880 01 Jan 01 1212 0.017828 326.78 0.000000 0.037828 -01 Jan 01 1213 0.017776 326.78 0.000000 0.037776 -01 Jan 01 1214 0.017724 326. 77 0.000000 0.037724 01 Jan 01 1215 0.017672 326. 77 0.000000 0.037672 ,_ 01 Jan 01 1216 0.017620 326.76 0.000000 0.037620 -01 Jan 01 1217 0.017568 326.76 0.000000 0.037568 01 Jan 01 1218 0.017516 326. 75 0.000000 0.037516 -01 Jan 01 1219 0.017465 326.75 0.000000 0.037465 -01 Jan 01 1220 0.017413 326. 74 0.000000 0.037413 01 Jan 01 1221 0.017362 326.74 0.000000 0.037362 -01 Jan 01 1222 0.017310 326.73 0.000000 0.037310 01 -Jan 01 1223 0.017259 326.73 0.000000 0.037259 01 Jan 01 1224 0.017208 326.72 0.000000 0.037208 .... 01 Jan 01 1225 0.017156 326.72 0.000000 0.037156 01 Jan 01 1226 0.017105 326. 71 0.000000 0.037105 -01 Jan 01 1227 0.017054 326.71 0.000000 0.037054 .. 01 Jan 01 1228 0.017003 326.70 0.000000 0.037003 01 Jan 01 1229 0.016952 326.70 0.000000 0.036952 • 01 Jan 01 1230 0.016901 326.69 0.000000 0.036901 ... 01 Jan 01 1231 0.016851 326.69 0.000000 0.036851 01 Jan 01 1232 0.016800 326. 68 0.000000 0.036800 -01 Jan 01 1233 0.016749 326. 67 0.000000 0.036749 01 Jan 01 1234 0.016699 326.67 0.000000 0.036699 -Page: 15 - - " --·~----.......-~,,__,__ __ ----~--~~~-µ~-----" --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) .. (ac-ft) (ft) 01 Jan 01 1235 0.016648 326.66 0.000000 0.036648 -01 Jan 01 1236 0.016598 326.66 0.000000 0.036598 .. 01 Jan 01 1237 0.016547 326. 65 0.000000 0.036547 01 Jan 01 1238 0.016497 326. 65 0.000000 0.036497 .... 01 Jan 01 1239 0.016447 326.64 0.000000 0.036447 .. 01 Jan 01 1240 0.016397 326.64 0.000000 0.036397 01 Jan 01 1241 0.016347 326.63 0.000000 0.036347 -01 Jan 01 1242 0.016297 326.63 0.000000 0.036297 -01 Jan 01 1243 0.016247 326.62 0.000000 0.036247 01 Jan 01 1244 0.016197 326.62 0.000000 0.036197 -01 Jan 01 1245 0.016147 326.61 0.000000 0.036147 .. 01 Jan 01 1246 0. 016097 326.61 0.000000 0.036097 01 Jan 01 1247 0.016047 326.60 0.000000 0.036047 "" 01 Jan 01 1248 0.015998 326.60 0.000000 0.035998 01 Jan 01 1249 0.015948 326.59 0.000000 0.035948 -01 Jan 01 1250 0.015899 326.59 0.000000 0.035899 .. 01 Jan 01 1251 0.015849 326. 58 0.000000 0.035849 01 Jan 01 1252 0.015800 326.58 0.000000 0.035800 -01 Jan 01 1253 0.015751 326.58 0.000000 0.035751 ... 01 Jan 01 1254 0.015702 326.57 0.000000 0.035702 01 Jan 01 1255 0.015652 326.57 0.000000 0.035652 -01 Jan 01 1256 0.015603 326.56 0.000000 0.035603 --01 Jan 01 1257 0.015554 326.56 0.000000 0.035554 01 Jan 01 1258 0.015505 326.55 0.000000 0.035505 -01 Jan 01 1259 0.015456 326.55 0.000000 0.035456 01 Jan 01 1300 0.015408 326.54 0.000000 0.035408 -- 01 Jan 01 1301 0.015359 326.54 0.000000 0.035359 -01 Jan 01 1302 0.015310 326.53 0.000000 0.035310 01 Jan 01 1303 0.015262 326.53 0.000000 0.035262 --01 Jan 01 1304 0.015213 326.52 0.000000 0.035213 -01 Jan 01 1305 0.015165 326.52 0.000000 0.035165 01 Jan 01 1306 0.015116 326.51 0.000000 0.035116 01 Jan 01 1307 0.015068 326.51 0.000000 0.035068 ... 01 Jan 01 1308 0.015020 326.50 0.000000 0.035020 01 Jan 01 1309 0.014971 326.50 0.000000 0.034971 -01 Jan 01 1310 0.014923 326.49 0.000000 0.034923 -01 Jan 01 1311 0.014875 326.49 0.000000 0.034875 01 Jan 01 1312 0.014827 326.48 0.000000 0.034827 -01 Jan 01 1313 0.014779 326.48 0.000000 0.034779 -01 Jan 01 1314 0.014731 326.47 0.000000 0.034731 01 Jan 01 1315 0.014684 326. 47 0.000000 0.034684 • 01 Jan 01 1316 0.014636 326. 46 0.000000 0.034636 01 Jan 01 1317 0.014588 326.46 0.000000 0.034588 -01 Jan 01 1318 0.014541 326.45 0.000000 0.034541 .... 01 Jan 01 1319 0.014493 326.45 0.000000 0.034493 01 Jan 01 1320 0.014446 326.44 0.000000 0.034446 -01 Jan 01 1321 0.014398 326.44 0.000000 0.034398 .. 01 Jan 01 1322 0.014351 326.44 0.000000 0.034351 01 Jan 01 1323 0.014304 326.43 0.000000 0.034304 -01 Jan 01 1324 0.014256 326.43 0.000000 0.034256 01 Jan 01 1325 0.014209 326.42 0.000000 0.034209 ... Page: 16 - --Date Time Reservoir Reservoir Inflow Outflow .... Storage Elevation (cfs) (cfs) ... (ac-ft) (ft) 01 Jan 01 1326 0.014162 326. 42 0.000000 0.034162 -01 Jan 01 1327 0.014115 326.41 0.000000 0.034115 -01 Jan 01 1328 0.014068 326.41 0.000000 0.034068 01 Jan 01 1329 0.014021 326. 40 0.000000 0.034021 .. 01 Jan 01 1330 0.013974 326.40 0.000000 0.033974 • 01 Jan 01 1331 0.013928 326.39 0.000000 0,033928 01 Jan 01 1332 0.013881 326.39 0.000000 0.033881 "" 01 Jan 01 1333 0,013834 326.38 0.000000 0.033834 • 01 Jan 01 1334 0.013788 326.38 0.000000 0.033788 01 Jan 01 1335 0.013741 326.37 0.000000 0.033741 .... 01 Jan 01 1336 0.013695 326.37 0.000000 0.033695 -01 Jan 01 1337 0.013648 326.36 0.000000 0.033648 01 Jan 01 1338 0.013602 326.36 0.000000 0.033602 -. 01 Jan 01 1339 0.013556 326.36 0.000000 0.033556 01 Jan 01 1340 0.013510 326.35 0.000000 0.033510 • 01 Jan 01 1341 0.013463 326.35 0.000000 0.033463 -01 Jan 01 1342 0.013417 326.34 0.000000 0.033417 01 Jan 01 1343 0.013371 326.34 0.000000 0.033371 -01 Jan 01 1344 0.013326 326.33 0.000000 0.033326 -01 Jan 01 1345 0.013280 326.33 0.000000 0.033280 01 Jan 01 1346 0.013234 326.32 0.000000 0.033234 -01 Jan 01 1347 0.013188 326.32 0.000000 0.033188 -01 Jan 01 1348 0.013142 326.31 0.000000 0.033142 01 Jan 01 1349 0.013097 326.31 0.000000 0.033097 -01 Jan 01 1350 0.013051 326.31 0.000000 0.033051 01 Jan 01 1351 0.013006 326.30 0.000000 0.033006 -01 Jan 01 1352 0.012960 326.30 0.000000 0.032960 -01 Jan 01 1353 0.012915 326.29 0.000000 0.032915 01 Jan 01 1354 0.012870 326.29 0.000000 0.032870 -01 Jan 01 1355 0.012824 326.28 0.000000 0.032824 -01 Jan 01 1356 0.012779 326.28 0.000000 0.032779 01 Jan 01 1357 0.012734 326.27 0.000000 0.032734 01 Jan 01 1358 0.012689 326.27 0.000000 0.032689 -01 Jan 01 1359 0.012644 326.26 0.000000 0.032644 01 Jan 01 1400 0.012599 326.26 0.000000 0.032599 -01 Jan 01 1401 0.012554 326.26 0.000000 0.032554 -01 Jan 01 1402 0.012509 326.25 0.000000 0.032509 01 Jan 01 1403 0.012465 326.25 0.000000 0.032465 -01 Jan 01 1404 0.012420 326.24 0.000000 0.032420 -01 Jan 01 1405 0.012375 326.24 0.000000 0.032375 01 Jan 01 1406 0.012331 326.23 0.000000 0.032331 -01 Jan 01 1407 0.012286 326.23 0.000000 0.032286 01 Jan 01 1408 0.012242 326.22 0.000000 0.032242 -01 Jan 01 1409 0.012197 326.22 0.000000 0.032197 -01 Jan 01 1410 0.012153 326.22 0.000000 0.032153 01 Jan 01 1411 0.012109 326.21 0.000000 0.032109 .. 01 Jan 01 1412 0.012065 326.21 0.000000 0.032065 ""' 01 Jan 01 1413 0.012021 326.20 0.000000 0.032021 01 Jan 01 1414 0.011976 326.20 0.000000 0.031976 -01 Jan 01 1415 0.011932 326.19 0.000000 0.031932 01 Jan 01 1416 0.011889 326.19 0.000000 0.031889 ... Page: 17 - ... -Date Time Reservoir Reservoir Inflow Outflow ..... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 1417 0.011845 326.18 0.000000 0.031845 -01 Jan 01 1418 0.011801 326.18 0.000000 0,031801 -01 Jan 01 1419 0.011757 326.18 0.000000 0.031757 01 Jan 01 1420 0.011713 326.17 0.000000 0.031713 .... 01 Jan 01 1421 0 .011670 326 .17 0.000000 0.031670 -01 Jan 01 1422 0.011626 326.16 0.000000 0.031626 01 Jan 01 1423 0.011583 326.16 0.000000 0.031583 """ 01 Jan 01 1424 0.011539 326.15 0.000000 0.031539 -01 Jan 01 1425 0.011496 326.15 0.000000 0.031496 01 Jan 01 1426 0.011452 326.15 0.000000 0.031452 .... 01 Jan 01 1427 0.011409 326.14 0.000000 0.031409 -01 Jan 01 1428 0.011366 326.14 0.000000 0.031366 01 Jan 01 1429 0.011323 326.13 0.000000 0.031323 -.: 01 Jan 01 1430 0.011279 326.13 0.000000 0.031279 01 Jan 01 1431 -0.011236 326.12 0.000000 0.031236 01 Jan 01 1432 0. 011193 326.12 0.000000 0. 031193 ... 01 Jan 01 1433 0.011150 326.12 0.000000 0.031150 01 Jan 01 1434 0.011108 326.ll 0.000000 0.031108 -01 Jan 01 1435 0.011065 326.11 0.000000 0.031065 .. 01 Jan 01 1436 0.011022 326.10 0.000000 0.031022 01 Jan 01 1437 0.010979 326.10 0.000000 0.030979 -01 Jan 01 1438 0.010937 326. 09 0.000000 0.030937 .... 01 Jan 01 1439 0.010894 326.09 0.000000 0.030894 01 Jan 01 1440 0.010852 326.09 0.000000 0.030852 -01 Jan 01 1441 0.010809 326,08 0.000000 0.030809 01 Jan 01 1442 0.010767 326.08 0.000000 0.030767 .... 01 Jan 01 1443 0.010724 326.07 0.000000 0.030724 .. 01 Jan 01 1444 0.010682 326.07 0.000000 0.030682 01 Jan 01 1445 0.010640 326.06 0.000000 0.030640 -01 Jan 01 1446 0.010598 326.06 0.000000 0.030598 -01 Jan 01 1447 0.010556 326.06 0.000000 0.030556 01 Jan 01 1448 0.010513 326.05 0.000000 0.030513 ... 01 Jan 01 1449 0.010471 326. 05 0.000000 0.030471 -01 Jan 01 1450 0.010430 326.04 0.000000 0.030430 01 Jan 01 1451 0.010388 326.04 0.000000 0.030388 -01 Jan 01 1452 0.010346 326.03 0.000000 0.030346 -01 Jan 01 1453 0.010304 326.03 0.000000 0.030304 01 Jan 01 1454 0.010262 326.03 0.000000 0.030262 -01 Jan 01 1455 0.010221 326.02 0.000000 0.030221 -01 Jan 01 1456 0.010179 326.02 0.000000 0.030179 01 Jan 01 1457 0.010138 326.01 0.000000 0.030138 -01 Jan 01 1458 0.010096 326.01 0.000000 0.030096 01 Jan 01 1459 0.010055 326.01 0.000000 0.030055 -01 Jan 01 1500 0.010013 326.00 0.000000 0.030013 .. 01 Jan 01 1501 0.009972 326. 00 0.000000 0.029916 01 Jan 01 1502 0.009931 325.99 0.000000 0.029793 .. 01 Jan 01 1503 0.009890 325.99 0.000000 0.029670 -01 Jan 01 1504 0.009849 325.98 0.000000 0.029547 01 Jan 01 1505 0.009809 325.98 0.000000 0.029426 -01 Jan 01 1506 0.009768 325.98 0.000000 0.029304 01 Jan 01 1507 0.009728 325.97 0.000000 0.029183 .. Page: 18 .. ·--Date Time Reservoir Reservoir Inflow Outflow ""' Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 01 Jan 01 1508 0.009688 325.97 0.000000 0.029063 ... 01 Jan 01 1509 0.009648 325.96 0.000000 0.028943 -01 Jan 01 1510 0.009608 325.96 0.000000 0.028824 01 Jan 01 1511 0.009568 325.96 0.000000 0.028705 ... 01 Jan 01 1512 0.009529 325.95 0.000000 0.028587 -01 Jan 01 1513 0.009490 325.95 0.000000 0.028469 01 Jan 01 1514 0.009450 325.95 0.000000 0.028351 ... 01 Jan 01 1515 0.009411 325.94 0.000000 0.028234 -01 Jan 01 1516 0.009373 325.94 0.000000 0.028118 01 Jan 01 1517 0.009334 325.93 0.000000 0.028002 .. 01 Jan 01 1518 0.009296 325.93 0.000000 0.027887 01 Jan 01 1519 0.009257 325.93 0.000000 0.027772 -01 Jan 01 1520 0.009219 325.92 0.000000 0.027657 -01 Jan 01 1521 0.009181 325.92 0.000000 0.027543 01 Jan 01 1522 0.009143 325.91 0.000000 0.027429 -01 Jan 01 1523 0.009105 325.91 0.000000 0.027316 ,_ 01 Jan 01 1524 0.009068 325.91 0.000000 0.027204 01 Jan 01 1525 0.009031 325.90 0.000000 0.027092 -01 Jan 01 1526 0.008993 325.90 0.000000 0.026980 01 Jan 01 1527 0.008956 325.90 0.000000 0.026869 01 Jan 01 1528 0.008919 325.89 0.000000 0.026758 -01 Jan 01 1529 0.008882 325.89 0.000000 0.026647 01 Jan 01 1530 0.008846 325.88 0.000000 0.026538 -01 Jan 01 1531 0.008809 325.88 0.000000 0.026428 -01 Jan 01 1532 0. 008773 325.88 0.000000 0.026319 01 Jan 01 1533 0.008737 325.87 0.000000 0. 026211 01 Jan 01 1534 0.008701 325.87 0.000000 0.026102 ·-01 Jan 01 1535 0.008665 325.87 0.000000 0.025995 01 Jan 01 1536 0.008629 325.86 0.000000 0.025888 01 Jan 01 1537 0.008594 325.86 0.000000 0.025781 ... 01 Jan 01 1538 0.008558 325.86 0.000000 0.025675 01 Jan 01 1539 0.008523 325.85 0.000000 0.025569 01 Jan 01 1540 0.008488 325.85 0.000000 0.025463 -01 Jan 01 1541 0.008453 325.85 0.000000 0.025358 01 Jan 01 1542 0.008418 325.84 0.000000 0.025254 ·-01 Jan 01 1543 0.008383 325.84 0.000000 0.025150 01 Jan 01 1544 0.008349 325.83 0.000000 0.025046 -01 Jan 01 1545 0.008314 325.83 0.000000 0.024943 ·-01 Jan 01 1546 0.008280 325.83 0.000000 0.024840 01 Jan 01 1547 0.008246 325.82 0.000000 0.024737 -01 Jan 01 1548 0.008212 325.82 0.000000 0.024635 -01 Jan 01 1549 0.008178 325.82 0.000000 0.024534 01 Jan 01 1550 0.008144 325.81 0.000000 0.024432 -01 Jan 01 1551 0.008111 325.81 0.000000 0.024332 01 Jan 01 1552 0.008077 325.81 0.000000 0.024231 01 Jan 01 1553 0.008044 325.80 0.000000 0.024131 ,..,, 01 Jan 01 1554 0.008011 325.80 0.000000 0.024032 01 Jan 01 1555 0.007978 325.80 0.000000 0.023933 ·- 01 Jan 01 1556 0.007945 325.79 0.000000 0.023834 '""' 01 Jan 01 1557 0.007912 325.79 0.000000 0.023736 01 Jan 01 1558 0.007879 325.79 0.000000 0.023638 ... Page: 19 --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 1559 0.007847 325.78 0.000000 0.023541 ·-01 Jan 01 1600 0.007814 325.78 0.000000 0.023443 -01 Jan 01 1601 0.007782 325.78 0.000000 0.023347 01 Jan 01 1602 0.007750 325.78 0.000000 0.023251 -01 Jan 01 1603 0. 007718 325. 77 0.000000 0.023155 • 01 Jan 01 1604 0.007686 325. 77 0.000000 0.023059 01 Jan 01 1605 0.007655 325. 77 0.000000 0.022964 -01 Jan 01 1606 0.007623 325.76 0.000000 0.022869 -01 Jan 01 1607 0.007592 325.76 0.000000 0.022775 01 Jan 01 1608 0.007560 325.76 0.000000 0.022681 -01 Jan 01 1609 0.007529 325.75 0.000000 0.022.588 01 Jan 01 1610 0.007498 325.75 0.000000 0.022.494 -01 Jan 01 1611 0.007467 325.75 0.000000 0.022402 -01 Jan 01 1612 0.007436 325.74 0.000000 0.022309 01 Jan 01 1613 0.007406 325.74 0.000000 0.022217 -01 Jan 01 1614 0.007375 325.74 0.000000 0.022126 01 Jan 01 1615 0.007345 325.73 0.000000 0.022034 01 Jan 01 1616 0.007315 325.73 0.000000 0.021944 ·-01 Jan 01 1617 0.007284 325.73 0.000000 0.021853 01 Jan 01 1618 0.007254 325.73 0.000000 0.021763 01 Jan 01 1619 0.007224 325.72 0.000000 0.021673 01 Jan 01 1620 0.007195 325.72 0.000000 0.021584 01 Jan 01 1621 0.007165 325.72 0.000000 0.021495 01 Jan 01 1622 o. 007135 325.71 0.000000 0.021406 ,,. 01 Jan 01 1623 0.007106 325. 71 0.000000 0.021318 01 Jan 01 1624 0.007077 325.71 0.000000 0.021230 01 Jan 01 1625 0.007048 325.70 0.000000 0 .021143 -01 Jan 01 1626 0.007018 325.70 0.000000 0.021055 01 Jan 01 1627 0.006990 325.70 0.000000 0.020969 01 Jan 01 1628 0.006961 325.70 0.000000 0.020882 01 Jan 01 1629 0.006932 325.69 0.000000 0.020796 01 Jan 01 1630 0.006903 325.69 0.000000 0.020710 01 Jan 01 1631 0.006875 325.69 0.000000 0.020625 ·-01 Jan 01 1632 0.006847 325.68 0.000000 0.020540 01 Jan 01 1633 0.006818 325.68 0.000000 0.020455 01 Jan 01 1634 0.006790 325.68 0.000000 0.020371 01 Jan 01 1635 0.006762 325.68 0.000000 0.020287 -01 Jan 01 1636 0.006734 325.67 0.000000 0.020203 01 Jan 01 1637 0.006707 325.67 0.000000 0.020120 01 Jan 01 1638 0.006679 325.67 0.000000 0.020037 .... 01 Jan 01 1639 0.006651 325.67 0.000000 0.019954 .... 01 Jan 01 1640 0.006624 325.66 0.000000 0.019872 01 Jan 01 1641 0.006597 325.66 0.000000 0.019790 -01 Jan 01 1642 0.006569 325.66 0.000000 0.019708 -01 Jan 01 1643 0.006542 325.65 0.000000 0.019627 01 Jan 01 1644 0.006515 325.65 0.000000 0.019546 .. 01 Jan 01 1645 0.006488 325.65 0.000000 0.019465 01 Jan 01 1646 0.006462 325.65 0.000000 0.019385 -01 Jan 01 1647 0.006435 325.64 0.000000 0.019305 -01 Jan 01 1648 0.006409 325.64 0.000000 0.019226 01 Jan 01 1649 0.006382 325. 64 0.000000 0.019146 ""' Page: 20 .. --Date Tillle Reservoir Reservoir Inflow Outflow --Storage Elevation (cfs) (cfs) (ac-ft) (ft) • 01 Jan 01 1650 0.006356 325.64 0.000000 0.019067 """ 01 Jan 01 1651 0.006330 325.63 0.000000 0.018989 -01 Jan 01 1652 0.006303 325.63 0.000000 0.018910 01 Jan 01 1653 0. 006277 325.63 0.000000 0.018832 ... 01 Jan 01 1654 0.006252 325.63 0.000000 0.018755 -01 Jan 01 1655 0.006226 325.62 0.000000 0.018677 01 Jan 01 1656 0.006200 325.62 0.000000 0.018600 '1111 01 Jan 01 1657 0.006175 325.62 0.000000 0.018524 • 01 Jan 01 1658 0.006149 325.61 0.000000 0.018447 01 Jan 01 1659 0.006124 325.61 0.000000 0.018371 .... 01 Jan 01 1700 0.006099 325.61 0.000000 0.018296 .., 01 Jan 01 1701 0.006073 325.61 0.000000 0.018220 01 Jan 01 1702 0.006048 325.60 0.000000 0.018145 -01 Jan 01 1703 0.006023 325.60 0.000000 0.018070 01 Jan 01 1704 0.005999 325.60 0.000000 0.017996 -01 Jan 01 1705 0.005974 325.60 0.000000 0.017921 01 Jan 01 1706 0.005949 325.59 0.000000 0.017848 01 Jan 01 1707 0.005925 325.59 0.000000 0.017774 ...... 01 Jan 01 1708 0.005900 325.59 0.000000 0.017701 01 Jan 01 1709 0.005876 325.59 0.000000 0.017628 01 Jan 01 1710 0.005852 325.59 0.000000 0.017555 -01 Jan 01 1711 0.005828 325.58 0.000000 0.017483 01 Jan 01 1712 0.005803 325.58 0.000000 0.017410 01 Jan 01 1713 0.005780 325.58 0.000000 0.017339 i-•,--1' 01 Jan 01 1714 0.005756 325.58 0.000000 0.017267 01 Jan 01 1715 0.005732 325.57 0.000000 0.017196 01 Jan 01 1716 0.005708 325.57 0.000000 0.017125 01 Jan 01 1717 0.005685 325.57 0.000000 0.017054 01 Jan 01 1718 0.005661 325.57 0.000000 0.016984 01 Jan 01 1719 0.005638 325.56 0.000000 0.016914 -01 Jan 01 1720 0.005615 325.56 0.000000 0.016844 01 Jan 01 1721 0.005592 325.56 0.000000 0.016775 01 Jan 01 1722 0.005569 325.56 0.000000 0.016706 --01 Jan 01 1723 0.005546 325.55 0.000000 0.016637 01 Jan 01 1724 0.005523 325.55 0.000000 0.016568 01 Jan 01 1725 0.005500 325.55 0.000000 0.016500 01 Jan 01 1726 0.005477 325.55 0.000000 0.016432 -01 Jan 01 1727 0.005455 325.55 0.000000 0.016364 -01 Jan 01 1728 0.005432 325.54 0.000000 0.016297 01 Jan 01 1729 0.005410 325.54 0.000000 0.016229 -01 Jan 01 1730 0.005387 325.54 0.000000 0.016162 -01 Jan 01 1731 0.005365 325.54 0.000000 0.016096 01 Jan 01 1732 0.005343 325.53 0.000000 0.016029 -01 Jan 01 1733 0.005321 325.53 0.000000 0.015963 -01 Jan 01 1734 0.005299 325.53 0.000000 0.015897 01 Jan 01 1735 0.005277 325.53 0.000000 0.015832 -01 Jan 01 1736 0.005256 325.53 0.000000 0.015767 -01 Jan 01 1737 0.005234 325.52 0.000000 0.015702 01 Jan 01 1738 0.005212 325.52 0.000000 0.015637 .. 01 Jan 01 1739 0.005191 325.52 0.000000 0.015572 01 Jan 01 1740 0.005169 325.52 0.000000 0.015508 -Page: 21 • --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) • 01 Jan 01 1741 0.005148 325.51 0.000000 0.015444 -01 Jan 01 1742 0.005127 325.51 0.000000 0.015381 -01 Jan 01 1743 0.005106 325.51 0.000000 0.015317 01 Jan 01 1744 0.005085 325.51 0.000000 0.015254 ... 01 Jan 01 1745 0.005064 325.51 0.000000 0.015191 • 01 Jan 01 1746 0.005043 325.50 0.000000 0.015128 01 Jan 01 1747 0.005022 325.50 0.000000 0.015066 .. 01 Jan 01 1748 0.005001 325.50 0.000000 0.015004 • 01 Jan 01 1749 0.004981 325.50 0.000000 0.014942 01 Jan 01 1750 0.004960 325.50 0.000000 0.014880 -01 Jan 01 1751 0.004940 325.49 0.000000 0.014819 01 Jan -01 1752 0.004919 325.49 0.000000 0.014758 01 Jan 01 1753 0.004899 325.49 0.000000 0.014697 -01 Jan 01 1754 0.004879 325.49 0.000000 0.014636 01 Jan 01 1755 0.004859 325.49 0.000000 0.014576 -01 Jan 01 1756 0.004839 325.48 0.000000 0.014516 -01 Jan 01 1757 0.004819 325.48 0.000000 0.014456 01 Jan 01 1758 0.004799 325.48 0.000000 0.014397 -01 Jan 01 1759 0. 004779 325.48 0.000000 0.014337 -01 Jan 01 1800 0.004759 325.48 0.000000 0.014278 01 Jan 01 1801 0.004740 325.47 0.000000 0.014219 -01 Jan 01 1802 0.004720 325.47 0.000000 0.014161 01 Jan 01 1803 0.004701 325.47 0.000000 0.014102 ·-01 Jan 01 1804 0.004681 325.47 0.000000 0.014044 -01 Jan 01 1805 0.004662 325.47 0.000000 0.013986 01 Jan 01 1806 0.004643 325.46 0.000000 0.013928 -01 Jan 01 1807 0.004624 325.46 0.000000 0.013871 .. 01 Jan 01 1808 0.004605 325.46 0.000000 0.013814 01 Jan 01 1809 0.004586 325.46 0.000000 0.013757 """' 01 Jan 01 1810 0.004567 325.46 0.000000 0.013700 .. 01 Jan 01 1811 0.004548 325.45 0.000000 0.013644 01 Jan 01 1812 0.004529 325.45 0.000000 0.013587 • 01 Jan 01 1813 0.004510 325.45 0.000000 0.013531 -01 Jan 01 1814 0.004492 325.45 0.000000 0.013475 01 Jan 01 1815 0.004473 325.45 0.000000 0.013420 -01 Jan 01 1816 0.004455 325.45 0.000000 0.013365 -01 Jan 01 1817 0.004436 325.44 0.000000 0.013309 01 Jan 01 1818 0.004418 325.44 0.000000 0.013255 -01 Jan 01 1819 0.004400 325.44 0.000000 0.013200 01 Jan 01 1820 0.004382 325.44 0.000000 0.013145 -01 Jan 01 1821 0.004364 325.44 0.000000 0.013091 ,.,. 01 Jan 01 1822 0.004346 325.43 0.000000 0.013037 01 Jan 01 1823 0.004328 325.43 0.000000 0.012984 -01 Jan 01 1824 0.004310 325.43 0.000000 0.012930 ... 01 Jan 01 1825 0.004292 325.43 0.000000 0.012877 01 Jan 01 1826 0.004275 325.43 0.000000 0.012824 -01 Jan 01 1827 0.004257 325.43 0.000000 0.012771 ... 01 Jan 01 1828 0.004239 325.42 0.000000 0.012718 01 Jan 01 1829 0.004222 325.42 0.000000 0.012666 ,. 01 Jan 01 1830 0.004204 325.42 0.000000 0.012613 01 Jan 01 1831 0.004187 325.42 0.000000 0.012561 ... Page: 22 - - iitlll Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) ,. 01 Jan 01 1832 0.004170 325.42 0.000000 0.012510 ... 01 Jan 01 1833 0.004153 325.42 0.000000 0.012458 -01 Jan 01 1834 0.004136 325.41 0.000000 0.012407 01 Jan 01 1835 0. 004118 325.41 0.000000 0.012355 • 01 Jan 01 1836 0.004101 325.41 0.000000 0.012304 -01 Jan 01 1837 0.004085 325.41 0.000000 0.012254 01 Jan 01 1838 0.004068 325.41 0.000000 0.012203 ... 01 Jan 01 1839 0.004051 325.41 0.000000 0.012153 .. 01 Jan 01 1840 0.004034 325.40 0.000000 0.012103 01 Jan 01 1841 0.004018 325.40 0.000000 0.012053 -01 Jan 01 1842 0.004001 325.40 0.000000 0.012003 -01 Jan 01 1843 0.003985 325.40 0.000000 0.011954 01 Jan 01 1844 0.003968 325.40 0.000000 0.011904 .. 01 Jan 01 1845 0.003952 325.40 0.000000 0.011855 01 Jan 01 1846 0.003935 325.39 0.000000 0.011806 -01 Jan 01 1847 0.003919 325.39 0.000000 0.011758 -01 Jan 01 1848 0.003903 325.39 0.000000 0.011709 01 Jan 01 1849 0.003887 325.39 0.000000 0.011661 -01 01 1850 Jan 0.003871 325.39 0.000000 0.011613 01 Jan 01 1851 0.003855 325.39 0.000000 0.011565 01 Jan 01 1852 0.003839 325.38 0.000000 0.011517 -01 Jan 01 1853 0.003823 325.38 0.000000 0.011470 01 Jan 01 1854 0.003807 325.38 0.000000 0.011422 -01 Jan 01 1855 0.003792 325.38 0.000000 0.011375 -01 Jan 01 1856 0.003776 325.38 0.000000 0.011328 01 Jan 01 1857 0.003761 325.38 0.000000 0.011282 01 Jan 01 1858 0.003745 325.37 0.000000 0.011235 -01 Jan 01 1859 0.003730 325.37 0.000000 0.011189 01 Jan 01 1900 0.003714 325.37 0.000000 0.011143 01 Jan 01 1901 0.003699 325.37 0.000000 0.011097 -01 Jan 01 1902 0.003684 325.37 0.000000 0.011051 01 Jan 01 1903 0.003668 325.37 0.000000 0.011005 01 Jan 01 1904 0.003653 325.37 0.000000 0.010960 -01 Jan 01 1905 0.003638 325.36 0.000000 0.010915 01 Jan 01 1906 0.003623 325.36 0.000000 0.010870 ,.,. 01 Jan 01 1907 0.003608 325.36 0.000000 0.010825 -01 Jan 01 1908 0.003593 325.36 0.000000 0.010780 01 Jan 01 1909 0.003579 325.36 0.000000 0.010736 -01 Jan 01 1910 0.003564 325.36 0.000000 0.010692 01 Jan 01 1911 0.003549 325.35 0.000000 0.010648 .. 01 Jan 01 1912 0.003535 325.35 0.000000 0.010604 ,.,. 01 Jan 01 1913 0.003520 325.35 0.000000 0.010560 01 Jan 01 1914 0.003505 325.35 0.000000 0.010516 ... 01 Jan 01 1915 0.003491 325.35 0.000000 0.010473 -01 Jan 01 1916 0.003477 325.35 0.000000 0.010430 01 Jan 01 1917 0.003462 325.35 0.000000 0.010387 -01 Jan 01 1918 0.003448 325.34 0.000000 0.010344 01 Jan 01 1919 -0.003434 325.34 0.000000 0.010301 01 Jan 01 1920 0.003420 325.34 0.000000 0.010259 -01 Jan 01 1921 0.003406 325.34 0.000000 0.010217 01 Jan 01 1922 0.003391 325.34 0.000000 0.010174 -Page: 23 - .... -Date Time Reservoir Reservoir Inflow Outflow -Storage El.evation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 1923 0.003377 325.34 0.000000 0.010132 -01 Jan 01 1924 0.003364 325.34 0.000000 0.010091 -01 Jan 01 1925 0.003350 325.33 0.000000 0.010049 01 Jan 01 1926 0.003336 325.33 0.000000 0.010008 ... 01 Jan 01 1927 0.003322 325.33 0.000000 0.009966 -01 Jan 01 1928 0.003308 325.33 0.000000 0.009925 01 Jan 01 1929 0.003295 325.33 0.000000 0.009884 .. 01 Jan 01 1930 0.003281 325.33 0.000000 0.009844 • 01 Jan 01 1931 0.003268 325.33 0.000000 0.009803 01 Jan 01 1932 0.003254 325.33 0.000000 0.009763 -01 Jan 01 1933 0.003241 325.32 0.000000 0.009722 01 Jan 01 1934 -0.003227 325.32 0.000000 0.009682 01 Jan 01 1935 0.003214 325.32 0.000000 0.009642 -01 Jan 01 1936 0.003201 325.32 0.000000 0.009603 01 Jan 01 1937 0.003188 325.32 0.000000 0.009563 ,. 01 Jan 01 1938 0.003175 325.32 0.000000 0.009524 -01 Jan 01 1939 0.003161 325.32 0.000000 0.009484 01 Jan 01 1940 0.003148 325.31 0.000000 0.009445 -01 Jan 01 1941 0.003135 325.31 0.000000 0.009406 -01 Jan 01 1942 0.003122 325.31 0.000000 0.009367 01 Jan 01 1943 0.003110 325.31 0.000000 0.009329 -01 Jan 01 1944 0.003097 325.31 0.000000 0.009290 01 Jan 01 1945 0.003084 325.31 0.000000 0.009252 ·-01 Jan 01 1946 0.003071 325.31 0.000000 0. 009214 -01 Jan 01 1947 0.003059 325.31 0.000000 0.009176 01 Jan 01 1948 0.003046 325.30 0.000000 0.009138 01 Jan 01 1949 0.003033 325.30 0.000000 0.009100 , .... 01 Jan 01 1950 0.003021 325.30 0.000000 0.009063 01 Jan 01 1951 0.003008 325.30 0.000000 0.009025 ._,. 01 Jan 01 1952 0.002996 325.30 0.000000 0.008988 -01 Jan 01 1953 0.002984 325.30 0.000000 0.008951 01 Jan 01 1954 0.002971 325.30 0.000000 0.008914 -01 Jan 01 1955 0.002959 325.30 0.000000 0.008877 ... 01 Jan 01 1956 0.002947 325.29 0.000000 0.008841 01 Jan 01 1957 0.002935 325.29 0.000000 0.008804 -01 Jan 01 1958 0.002923 325.29 0.000000 0.008768 -01 Jan 01 1959 0.002911 325.29 0.000000 0.008732 01 Jan 01 2000 0.002899 325.29 0.000000 0.008696 ... 01 Jan 01 2001 0.002887 325.29 0.000000 0.008660 01 Jan 01 2002 0.002875 325.29 0.000000 0.008624 -01 Jan 01 2003 0.002863 325.29 0.000000 0.008589 ""' 01 Jan 01 2004 0.002851 325.29 0.000000 0.008553 01 Jan 01 2005 0.002839 325.28 0.000000 0.008518 -01 Jan 01 2006 0.002828 325.28 0.000000 0.008483 .... 01 Jan 01 2007 0.002816 325.28 0.000000 0.008448 01 Jan 01 2008 0.002804 325.28 0.000000 0.008413 -01 Jan 01 2009 0.002793 325.28 0.000000 0.008378 ... 01 Jan 01 2010 0.002781 325.28 0.000000 0.008344 01 Jan 01 2011 0.002770 325.28 0.000000 0.008310 -01 Jan 01 2012 0.002758 325.28 0.000000 0.008275 01 Jan 01 2013 0.002747 325.27 0.000000 0.008241 , ... J?age: 24 - --Date Time Reservoir Reservoir Inflow Outflow .. Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 2014 0.002736 325.27 0.000000 0.008207 ""'I 01 Jan 01 2015 0.002724 325.27 0.000000 0.008173 -01 Jan 01 2016 0.002713 325.27 0.000000 0.008140 01 Jan 01 2017 0.002702 325.27 0.000000 0.008106 .. 01 Jan 01 2018 0.002691 325.27 0.000000 0.008073 -01 Jan 01 2019 0.002680 325.27 0.000000 0.008039 01 Jan 01 2020 0.002669 325.27 0.000000 0.008006 .. 01 Jan 01 2021 0.002658 325.27 0.000000 0.007973 -01 Jan 01 2022 0.002647 325.26 0.000000 0.007940 01 Jan 01 2023 0.002636 325.26 0.000000 0.007908 ... 01 Jan 01 2024 0.002625 325.26 0.000000 0.007875 • 01 Jan 01 2025 0.002614 325.26 0.000000 0.007842 01 Jan 01 2026 0.002603 325.26 0.000000 0.007810 .. 01 Jan 01 2027 0.002593 325.26 0.000000 0.007778 01 Jan 01 2028 0.002582 325.26 0.000000 0.007746 -01 Jan 01 2029 0.002571 325.26 0.000000 0.007714 -01 Jan 01 2030 0.002561 325.26 0.000000 0.007682 01 Jan 01 2031 0.002550 325.26 0.000000 0.007650 -01 Jan 01 2032 0.002540 325.25 0.000000 0.007619 -01 Jan 01 2033 0.002529 325.25 0.000000 0.007587 01 Jan 01 2034 0.002519 325.25 0.000000 0.007556 -01 Jan 01 2035 0.002508 325.25 0.000000 0.007525 01 Jan 01 2036 0.002498 325.25 0.000000 0.007494 , .... 01 Jan 01 2037 0.002488 325.25 0.000000 0.007463 ,_ 01 Jan 01 2038 0.002477 325. 25 0.000000 0.007432 01 Jan 01 2039 0.002467 325.25 0.000000 0.007402 01 Jan 01 2040 0.002457 325.25 0.000000 0.007371 -01 Jan 01 2041 0.002447 325.24 0.000000 0.007341 01 Jan 01 2042 0.002437 325.24 0.000000 0.007310 -01 Jan 01 2043 0.002427 325.24 0.000000 0.007280 , ... 01 Jan 01 2044 0.002417 325.24 0.000000 0.007250 01 Jan 01 2045 0.002407 325.24 0.000000 0.007220 , ... 01 Jan 01 2046 0.002397 325.24 0.000000 0.007191 ,_ 01 Jan 01 2047 0.002387 325.24 0.000000 0.007161 01 Jan 01 2048 0.002377 325.24 0.000000 0.007131 -01 Jan 01 2049 0.002367 325.24 0.000000 0.007102 -01 Jan 01 2050 0.002358 325.24 0.000000 0.007073 01 Jan 01 2051 0.002348 325.23 0.000000 0.007044 """ 01 Jan 01 2052 0.002338 325.23 0.000000 0.007014 01 Jan 01 2053 0.002329 325.23 0.000000 0.006986 .. 01 Jan 01 2054 0.002319 325.23 0.000000 0.006957 , ... 01 Jan 01 2055 0.002309 325.23 0.000000 0.006928 01 Jan 01 2056 0.002300 325.23 0.000000 0.006900 .. 01 Jan 01 2057 0.002290 325.23 0.000000 0.006871 ... 01 Jan 01 2058 0.002281 325.23 0.000000 0.006843 01 Jan 01 2059 0.002272 325.23 0.000000 0.006815 -01 Jan 01 2100 0.002262 325.23 0.000000 0.006786 ... 01 Jan 01 2101 0.002253 325.23 0.000000 0.006758 01 Jan 01 2102 0,002244 325.22 0.000000 0.006731 ... 01 Jan 01 2103 0,002234 325.22 0.000000 0.006703 01 Jan 01 2104 0.002225 325.22 0.000000 0.006675 ""' !?age: 25 - - • Date Ti.me Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 2105 0.002216 325.22 0.000000 0.006648 -01 Jan 01 2106 0.002207 325.22 0.000000 0.006620 .. 01 Jan 01 2107 0.002198 325.22 0.000000 0.006593 01 Jan 01 2108 0.002189 325.22 0.000000 0.006566 .. 01 Jan 01 2109 0.002180 325.22 0.000000 0.006539 -01 Jan 01 2110 0.002171 325.22 0.000000 0.006512 01 Jan 01 2111 0.002162 325.22 0.000000 0.006485 • 01 Jan 01 2112 0.002153 325.22 0.000000 0.006458 • 01 Jan 01 2113 0.002144 325.21 0.000000 0.006431 01 Jan 01 2114 0.002135 325.21 0.000000 0.006405 .. 01 Jan 01 2115 0.002126 325.21 0.000000 0.006379 01 Jan 01 2116 0.002117 325.21 0.000000 0.006352 -01 Jan 01 2117 0.002109 325.21 0.000000 0.006326 -01 Jan 01 2118 0.002100 325.21 0.000000 0.006300 01 Jan 01 2119 0.002091 325.21 0.000000 0.006274 -01 Jan 01 2120 0.002083 325.21 0.000000 0.006248 -01 Jan 01 2121 0.002074 325.21 0.000000 0.006222 01 Jan 01 2122 0.002066 325.21 0.000000 0.006197 -01 Jan 01 2123 0.002057 325.21 0.000000 0. 006171 01 Jan 01 2124 0.002049 325.20 0.000000 0.006146 01 Jan 01 2125 0.002040 325.20 0.000000 0.006120 -01 Jan 01 2126 0.002032 325.20 0.000000 0.006095 01 Jan 01 2127 0.002023 325.20 0.000000 0.006070 01 Jan 01 2128 0.002015 325.20 0.000000 0.006045 -01 Jan 01 2129 0.002007 325.20 0.000000 0.006020 01 Jan 01 2130 0.001998 325.20 0.000000 0.005995 01 Jan 01 2131 0.001990 325.20 0.000000 0.005970 -01 Jan 01 2132 0.001982 325.20 0.000000 0.005946 01 Jan 01 2133 0.001974 325.20 0.000000 0.005921 01 Jan 01 2134 0.001966 325.20 0.000000 0.005897 -01 Jan 01 2135 0.001958 325.20 0.000000 0.005873 01 Jan 01 2136 0.001949 325.19 0.000000 0.005848 -01 Jan 01 2137 0.001941 325.19 0.000000 0.005824 -01 Jan 01 2138 0.001933 325.19 0.000000 0.005800 01 Jan 01 2139 0.001925 325.19 0.000000 0.005776 -01 Jan 01 2140 0.001917 325.19 0.000000 0.005752 -01 Jan 01 2141 0.001910 325.19 0.000000 0.005729 01 Jan 01 2142 0.001902 325.19 0.000000 0.005705 -01 Jan 01 2143 0.001894 325.19 0.000000 0.005682 01 Jan 01 2144 0.001886 325.19 0.000000 0.005658 -01 Jan 01 2145 0.001878 325.19 0.000000 0.005635 -01 Jan 01 2146 0.001871 325.19 0.000000 0.005612 01 Jan 01 2147 0.001863 325.19 0.000000 0.005588 • 01 Jan 01 2148 0.001855 325.19 0.000000 0.005565 -01 Jan 01 2149 0.001847 325.18 0.000000 0.005542 01 Jan 01 2150 0.001840 325.18 0.000000 0.005520 • 01 Jan 01 2151 0.001832 325.18 0.000000 0.005497 01 Jan 01 2152 0.001825 325.18 0.000000 0.005474 .. 01 Jan 01 2153 0.001817 325.18 0.000000 0.005452 -01 Jan 01 2154 0.001810 325.18 0.000000 0.005429 01 Jan 01 2155 0.001802 325.18 0.000000 0.005407 -Page: 26 - -.. Date Time Reservoir Reservoir Inflow Outflow .... Storage Elevation (cfs) (cfs) {ac-ft) {ft) .. 01 Jan 01 2156 0.001795 325.18 0.000000 0.005384 ... 01 Jan 01 2157 0.001787 325.18 0.000000 0.005362 ,. 01 Jan 01 2158 0.001780 325.18 0.000000 0.005340 01 Jan 01 2159 0.001773 325.18 0.000000 0.005318 ... 01 Jan 01 2200 0.001765 325.18 0.000000 0.005296 Ill 01 Jan 01 2201 0.001758 325.18 0.000000 0.005274 01 Jan 01 2202 0.001751 325.18 0.000000 0.005253 -01 Jan 01 2203 0.001744 325.17 0.000000 0.005231 -01 Jan 01 2204 0.001736 325.17 0.000000 0.005209 01 Jan 01 2205 0.001729 325.17 0.000000 0.005188 .. 01 Jan 01 2206 0.001722 325.17 0.000000 0.005166 • 01 Jan 01 2207 0.001715 325.17 0.000000 0.005145 01 Jan 01 2208 0.001708 325.17 0.000000 0.005124 ... 01 Jan 01 2209 0.001701 325.17 0.000000 0.005103 01 Jan 01 2210 0.001694 325.17 0.000000 0.005082 -01 Jan 01 2211 0.001687 325.17 0.000000 0.005061 ·-01 Jan 01 2212 0.001680 325.17 0.000000 0.005040 01 Jan 01 2213 0.001673 325.17 0.000000 0.005019 -01 Jan 01 2214 0.001666 325.17 0.000000 0.004998 -01 Jan 01 2215 0.001659 325.17 0.000000 0.004978 01 Jan 01 2216 0.001652 325.17 0.000000 0.004957 -01 Jan 01 2217 0.001646 325.16 0.000000 0.004937 01 Jan 01 2218 0.001639 325.16 0.000000 0.004917 -01 Jan 01 2219 0.001632 325.16 0.000000 0.004896 -01 Jan 01 2220 0.001625 325.16 0.000000 0.004876 01 Jan 01 2221 0.001619 325.16 0.000000 0.004856 -01 Jan 01 2222 0.001612 325.16 0.000000 0.004836 -01 Jan 01 2223 0.001605 325.16 0.000000 0.004816 01 Jan 01 2224 0.001599 325.16 0.000000 0.004796 -01 Jan 01 2225 0.001592 325.16 0.000000 0.004776 -01 Jan 01 2226 0.001596 325.16 0.000000 0.004757 01 Jan 01 2227 0.001579 325.16 0.000000 0.004737 01 Jan 01 2229 0.001573 325.16 0.000000 0.004718 -01 Jan 01 2229 0.001566 325.16 0.000000 0.004698 01 Jan 01 2230 0.001560 325.16 0.000000 0.004679 ·-01 Jan 01 2231 0.001553 325.16 0.000000 0.004659 .. 01 Jan 01 2232 0.001547 325.15 0.000000 0.004640 01 Jan 01 2233 0.001540 325.15 0.000000 0.004621 -01 Jan 01 2234 0.001534 325.15 0.000000 0.004602 01 Jan 01 2235 0.001528 325.15 0.000000 0.004583 .. 01 Jan 01 2236 0.001521 325.15 0.000000 0.004564 -01 Jan 01 2237 0.001515 325.15 0.000000 0.004545 01 Jan 01 2238 0.001509 325.15 0.000000 0.004527 -01 Jan 01 2239 0.001503 325.15 0.000000 0.004508 -01 Jan 01 2240 0.001496 325.15 0.000000 0.004489 01 Jan 01 2241 0.001490 325.15 0.000000 0.004471 -01 Jan 01 2242 0.001484 325.15 0.000000 0.004452 01 -Jan 01 2243 0.001478 325.15 0.000000 0.004434 01 Jan 01 2244 0.001472 325.15 0.000000 0.004416 -01 Jan 01 2245 0.001466 325.15 0.000000 0.004397 01 Jan 01 2246 0.001460 325.15 0.000000 0.004379 -Page: 27 - •-•~o>~••• .~--.,❖------ --Date Time Reservoir Reservoir Inflow Outflow ·-Storage Elevation (cfs) (cfs) .. (ac-ft) (ft) 01 Jan 01 2247 0.001454 325.15 0.000000 0.004361 -01 Jan 01 2248 0.001448 325.14 0.000000 0.004343 .. 01 Jan 01 2249 0.001442 325.14 0.000000 0.004325 01 Jan 01 2250 0.001436 325.14 0.000000 0.004308 ... 01 Jan 01 2251 0.001430 325.14 0.000000 0.004290 • 01 Jan 01 2252 0.001424 325.14 0.000000 0.004272 01 Jan 01 2253 0.001418 325.14 0.000000 0.004255 ... 01 Jan 01 2254 0.001412 325.14 0.000000 0.004237 • 01 Jan 01 2255 0.001406 325.14 0.000000 0.004219 01 Jan 01 2256 0.001401 325.14 0.000000 0.004202 -01 Jan 01 2257 0.001395 325.14 0.000000 0.004185 -01 Jan 01 2258 0.001389 325.14 0.000000 0.004168 01 Jan 01 2259 0.001383 325.14 0.000000 0.004150 -01 Jan 01 2300 0.001378 325.14 0.000000 0.004133 01 Jan 01 2301 0.001372 325.14 0.000000 0. 004116 .. 01 Jan 01 2302 0.001366 325.14 0.000000 0.004099 -01 Jan 01 2303 0.001361 325.14 0.000000 0.004082 01 Jan 01 2304 0.001355 325.14 0.000000 0.004065 -01 Jan 01 2305 0.001350 325.13 0.000000 0.004049 -01 Jan 01 2306 0.001344 325.13 0.000000 0.004032 01 Jan 01 2307 0.001338 325.13 0.000000 0.004015 -01 Jan 01 2308 0.001333 325.13 0.000000 0.003999 01 Jan 01 2309 0.001327 325.13 0.000000 0.003982 01 Jan 01 2310 0.001322 325.13 0.000000 0.003966 -01 Jan 01 2311 0.001317 325.13 0.000000 0.003950 01 Jan 01 2312 0.001311 325.13 0.000000 0.003933 -01 Jan 01 2313 0.001306 325.13 0.000000 0.003917 ·-01 Jan 01 2314 0.001300 325.13 0.000000 0.003901 01 Jan 01 2315 0.001295 325.13 0.000000 0.003885 ·-01 Jan 01 2316 0.001290 325.13 0.000000 0.003869 .. 01 Jan 01 2317 0.001284 325.13 0.000000 0.003853 01 Jan 01 2318 0.001279 325.13 0.000000 0.003837 -01 Jan 01 2319 0.001274 325.13 0.000000 0.003821 .. 01 Jan 01 2320 0.001268 325.13 0.000000 0.003805 01 Jan 01 2321 0.001263 325.13 0.000000 0.003790 -01 Jan 01 2322 0.001258 325.13 0.000000 0.003774 -01 Jan 01 2323 0.001253 325.13 0.000000 0.003758 01 Jan 01 2324 0.001248 325.12 0.000000 0.003743 -01 Jan 01 2325 0.001243 325.12 0.000000 0. 003728 -01 Jan 01 2326 0.001237 325.12 0.000000 0.003712 01 Jan 01 2327 0.001232 325.12 0.000000 0.003697 -01 Jan 01 2328 0.001227 325.12 0.000000 0.003682 01 Jan 01 2329 0.001222 325.12 0.000000 0.003666 -01 Jan 01 2330 0.001217 325.12 0.000000 0.003651 -01 Jan 01 2331 0.001212 325.12 0.000000 0.003636 01 Jan 01 2332 0.001207 325.12 0.000000 0.003621 -01 Jan 01 2333 0.001202 325.12 0.000000 0.003606 -01 Jan 01 2334 0.001197 325.12 0.000000 0.003591 01 Jan 01 2335 0.001192 325.12 0.000000 0.003577 -01 Jan 01 2336 0.001187 325.12 0.000000 0.003562 01 Jan 01 2337 0.001182 325.12 0.000000 0.003547 -Page: 28 - "" -Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 2338 0.001178 325.12 0.000000 0.003533 .. 01 Jan 01 2339 0.001173 325.12 0.000000 0.003518 .. 01 Jan 01 2340 0.001168 325.12 0.000000 0.003504 01 Jan 01 2341 0.001163 325.12 0.000000 0.003489 ""' 01 Jan 01 2342 0.001158 325.12 0.000000 0.003475 • 01 Jan 01 2343 0.001153 325.12 0.000000 0.003460 01 Jan 01 2344 0.001149 325.11 0.000000 0. 003446 ._ 01 Jan 01 2345 0.001144 325.11 0.000000 0.003432 -01 Jan 01 2346 0.001139 325.11 0.000000 0.003418 01 Jan 01 2347 0.001135 325.11 0.000000 0.003404 ... 01 Jan 01 2348 0.001130 325.11 0.000000 0.003390 -01 Jan 01 2349 0.001125 325.11 0.000000 0.003376 01 Jan 01 2350 0.001121 325 .11 0.000000 0.003362 ... 01 Jan 01 2351 0.001116 325 .11 0.000000 0.003348 01 Jan 01 2352 0.001111 325.11 0.000000 0.003334 -01 Jan 01 2353 0.001107 325.11 0.000000 0.003320 -01 Jan 01 2354 0.001102 325.11 0.000000 0.003307 01 Jan 01 2355 0.001098 325.11 0.000000 0.003293 -01 Jan 01 2356 0.001093 325.11 0.000000 0.003279 -01 Jan 01 2357 0.001089 325.11 0.000000 0.003266 01 Jan 01 2358 0.001084 325.11 0.000000 0.003252 -01 Jan 01 2359 0.001080 325.11 0.000000 0.003239 01 Jan 01 2400 0.001075 325.11 0.000000 0.003226 -02 Jan 01 0001 0.001071 325.11 0.000000 0.003212 -02 Jan 01 0002 0.001066 325.11 0.000000 0.003199 02 Jan 01 0003 0.001062 325.11 0.000000 0.003186 -02 Jan 01 0004 0.001058 325.11 0.000000 0.003173 -02 Jan 01 0005 0.001053 325.11 0.000000 0.003160 02 Jan 01 0006 0.001049 325.10 0.000000 0.003147 -02 Jan 01 0007 0.001045 325.10 0.000000 0.003134 -02 Jan 01 0008 0.001040 325.10 0.000000 0.003121 02 Jan 01 0009 0.001036 325.10 0.000000 0.003108 -02 Jan 01 0010 0.001032 325.10 0.000000 0.003095 -02 Jan 01 0011 0.001027 325.10 0.000000 0.003082 02 Jan 01 0012 0.001023 325.10 0.000000 0.003070 -02 Jan 01 0013 0.001019 325.10 0.000000 0.003057 -02 Jan 01 0014 0.001015 325.10 0.000000 0.003044 02 Jan 01 0015 0.001011 325.10 0.000000 0.003032 ,. 02 Jan 01 0016 0.001006 325.10 0.000000 0.003019 -02 Jan 01 0017 0.001002 325.10 0.000000 0.003007 02 Jan 01 0018 0.000998 325.10 0.000000 0.002994 .... 02 Jan 01 0019 0.000994 325.10 0.000000 0.002982 02 Jan 01 0020 0.000990 325.10 0.000000 0.002970 -02 Jan 01 0021 0.000986 325.10 0.000000 0.002957 -02 Jan 01 0022 0.000982 325.10 0.000000 0.002945 02 Jan 01 0023 0.000978 325.10 0.000000 0.002933 -02 Jan 01 0024 0.000974 325.10 0.000000 0.002921 ... 02 Jan 01 0025 0.000970 325.10 0.000000 0.002909 02 Jan 01 0026 0.000966 325.10 0.000000 0.002897 .,, 02 Jan 01 0027 0.000962 325.10 0.000000 0.002885 02 Jan 01 0028 0.000958 325.10 0.000000 0.002873 ""Ill Page: 29 --Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 02 Jan 01 0029 0.000954 325.10 0.000000 0.002861 -02 Jan 01 0030 0.000950 325.09 0.000000 0.002850 .... 02 Jan 01 0031 0.000946 325.09 0.000000 0.002838 02 Jan 01 0032 0.000942 325.09 0.000000 0.002826 -02 Jan 01 0033 0.000938 325.09 0.000000 0.002814 -02 Jan 01 0034 0.000934 325.09 0.000000 0.002803 02 Jan 01 0035 0.000930 325.09 0.000000 0.002791 .... 02 Jan 01 0036 0.000927 325.09 0.000000 0.002780 -02 Jan 01 0037 0.000923 325.09 0.000000 0.002768 02 Jan 01 0038 0.000919 325.09 0.000000 0.002757 .... 02 Jan 01 0039 0.000915 325.09 0.000000 0.002745 -02 Jan 01 0040 0.000911 325. 09 0.000000 0.002734 02 Jan 01 0041 0.000908 325.09 0.000000 0.002723 .. 02 Jan 01 0042 0.000904 325.09 0.000000 0.002712 02 Jan 01 0043 0.000900 325.09 0.000000 0.002700 .. 02 Jan 01 0044 0.000896 325. 09 0.000000 0.002689 ... 02 Jan 01 0045 0.000893 325.09 0.000000 0.002678 02 Jan 01 0046 0.000889 325.09 0.000000 0.002667 -02 Jan 01 0047 0.000885 325.09 0.000000 0.002656 -02 Jan 01 0048 0.000882 325.09 0.000000 0.002645 02 Jan 01 0049 0.000878 325.09 0.000000 0.002634 -02 Jan 01 0050 0.000874 325.09 0.000000 0.002623 02 Jan 01 0051 0.000871 325.09 0.000000 0.002613 ·- 02 Jan 01 0052 0.000867 325.09 0.000000 0.002602 -02 Jan 01 0053 0.000864 325.09 0.000000 0.002591 02 Jan 01 0054 0.000860 325.09 0.000000 0.002580 -02 Jan 01 0055 0.000857 325.09 0.000000 0.002570 -02 Jan 01 0056 0.000853 325.09 0.000000 0.002559 02 Jan 01 0057 0.000850 325.08 0.000000 0.002549 ..... 02 Jan 01 0058 0.000846 325.08 0.000000 0.002538 -02 Jan 01 0059 0.000843 325.08 0.000000 0.002528 02 Jan 01 0100 0.000839 325.08 0.000000 0.002517 ... 02 Jan 01 0101 0.000836 325.08 0.000000 0.002507 -02 Jan 01 0102 0.000832 325.08 0.000000 0.002497 02 Jan 01 0103 0.000829 325.08 0.000000 0.002486 -02 Jan 01 0104 0.000825 325.08 0.000000 0.002476 .. 02 Jan 01 0105 0.000822 325.08 0.000000 0.002466 02 Jan 01 0106 0.000819 325.08 0.000000 0.002456 ·-02 Jan 01 0107 0.000815 325.08 0.000000 0.002446 02 Jan 01 0108 0.000812 325.08 0.000000 0.002435 -02 Jan 01 0109 0.000808 325.08 0.000000 0.002425 -02 Jan 01 0110 0.000805 325.08 0.000000 0.002415 02 Jan 01 0111 0.000802 325.08 0.000000 0.002405 -02 Jan 01 0112 0.000799 325.08 0.000000 0.002396 -02 Jan 01 0113 0.000795 325.08 0.000000 0.002386 02 Jan 01 0114 0.000792 325.08 0.000000 0.002376 -02 01 0115 0.000789 325.08 0.000000 0.002366 Jan -02 Jan 01 0116 0,000785 325.08 0.000000 0.002356 02 Jan 01 0117 0.000782 325.08 0.000000 0.002347 -02 Jan 01 0118 0.000779 325.08 0.000000 0.002337 02 Jan 01 0119 0.000776 325.08 0.000000 0.002327 -Page: 30 .•. -_, --~--~-~~ --··•-----s..~-----. "" .. Date Time Reservoir Reservoir Inflow Outflow , ... Storage Elevation (Ofs) (cfs) (ao-ft) (ft) .. 02 Jan 01 0120 0.000773 325.08 0.000000 0.002318 -02 Jan 01 0121 0.000769 325.08 0.000000 0.002308 .. 02 Jan 01 0122 0.000766 325.08 0.000000 0.002299 02 Jan 01 0123 0.000763 325.08 0.000000 0.002289 """ 02 Jan 01 0124 0.000760 325.08 0.000000 0.002280 .. 02 Jan 01 0125 0.000757 325.08 0.000000 0.002270 02 Jan 01 0126 0.000754 325.08 0.000000 0.002261 -02 Jan 01 0127 0.000751 325.08 0.000000 0.002252 -02 Jan 01 0128 0.000747 325.07 0.000000 0.002242 02 Jan 01 0129 0.000744 325.07 0.000000 0.002233 -02 Jan 01 0130 0.000741 325.07 0.000000 0.002224 -02 Jan 01 0131 0.000738 325.07 0.000000 0.002215 02 Jan 01 0132 0.000735 325.07 0.000000 0.002205 -02 Jan 01 0133 0.000732 325.07 0.000000 0.002196 02 Jan 01 0134 0.000729 325.07 0.000000 0.002187 -02 Jan 01 0135 0.000726 325.07 0.000000 0.002178 ... 02 Jan 01 0136 0.000723 325.07 0.000000 0.002169 02 Jan 01 0137 0.000720 325.07 0.000000 0.002160 -02 Jan 01 0138 0.000717 325.07 0.000000 0.002151 ..... 02 Jan 01 0139 0.000714 325.07 0.000000 0.002143 02 Jan 01 0140 0.000711 325.07 0.000000 0.002134 -02 Jan 01 0141 0.000708 325.07 0.000000 0.002125 02 Jan 01 0142 0.000705 325.07 0.000000 0.002116 -02 Jan 01 0143 0.000702 325.07 0.000000 0.002107 -02 Jan 01 0144 0.000700 325.07 0.000000 0.002099 02 Jan 01 0145 0.0006.97 325.07 0.000000 0.002090 -02 Jan 01 0146 0.0006.94 325.07 0.000000 0.002082 -02 Jan 01 0147 0.000691 325.07 0.000000 0.002073 02 Jan 01 0148 0.000688 325.07 0.000000 0.002064 -02 Jan 01 0149 0.000685 325.07 0.000000 0.002056 -02 Jan 01 0150 0.000682 325.07 0.000000 0.002047 02 Jan 01 0151 0.000680 325.07 0.000000 0.002039 ... 02 Jan 01 0152 0.000677 325.07 0.000000 0.002031 -02 Jan 01 0153 0.000674 325.07 0.000000 0.002022 02 Jan 01 0154 0.000671 325.07 0.000000 0.002014 -02 Jan 01 0155 0.000669 325.07 0.000000 0.002006 .. 02 Jan 01 0156 0.000666 325.07 0.000000 0.001997 02 Jan 01 0157 0.000663 325.07 0.000000 0.001.989 ,,.. 02 Jan 01 0158 0.000660 325.07 0.000000 0.001981 02 Jan 01 0159 0.000658 325.07 0.000000 0.001973 -02 Jan 01 0200 0.000655 325.07 0.000000 0.001965 -02 Jan 01 0201 0.000652 325.07 0.000000 0.001956 02 Jan 01 0202 0.000649 325.06 0.000000 0.001948 .. 02 Jan 01 0203 0.000647 325.06 0.000000 0.001940 , ... 02 Jan 01 0204 0.000644 325.06 0.000000 0.001932 02 Jan 01 0205 0.000641 325.06 0.000000 0.001924 -02 01 0206 0.000639 325.06 0.000000 0.001916 Jan 02 Jan 01 0207 0.000636 325.06 0.000000 0.001909 .... 02 Jan 01 0208 0.000634 325.06 0.000000 0.001901 -02 Jan 01 0209 0.000631 325.06 0.000000 0.0018.93 02 Jan 01 0210 0.000628 325.06 0,000000 0.001885 -Page: 31 --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0211 0.000626 325.06 0.000000 0.001877 -02 Jan 01 0212 0.000623 325.06 0.000000 0.001869 -02 Jan 01 0213 0.000621 325.06 0.000000 0.001862 02 Jan 01 0214 0.000618 325.06 0.000000 0.001854 -02 Jan 01 0215 0.000615 325.06 0.000000 0.001846 -02 Jan 01 0216 0.000613 325.06 0.000000 0.001839 02 Jan 01 0217 0.000610 325.06 0.000000 0.001831 -02 Jan 01 0218 0.000608 325.06 0.000000 0.001824 -02 Jan 01 0219 0.000605 325.06 0.000000 0.001816 02 Jan 01 0220 0.000603 325.06 0.000000 0.001809 -02 Jan 01 0221 0.000600 325.06 0.000000 0.001801 -02 Jan 01 0222 0.000598 325.06 0.000000 0.001794 02 Jan 01 0223 0.000595 325.06 0.000000 0.001786 ... 02 Jan 01 0224 0.000593 325.06 0.000000 0.001779 02 Jan 01 0225 0.000591 325.06 0.000000 0.001772 • 02 Jan 01 0226 0.000588 325.06 0.000000 0.001764 ... 02 Jan 01 0227 0.000586 325.06 0.000000 0.001757 02 Jan 01 0228 0.000583 325.06 0.000000 0.001750 -02 Jan 01 0229 0.000581 325.06 0.000000 0.001743 -02 Jan 01 0230 0.000578 325.06 0.000000 0.001735 02 Jan 01 0231 0.000576 325.06 0.000000 0.001728 -02 Jan 01 0232 0.000574 325.06 0.000000 0.001721 02 Jan 01 0233 0.000571 325.06 0.000000 0.001714 ""'I 02 Jan 01 0234 0.000569 325.06 0.000000 0.001707 -02 Jan 01 0235 0.000567 325.06 0.000000 0.001700 02 Jan 01 0236 0.000564 325.06 0.000000 0.001693 -02 Jan 01 0237 0.000562 325.06 0.000000 0.001686 ... 02 Jan 01 0238 0.000560 325.06 0.000000 0.001679 02 Jan 01 0239 0.000557 325.06 0.000000 0.001672 -02 Jan 01 0240 0.000555 325.06 0.000000 0.001665 -02 Jan 01 0241 0.000553 325.06 0.000000 0.001658 02 Jan 01 0242 0.000551 325.06 0.000000 0.001652 "Ill 02 Jan 01 0243 0.000548 325.05 0.000000 0.001645 -02 Jan 01 0244 0.000546 325.05 0.000000 0.001638 02 Jan 01 0245 0.000544 325.05 0.000000 0.001631 ... 02 Jan 01 0246 0.000541 325.05 0.000000 0.001624 -02 Jan 01 0247 0.000539 325.05 0.000000 0.001618 02 Jan 01 0248 0.000537 325.05 0.000000 0.001611 ... 02 Jan 01 0249 0.000535 325.05 0.000000 0.001604 02 Jan -01 0250 0.000533 325.05 0.000000 0.001598 02 Jan 01 0251 0.000530 325.05 0.000000 0.001591 -02 Jan 01 0252 0.000528 325.05 0.000000 0.001585 02 Jan 01 0253 0.000526 325.05 0.000000 0.001578 -02 Jan 01 0254 0.000524 325.05 0.000000 0. 001572 -02 Jan 01 0255 0.000522 325.05 0.000000 0.001565 02 Jan 01 0256 0.000520 325.05 0.000000 0.001559 -02 Jan 01 0257 0.000517 325.05 0.000000 0.001552 "'II 02 Jan 01 0258 0.000515 325.05 0.000000 0.001546 02 Jan 01 0259 0.000513 325.05 0.000000 0.001539 -02 Jan 01 0300 0.000511 325.05 0.000000 0.001533 02 Jan 01 0301 0.000509 325.05 0.000000 0.001527 ... Page: 32 - --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0302 0.000507 325.05 0.000000 0.001521 -02 Jan 01 0303 0.000505 325.05 0.000000 0.001514 .. 02 Jan 01 0304 0.000503 325.05 0.000000 0.001508 02 Jan 01 0305 0.000501 325.05 0.000000 0.001502 -02 Jan 01 0306 0.000499 325.05 0.000000 0.001496 -02 Jan 01 0307 0.000496 325.05 0.000000 0.001489 02 Jan 01 0308 0.000494 325.05 0.000000 0.001483 -02 Jan 01 0309 0.000492 325.05 0.000000 0.001477 .. 02 Jan 01 0310 0.000490 325.05 0.000000 0.001471 02 Jan 01 0311 0.000488 325.05 0.000000 0.001465 ""' 02 Jan 01 0312 0.000486 325.05 0.000000 0.001459 -02 Jan 01 0313 0.000484 325.05 0.000000 0.001453 02 Jan 01 0314 0.000482 325.05 0.000000 0.001447 -02 Jan 01 0315 0.000480 325.05 0.000000 0.001441 02 Jan 01 0316 0.000478 325.05 0.000000 0.001435 -02 Jan 01 0317 0.000476 325.05 0.000000 0.001429 -02 Jan 01 0318 0.000474 325.05 0.000000 0.001423 02 Jan 01 0319 0.000472 325.05 0.000000 0.001417 -02 Jan 01 0320 0.000471 325.05 0.000000 0.001412 -02 Jan 01 0321 0.000469 325.05 0.000000 0.001406 02 Jan 01 0322 0.000467 325.05 0.000000 0.001400 -02 Jan 01 0323 0.000465 325.05 0.000000 0.001394 02 Jan 01 0324 0.000463 325.05 0.000000 0.001388 ..... 02 Jan 01 0325 0.000461 325.05 0.000000 0.001383 ... 02 Jan 01 0326 0.000459 325.05 0.000000 0.001377 02 Jan 01 0327 0.000457 325.05 0.000000 0.001371 .... 02 Jan 01 0328 0.000455 325.05 0.000000 0.001366 ... 02 Jan 01 0329 0.000453 325.05 0.000000 0.001360 02 Jan 01 0330 0.000451 325.05 0.000000 0.001354 -02 Jan 01 0331 0.000450 325.04 0.000000 0.001349 -02 Jan 01 0332 0.000448 325.04 0.000000 0.001343 02 Jan 01 0333 0.000446 325.04 0.000000 0.001338 ... 02 Jan 01 0334 0.000444 325.04 0.000000 0.001332 • 02 Jan 01 0335 0.000442 325.04 0.000000 0.001327 02 Jan 01 0336 0.000440 325.04 0.000000 0.001321 -02 Jan 01 0337 0.000439 325.04 0.000000 0.001316 • 02 Jan 01 0338 0.000437 325.04 0.000000 0.001310 02 Jan 01 0339 0.000435 325.04 0.000000 0.001305 ... 02 Jan 01 0340 0.000433 325.04 0.000000 0.001300 -02 Jan 01 0341 0.000431 325.04 0.000000 0.001294 02 Jan 01 0342 0.000430 325.04 0.000000 0.001289 , ... 02 Jan 01 0343 0.000428 325.04 0.000000 0.001284 02 Jan 01 0344 0.000426 325.04 0.000000 0.001278 .. 02 Jan 01 0345 0.000424 325.04 0.000000 0.001273 .. 02 Jan 01 0346 0.000423 325.04 0.000000 0.001268 02 Jan 01 0347 0.000421 325.04 0.000000 0.001263 -02 01 0348 325.04 0.000000 0.001257 Jan 0.000419 ,..,. 02 Jan 01 0349 0.000417 325.04 0.000000 0.001252 02 Jan 01 0350 0.000416 325.04 0.000000 0.001247 -02 Jan 01 0351 0.000414 325.04 0.000000 0.001242 02 Jan 01 0352 0.000412 325.04 0.000000 0.001237 .. Page: 33 - "'" -Date Time Reservoir Reservoir Inflow Outflow "'Ill Storage Elevation (cfs) (cfs) -(ac-ft) (ft) 02 Jan 01 0353 0. 000411 325.04 0.000000 0.001232 .,. 02 Jan 01 0354 0.000409 325.04 0.000000 0.001227 • 02 Jan 01 0355 0.000407 325.04 0.000000 0.001221 02 Jan 01 0356 0.000405 325.04 0.000000 0.001216 ... 02 Jan 01 0357 0.000404 325.04 0.000000 0.001211 • 02 Jan 01 0358 0.000402 325.04 0.000000 0,001206 02 Jan 01 0359 0.000400 325.04 0.000000 0.001201 ... 02 Jan 01 0400 0.000399 325.04 0.000000 0.001196 • 02 Jan 01 0401 0.000397 325.04 0.000000 0. 001192 02 Jan 01 0402 0.000396 325.04 0.000000 0.001187 ... 02 Jan 01 0403 0.000394 325.04 0.000000 0.001182 -02 Jan 01 0404 0.000392 325.04 0.000000 0.001177 02 Jan 01 0405 0.000391 325.04 0.000000 0.001172 -02 Jan 01 0406 0.000389 325.04 0.000000 0.001167 02 Jan 01 0407 0.000387 325.04 0.000000 0.001162 • 02 Jan 01 0408 0.000386 325.04 0.000000 0.001158 -02 Jan 01 0409 0.000384 325.04 0.000000 0.001153 02 Jan 01 0410 0.000383 325.04 0.000000 0.001148 .. 02 Jan 01 0411 0.000381 325.04 0.000000 0.001143 .... 02 Jan 01 0412 0.000380 325.04 0.000000 0.001139 02 Jan 01 0413 0.000378 325.04 0.000000 0.001134 -02 Jan 01 0414 0.000376 325.04 0.000000 0.001129 02 -Jan 01 0415 0.000375 325.04 0.000000 0.001125 02 Jan 01 0416 0.000373 325.04 0.000000 0.001120 ... 02 Jan 01 0417 0.000372 325.04 0.000000 0.001115 02 Jan 01 0418 0.000370 325.04 0.000000 0.001111 02 Jan 01 0419 0.000369 325.04 0.000000 0.001106 -02 Jan 01 0420 0.000367 325.04 0.000000 0.001102 02 Jan 01 0421 0.000366 325.04 0.000000 0.001097 ... 02 Jan 01 0422 0.000364 325.04 0.000000 0.001093 ,_ 02 Jan 01 0423 0.000363 325.04 0.000000 0.001088 02 Jan 01 0424 0.000361 325.04 0.000000 0.001084 ..... 02 Jan 01 0425 0.000360 325.04 0.000000 0.001079 -02 Jan 01 0426 0.000358 325.04 0.000000 0.001075 02 Jan 01 0427 0.000357 325.04 0.000000 0.001070 ... 02 Jan 01 0428 0.000355 32S.04 0.000000 0.001066 -02 Jan 01 0429 0.000354 325.04 0.000000 0.001061 02 Jan 01 0430 0.000352 325.04 0.000000 0.001057 -02 Jan 01 0431 0.000351 325.04 0.000000 0.001053 • 02 Jan 01 0432 0.000349 325.03 0.000000 0.001048 02 Jan 01 0433 0.000348 325.03 0.000000 0.001044 • 02 Jan 01 0434 0.000347 325.03 0.000000 0.001040 02 Jan 01 0435 0.000345 325.03 0.000000 0.001035 -02 Jan 01 0436 0.000344 325.03 0.000000 0.001031 -02 Jan 01 0437 0.000342 325.03 0.000000 0.001027 02 Jan 01 0438 0.000341 32S.03 0.000000 0.001023 -02 Jan 01 0439 0.000339 325.03 0.000000 0.001018 ... 02 Jan 01 0440 0.000338 325.03 0.000000 0.001014 02 Jan 01 0441 0.000337 325.03 0.000000 0.001010 -02 Jan 01 0442 0.00033S 325.03 0.000000 0.001006 02 Jan 01 0443 0.000334 325.03 0.000000 0.001002 -Page: 34 - "'II .. Date Time Reservoir Reservoir Inflow Outflow .. Storage Elevation (cfs) (cfs) {ac-ft) (ft) -02 Jan 01 0444 0.000333 325.03 0.000000 0.000998 ""I 02 Jan 01 0445 0.000331 325.03 0.000000 0.000993 -02 Jan 01 0446 0.000330 325.03 0.000000 0.000989 02 Jan 01 0447 0.000328 325.03 0.000000 0.000985 '"" 02 Jan 01 0448 0.000327 325.03 0.000000 0.000981 .. 02 Jan 01 0449 0.000326 325.03 0.000000 0.000977 02 Jan 01 0450 0.000324 325.03 0.000000 0.000973 """ 02 Jan 01 0451 0.000323 325.03 0.000000 0.000969 .. 02 Jan 01 0452 0.000322 325.03 0.000000 0.000965 02 Jan 01 0453 0.000320 325.03 0.000000 0.000961 ""' 02 Jan 01 0454 0.000319 325.03 0.000000 0.000957 • 02 Jan 01 0455 0.000318 325.03 0.000000 0.000953 02 Jan 01 0456 0.000316 325.03 0.000000 0.000949 ... 02 Jan 01 0457 0.000315 325.03 0.000000 0.000945 02 Jan 01 0458 0.000314 325.03 0.000000 0.000941 -02 Jan 01 0459 0.000313 325.03 0.000000 0.000938 ... 02 Jan 01 0500 0.000311 325.03 0.000000 0.000934 02 Jan 01 0501 0.000310 325.03 0.000000 0.000930 -02 Jan 01 0502 0.000309 325.03 0.000000 0 .000926 -02 Jan 01 0503 0.000307 325.03 0.000000 0.000922 02 Jan 01 0504 0.000306 325.03 0.000000 0.000918 -02 01 0505 Jan 0.000305 325.03 0.000000 0.000915 ..... 02 Jan 01 0506 0.000304 325.03 0.000000 0.000911 02 Jan 01 0507 0.000302 325.03 0.000000 0.000907 -02 Jan 01 0508 0.000301 325.03 0.000000 0.000903 02 Jan 01 0509 0.000300 325.03 0.000000 0.000900 -02 Jan 01 0510 0.000299 325.03 0.000000 0.000896 -02 Jan 01 0511 0.000297 325.03 0.000000 0,000892 02 Jan 01 0512 0.000296 325.03 0.000000 0.000889 -02 Jan 01 0513 0.000295 325.03 0.000000 0.000885 -02 Jan 01 0514 0.000294 325.03 0.000000 0.000881 02 Jan 01 0515 0.000293 325.03 0.000000 0.000878 -02 Jan 01 0516 0.000291 325.03 0.000000 0.000874 -02 Jan 01 0517 0.000290 325.03 0.000000 0.000870 02 Jan 01 0518 0.000289 325.03 0.000000 0.000867 ·-02 Jan 01 0519 0.000288 325.03 0.000000 0.000863 -02 Jan 01 0520 0.000287 325.03 0.000000 0,000860 02 Jan 01 0521 0.000285 325.03 0.000000 0.000856 -02 Jan 01 0522 0.000284 325.03 0.000000 0.000853 ,. 02 Jan 01 0523 0.000283 325.03 0.000000 0.000849 02 Jan 01 0524 0.000282 325.03 0.000000 0.000846 -02 Jan 01 0525 0.000281 325.03 0.000000 0.000842 02 Jan 01 0526 0.000280 325. 03 0.000000 0.000839 -02 Jan 01 0527 0.000278 325.03 0.000000 0.000835 ... 02 Jan 01 0528 0.000277 325.03 0.000000 0.000832 02 Jan 01 0529 0.000276 325.03 0.000000 0.000828 -02 Jan 01 0530 0.000275 325.03 0.000000 0.000825 -02 Jan 01 0531 0.000274 325.03 0.000000 0.000821 02 Jan 01 0532 0.000273 325.03 0.000000 0.000818 -02 Jan 01 0533 0.000272 325.03 0.000000 0.000815 02 Jan 01 0534 0.000270 325.03 0.000000 0.000811 ... Page: 35 - .. -Date Time Reservoir Reservoir Inflow Outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0535 0.000269 325.03 0.000000 0.000808 -02 Jan 01 0536 0.000268 325.03 0.000000 0.000805 -02 Jan 01 0537 0.000267 325.03 0.000000 0.000801 02 Jan 01 0538 0.000266 325.03 0.000000 0.000798 -02 Jan 01 0539 0.000265 325.03 0.000000 0.000795 • 02 Jan 01 0540 0.000264 325.03 0.000000 0.000791 02 Jan 01 0541 0.000263 325.03 0.000000 0.000788 ... 02 Jan 01 0542 0.000262 325.03 0.000000 0.000785 -02 Jan 01 0543 0.000261 325.03 0.000000 0.000782 02 Jan 01 0544 0.000260 325.03 0.000000 0.000779 .. 02 Jan 01 0545 0.000258 325.03 0.000000 0.000775 -02 Jan 01 0546 0.000257 325.03 0.000000 0.000772 02 Jan 01 0547 0.000256 325.03 0.000000 0.000769 --02 Jan 01 0548 0.000255 325.03 0.000000 0.000766 02 Jan 01 0549 0.000254 325.03 0.000000 0,000763 • 02 Jan 01 0550 0.000253 325.03 0.000000 0.000759 -02 Jan 01 0551 0.000252 325.03 0.000000 0.000756 02 Jan 01 0552 0.000251 325.03 0.000000 0.000753 -02 Jan 01 0553 0.000250 325.03 0.000000 0.000750 -02 Jan 01 0554 0.000249 325.02 0.000000 0.000747 02 Jan 01 0555 0.000248 325.02 0.000000 0.000744 .. 02 Jan 01 0556 0.000247 325.02 0.000000 0.000741 02 Jan 01 0557 -0.000246 325.02 0.000000 0.000738 02 Jan 01 0558 0.000245 325.02 0.000000 0.000735 -02 Jan 01 0559 0.000244 325.02 0.000000 0.000732 02 Jan 01 0600 0.000243 325.02 0.000000 0.000729 -02 Jan 01 0601 0.000242 325.02 0.000000 0.000726 -02 Jan 01 0602 0.000241 325.02 0.000000 0.000723 02 Jan 01 0603 0.000240 325.02 0.000000 0.000720 -02 Jan 01 0604 0.000239 325.02 0.000000 0.000717 -02 Jan 01 0605 0.000238 325.02 0.000000 0.000714 02 Jan 01 0606 0.000237 325,02 0.000000 0.000711 ·-02 01 0607 0.000236 325.02 0.000000 0.000708 Jan ... 02 Jan 01 0608 0.000235 325.02 0.000000 0.000705 02 Jan 01 0609 0.000234 325.02 0.000000 0.000702 -02 Jan 01 0610 0.000233 325.02 0.000000 0.000699 -02 Jan 01 0611 0.000232 325.02 0.000000 0.000696 02 Jan 01 0612 0.000231 325.02 0.000000 0.000693 -02 Jan 01 0613 0.000230 325.02 0.000000 0.000691 02 Jan -01 0614 0.000229 325.02 0.000000 0.000688 02 Jan 01 0615 0.000228 325.02 0.000000 0.000685 -02 Jan 01 0616 0.000227 325.02 0.000000 0.000682 02 Jan 01 0617 0.000226 325.02 0.000000 0.000679 -02 Jan 01 0618 0.000225 325.02 0.000000 0.000676 -02 Jan 01 0619 0.000225 325.02 0.000000 0.000674 02 Jan 01 0620 0.000224 325.02 0.000000 0.000671 -02 Jan 01 0621 0.000223 325.02 0.000000 0.000668 -02 Jan 01 0622 0.000222 325.02 0.000000 0.000665 02 Jan 01 0623 0.000221 325.02 0.000000 0.000663 -02 Jan 01 0624 0.000220 325.02 0.000000 0.000660 02 Jan 01 0625 0.000219 325.02 0.000000 0.000657 -Page: 36 - .. ., Date 'l'ime Reservoir Reservoir Inflow outflow Storage El.evation ... (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0626 0.000218 325.02 0.000000 0.000654 .. 02 Jan 01 0627 0.000217 325.02 0.000000 0,000652 • 02 Jan 01 0628 0.000216 325.02 0.000000 0,000649 02 Jan 01 0629 0.000215 325.02 0.000000 0.000646 ... 02 Jan 01 0630 0.000215 325.02 0.000000 0.000644 02 • Jan 01 0631 0.000214 325.02 0.000000 0.000641 02 Jan 01 0632 0.000213 325.02 0.000000 0.000638 ... 02 Jan 01 0633 0.000212 325.02 0.000000 0.000636 02 Jan 01 0634 0.000211 325.02 0.000000 0.000633 • 02 Jan 01 0635 0.000210 325.02 0.000000 0.000631 ... 02 Jan 01 0636 0.000209 325.02 0.000000 0.000628 02 Jan 01 0637 0.000208 325.02 0.000000 0.000625 • 02 Jan 01 0638 0.000208 325.02 0.000000 0.000623 02 Jan 01 0639 0.000207 325.02 0.000000 0.000620 "Ill 02 Jan 01 0640 0.000206 325.02 0.000000 0.000618 • 02 Jan 01 0641 0.000205 325.02 0.000000 0.000615 02 Jan Ol 0642 0.000204 325.02 0.000000 0.000613 .., 02 Jan 01 0643 0.000203 325.02 0.000000 0.000610 -02 Jan 01 0644 0.000203 325.02 0.000000 0.000608 02 Jan 01 0645 0.000202 325.02 0,000000 0.000605 ... 02 Jan 01 0646 0.000201 325.02 0.000000 0.000603 -02 Jan 01 0647 0.000200 325.02 0.000000 0.000600 02 Jan 01 0648 0.000199 325.02 0.000000 0.000598 -02 Jan 01 0649 0.000198 325.02 0.000000 0.000595 -02 Jan 01 0650 0.000198 325.02 0.000000 0.000593 02 Jan 01 0651 0.000197 325.02 0.000000 0.000590 ... 02 Jan 01 0652 0.000196 325.02 0.000000 0.000588 -02 Jan 01 0653 0.000195 325.02 0.000000 0.000585 02 Jan 01 0654 0.000194 325.02 0.000000 0.000583 .... 02 Jan 01 0655 0.000194 325.02 0.000000 0.000581 02 Jan 01 0656 0.000193 325.02 0.000000 0.000578 -02 Jan 01 0657 0.000192 325.02 0.000000 0.000576 -02 Jan 01 0658 0.000191 325.02 0.000000 0.000573 02 Jan 01 0659 0.000190 325.02 0.000000 0.000571 -02 Jan 01 0700 0.000190 325.02 0.000000 0.000569 • 02 Jan 01 0701 0.000189 325.02 0.000000 0.000566 02 Jan 01 0702 0.000188 325.02 0.000000 0.000564 -02 Jan 01 0703 0.000187 325.02 0.000000 0.000562 -02 Jan 01 0704 0.000186 325.02 0.000000 0.000559 02 Jan 01 0705 0.000186 325.02 0.000000 0.000557 -02 Jan 01 0706 0.000185 325.02 0.000000 0.000555 02 Jan 01 0707 0.000184 325.02 0.000000 0.000552 ..... 02 Jan 01 0708 0.000183 325.02 0.000000 0.000550 -02 Jan 01 0709 0.000183 325.02 0.000000 0.000548 02 Jan 01 0710 0.000182 325. 02 0.000000 0.000546 ... 02 Jan 01 0711 0.000181 325.02 0.000000 0.000543 .. 02 Jan 01 0712 0.000180 325.02 0.000000 0.000541 02 Jan 01 0713 0.000180 325.02 0.000000 0.000539 -02 Jan 01 0714 0.000179 325.02 0.000000 0.000537 .. 02 Jan 01 0715 0.000178 325.02 0.000000 0.000535 02 Jan 01 0716 0.000177 325.02 0.000000 0.000532 • Page: 37 .... -Date Time Reservoir Reservoir Inf1ow Outf1ow .... Storage E1evation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0717 0.000177 325.02 0.000000 0.000530 .... 02 Jan 01 0718 0.000176 325.02 0.000000 0.000528 -02 Jan 01 0719 0.000175 325.02 0.000000 0.000526 02 Jan 01 0720 0.000175 325.02 0.000000 0.000524 ... 02 Jan 01 0721 0.000174 325.02 0.000000 0.000521 -02 Jan 01 0722 0.000173 325.02 0.000000 0.000519 02 Jan 01 0723 0.000172 325.02 0.000000 0.000517 -02 Jan 01 0724 0.000172 325.02 0.000000 0.000515 -02 Jan 01 0725 0.000171 325.02 0.000000 0.000513 02 Jan 01 0726 0.000170 325.02 0.000000 0.000511 ·-02 Jan 01 0727 0.000170 325.02 0.000000 0.000509 02 Jan 01 0728 0.000169 325.02 0.000000 0.000507 ... 02 Jan 01 0729 0.000168 325.02 0.000000 0.000504 .... 02 Jan 01 0730 0.000167 325.02 0.000000 0.000502 02 Jan 01 0731 0.000167 325.02 0.000000 0.000500 .,,,, 02 Jan 01 0732 0.000166 325.02 0.000000 0.000498 -02 Jan 01 0733 0.000165 325.02 0.000000 0.000496 02 Jan 01 0734 0.000165 325.02 0.000000 0.000494 -02 Jan 01 0735 0.000164 325.02 0.000000 0.000492 02 ·-Jan 01 0736 0.000163 325.02 0.000000 0.000490 02 Jan 01 0737 0.000163 325.02 0.000000 0.000488 .. 02 Jan 01 0738 0.000162 325.02 0.000000 0.000486 02 Jan 01 0739 0.000161 325.02 0.000000 0.000484 .,.. 02 Jan 01 0740 0.000161 325.02 0.000000 0.000482 -02 Jan 01 0741 0.000160 325.02 0.000000 0.000480 02 Jan 01 0742 0.000159 325.02 0.000000 0.000478 -02 Jan 01 0743 0.000159 325.02 0.000000 0.000476 -02 Jan 01 0744 0.000158 325.02 0.000000 0.000474 02 Jan 01 0745 0.000157 325.02 0.000000 0.000472 .. 02 Jan 01 0746 0.000157 325.02 0.000000 0.000470 • 02 Jan 01 0747 0.000156 325.02 0.000000 0.000468 02 Jan 01 0748 0.000155 325.02 0.000000 0.000466 • 02 Jan 01 0749 0.000155 325.02 0.000000 0.000464 .. 02 Jan 01 0750 0.000154 325.02 0.000000 0.000463 02 Jan 01 0751 0.000154 325.02 0.000000 0.000461 .. 02 Jan 01 0752 0.000153 325.02 0.000000 0.000459 ,,,,, 02 Jan 01 0753 0.000152 325.02 0.000000 0.000457 02 Jan 01 0754 0.000152 325.02 0.000000 0,000455 ._ 02 Jan 01 0755 0.000151 325.02 0.000000 0.000453 02 Jan 01 0756 0.000150 325.02 0.000000 0,000451 ... 02 Jan 01 0757 0.000150 325.01 0.000000 0,000449 .,. 02 Jan 01 0758 0.000149 325.01 0.000000 0.000447 02 Jan 01 0759 0.000149 325.01 0.000000 0,000446 ... 02 Jan 01 0800 0.000148 325.01 0.000000 0.000444 .. 02 Jan 01 0801 0.000147 325.01 0.000000 0.000442 02 Jan 01 0802 0.000147 325.01 0.000000 0.000440 .. 02 Jan 01 0803 0.000146 325.01 0.000000 0.000438 02 Jan 01 0804 0.000146 325.01 0.000000 0.000437 -02 Jan 01 0805 0.000145 325.01 0.000000 0.000435 .., 02 Jan 01 0806 0.000144 325.01 0.000000 0.000433 02 Jan 01 0807 0.000144 325.01 0.000000 0.000431 -l?age: 38 -.. Date Time Reservoir Reservoir Inflow Outflow ,.,. Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 0808 0.000143 325.01 0.000000 0.000429 -02 Jan 01 0809 0.000143 325.01 0.000000 0.000428 -02 Jan 01 0810 0.000142 325.01 0.000000 0.000426 02 Jan 01 0811 0.000141 325.01 0.000000 0.000424 .. 02 Jan 01 0812 0.000141 325.01 0.000000 0.000422 • 02 Jan 01 0813 0.000140 325.01 0.000000 0.000421 02 Jan 01 0814 0.000140 325.01 0.000000 0.000419 -02 Jan 01 0815 0.000139 325.01 0.000000 0.000417 -02 Jan 01 0816 0.000138 325.01 0.000000 0.000415 02 Jan 01 0817 0.000138 325.01 0.000000 0.000414 .. 02 Jan 01 0818 0.000137 325.01 0.000000 0.000412 -02 Jan 01 0819 0.000137 325.01 0.000000 0.000410 02 Jan 01 0820 0.000136 325.01 0.000000 0.000409 .. 02 Jan 01 0821 0.000136 325.01 0.000000 0.000407 02 Jan 01 0822 • 0.000135 325.01 0.000000 0.000405 02 Jan 01 0823 0.000135 325.01 0.000000 0.000404 """ 02 Jan 01 0824 0.000134 325.01 0.000000 0.000402 02 Jan 01 0825 0.000133 325.01 0.000000 0.000400 -02 Jan 01 0826 0.000133 325.01 0.000000 0.000399 -02 Jan 01 0827 0.000132 325.01 0.000000 0.000397 02 Jan 01 0828 0.000132 325.01 0.000000 0.000395 -02 Jan 01 0829 0.000131 325.01 0.000000 0.000394 02 Jan 01 0830 0.000131 325.01 0.000000 0.000392 ·- 02 Jan 01 0831 0.000130 325.01 0.000000 0.000390 c'!f41 02 Jan 01 0832 0.000130 325.01 0.000000 0.000389 02 Jan 01 0833 0.000129 325.01 0.000000 0.000387 .... 02 Jan 01 0834 0.000129 325.01 0.000000 0.000386 -02 Jan 01 0835 0.000128 325.01 0.000000 0.000384 02 Jan 01 0836 0.000127 325.01 0.000000 0.000382 02 Jan 01 0837 0.000127 325.01 0.000000 0.000381 02 Jan 01 0838 0.000126 325.01 0.000000 0.000379 02 Jan 01 0839 0.000126 325.01 0.000000 0.000378 02 Jan 01 0840 0.000125 325.01 0.000000 0.000376 ,,,. 02 Jan 01 0841 0.000125 325.01 0.000000 0.000375 02 Jan 01 0842 0.000124 325.01 0.000000 0.000373 02 Jan 01 0843 0.000124 325.0l 0.000000 0.000372 ,.,,, 02 Jan 01 0844 0.000123 325.01 0.000000 0.000370 02 Jan 01 0845 0.000123 325.0l 0.000000 0.000369 ·-02 Jan 01 0846 0.000122 325.01 0.000000 0.000367 02 Jan 01 0847 0.000122 325.01 0.000000 0.000365 "'1111 02 Jan 01 0848 0.000121 325.01 0.000000 0.000364 , ... 02 Jan 01 0849 0.000121 325.01 0.000000 0.000362 02 Jan 01 0850 0.000120 325.01 0.000000 0.000361 -02 Jan 01 0851 0.000120 325.01 0.000000 0.000359 ·-02 Jan 01 0852 0.000119 325.01 0.000000 0.000358 02 Jan 01 0853 0.000119 325.01 0.000000 0.000357 .. 02 01 0854 0.000118 325.01 0.000000 0.000355 Jan ·-02 Jan 01 0855 0.000118 325.01 0.000000 0.000354 02 Jan 01 0856 0.000117 325.01 0.000000 0.000352 '"" 02 Jan 01 0857 0.000117 325.01 0.000000 0.000351 02 Jan 01 0858 0.000116 325.01 0.000000 0.000349 ... Page: 39 - ·--·~-,----.--,~---~--· .. --, 4~ ... ,., Date Time Reservoir Reservoir Inflow Outflow "" Storage Elevation (cfs} (cfs} (ac-ft} (ft} -02 Jan 01 0859 0.000116 325.01 0.000000 0.000348 -02 Jan 01 0900 0.000115 325.01 0.000000 0.000346 -02 Jan 01 0901 0.000115 325.01 0.000000 0.000345 02 Jan 01 0902 0.000115 325.01 0.000000 0.000344 .... 02 Jan 01 0903 0.000114 325.01 0.000000 0.000342 • 02 Jan 01 0904 0.000114 325.01 0.000000 0.000341 02 Jan 01 0905 0.000113 325.01 0.000000 0.000339 .. 02 Jan 01 0906 0.000113 325.01 0.000000 0.000338 -02 Jan 01 0907 0.000112 325.01 0.000000 0.000336 02 Jan 01 0908 0.000112 325.01 0.000000 0.000335 ... 02 Jan 01 0909 0.000111 325.01 0.000000 0.000334 02 Jan 01 0910 0.000111 325.01 0.000000 0.000332 -02 Jan 01 0911 0.000110 325.01 0.000000 0.000331 -02 Jan 01 0912 0.000110 325.01 0.000000 0.000330 02 Jan 01 0913 0.000109 325.01 0.000000 0.000328 -02 Jan 01 0914 0.000109 325.01 0.000000 0.000327 -02 Jan 01 0915 0.000109 325.01 0.000000 0.000326 02 Jan 01 0916 0.000108 325.01 0.000000 0.000324 -02 Jan 01 0917 0.000108 325.01 0.000000 0.000323 -02 Jan 01 0918 0.000107 325.01 0.000000 0.000322 02 Jan 01 0919 0.000107 325.01 0.000000 0.000320 -02 Jan 01 0920 0.000106 325.01 0.000000 0.000319 02 Jan 01 0921 0.000106 325.01 0.000000 0.000318 '""' 02 Jan 01 0922 0.000105 325.01 0.000000 0.000316 -02 Jan 01 0923 0.000105 325.0l 0.000000 0.000315 02 Jan 01 0924 0.000105 325.01 0.000000 0.000314 -02 Jan 01 0925 0.000104 325.01 0.000000 0.000312 -02 Jan 01 0926 0.000104 325.01 0.000000 0.000311 02 Jan 01 0927 0.000103 325.01 0.000000 0.000310 02 Jan 01 0928 0.000103 325.01 0.000000 0.000309 02 Jan 01 0929 0.000102 325.01 0.000000 0.000307 02 Jan 01 0930 0.000102 325.01 0.000000 0.000306 02 Jan 01 0931 0.000102 325.01 0.000000 0.000305 _. 02 Jan 01 0932 0.000101 325.01 0.000000 0.000303 02 Jan 01 0933 0.000101 325.01 0.000000 0.000302 -02 Jan 01 0934 0.000100 325.01 0.000000 0.000301 -02 Jan 01 0935 0.000100 325.01 0.000000 0.000300 02 Jan 01 0936 0.000099 325.01 0.000000 0.000298 -02 Jan 01 0937 0.000099 325.01 0.000000 0.000297 02 Jan 01 0938 0.000099 325.01 0.000000 0.000296 .. 02 Jan 01 0939 0.000098 325.01 0.000000 0.000295 ... 02 Jan 01 0940 0.000098 325.01 0.000000 0.000294 02 Jan 01 0941 0.000097 325.01 0.000000 0. 000292 -02 Jan 01 0942 0.000097 325.01 0.000000 0.000291 ""' 02 Jan 01 0943 0.000097 325.01 0.000000 0.000290 02 Jan 01 0944 0.000096 325.01 0.000000 0.000289 --02 Jan 01 0945 0.000096 325.01 0.000000 0.000288 -02 Jan 01 0946 0.000095 325.01 0.000000 0.000286 02 Jan 01 0947 0.000095 325.01 0.000000 0.000285 -02 Jan 01 0948 0.000095 325.01 0.000000 0.000284 02 Jan 01 0949 0.000094 325.01 0.000000 0.000283 .. Page: 40 --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) ,,. 02 Jan 01 0950 0.000094 325.01 0.000000 0.000282 ,_ 02 Jan 01 0951 0.000094 325.01 0.000000 0.000281 -02 Jan 01 0952 0.000093 325.01 0.000000 0.000279 02 Jan 01 0953 0.000093 325.01 0.000000 0.000278 .. 02 Jan 01 0954 0.000092 325.01 0.000000 0.000277 • 02 Jan 01 0955 0.000092 325.01 0.000000 0.000276 02 Jan 01 0956 0.000092 325.01 0.000000 0.000275 ... 02 Jan 01 0957 0.000091 325.01 0.000000 0.000274 .. 02 Jan 01 0958 0.000091 325.01 0.000000 0.000273 02 Jan 01 0959 0.000090 325.01 0.000000 0.000271 ... 02 Jan 01 1000 0.000090 325.01 0.000000 0.000270 02 Jan 01 1001 0.000090 325.01 0.000000 0.000269 -02 Jan 01 1002 0.000089 325.01 0.000000 0.000268 -02 Jan 01 1003 0.000089 325.01 0.000000 0.000267 02 Jan 01 1004 0.000089 325.01 0.000000 0.000266 -02 Jan 01 1005 0.000088 325.01 0.000000 0.000265 -02 Jan 01 1006 0.000088 325.01 0.000000 0.000264 02 Jan 01 1007 0.000088 325.01 0.000000 0.000263 -02 Jan 01 1008 0.000087 325.01 0.000000 0.000262 -02 Jan 01 1009 0.000087 325.01 0.000000 0.000260 02 Jan 01 1010 0.000086 325.01 0.000000 0.000259 -02 Jan 01 1011 0.000086 325.01 0.000000 0.000258 02 Jan 01 1012 0.000086 325.01 0.000000 0.000257 , ... 02 Jan 01 1013 0.000085 325.01 0.000000 0.000256 ,_ 02 Jan 01 1014 0.000085 325. 01 0.000000 0.000255 02 Jan 01 1015 0.000085 325. 01 0.000000 0.000254 ,.., 02 Jan 01 1016 0.000084 325.01 0.000000 0.000253 .... 02 Jan 01 1017 0.000084 325.01 0.000000 0.000252 02 Jan 01 1018 0.000084 325.01 0.000000 0.000251 '~ 02 Jan 01 1019 0.000083 325,01 0.000000 0.000250 ... 02 Jan 01 1020 0.000083 325.01 0.000000 0.000249 02 Jan 01 1021 0.000083 325.01 0.000000 0.000248 ~~ 02 Jan 01 1022 0.000082 325.01 0.000000 0.000247 -02 Jan 01 1023 0.000082 325.01 0.000000 0.000246 02 Jan 01 1024 0.000082 325.01 0.000000 0.000245 "" 02 Jan 01 1025 0.000081 325.01 0.000000 0.000244 -02 Jan 01 1026 0.000081 325.01 0.000000 0.000243 02 Jan 01 1027 0.000081 325.01 0.000000 0.000242 ... 02 Jan 01 1028 0.000080 325.01 0.000000 0.000241 02 Jan 01 1029 0.000080 325.01 0.000000 0.000240 .... 02 Jan 01 1030 0.000080 325.01 0.000000 0.000239 .... 02 Jan 01 1031 0.000079 325.01 0.000000 0.000238 02 Jan 01 1032 0.000079 325.01 0.000000 0.000237 ... 02 Jan 01 1033 0.000079 325.01 0.000000 0.000236 ,... 02 Jan 01 1034 0.000078 325.01 0.000000 0.000235 02 Jan 01 1035 0.000078 325.01 0.000000 0.000234 -02 Jan 01 1036 0.000078 325.01 0.000000 0.000233 .. 02 Jan 01 1037 0.000077 325.01 0.000000 0.000232 02 Jan 01 1038 0.000077 325.01 0.000000 0.000231 ,... 02 Jan 01 1039 0.000077 325.01 0.000000 0.000230 02 Jan 01 1040 0.000076 325.01 0.000000 0.000229 ''"lit Page: 41 --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 1041 0.000076 325.01 0.000000 0.000228 , ... 02 Jan 01 1042 0.000076 325.01 0.000000 0.000227 ,,,. 02 Jan 01 1043 0.000075 325.01 0.000000 0.000226 02 Jan 01 1044 0.000075 325.01 0.000000 0.000225 -02 Jan 01 1045 0.000075 325.01 0.000000 0.000224 -02 Jan 01 1046 0.000075 325.01 0.000000 0.000224 02 Jan 01 1047 0.000074 325.01 0.000000 0.000223 -02 Jan 01 1048 0.000074 325.01 0.000000 0.000222 ., 02 Jan 01 1049 0.000074 325.01 0.000000 0.000221 02 Jan 01 1050 0.000073 325.01 0.000000 0.000220 ... 02 Jan 01 1051 0.000073 325.01 0.000000 0.000219 -02 Jan 01 1052 0.000073 325.01 0.000000 0.000218 02 Jan 01 1053 0.000072 325.01 0.000000 0.000217 -02 Jan 01 1054 0.000072 325.01 0.000000 0.000216 02 Jan 01 1055 0.000072 325.01 0.000000 0.000215 -02 Jan 01 1056 0.000071 325.01 0.000000 0.000214 -02 Jan 01 1057 0.000071 325.01 0.000000 0.000214 02 Jan 01 1058 0.000071 325.01 0.000000 0.000213 -02 Jan 01 1059 0.000071 325.01 0.000000 0.000212 ... 02 Jan 01 1100 0.000070 325.01 0.000000 0.000211 02 Jan 01 1101 0.000070 325.01 0.000000 0.000210 -02 Jan 01 1102 0.000070 325.01 0.000000 0.000209 .... 02 Jan 01 1103 0.000069 325.01 0.000000 0.000208 02 Jan 01 1104 0.000069 325.01 0.000000 0.000207 -02 Jan 01 1105 0.000069 325.01 0.000000 0.000207 02 Jan 01 1106 0.000069 325.01 0.000000 0.000206 -02 Jan 01 1107 0.000068 325.01 0.000000 0.000205 -02 Jan 01 1108 0.000068 325.01 0.000000 0.000204 02 Jan 01 1109 0.000068 325.01 0.000000 0.000203 -02 Jan 01 1110 0.000067 325.01 0.000000 0.000202 • 02 Jan 01 1111 0.000067 325.01 0.000000 0.000202 02 Jan 01 1112 0.000067 325.01 0.000000 0.000201 ... 02 Jan 01 1113 0.000067 325.01 0.000000 0.000200 -02 Jan 01 1114 0.000066 325.01 0.000000 0.000199 02 Jan 01 1115 0.000066 325.01 0.000000 0.000198 -02 Jan 01 1116 0.000066 325.01 0.000000 0.000197 -02 Jan 01 1117 0.000066 325.01 0.000000 0.000197 02 Jan 01 1118 0.000065 325.01 0.000000 0.000196 -02 Jan 01 1119 0.000065 325.01 0.000000 0.000195 -02 Jan 01 1120 0.000065 325.01 0.000000 0.000194 02 Jan 01 1121 0.000064 325.01 0.000000 0.000193 -02 Jan 01 1122 0.000064 325.01 0.000000 0.000193 02 Jan 01 1123 0.000064 325.01 0.000000 0.000192 -02 Jan 01 1124 0.000064 325.01 0.000000 0.000191 -02 Jan 01 1125 0.000063 325.01 0.000000 0.000190 02 Jan 01 1126 0.000063 325.01 0.000000 0.000189 .. 02 Jan 01 1127 0.000063 325.01 0.000000 0.000189 -02 Jan 01 1128 0.000063 325.01 0.000000 0.000188 02 Jan 01 1129 0.000062 325.01 0.000000 0.000187 -02 Jan 01 1130 0.000062 325.01 0.000000 0.000186 02 Jan 01 1131 0.000062 325.01 0.000000 0.000186 -Page: 42 ..... --Date Time Reservoir Reservoir Inflow Outflow -storage El.evation {cfs) (cfs) (ac-ft) {ft) -02 Jan 01 1132 0.000062 325.01 0.000000 0.000185 -02 Jan Ol. 1133 0. 000061 325.01 0.000000 0.000184 -02 Jan 01 1134 0.000061 325.01 0.000000 0.000183 02 Jan 01 1135 0.000061 325.01 0.000000 0.000183 ·-02 Jan 01 1136 0.000061 325.01 0.000000 0.000182 .. 02 Jan 01 1137 0.000060 325.01 0.000000 0.000181 02 Jan 01 1138 0.000060 325.01 0.000000 0.000180 -02 Jan 01 1139 0.000060 325.01 0.000000 0.000180 -02 Jan 01 1140 0.000060 325.01 0.000000 0.000179 02 Jan 01 1141 0.000059 325.01 0.000000 0.000178 .. 02 Jan 01 1142 0.000059 325.01 0.000000 0.000177 -02 Jan 01 1143 0.000059 325.01 0.000000 0.000177 02 Jan 01 1144 0.000059 325.01 0.000000 0.000176 ... 02 Jan 01 1145 0.000058 325.01 0.000000 0.000175 02 Jan 01 1146 -0.000058 325.01 0.000000 0.000174 02 Jan 01 1147 0.000058 325.01 0.000000 0.000174 ... 02 Jan 01 1148 0.000058 325.01 0.000000 0.000173 02 Jan 01 1149 0.000057 325.01 0.000000 0.000172 -02 Jan 01 1150 0.000057 325.01 0.000000 0.000172 -02 Jan 01 1151 0.000057 325.01 0.000000 0.000171 02 Jan 01 1152 0.000057 325.01 0.000000 0.000170 -02 Jan 01 1153 0.000056 325.01 0.000000 0.000169 02 Jan ""' 01 1154 0.000056 325.01 0.000000 0.000169 02 Jan 01 1155 0.000056 325.01 0.000000 0.000168 -02 Jan 01 1156 0.000056 325.01 0.000000 0.000167 02 Jan 01 1157 0.000056 325.01 0.000000 0.000167 -02 Jan 01 1158 0.000055 325.01 0.000000 0.000166 -02 Jan 01 1159 0.000055 325.01 0.000000 0.000165 02 Jan 01 1200 0.000055 325.01 0.000000 0.000165 02 Jan 01 1201 0.000055 325.01 0.000000 0.000164 ..... 02 Jan 01 1202 0.000054 325.01 0.000000 0.000163 02 Jan 01 1203 0.000054 325.01 0.000000 0.000163 02 Jan Ol. 1204 0.000054 325.01 0.000000 0.000162 -02 Jan 01 1205 0.000054 325.01 0.000000 0.000161 02 Jan 01 1206 0.000054 325.01 0.000000 0.000161 ,,.. 02 Jan 01 1207 0.000053 325.01 0.000000 0.000160 -02 Jan 01 1208 0.000053 325.01 0.000000 0.000159 02 Jan 01 1209 0.000053 325.01 0.000000 0.000159 """' 02 Jan 01 1210 0.000053 325.01 0.000000 0.000158 02 Jan 01 1211 0.000052 325.01 0.000000 0.000157 .. 02 Jan 01 1212 0.000052 325.01 0.000000 0.000157 ,. 02 Jan 01 1213 0.000052 325.01 0.000000 0.000156 02 Jan 01 1214 0.000052 325.01 0.000000 0.000155 .. 02 Jan 01 1215 0.000052 325.01 0.000000 0.000155 ·-02 Jan 01 1216 0.000051 325.01 0.000000 0.000154 02 Jan 01 1217 0.000051 325.01 0.000000 0.000153 .. 02 Jan 01 1218 0.000051 325.01 0.000000 0.000153 .. 02 Jan 01 1219 0.000051 325.01 0.000000 0.000152 02 Jan 01 1220 0.000051 325.01 0.000000 0.000152 -02 Jan 01 1221 0.000050 325.01 0.000000 0.000151 02 Jan 01 1222 0.000050 325.01 0.000000 0.000150 -Page: 43 --Date Time Reservoir Reservoir Inflow Outflow .... Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 1223 0.000050 325.00 0.000000 0.000150 -02 Jan 01 1224 0.000050 325.00 0.000000 0.000149 .. 02 Jan 01 1225 0.000049 325.00 0.000000 0.000148 02 Jan 01 1226 0.000049 325.00 0.000000 0.000148 -02 Jan 01 1227 0.000049 325.00 0.000000 0.000147 -02 Jan 01 1228 0.000049 325.00 0.000000 0.000147 02 Jan 01 1229 0.000049 325.00 0.000000 0.000146 -02 Jan 01 1230 0.000048 325.00 0.000000 0.000145 .. 02 Jan 01 1231 0.000048 325.00 0.000000 0.000145 02 Jan 01 1232 0.000048 325.00 0.000000 0.000144 -02 Jan 01 1233 0.000048 325.00 0.000000 0.000144 02 Jan 01 1234. 0.000048 325.00 0.000000 0.00014.3 -02 Jan 01 1235 0.000047 325.00 0.000000 0.000142 -02 Jan 01 1236 0.000047 325.00 0.000000 0.000142 02 Jan 01 1237 0.000047 325.00 0.000000 0.000141 -02 Jan 01 1238 0.000047 325.00 0.000000 0.000141 ""' 02 Jan 01 1239 0.000047 325.00 0.000000 0.000140 02 Jan 01 1240 0.000047 325.00 0.000000 0.000140 -02 Jan 01 1241 0.000046 325.00 0.000000 0.000139 .... 02 Jan 01 1242 0.000046 325.00 0.000000 0.000138 02 Jan 01 1243 0.000046 325.00 0.000000 0.000138 -02 Jan 01 1244 0.000046 325.00 0.000000 0.000137 02 Jan 01 1245 0.000046 325.00 0.000000 0.000137 .... 02 Jan 01 1246 0.000045 325.00 0.000000 0.000136 -02 Jan 01 1247 0.000045 325.00 0.000000 0.000136 02 Jan 01 1248 0.000045 325.00 0.000000 0.000135 -02 Jan 01 1249 0.000045 325.00 0.000000 0.000134 -02 Jan 01 1250 0.000045 325.00 0.000000 0.000134 02 Jan 01 1251 0.000044 325.00 0.000000 0.000133 ... 02 Jan 01 1252 0.000044 325.00 0.000000 0.000133 .. 02 Jan 01 1253 0.000044 325.00 0.000000 0.000132 02 Jan 01 1254 0.000044 325.00 0.000000 0.000132 ... 02 Jan 01 1255 0.000044 325.00 0.000000 0.000131 • 02 Jan 01 1256 0.000044 325.00 0.000000 0.000131 02 Jan 01 1257 0.000043 325.00 0.000000 0.000130 -02 Jan 01 1258 0.000043 325.00 0.000000 0.000130 -02 Jan 01 1259 0.000043 325.00 0.000000 0.000129 02 Jan 01 1300 0.000043 325.00 0.000000 0.000128 -02 Jan 01 1301 0.000043 325.00 0.000000 0.000128 02 Jan .. 01 1302 0.000042 325.00 0.000000 0.000127 02 Jan 01 1303 0.000042 325.00 0.000000 0.000127 ... 02 Jan 01 1304 0.000042 325.00 0.000000 0.000126 02 Jan 01 1305 0.000042 325.00 0.000000 0.000126 .. 02 Jan 01 1306 0.000042 325. 00 0.000000 0.000125 -02 Jan 01 1307 0.000042 325.00 0.000000 0.000125 02 Jan 01 1308 0.000041 325.00 0.000000 0.000124 111111 02 01 1309 0.000041 325.00 0.000000 0.000124 Jan -02 Jan 01 1310 0.000041 325.00 0.000000 0.000123 02 Jan 01 1311 0.000041 325.00 0.000000 0.000123 -02 Jan 01 1312 0.000041 325.00 0.000000 0.000122 02 Jan 01 1313 0.000041 325.00 0.000000 0.000122 .... Page: 44 - ~ -------~----...__.._,,__,__, ____ , .... .. Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 1314 0.000040 325.00 0.000000 0.000121 -02 Jan 01 1315 0.000040 325.00 0.000000 0.000121 .. 02 Jan 01 1316 0.000040 325.00 0.000000 0.000120 02 Jan 01 1317 0.000040 325.00 0.000000 0.000120 -02 Jan 01 1318 0.000040 325.00 0.000000 0.000119 -02 Jan 01 1319 0.000040 325.00 0.000000 0. 000119 02 Jan 01 1320 0.000039 325.00 0.000000 0. 000118 ... 02 Jan 01 1321 0.000039 325.00 0.000000 0.000118 -02 Jan 01 1322 0.000039 325.00 0.000000 0.000117 02 Jan 01 1323 0.000039 325.00 0.000000 0.000117 1111 02 Jan 01 1324 0.000039 325.00 0.000000 0. 000116 • 02 Jan 01 1325 0.000039 325.00 0.000000 0.000116 02 Jan 01 1326 0.000038 325. 00 0.000000 0.000115 ... 02 Jan 01 1327 0.000038 325.00 0.000000 0.000115 02 Jan 01 1328 0.000038 325.00 0.000000 0. 000114 -02 Jan 01 1329 0.000038 325.00 0.000000 0.000114 ... 02 Jan 01 1330 0.000038 325.00 0.000000 0.000113 02 Jan 01 1331 0.000038 325.00 0.000000 0. 000113 -02 Jan 01 1332 0.000038 325.00 0.000000 0.000113 -02 Jan 01 1333 0.000037 325.00 0.000000 0.000112 02 Jan 01 1334 0.000037 325.00 0.000000 0. 000112 -02 Jan 01 1335 0.000037 325.00 0.000000 0. 000111 02 Jan 01 1336 0.000037 325.00 0.000000 0.000111 ,_ 02 Jan 01 1337 0.000037 325.00 0.000000 0 .000110 -02 Jan 01 1338 0.000037 325.00 0.000000 0.000110 02 Jan 01 1339 0.000036 325.00 0.000000 0.000109 ,_ 02 Jan 01 1340 0.000036 325.00 0.000000 0.000109 -02 Jan 01 1341 0.000036 325.00 0.000000 0.000108 02 Jan 01 1342 0.000036 325.00 0.000000 0.000108 -02 Jan 01 1343 0.000036 325.00 0.000000 0.000108 -02 Jan 01 1344 0.000036 325.00 0.000000 0.000107 02 Jan 01 1345 0.000036 325.00 0.000000 0.000107 -02 Jan 01 1346 0.000035 325.00 0.000000 0.000106 -02 Jan 01 1347 0.000035 325.00 0.000000 0.000106 02 Jan 01 1348 0.000035 325.00 0.000000 0.000105 02 Jan 01 1349 0.000035 325.00 0.000000 0.000105 -02 Jan 01 1350 0.000035 325.00 0.000000 0.000104 02 Jan 01 1351 0.000035 325.00 0.000000 0.000104 , ... 02 Jan 01 1352 0.000035 325.00 0.000000 0.000104 02 Jan 01 1353 0.000034 325.00 0.000000 0.000103 -02 Jan 01 1354 0.000034 325.00 0.000000 0.000103 -02 Jan 01 1355 0.000034 325.00 0.000000 0.000102 02 Jan 01 1356 0.000034 325.00 0.000000 0.000102 -02 Jan 01 1357 0.000034 325.00 0.000000 0.000102 -02 Jan 01 1358 0.000034 325.00 0.000000 0.000101 02 Jan 01 1359 0.000034 325.00 0.000000 0.000101 -02 01 1400 0.000033 325.00 0.000000 0.000100 Jan '""' 02 Jan 01 1401 0.000033 325.00 0.000000 0.000100 02 Jan 01 1402 0.000033 325.00 0.000000 0.000099 -02 Jan 01 1403 0.000033 325.00 0.000000 0.000099 02 Jan 01 1404 0.000033 325.00 0.000000 0.000099 -Page: 45 ""Ill -Date Time Reservoir Reservoir Inflow Outflow ,_ Stox-age Elevation (cfs) (ofs) (ao-ft) (ft) -02 Jan 01 1405 0.000033 325.00 0.000000 0.000098 -02 Jan 01 1406 0.000033 325.00 0.000000 0.000098 -02 Jan 01 1407 0.000032 325.00 0.000000 0.000097 02 Jan 01 1408 0.000032 325.00 0.000000 0.000097 ,. 02 Jan 01 1409 0.000032 325.00 0.000000 0.000097 • 02 Jan 01 1410 0.000032 325.00 0.000000 0.000096 02 Jan 01 1411 0.000032 325.00 0.000000 0.000096 • 02 Jan 01 1412 0.000032 325.00 0.000000 0.000095 -02 Jan 01 1413 0.000032 325.00 0.000000 0.000095 02 Jan 01 1414 0.000032 325.00 0.000000 0.000095 ... 02 Jan 01 1415 0.000031 325.00 0.000000 0.000094 02 -Jan 01 1416 0.000031 325.00 0.000000 0.000094 02 Jan 01 1417 0.000031 325.00 0.000000 0.000093 -02 Jan 01 1418 0.000031 325.00 0.000000 0.000093 02 Jan 01 1419 0.000031 325.00 0.000000 0.000093 -02 Jan 01 1420 0.000031 325.00 0.000000 0.000092 -02 Jan 01 1421 0.000031 325.00 0.000000 0.000092 02 Jan 01 1422 0.000031 325.00 0.000000 0.000092 -02 Jan 01 1423 0.000030 325.00 0.000000 0.000091 -02 Jan 01 1424 0.000030 325.00 0.000000 0.000091 02 Jan 01 1425 0.000030 325.00 0.000000 0.000090 -02 Jan 01 1426 0.000030 325.00 0.000000 0.000090 02 Jan -01 1427 0.000030 325.00 0.000000 0.000090 02 Jan 01 1428 0.000030 325.00 0.000000 0.000089 -02 Jan 01 1429 0.000030 325.00 0.000000 0.000089 02 Jan 01 1430 0.000030 325.00 0.000000 0.000089 -02 Jan 01 1431 0.000029 325.00 0.000000 0.000088 -02 Jan 01 1432 0.000029 325.00 0.000000 0.000088 02 Jan 01 1433 0.000029 325.00 0.000000 0.000087 -· 02 Jan 01 1434 0.000029 325.00 0.000000 0.000087 02 Jan 01 1435 0.000029 325.00 0.000000 0.000087 02 Jan 01 1436 0.000029 325.00 0.000000 0.000086 ,_ 02 Jan 01 1437 0.000029 325.00 0.000000 0.000086 -02 Jan 01 1438 0.000029 325.00 0.000000 0.000086 02 Jan 01 1439 0.000028 325.00 0.000000 0.000085 02 Jan 01 1440 0.000028 325.00 0.000000 0.000085 -02 Jan 01 1441 0.000028 325.00 0.000000 0.000085 02 Jan 01 1442 0.000028 325.00 0.000000 0.000084 .. 02 Jan 01 1443 0.000028 325.00 0.000000 0.000084 -02 Jan 01 1444 0.000028 325.00 0.000000 0.000084 02 Jan 01 1445 0.000028 325.00 0.000000 0.000083 .. 02 Jan 01 1446 0.000028 325.00 0.000000 0.000083 02 Jan 01 1447 0.000028 325.00 0.000000 0.000083 -02 Jan 01 1448 0.000027 325.00 0.000000 0.000082 -02 Jan 01 1449 0.000027 325.00 0.000000 0.000082 02 Jan 01 1450 0.000027 325.00 0.000000 0.000082 -02 01 1451 0.000027 325.00 0.000000 0.000081 Jan -02 Jan 01 1452 0.000027 325.00 0.000000 0.000081 02 Jan 01 1453 0.000027 325.00 0.000000 0,000081 .. 02 Jan 01 1454 0.000027 325.00 0.000000 0.000080 02 Jan 01 1455 0.000027 325.00 0.000000 0.000080 -Page: 46 -.. Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 02 Jan 01 1456 0.000027 325.00 0.000000 0.000080 -02 Jan 01 1457 0.000026 325.00 0.000000 0.000079 -02 Jan 01 1458 0.000026 325.00 0.000000 0.000079 02 Jan 01 1459 0.000026 325.00 0.000000 0.000079 -02 Jan 01 1500 0.000026 325.00 0.000000 0.000078 -02 Jan 01 1501 0.000026 325. 00 0.000000 0.000078 02 Jan 01 1502 0.000026 325.00 0.000000 0.000078 -02 Jan 01 1503 0.000026 325.00 0.000000 0.000077 -02 Jan 01 1504 0.000026 325.00 0.000000 0.000077 02 Jan 01 1505 0.000026 325.00 0.000000 0.000077 -02 Jan 01 1506 0.000025 325.00 0.000000 0.000076 02 Jan -01 1507 0.000025 325.00 0.000000 0.000076 02 Jan 01 1508 0.000025 325.00 0.000000 0.000076 -02 Jan 01 1509 0.000025 325.00 0.000000 0.000075 02 Jan 01 1510 0.000025 325.00 0.000000 0.000075 -02 Jan 01 1511 0.000025 325. 00 0.000000 0.000075 -02 Jan 01 1512 0.000025 325.00 0.000000 0.000074 02 Jan 01 1513 0.000025 325.00 0.000000 0.000074 -02 Jan 01 1514 0.000025 325.00 0.000000 0.000074 .... 02 Jan 01 1515 0.000025 325.00 0.000000 0.000074 02 Jan 01 1516 0.000024 325.00 0.000000 0.000073 .. 02 Jan 01 1517 0.000024 325.00 0.000000 0.000073 02 Jan 01 1518 0.000024 325.00 0.000000 0.000073 ... 02 Jan 01 1519 0.000024 325.00 0.000000 0.000072 -02 Jan 01 1520 0.000024 325.00 0.000000 0.000072 02 Jan 01 1521 0.000024 325.00 0.000000 0.000072 -02 Jan 01 1522 0.000024 325.00 0.000000 o. 000071 -02 Jan 01 1523 0.000024 325.00 0.000000 0.000071 02 Jan 01 1524 0.000024 325.00 0.000000 0.000071 .. 02 01 1525 0.000024 325.00 0.000000 0.000071 Jan -02 Jan 01 1526 0.000023 325.00 0.000000 0.000070 02 Jan 01 1527 0.000023 325.00 0.000000 0.000070 -02 Jan 01 1528 0.000023 325.00 0.000000 0.000070 -02 Jan 01 1529 0.000023 325.00 0.000000 0.000069 02 Jan 01 1530 0.000023 325.00 0.000000 0.000069 .. 02 Jan 01 1531 0.000023 325.00 0.000000 0.000069 • 02 Jan 01 1532 0.000023 325.00 0.000000 0.000069 02 Jan 01 1533 0.000023 325.00 0.000000 0.000068 ""' 02 Jan 01 1534 0.000023 325.00 0.000000 0.000068 -02 Jan 01 1535 0.000023 325.00 0.000000 0.000068 02 Jan 01 1536 0.000022 325.00 0.000000 0,000067 ""I 02 Jan 01 1537 0.000022 325.00 0.000000 0.000067 02 Jan 01 1538 0.000022 325.00 0.000000 0.000067 -02 Jan 01 1539 0.000022 325.00 0.000000 0.000067 -02 Jan 01 1540 0.000022 325.00 0.000000 0.000066 02 Jan 01 1541 0.000022 325.00 0.000000 0.000066 -02 Jan 01 1542 0.000022 325.00 0.000000 0.000066 -02 Jan 01 1543 0.000022 325.00 0.000000 0.000066 02 Jan 01 1544 0.000022 325. 00 0.000000 0.000065 -02 Jan 01 1545 0.000022 325.00 0.000000 0.000065 02 Jan 01 1546 0.000022 325.00 0.000000 0.000065 .. Page: 47 - .,...,.,.._~--~- --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 1547 0.000021 325.00 0.000000 0.000064 -02 Jan 01 1548 0.000021 325.00 0.000000 0.000064 -02 Jan 01 1549 0.000021 325.00 0.000000 0.000064 02 Jan 01 1550 0.000021 325.00 0.000000 0.000064 -02 Jan 01 1551 0.000021 325.00 0.000000 0.000063 .. 02 Jan 01 1552 0.000021 325.00 0.000000 0.000063 02 Jan 01 1553 0.000021 325.00 0.000000 0.000063 -02 Jan 01 1554 0.000021 325.00 0.000000 0.000063 -02 Jan 01 1555 0.000021 325.00 0.000000 0.000062 02 Jan 01 1556 0.000021 325.00 0.000000 0.000062 -02 Jan 01 1557 0.000021 325.00 0.000000 0.000062 -02 Jan 01 1558 0.000021 325.00 0.000000 0.000062 02 Jan 01 1559 0.000020 325.00 0.000000 0.000061 .... 02 Jan 01 1600 0.000020 325.00 0.000000 0.000061 02 Jan 01 1601 0.000020 325.00 0.000000 0.000061 .. 02 Jan 01 1602 0.000020 325.00 0.000000 0.000061 """' 02 Jan 01 1603 0.000020 325.00 0.000000 0.000060 02 Jan 01 1604 0.000020 325.00 0.000000 0.000060 -02 Jan 01 1605 0.000020 325.00 0.000000 0.000060 -02 Jan 01 1606 0.000020 325.00 0.000000 0.000060 02 Jan 01 1607 0.000020 325.00 0.000000 0.000059 -02 Jan 01 1608 0.000020 325.00 0.000000 0.000059 02 Jan 01 1609 0.000020 325.00 0.000000 0.000059 02 Jan 01 1610 0.000020 325. 00 0.000000 0.000059 -02 Jan 01 1611 0.000019 325.00 0.000000 0.000058 02 Jan 01 1612 0.000019 325.00 0.000000 0,000058 02 Jan 01 1613 0.000019 325.00 0.000000 0.000058 -02 Jan 01 1614 0.000019 325.00 0.000000 0.000058 02 Jan 01 1615 0.000019 325.00 0.000000 0.000057 02 Jan 01 1616 0.000019 325.00 0.000000 0.000057 -02 Jan 01 1617 0.000019 325.00 0.000000 0.000057 02 Jan 01 1618 0.000019 325.00 0.000000 0.000057 02 Jan 01 1619 0.000019 325.00 0.000000 0.000056 .... 02 Jan 01 1620 0.000019 325,00 0.000000 0.000056 02 Jan 01 1621 0.000019 325.00 0.000000 0.000056 02 Jan 01 1622 0.000019 325.00 0.000000 0.000056 -02 Jan 01 1623 0.000019 325.00 0.000000 0.000056 02 Jan 01 1624 0.000018 325.00 0.000000 0.000055 .. 02 Jan 01 1625 0.000018 325.00 0.000000 0.000055 -02 Jan 01 1626 0.000018 325.00 0.000000 0.000055 02 Jan 01 1627 0.000018 325.00 0.000000 0.000055 """' 02 Jan 01 1628 0.000018 325.00 0.000000 0.000054 02 Jan 01 1629 0.000018 325.00 0.000000 0.000054 -02 Jan 01 1630 0.000018 325.00 0.000000 0.000054 '"" 02 Jan 01 1631 0.000018 325.00 0.000000 0.000054 02 Jan 01 1632 0.000018 325.00 0.000000 0.000054 -02 Jan 01 1633 0.000018 325.00 0.000000 0.000053 .. 02 Jan 01 1634 0.000018 325.00 0.000000 0.000053 02 Jan 01 1635 0.000018 325.00 0.000000 0.000053 -02 Jan 01 1636 0.000018 325.00 0.000000 0.000053 02 Jan 01 1637 0.000017 325.00 0.000000 0.000052 ... Page: 48 - -----"---. ..,,,_,___ ---·--·- --Date Time Reservoir Reservoir Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 1638 0.000017 325.00 0.000000 0.000052 ·-02 Jan 01 1639 0.000017 325.00 0.000000 0.000052 .. 02 Jan 01 1640 0.000017 325.00 0.000000 0.000052 02 Jan 01 1641 0.000017 325.00 0.000000 0.000052 ... 02 Jan 01 1642 0.000017 325.00 0.000000 0.000051 • 02 Jan 01 1643 0.000017 325.00 0.000000 0.000051 02 Jan 01 1644 0.000017 325.00 0.000000 0.000051 • 02 Jan 01 1645 0.000017 325.00 0.000000 0.000051 • 02 Jan 01 1646 0.000017 325.00 0.000000 0.000050 02 Jan 01 1647 0.000017 325.00 0.000000 0.000050 • 02 Jan 01 1648 0.000017 325.00 0.000000 0.000050 -02 Jan 01 1649 0.000017 325.00 0.000000 0.000050 02 Jan 01 1650 0.000017 325.00 0.000000 0.000050 ... 02 Jan 01 1651 0.000016 325.00 0.000000 0.000049 02 Jan 01 1652 0.000016 325.00 0.000000 0.000049 -02 Jan 01 1653 0.000016 325.00 0.000000 0.000049 -02 Jan 01 1654 0.000016 325.00 0.000000 0.000049 02 Jan 01 1655 0.000016 325.00 0.000000 0.000049 -02 Jan 01 1656 0.000016 325.00 0.000000 0.000048 -02 Jan 01 1657 0.000016 325.00 0.000000 0.000048 02 Jan 01 1658 0.000016 325.00 0.000000 0.000048 .. 02 Jan 01 1659 0.000016 325.00 0.000000 0.000048 02 Jan 01 1700 0.000016 325.00 0.000000 0.000048 .,_ 02 Jan 01 1701 0.000016 325.00 0.000000 0.000047 -02 Jan 01 1702 0.000016 325.00 0.000000 0.000047 02 Jan 01 1703 0.000016 325.00 0.000000 0.000047 -02 Jan 01 1704 0.000016 325.00 0.000000 0.000047 -02 Jan 01 1705 0.000016 325.00 0.000000 0.000047 02 Jan 01 1706 0.000015 325.00 0.000000 0.000046 9111 02 Jan 01 1707 0.000015 325.00 0.000000 0.000046 .. 02 Jan 01 1708 0.000015 325.00 0.000000 0.000046 02 Jan 01 1709 0.000015 325.00 0.000000 0.000046 .. 02 Jan 01 1710 0.000015 325.00 0.000000 0.000046 .. 02 Jan 01 1711 0.000015 325.00 0.000000 0.000046 02 Jan 01 1712 0.000015 325.00 0.000000 0.000045 -02 Jan 01 1713 0.000015 325.00 0.000000 0.000045 • 02 Jan 01 1714 0.000015 325.00 0.000000 0.000045 02 Jan 01 1715 0.000015 325.00 0.000000 0.000045 -02 Jan 01 1716 0.000015 325.00 0.000000 0.000045 -02 Jan 01 1717 0.000015 325.00 0.000000 0.000044 02 Jan 01 1718 0.000015 325.00 0.000000 0.000044 -02 Jan 01 1719 0.000015 325.00 0.000000 0.000044 02 Jan 01 1720 0.000015 325.00 0.000000 0.000044 -02 Jan 01 1721 0.000015 325.00 0.000000 0.000044 -02 Jan 01 1722 0.000015 325.00 0.000000 0.000044 02 Jan 01 1723 0.000014 325.00 0.000000 0.000043 -02 Jan 01 1724 0.000014 325.00 0.000000 0.000043 -02 Jan 01 1725 0.000014 325.00 0.000000 0.000043 02 Jan 01 1726 0.000014 325.00 0.000000 0.000043 -02 Jan 01 1727 0.000014 325.00 0.000000 0.000043 02 Jan 01 1728 0.000014 325.00 0.000000 0.000042 -Page: 49 - • ""'"'"·-··•="""·~-· - 1111111 Date Time Reservoir Reservoir Inflow outflow ... Storage Elevation (cfs) (cfs) (ac-ft) (ft) ., 02 Jan 01 1729 0.000014 325.00 0.000000 0.000042 -02 Jan 01 1730 0.000014 325.00 0.000000 0.000042 ·-02 Jan 01 1731 0.000014 325.00 0.000000 0.000042 02 Jan 01 1732 0.000014 325.00 0.000000 0.000042 -02 Jan 01 1733 0.000014 325.00 0.000000 0.000042 .. 02 Jan 01 1734 0.000014 325.00 0.000000 0.000041 02 Jan 01 1735 0.000014 325.00 0.000000 0.000041 -02 Jan 01 1736 0.000014 325.00 0.000000 0.000041 -02 Jan 01 1737 0.000014 325.00 0.000000 0.000041 02 Jan 01 1738 0.000014 325.00 0.000000 0.000041 -02 Jan 01 1739 0.000014 325.00 0.000000 0.000041 02 Jan 01 174.0 -0.000013 325.00 0.000000 0.00004.0 02 Jan 01 1741 0.000013 325.00 0.000000 0.000040 -02 Jan 01 1742 0.000013 325.00 0.000000 0.000040 02 Jan 01 1743 0.000013 325.00 0.000000 0.000040 .. 02 Jan 01 1744 0.000013 325.00 0.000000 0.000040 -02 Jan 01 1745 0.000013 325.00 0.000000 0.000040 02 Jan 01 1746 0.000013 325.00 0.000000 0.000039 -02 Jan 01 1747 0.000013 325.00 0.000000 0.000039 -02 Jan 01 1748 0.000013 325.00 0.000000 0.000039 02 Jan 01 1749 0.000013 325.00 0.000000 0.000039 -02 Jan 01 1750 0.000013 325.00 0.000000 0.000039 02 Jan 01 1751 0.000013 325.00 0.000000 0.000039 -02 Jan 01 1752 0.000013 325.00 0.000000 0.000038 -02 Jan 01 1753 0.000013 325.00 0.000000 0.000038 02 Jan 01 1754 0.000013 325.00 0.000000 0.000038 -02 Jan 01 1755 0.000013 325.00 0.000000 0.000038 ·Ill 02 Jan 01 1756 0.000013 325.00 0.000000 0.000038 02 Jan 01 1757 0.000013 325.00 0.000000 0.000038 .. 02 Jan 01 1758 0.000012 325.00 0.000000 0.000037 • 02 Jan 01 1759 0.000012 325.00 0.000000 0.000037 02 Jan 01 1800 0.000012 325.00 0.000000 0.000037 .. 02 Jan 01 1801 0.000012 325.00 0.000000 0.000037 .. 02 Jan 01 1802 0.000012 325.00 0.000000 0.000037 02 Jan 01 1803 0.000012 325.00 0.000000 0.000037 -02 Jan 01 1804 0.000012 325.00 0.000000 0.000037 -02 Jan 01 1805 0.000012 325.00 0.000000 0.000036 02 Jan 01 1806 0.000012 325.00 0.000000 0.000036 -02 Jan 01 1807 0.000012 325.00 0.000000 0.000036 02 Jan -01 1808 0.000012 325.00 0.000000 0.000036 02 Jan 01 1809 0.000012 325.00 0.000000 0.000036 -02 Jan 01 1810 0.000012 325.00 0.000000 0.000036 02 Jan 01 1811 0.000012 325.00 0.000000 0.000036 -02 Jan 01 1812 0.000012 325.00 0.000000 0.000035 -02 Jan 01 1813 0.000012 325.00 0.000000 0.000035 02 Jan 01 1814 0.000012 325.00 0.000000 0.000035 -02 01 1815 0.000012 325.00 0.000000 0.000035 Jan -02 Jan 01 1816 0.000012 325.00 0.000000 0,000035 02 Jan 01 1817 0.000012 325.00 0.000000 0.000035 .. 02 Jan 01 1818 0.000012 325.00 0.000000 0.000035 02 Jan 01 1819 0.000011 325.00 0.000000 0.000034 -Page: 50 - ... ... Date Time Reservoir Reservoir Inflow outflow .... Storage Elevation {cfs) {cfs) {ac-ft) {ft) .. 02 Jan 01 1820 0.000011 325.00 0.000000 0.000034 -02 Jan 01 1821 0.000011 325.00 0.000000 0.000034 ... 02 Jan 01 1822 0.000011 325.00 0.000000 0.000034 02 Jan 01 1823 0.000011 325.00 0.000000 0.000034 -02 Jan 01 1824 0.000011 325.00 0.000000 0.000034 • 02 Jan 01 1825 0.000011 325.00 0.000000 0.000034 02 Jan 01 1826 0.000011 325.00 0.000000 0.000033 .. 02 Jan 01 1827 0.000011 325.00 0.000000 0.000033 -02 Jan 01 1828 0.000011 325.00 0.000000 0.000033 02 Jan 01 1829 0. 000011 325.00 0.000000 0.000033 ._ 02 Jan 01 1830 0.000011 325.00 0.000000 0.000033 -02 Jan 01 1831 0.000011 325.00 0.000000 0.000033 02 Jan 01 1832 0.000011 325.00 0.000000 0.000033 .... 02 Jan 01 1833 0.000011 325.00 0.000000 0.000032 02 Jan 01 1834 0.000011 325.00 0.000000 0.000032 -02 Jan 01 1835 0.000011 325.00 0.000000 0.000032 -02 Jan 01 1836 0.000011 325.00 0.000000 0.000032 02 Jan 01 1837 0.000011 325.00 0.000000 0.000032 -02 Jan 01 1838 0.000011 325.00 0.000000 0.000032 -02 Jan 01 1839 0.000011 325.00 0.000000 0.000032 02 Jan 01 1840 0.000011 325.00 0.000000 0.000032 -02 01 1841 0.000010 Jan 325.00 0.000000 0.000031 02 Jan 01 1842 0.000010 325.00 0.000000 0.000031 -02 Jan 01 1843 0.000010 325.00 0.000000 0.000031 -02 Jan 01 1844 0.000010 325.00 0.000000 0.000031 02 Jan 01 1845 0.000010 325.00 0.000000 0.000031 , .... 02 Jan 01 1846 0.000010 325.00 0.000000 0.000031 -02 Jan 01 1847 0.000010 325.00 0.000000 0.000031 02 Jan 01 1848 0.000010 325.00 0.000000 0.000030 02 Jan 01 1849 0.000010 325.00 0.000000 0.000030 -02 Jan 01 1850 0.000010 325.00 0.000000 0.000030 02 Jan 01 1851 0.000010 325.00 0.000000 0.000030 -02 Jan 01 1852 0.000010 325.00 0.000000 0.000030 -02 Jan 01 1853 0.000010 325.00 0.000000 0.000030 02 Jan 01 1854 0.000010 325.00 0.000000 0.000030 ,_ 02 Jan 01 1855 0.000010 325.00 0.000000 0.000030 -02 Jan 01 1856 0.000010 325.00 0.000000 0.000030 02 Jan 01 1857 0.000010 325.00 0.000000 0.000029 ,_ 02 Jan 01 1858 0.000010 325.00 0.000000 0.000029 02 Jan 01 1859 0.000010 325.00 0.000000 0.000029 -02 Jan 01 1900 0.000010 325.00 0.000000 0.000029 -02 Jan 01 1901 0.000010 325.00 0.000000 0.000029 02 Jan 01 1902 0.000010 325.00 0.000000 0.000029 -02 Jan 01 1903 0.000010 325.00 0.000000 0.000029 .. 02 Jan 01 1904 0.000010 325.00 0.000000 0.000029 02 Jan 01 1905 0.000009 325.00 0.000000 0.000028 -02 Jan 01 1906 0.000009 325.00 0.000000 0.000028 -02 Jan 01 1907 0.000009 325.00 0.000000 0.000028 02 Jan 01 1908 0.000009 325.00 0.000000 0.000028 -02 Jan 01 1909 0.000009 325.00 0.000000 0.000028 02 Jan 01 1910 0.000009 325.00 0.000000 0.000028 -Page: 51 - ... Date Time Reservoir Reservoir Inflow Outflow ""' Storage Elevation (cfs) (cfs) (ac-ft) (ft) 11111 02 Jan 01 1911 0.000009 325.00 0.000000 0.000028 ... 02 Jan 01 1912 0.000009 325.00 0.000000 0.000028 11111 02 Jan 01 1913 0.000009 325.00 0.000000 0.000028 02 Jan 01 1914 0.000009 325.00 0.000000 0.000027 .. 02 Jan 01 1915 0.000009 325.00 0.000000 0.000027 • 02 Jan 01 1916 0.000009 325.00 0.000000 0.000027 02 Jan 01 1917 0.000009 325.00 0.000000 0.000027 ... 02 Jan 01 1918 0.000009 325.00 0.000000 0.000027 • 02 Jan 01 1919 0.000009 325.00 0.000000 0.000027 02 Jan 01 1920 0.000009 325.00 0.000000 0.000027 ,_ 02 Jan 01 1921 0.000009 325.00 0.000000 0.000027 02 Jan -01 1922 0.000009 325.00 0.000000 0.000027 02 Jan 01 1923 0.000009 325.00 0.000000 0.000026 .. 02 Jan 01 1924 0.000009 325.00 0.000000 0.000026 02 Jan 01 1925 0.000009 325.00 0.000000 0.000026 -02 Jan 01 1926 0.000009 325.00 0.000000 0.000026 .. 02 Jan 01 1927 0.000009 325.00 0.000000 0.000026 02 Jan 01 1928 0.000009 325.00 0.000000 0.000026 -02 Jan 01 1929 0.000009 325.00 0.000000 0.000026 -02 Jan 01 1930 0.000009 325.00 0.000000 0.000026 02 Jan 01 1931 0.000009 325.00 0.000000 0.000026 .. 02 Jan 01 1932 0.000008 325.00 0.000000 0.000025 02 Jan 01 1933 0.000008 325.00 0.000000 0.000025 -02 Jan 01 1934 0.000008 325.00 0.000000 0.000025 -02 Jan 01 1935 0.000008 325.00 0.000000 0.000025 02 Jan 01 1936 0.000008 325.00 0.000000 0.000025 '"'"" 02 Jan 01 1937 0.000008 325.00 0.000000 0.000025 -02 Jan 01 1938 0.000008 325.00 0.000000 0.000025 02 Jan 01 1939 0.000008 325.00 0.000000 0.000025 02 Jan 01 1940 0.000008 325.00 0.000000 0.000025 -02 Jan 01 1941 0.000008 325.00 0.000000 0.000025 02 Jan 01 1942 0.000008 325.00 0.000000 0.000024 02 Jan 01 1943 0.000008 325.00 0.000000 0.000024 -02 Jan 01 1944 0.000008 325.00 0.000000 0.000024 02 Jan 01 1945 0.000008 325.00 0.000000 0.000024 -02 Jan 01 1946 0.000008 325.00 0.000000 0.000024 .... 02 Jan 01 1947 0.000008 325.00 0.000000 0.000024 02 Jan 01 1948 0.000008 325.00 0.000000 0.000024 -02 Jan 01 1949 0.000008 325.00 0.000000 0.000024 02 Jan 01 1950 0.000008 325.00 0.000000 0.000024 -02 Jan 01 1951 0.000008 325.00 0.000000 0.000024 -02 Jan 01 1952 0.000008 325.00 0.000000 0.000023 02 Jan 01 1953 0.000008 325.00 0.000000 0.000023 .. 02 Jan 01 1954 0.000008 325.00 0.000000 0.000023 -02 Jan 01 1955 0.000008 325.00 0.000000 0.000023 02 Jan 01 1956 0.000008 325.00 0.000000 0.000023 .. 02 Jan 01 1957 0.000008 325.00 0.000000 0.000023 02 Jan 01 1958 0.000008 325.00 0.000000 0.000023 -02 Jan 01 1959 0.000008 325.00 0.000000 0.000023 • 02 Jan 01 2000 0.000008 325.00 0.000000 0.000023 02 Jan 01 2001 0.000008 325.00 0.000000 0.000023 -Page: 52 --Date Time Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 2002 0.000007 325.00 0.000000 0.000022 -02 Jan 01 2003 0.000007 325.00 0.000000 0.000022 .. 02 Jan 01 2004 0.000007 325.00 0.000000 0.000022 02 Jan 01 2005 0.000007 325.00 0.000000 0.000022 -02 Jan 01 2006 0.000007 325.00 0.000000 0.000022 .. 02 Jan 01 2007 0.000007 325.00 0.000000 0.000022 02 Jan 01 2008 0.000007 325.00 0.000000 0.000022 .. 02 Jan 01 2009 0.000007 325.00 0.000000 0.000022 -02 Jan 01 2010 0.000007 325.00 0.000000 0.000022 02 Jan 01 2011 0.000007 325.00 0.000000 0.000022 -02 Jan 01 2012 0.000007 325.00 0.000000 0.000022 -02 Jan 01 2013 0.000007 325.00 0.000000 0.000021 02 Jan 01 2014 0.000007 325.00 0.000000 0.000021 .. 02 Jan 01 2015 0.000007 325. 00 0.000000 0.000021 02 Jan 01 2016 0.000007 325.00 0.000000 0.000021 -02 Jan 01 2017 0.000007 325.00 0.000000 0.000021 -02 Jan 01 2018 0.000007 325.00 0.000000 0.000021 02 Jan 01 2019 0.000007 325.00 0.000000 0.000021 .. 02 Jan 01 2020 0.000007 325.00 0.000000 0.000021 -02 Jan 01 2021 0.000007 325.00 0.000000 0.000021 02 Jan 01 2022 0.000007 325.00 0.000000 0.000021 -02 01 2023 Jan 0.000007 325.00 0.000000 0.000021 02 Jan 01 2024 0.000007 325.00 0.000000 0.000021 02 Jan 01 2025 0.000007 325.00 0.000000 0.000020 -02 Jan 01 2026 0.000007 325.00 0.000000 0.000020 02 Jan 01 2027 0.000007 325.00 0.000000 0.000020 02 Jan 01 2028 0.000007 325.00 0.000000 0.000020 -02 Jan 01 2029 0.000007 325.00 0.000000 0.000020 02 Jan 01 2030 0.000007 325.00 0.000000 0.000020 02 Jan 01 2031 0.000007 325.00 0.000000 0.000020 ·-02 Jan 01 2032 0.000007 325.00 0.000000 0.000020 02 Jan 01 2033 0.000007 325.00 0.000000 0.000020 02 Jan 01 2034 0.000007 325.00 0.000000 0.000020 -02 Jan 01 2035 0.000007 325.00 0.000000 0.000020 02 Jan 01 2036 0.000007 325.00 0.000000 0.000020 -02 Jan 01 2037 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2038 0.000006 325.00 0.000000 0.000019 02 Jan 01 2039 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2040 0.000006 325.00 0.000000 0.000019 02 Jan 01 2041 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2042 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2043 0.000006 325.00 0.000000 0.000019 02 Jan 01 2044 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2045 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2046 0.000006 325.00 0.000000 0.000019 02 Jan 01 2047 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2048 0.000006 325.00 0.000000 0.000019 -02 Jan 01 2049 0.000006 325.00 0.000000 0.000018 02 Jan 01 2050 0.000006 325.00 0.000000 0.000018 -02 Jan 01 2051 0.000006 325.00 0.000000 0.000018 02 Jan 01 2052 0.000006 325.00 0.000000 0.000018 .... Fage: 53 - .. Date Time Reservoir Reservoir Inflow Outflow .. Storage Elevation (cfs) (cfs) (ac-ft) (ft) ., 02 Jan 01 2053 0.000006 325.00 0.000000 0.000018 ... 02 Jan 01 2054 0.000006 325.00 0.000000 0.000018 --02 Jan 01 2055 0.000006 325.00 0.000000 0.000018 02 Jan 01 2056 0.000006 325.00 0.000000 0.000018 -02 Jan 01 2057 0.000006 325. 00 0.000000 0.000018 .. 02 Jan 01 2058 0.000006 325.00 0.000000 0.000018 02 Jan 01 2059 0.000006 325.00 0.000000 0.000018 .... 02 Jan 01 2100 0.000006 325.00 0.000000 0.000018 .. 02 Jan 01 2101 0.000006 325.00 0.000000 0.000018 02 Jan 01 2102 0.000006 325.00 0.000000 0.000018 .... 02 Jan 01 2103 0.000006 325.00 0.000000 0.000017 ... 02 Jan 01 2104 0.000006 325.00 0.000000 0.000017 02 Jan 01 2105 0.000006 325.00 0.000000 0.000017 -02 Jan 01 2106 0.000006 325.00 0.000000 0.000017 02 Jan 01 2107 0.000006 325.00 0.000000 0.000017 .. 02 Jan 01 2108 0.000006 325.00 0.000000 0.000017 -02 Jan 01 2109 0.000006 325.00 0.000000 0.000017 02 Jan 01 2110 0.000006 325.00 0.000000 0.000017 -02 Jan 01 2111 0.000006 325.00 0.000000 0.000017 ·-02 Jan 01 2112 0.000006 325.00 0.000000 0.000017 02 Jan 01 2113 0.000006 325.00 0.000000 0.000017 -02 Jan 01 2114 0.000006 325.00 0.000000 0.000017 02 Jan 01 2115 0.000006 325.00 0.000000 0.000017 ,,.. 02 Jan 01 2116 0.000006 325.00 0.000000 0.000017 «<-Mil' 02 Jan 01 2117 0.000005 325.00 0.000000 0.000016 02 Jan 01 2118 0.000005 325.00 0.000000 0.000016 02 Jan 01 2119 0.000005 325.00 0.000000 0.000016 ,~,, 02 Jan 01 2120 0.000005 325.00 0.000000 0.000016 02 Jan 01 2121 0.000005 325.00 0.000000 0.000016 02 Jan 01 2122 0.000005 325.00 0.000000 0.000016 02 Jan 01 2123 0.000005 325.00 0.000000 0.000016 02 Jan 01 2124 0.000005 325.00 0.000000 0.000016 02 Jan 01 2125 0.000005 325.00 0.000000 0.000016 02 Jan 01 2126 0.000005 325.00 0.000000 o. 000016 02 Jan 01 2127 0.000005 325.00 0.000000 0.000016 02 Jan 01 2128 0.000005 325.00 0.000000 0.000016 02 Jan 01 2129 -0.000005 325.00 0.000000 0.000016 02 Jan 01 2130 0.000005 325.00 0.000000 0.000016 02 Jan 01 2131 0.000005 325.00 0.000000 0.000016 02 Jan 01 2132 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2133 0.000005 325.00 0.000000 0.000015 .,. 02 Jan 01 2134 0.000005 325.00 0.000000 0.000015 02 Jan 01 2135 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2136 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2137 0.000005 325.00 0.000000 0.000015 02 Jan 01 2138 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2139 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2140 0.000005 325.00 0.000000 0.000015 02 Jan 01 2141 0.000005 325.00 0.000000 0.000015 ... 02 Jan 01 2142 0.000005 325.00 0.000000 0.000015 02 Jan 01 2143 0.000005 325.00 0.000000 0.000015 ,..., Page: 54 .... ,. Date Time Reservoir Reservoir Inflow Outflow "" Storage Elevation (cfs) (cfs) (ac-ft) (ft) -02 Jan 01 2144 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2145 0.000005 325.00 0.000000 0.000015 -02 Jan 01 2146 0.000005 325.00 0.000000 0.000015 02 Jan 01 2147 0.000005 325.00 0.000000 0.000015 """ 02 Jan 01 2148 0.000005 325.00 0.000000 0.000014 •• 02 Jan 01 2149 0.000005 325.00 0.000000 0.000014 02 Jan 01 2150 0.000005 325.00 0.000000 0.000014 ... 02 Jan 01 2151 0.000005 325.00 0.000000 0.000014 -02 Jan 01 2152 0.000005 325.00 0.000000 0.000014 02 Jan 01 2153 0.000005 325.00 0.000000 0.000014 ... 02 Jan 01 2154 0.000005 325.00 0.000000 0.000014 02 Jan 01 2155 0.000005 325.00 0.000000 0.000014 ,.,,, 02 Jan 01 2156 0.000005 325.00 0.000000 0.000014 -02 Jan 01 2157 0.000005 325.00 0.000000 0.000014 02 Jan 01 2158 0.000005 325.00 0.000000 0.000014 -02 Jan 01 2159 0.000005 325.00 0.000000 0.000014 ... 02 Jan 01 2200 0.000005 325.00 0.000000 0.000014 02 Jan 01 2201 0.000005 325.00 0.000000 0.000014 ·-02 Jan 01 2202 0.000005 325.00 0.000000 0.000014 02 Jan 01 2203 0.000005 325.00 0.000000 0.000014 -02 Jan 01 2204 0.000005 325.00 0.000000 0.000014 -02 Jan 01 2205 0.000005 325.00 0.000000 0.000014 02 Jan 01 2206 0.000004 325.00 0.000000 0.000013 -02 Jan 01 2207 0.000004 325.00 0.000000 0.000013 -02 Jan 01 2208 0.000004 325.00 0.000000 0.000013 02 Jan 01 2209 0.000004 325.00 0.000000 0.000013 02 Jan 01 2210 0.000004 325.00 0.000000 0.000013 ..... 02 Jan 01 2211 0.000004 325.00 0.000000 0.000013 02 Jan 01 2212 0.000004 325.00 0.000000 0.000013 02 Jan 01 2213 0.000004 325.00 0.000000 0.000013 ... 02 Jan 01 2214 0.000004 325.00 0.000000 0.000013 02 Jan 01 2215 0.000004 325.00 0.000000 0.000013 02 Jan 01 2216 0.000004 325.00 0.000000 0.000013 02 Jan 01 2217 0.000004 325.00 0.000000 0.000013 -02 Jan 01 2218 0.000004 325.00 0.000000 0.000013 02 Jan 01 2219 0.000004 325.00 0.000000 0.000013 02 Jan 01 2220 0.000004 325.00 0.000000 0.000013 .. 02 Jan 01 2221 0.000004 325.00 0.000000 0.000013 """ 02 Jan 01 2222 0.000004 325.00 0.000000 0.000013 02 Jan 01 2223 0.000004 325.00 0.000000 0.000013 .... 02 Jan 01 2224 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2225 0.000004 325.00 0.000000 0.000012 02 Jan 01 2226 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2227 0.000004 325.00 0.000000 0.000012 ·-02 Jan 01 2228 0.000004 325.00 0.000000 0.000012 02 Jan 01 2229 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2230 0.000004 325.00 0.000000 0.000012 02 Jan 01 2231 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2232 0.000004 325.00 0.000000 0.000012 .,,. 02 Jan 01 2233 0.000004 325.00 0.000000 0.000012 02 Jan 01 2234 0.000004 325.00 0.000000 0.000012 -Page: 55 Date Time Reservoir Reservoir Inflow Outflow " Storage Elevation (cfs) (cfs) (ac-ft) (ft) >I 02 Jan 01 2235 0.000004 325.00 0.000000 0.000012 -02 01 2236 0.000000 Jan 0.000004 325.00 0.000012 .. 02 Jan 01 2237 0.000004 325.00 0.000000 0.000012 02 Jan 01 2238 0.000004 325.00 0.000000 0.000012 ... 02 Jan 01 2239 0.000004 325.00 0.000000 0.000012 • 02 Jan 01 2240 0.000004 325.00 0.000000 0.000012 02 Jan 01 2241 0.000004 325. 00 0.000000 0.000012 ... 02 Jan 01 2242 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2243 0.000004 325.00 0.000000 0.000012 02 Jan 01 2244 0.000004 325.00 0.000000 0.000012 -02 Jan 01 2245 0.000004 325.00 0.000000 0.000011 02 Jan 01 2246 0.000004 325.00 0.000000 0.000011 .. 02 Jan 01 2247 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2248 0.000004 325.00 0.000000 0.000011 02 Jan 01 2249 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2250 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2251 0.000004 325.00 0.000000 0.000011 02 Jan 01 2252 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2253 0.000004 325.00 0.000000 0.000011 02 Jan 01 2254 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2255 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2256 0.000004 325.00 0.000000 0.000011 02 Jan 01 2257 0.000004 325.00 0.000000 0.000011 , ... 02 Jan 01 2258 0.000004 325.00 0.000000 0.000011 • 02 Jan 01 2259 0.000004 325.00 0.000000 0.000011 02 Jan 01 2300 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2301 0.000004 325.00 0.000000 0.000011 -02 Jan 01 2302 0.000004 325.00 0.000000 0.000011 02 Jan 01 2303 0.000004 325.00 0.000000 0.000011 ... 02 Jan 01 2304 0.000004 325.00 0.000000 0.000011 II 02 Jan 01 2305 0.000004 325.00 0.000000 0.000011 02 Jan 01 2306 0.000004 325.00 0.000000 0.000011 ..... 02 Jan 01 2307 0.000003 325.00 0.000000 0.000010 fllllll 02 Jan 01 2308 0.000003 325.00 0.000000 0.000010 02 Jan 01 2309 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2310 0.000003 325.00 0.000000 0.000010 02 Jan -01 2311 0.000003 325.00 0.000000 0.000010 02 Jan 01 2312 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2313 0.000003 325.00 0.000000 0.000010 02 Jan 01 2314 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2315 0.000003 325. 00 0.000000 0.000010 -02 Jan 01 2316 0.000003 325.00 0.000000 0.000010 02 Jan 01 2317 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2318 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2319 0.000003 325.00 0.000000 0.000010 02 Jan 01 2320 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2321 0.000003 325.00 0.000000 0.000010 02 Jan 01 2322 0.000003 325.00 0.000000 0.000010 ·- 02 Jan 01 2323 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2324 0.000003 325.00 0.000000 0.000010 02 Jan 01 2325 0.000003 325.00 0.000000 0.000010 -Page: 56 - ,... -Date Time Reservoir Reservoir Inflow Outflow ·-Storage Elevation (cfs) (cfs) (ac-ft) (ft) ,.,,, 02 Jan 01 2326 0.000003 325.00 0.000000 0.000010 ·-02 Jan 01 2327 0.000003 325.00 0.000000 0.000010 .... 02 Jan 01 2328 0.000003 325.00 0.000000 0.000010 02 Jan 01 2329 0.000003 325.00 0.000000 0.000010 -02 Jan 01 2330 0.000003 325.00 0.000000 0.000010 ""' 02 Jan 01 2331 0.000003 325.00 0.000000 0.000009 02 Jan 01 2332 0.000003 325.00 0.000000 0.000009 ... 02 Jan 01 2333 0.000003 325.00 0.000000 0.000009 02 Jan 01 2334 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2335 0.000003 325.00 0.000000 0.000009 .... 02 Jan 01 2336 0.000003 325. 00 0.000000 0.000009 02 Jan 01 2337 0.000003 325.00 0.000000 0.000009 '""' 02 Jan 01 2338 0.000003 325.00 0.000000 0.000009 ... 02 Jan 01 2339 0.000003 325.00 0.000000 0.000009 02 Jan 01 2340 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2341 0.000003 325.00 0.000000 0.000009 .... 02 Jan 01 2342 0.000003 325.00 0.000000 0.000009 02 Jan 01 2343 0.000003 325.00 0.000000 0.000009 .. 02 Jan 01 2344 0.000003 325.00 0.000000 0.000009 02 Jan 01 2345 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2346 0.000003 325.00 0.000000 0.000009 .. 02 Jan 01 2347 0.000003 325.00 0.000000 0.000009 02 Jan 01 2348 0.000003 325.00 0.000000 0.000009 ·- 02 Jan 01 2349 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2350 0.000003 325.00 0.000000 0.000009 02 Jan 01 2351 0.000003 325.00 0.000000 0.000009 02 Jan 01 2352 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2353 0.000003 325.00 0.000000 0.000009 02 Jan 01 2354 0.000003 325.00 0.000000 0.000009 02 Jan 01 2355 0.000003 325.00 0.000000 0.000009 -02 Jan 01 2356 0.000003 325.00 0.000000 0.000009 02 Jan 01 2357 0.000003 325.00 0.000000 0.000009 02 Jan 01 2358 0.000003 325.00 0.000000 0.000008 -02 Jan 01 2359 0.000003 325.00 0.000000 0.000008 02 Jan 01 2400 0.000003 325.00 0.000000 0.000008 ... -- .... -Page: 57 Extended Detention Basin Description Dry extended detention ponds (a.k.a. dry ponds, extended detention basins, detention ponds, extended detention ponds) are basins whose outlets have been designed to detain the storm water runoff from a water quality design storm for some minimum time (e.g., 48 hours) to allow particles and associated pollutants to settle. Unlike wet ponds, these facilities do not have a large permanent pool. They can also be used to provide flood control by including additional floo~ detention storage. California Experience Caltrans constructed and monitored 5 extended detention basins in southern California with design drain times of 72 hours. Four of the basins were earthen, less costly and had substantially better load reduction because of infiltration that occurred, than the concrete basin. The Caltrans study reaffirmed the flexibility and performance of this conventional technology. The small headloss and few siting constraints suggest that these devices are one of the most applicable technologies for storm water treatment. Advantages ■ Due to the simplicity of design, extended detention basins are relatively easy and inexpensive to construct and operate. ■ Extended detention basins can provide substantial capture of sediment and the toxics fraction associated with particulates. ■ Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency January 2003 Errata 5-06 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com TC-22 Design Considerations ■ Tributary Area ■ Area Required ■ Hydraulic Head Targeted Constituents @ Sediment • @ Nutrients • @ Trash ■ @ Metals • @ Bacteria • @ Oil and Grease • @ Organics • Legend (Removal Effectiveness) • Low ■ High • Medium I ASQ 1 of 10 ... ... --- - - ... ... -- ... .... TC-22 Extended Detention Basin relationships resulting from the increase of impervious cover in a watershed. Limitations ■ Limitation of the diameter of the orifice may not allow use of extended detention in watersheds ofless than 5 acres (would require an orifice with a diameter of less than 0.5 inches that would be prone to clogging) . ■ Dry extended detention ponds have only moderate pollutant removal when compared to some other structural stormwater practices, and they are relatively ineffective at removing soluble pollutants. ■ Although wet ponds can increase property values, dry ponds can actually detract from the value of a home due to the adverse aesthetics of dry, bare areas and inlet and outlet structures. Design and Sizing Guidelines ■ Capture volume determined by local requirements or sized to treat 85% of the annual runoff volume. ■ Outlet designed to discharge the capture volume over a period of hours. • Length to width ratio of at least 1.5:1 where feasible. • Basin depths optimally range from 2 to 5 feet. • Include energy dissipation in the inlet design to reduce resuspension of accumulated sediment. ■ A maintenance ramp and perimeter access should be included in the design to facilitate access to the basin for maintenance activities and for vector surveillance and control. • Use a draw down time of 48 hours in most areas of California. Draw down times in excess of 48 hours may result in vector breeding, and should be used only after coordination v1.1.th local vector control authorities. Draw down times of less than 48 hours should be limited to BMP drainage areas with coarse soils that readily settle and to watersheds where warming may be determined to downstream fisheries. Construction/Inspection Considerations ■ Inspect facility after first large to storm to determine whether the desired residence time has been achieved . ■ When constructed with small tributary area, orifice sizing is critical and inspection should verify that flow through additional openings such as bolt holes does not occur. Performance One objective of stormwater management practices can be to reduce the flood hazard associated with large storm events by reducing the peak flow associated with these storms. Dry extended detention basins can easily be designed for flood control, and this is actually the primary purpose of most detention ponds . 2 of 10 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbooks.com January 2003 Errata 5-06 --.. --- .. - ---.. - - ---- ..,, , ... --.... -.. -.. - Extended Detention Basin TC-22 Dry extended detention basins provide moderate pollutant removal, provided that the recommended design features are incorporated. Although they can be effective at removing some pollutants through settling, they are less effective at removing soluble pollutants because of the absence of a permanent pool. Several studies are available on the effectiveness of dry extended detention ponds including one recently concluded by Caltrans (2002). The load reduction is greater than the concentration reduction because of the substantial infiltration that occurs. Although the infiltration of stormwater is clearly beneficial to surface receiving waters, there is the potential for groundwater contamination. Previous research on the effects of incidental infiltration on groundwater quality indicated that the risk of contamination is minimal. There were substantial differences in the amount of infiltration that were observed in the earthen basins during the Caltrans study. On average, approximately 40 percent of the runoff entering the unlined basins infiltrated and was not discharged. The percentage ranged from a high of about 60 percent to a low of only about 8 percent for the different facilities. Climatic conditions and local water table elevation are likely the principal causes of this difference. The least infiltration occurred at a site located on the coast where humidity is higher and the basin invert is within a few meters of sea level. Conversely, the most infiltration occurred at a facility located well inland in Los Angeles County where the climate is much warmer and the humidity is less, resulting in lower soil moisture content in the basin floor at the beginning of storms. Vegetated detention basins appear to have greater pollutant removal than concrete basins. In the Caltrans study, the concrete basin exported sediment and associated pollutants during a number of storms. Export was not as common in the earthen basins, where the vegetation appeared to help stabilize the retained sediment. Siting Criteria Dry extended detention ponds are among the most widely applicable stormwater management practices and are especially useful in retrofit situations where their low hydraulic head requirements allow them to be sited within the constraints of the existing storm drain system. In addition, many communities have detention basins designed for flood control. It is possible to modify these facilities to incorporate features that provide water quality treatment and/or channel protection. Although dry extended detention ponds can be applied rather broadly, designers need to ensure that they are feasible at the site in question. This section provides basic guidelines for siting dry extended detention ponds. In general, dry extended detention ponds should be used on sites with a minimum area of s acres. With this size catchment area, the orifice size can be on the order of 0.5 inches. On smaller sites, it can be challenging to provide channel or water quality control because the orifice diameter at the outlet needed to control relatively small storms becomes very small and thus prone to clogging. In addition, it is generally more cost-effective to control larger drainage areas due to the economies of scale. Extended detention basins can be used with almost all soils and geology, with minor design adjustments for regions of rapidly percolating soils such as sand. In these areas, extended detention ponds may need an impermeable liner to prevent ground water contamination. January 2003 Errata 5-06 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbook.com 3 of 10 TC-22 Extended Detention Basin The base of the extended detention facility should not intersect the water table. A permanently wet bottom may become a mosquito breeding ground. Research in Southwest Florida (Santana et al., 1994) demonstrated that intermittently flooded systems, such as dry extended detention ponds, produce more mosquitoes than other pond systems, particularly when the facilities remained wet for more than 3 days following heavy rainfall. A study in Prince George's County, Maryland, found that stormwater management practices can increase stream temperatures (Galli, 1990). Overall, dry extended detention ponds increased temperature by about 5°F. In cold water streams, dry ponds should be designed to detain stormwater for a relatively short time (i.e., 24 hours) to minimize the amount of warming that occurs in the basin. Additional Design Guidelines In order to enhance the effectiveness of extended detention basins, the dimensions of the basin must be sized appropriately. Merely providing the required storage volume will not ensure maximum constituent removal. By effectively configuring the basin, the designer will create a long flow path, promote the establishment oflow velocities, and avoid having stagnant areas of the basin. To promote settling and to attain an appealing environment, the design of the basin should consider the length to width ratio, cross-sectional areas, basin slopes and pond configuration, and aesthetics (Young et al., 1996). Energy dissipation structures should be included for the basin inlet to prevent resuspension of accumulated sediment. The use of stilling basins for this purpose should be avoided because the standing water provides a breeding area for mosquitoes. Extended detention facilities should be sized to completely capture the water quality volume. A micropool is often recommended for inclusion in the design and one is shown in the schematic diagram. These small permanent pools greatly increase the potential for mosquito breeding and complicate maintenance activities; consequently, they are not recommended for use in California. A large aspect ratio may improve the performance of detention basins; consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of flowpath length to width from the inlet to the outlet should be at least 1.5:i (L:W) where feasible. Basin depths optimally range from 2 to 5 feet. The facility's drawdown time should be regulated by an orifice or weir. In general, the outflow structure should have a trash rack or other acceptable means of preventing clogging at the entrance to the outflow pipes. The outlet design implemented by Caltrans in the facilities constructed in San Diego County used an outlet riser with orifices Figure 1 Example of Extended Detention Outlet Structure 4 of 10 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Errata 5-06 ... ... .... --- • ... ---... ... -------- -• ----- ... ... - Extended Detention Basin TC-22 sized to discharge the water quality volume, and the riser overflow height was set to the design storm elevation. A stainless steel screen was placed around the outlet riser to ensure that the orifices would not become clogged with debris. Sites either used a separate riser or broad crested weir for overflow of runoff for the 25 and greater year storms. A picture of a typical outlet is presented in Figure 1. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than 50% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure can be fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed . Summary of Design Recommendations (1) Facility Sizing -The required water quality volume is determined by local regulations or the basin should be sized to capture and treat 85% of the annual runoff volume. See Section 5.5.1 of the handbook for a discussion of volume-based design. (2) (5) Basin Configuration -A high aspect ratio may improve the performance of detention basins; consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of flowpath length to width from the inlet to the outlet should be at least 1.5:1 (L:W). The flowpath length is defined as the distance from the inlet to the outlet as measured at the surface. The width is defined as the mean width of the basin. Basin depths optimally range from 2 to 5 feet. The basin may include a sediment forebay to provide the opportunity for larger particles to settle out. A micropool should not be incorporated in the design because of vector concerns. For online facilities, the principal and emergency spillways must be sized to provide 1.0 foot of freeboard during the 25-year event and to safely pass the flow from 100-year storm. Pond Side Slopes -Side slopes of the pond should be 3:1 (H:V) or flatter for grass stabilized slopes. Slopes steeper than 3:1 (H:V) must be stabilized with an appropriate slope stabilization practice. Basin Lining -Basins must be constructed to prevent possible contamination of groundwater below the facility. Basin Inlet -Energy dissipation is required at the basin inlet to reduce resuspension of accumulated sediment and to reduce the tendency for short-circuiting . Outflow Structure -The facility's drawdown time should be regulated by a gate valve or orifice plate. In general, the outflow structure should have a trash rack or other acceptable means of preventing clogging at the entrance to the outflow pipes. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than 50% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure should be fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed. This same valve also can be used to regulate the rate of discharge from the basin . January 2003 Errata 5-06 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbook.com 5 of 10 -.. -.. -... -----.. ---- - .. - ------ -- ... TC-22 Extended Detention Basin (6) (8) The discharge through a control orifice is calculated from: Q = CA(2g(H-H0))0 -s where: Q = discharge (ft3/s) C = orifice coefficient A = area of the orifice (ft2) g = gravitational constant (32.2) H = water surface elevation (ft) Ho= orifice elevation (ft) Recommended values for Care o.66 for thin materials and 0.80 when the material is thicker than the orifice diameter. This equation can be implemented in spreadsheet form with the pond stage/volume relationship to calculate drain time. To do this, use the initial height of the water above the orifice for the water quality volume. Calculate the discharge and assume that it remains constant for approximately 10 minutes. Based on that discharge, estimate the total discharge during that interval and the new elevation based on the stage volume relationship. Continue to iterate until H is approximately equal to Ho. When using multiple orifices the discharge from each is summed. Splitter Box -When the pond is designed as an offline facility, a splitter structure is used to isolate the water quality volume. The splitter box, or other flow diverting approach, should be designed to convey the 25-year storm event while providing at least 1.0 foot of freeboard along pond side slopes. Erosion Protection at the Outfall -For online facilities, special consideration should be given to the facility's outfall location. Flared pipe end sections that discharge at or near the stream invert are preferred. The channel immediately below the pond outfall should be modified to conform to natural dimensions, and lined with large stone riprap placed over filter cloth. Energy dissipation may be required to reduce flow velocities from the primary spillway to non-erosive velocities. Safety Considerations -Safety is provided either by fencing of the facility or by managing the contours of the pond to eliminate dropoffs and other hazards. Earthen side slopes should not exceed 3:1 (H:V) and should terminate on a flat safety bench area. Landscaping can be used to impede access to the facility. The primary spillway opening must not permit access by small children. Outfall pipes above 48 inches in diameter should be fenced. Maintenance Routine maintenance activity is often thought to consist mostly of sediment and trash and debris removal; however, these activities often constitute only a small fraction of the maintenance hours. During a recent study by Caltrans, 72 hours of maintenance was performed annually, but only a little over 7 hours was spent on sediment and trash removal. The largest recurring activity was vegetation management, routine mm-v:ing. The largest absolute number of hours was associated with vector control because of mosquito breeding that occurred in the stilling basins (example of standing water to be avoided) installed as energy dissipaters. In most cases, basic housekeeping practices such as removal of debris accumulations and vegetation 6 of 10 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Errata 5-06 ... ---.. ... --.... -- --.. .. - -- - - - -- -.. Extended Detention Basin TC-22 management to ensure that the basin dewaters completely in 48-72 hours is sufficient to prevent creating mosquito and other vector habitats . Consequently, maintenance costs should be estimated based primarily on the mowing frequency and the time required. Mowing should be done at least annually to avoid establishment of woody vegetation, but may need to be performed much more frequently if aesthetics are an important consideration. Typical activities and frequencies include: ■ Schedule semiannual inspection for the beginning and end of the wet season for standing water, slope stability, sediment accumulation, trash and debris, and presence of burrows. ■ Remove accumulated trash and debris in the basin and around the riser pipe during the semiannual inspections. The frequency of this activity may be altered to meet specific site conditions. ■ Trim vegetation at the beginning and end of the wet season and inspect monthly to prevent establishment of woody vegetation and for aesthetic and vector reasons. ■ Remove accumulated sediment and re-grade about every 10 years or when the accumulated sediment volume exceeds 10 percent of the basin volume. Inspect the basin each year for accumulated sediment volume. Cost Construction Cost The construction costs associated with extended detention basins vary considerably. One recent study evaluated the cost of all pond systems (Brown and Schueler, 1997). Adjusting for inflation, the cost of dry extended detention ponds can be estimated with the equation: where: C = Construction, design, and permitting cost, and V = Volume (ft3). Using this equation, typical construction costs are: $ 41,600 for a 1 acre-foot pond $ 239,000 for a 10 acre-foot pond $ 1,380,000 for a 100 acre-foot pond Interestingly, these costs are generally slightly higher than the predicted cost of wet ponds (according to Brown and Schueler, 1997) on a cost per total volume basis, which highlights the difficulty of developing reasonably accurate construction estimates. In addition, a typical facility constructed by Caltrans cost about $160,000 with a capture volume of only 0.3 ac-ft. An economic concern associated with dry ponds is that they might detract slightly from the value of adjacent properties. One study found that dry ponds can actually detract from the January 2003 Errata 5-06 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com 7 of 10 ... -- - ... -.. .. • - -- -... ... - - """' .. TC-22 Extended Detention Basin perceived value of homes adjacent to a dry pond by between 3 and 10 percent (Emmerling Dinovo, 1995). Maintenance Cost For ponds, the annual cost of routine maintenance is typically estimated at about 3 to 5 percent of the construction cost (EPA website). Alternatively, a community can estimate the cost of the maintenance activities outlined in the maintenance section. Table 1 presents the maintenance costs estimated by Caltrans based on their experience with five basins located in southern California. Again, it should be emphasized that the vast majority of hours are related to vegetation management (mowing) . Table 1 Estimated Average Annual Maintenance Effort Activity Labor Hours Equipment& Cost Material ($) Inspections 4 7 183 Maintenance 49 126 2282 Vector Control 0 0 0 Administration 3 0 132 Materials 535 535 Total 56 $668 $3,132 References and Sources of Additional Information Brown, W., and T. Schueler. 1997. The Economics ofStormwater BMPs in the Mid-Atlantic Region. Prepared for Chesapeake Research Consortium. Edgewater, MD. Center for Watershed Protection. Ellicott City, MD. Denver Urban Drainage and Flood Control District. 1992. Urban Storm Drainage Criteria Manual-Volume 3: Best Management Practices. Denver, CO . Emmerling-Dinovo, C. 1995. Stormwater Detention Basins and Residential Locational Decisions. Water Resources Bulletin 31(3): 515-521 Galli, J. 1990. Thermal Impacts Associated with Urbanization and Stormwater Management Best Management Practices. Metropolitan Washington Council of Governments. Prepared for Maryland Department of the Environment, Baltimore, MD. GKY, 1989, Outlet Hydraulics of Extended Detention Facilities for the Northern Virginia Planning District Commission. MacRae, C. 1996. Experience from Morphological Research on Canadian Streams: Is Control of the Two-Year Frequency Runoff Event the Best Basis for Stream Channel Protection? In Effects of Watershed Development and Management on Aquatic Ecosystems. American Society of Civil Engineers. Edited by L. Roesner. Snowbird, UT. pp. 144-162. 8 of 10 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Errata 5-06 ---.. ... ... -... - - • • -- -... .. -.. -.. ------ Extended Detention Basin TC-22 Maryland Dept of the Environment, 2000, Maryland Stormwater Design Manual: Volumes 1 & 2, prepared by MDE and Center for Watershed Protection . http://www.mde.state.md.us/environment/wma/stormwatermanual/index.html 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 . Santana, F., J. Wood, R. Parsons, and S. Chamberlain. 1994. Control of Mosquito Breeding in Permitted Stormwater Systems. Prepared for Southwest Florida Water Management District, Brooksville, FL. Schueler, T. 1997. Influence of Ground Water on Performance of Stormwater Ponds in Florida. Watershed Protection Techniques 2(4):525-528. 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. Young, G.K., et al., 1996, Evaluation and Management of Highway Runoff Water Quality, Publication No. FHWA-PD-96-032, U.S. Department of Transportation, Federal Highway Administration, Office of Environment and Planning . Information Resources Center for Watershed Protection (CWP), Environmental Quality Resources, and Loiederman Associates. 1997. Maryland Stormwater Design Manual. Draft. Prepared for Maryland Department of the Environment, Baltimore, MD. Center for Watershed Protection (CWP). 1997. Stormwater BMP Design Supplement for Cold Climates. Prepared for U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds. Washington, DC. U.S. Environmental Protection Agency (USEPA). 1993. Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S . Environmental Protection Agency, Office of Water, Washington, DC . January 2003 Errata 5-06 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com 9 of 10 --- -- ---- -- - -... --- .... .... TC-22 Extended Detention Basin MICROPOOI. El'.ISANKMENT ANTI-SEEP COLLAR or_/ ALTEROIAPHRA(;M Schematic of an Extended Detention Basin (MOE, 2000) 10 of 10 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbooks.com PLAN VIEW PROFILE January 2003 Errata 5-06 .. - -- - - --- - - -.. -- - Muroya Storm Water Management Plan CHAPTER 8 -OPERATIONS & MAINTENANCE PLAN 8.1 -Maintenance Requirements Maintenance of the site BMPs will be the responsibility of the Home Owners Association for Muroya. A maintenance plan will be developed and will include the following information: Specification of routine and non-routine maintenance activities to be performed A schedule for maintenance activities Name, qualifications, and contact information for the parties responsible for maintaining the BMPs For proper maintenance to be performed, the storm water treatment facility must be accessible to both maintenance personnel and their equipment and materials. 8.1.1 StormFilter Treatment Units The StormFilter storm water treatment device should be inspected periodically to assure their condition to treat anticipated runoff. Maintenance of the proposed StormFilter unit includes inspection and maintenance 4 times per year. At a minimum the unit should be inspected twice a year, once in the dry season, once in the wet. The primary factor controlling timing of maintenance for the Storm Filter is sedimentation. A properly functioning system will remove solids from water by trapping particulates in the porous structure of the filter media. The flow through the system will naturally decrease as more and more solids are trapped. Eventually the flow through the system will be low enough to require replacement of the cartridges. It may be possible to extend the lifespan of the cartridges by removing sediment from upstream trapping devices on an as-needed basis in order to prevent material from being re-suspended and discharged to the system . Site conditions greatly influence maintenance requirements. StormFilter units located in areas with erosion or active construction should be inspected and maintained more often than those in fully stabilized areas. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after large storms. Minor Maintenance To conduct an inspection and/or minor maintenance: DE:de H:\REPORTS\0042\219\SWMP--03.doc ... ... -... - - .... ""II • .. --... ... .. .. Muroya Storm Water Management Plan 1. If applicable, set up safety equipment to protect pedestrians from fall hazards due to open vault doors or when work is being done near walkways or roads. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems. 3. Open the doors to the vault and allow the system to air out for 5-1 O minutes . 4. Without entering the vault, inspect the inside of the unit, including components. 5. Take notes about the external and internal condition of the vault. Be sure to record the level of sediment build up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the level of water and estimate the flow rate per drainage pipe. Record all observations. 6. Remove large loose debris and trash using a pole with a grapple or net on the end. 7. Close and fasten the door. 8. Remove safety equipment. 9. Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 10. Finally, review the condition reports from the previous minor and major maintenance visits, and schedule cartridge replacement if needed. Major Maintenance Depending upon the configuration of the particular system, a worker may be required to enter the vault to perform some tasks. If vault entry is required, OSHA rules for confined space entry must be followed . Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flows exist. Standing water present in the vault should be regarded as polluted and should be contained during this operation by temporarily capping the manifold connectors. Replacement cartridges will be delivered to the site. Information concerning how to obtain the replacement cartridges is available from Stormwater Management Inc. To conduct cartridge replacement and sediment removal maintenance: 1. If applicable, set up safety equipment to protect pedestrians from fall hazards due to open vault doors or when work is being done near walkways or roads. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems . 3. Open the doors to the vault and allow the system to air out for 5-10 minutes . 4. Without entering the vault, inspect the inside of the unit, including components. 5. Take notes about the external and internal condition of the vault. Be sure to record the level of sediment build up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the level of water and estimate the flow rate per drainage pipe. Record all observations. DE;de H:IREl'ORTS\00421219\SWMP-03.doc .. .. ... .. .. .. .. - --- - .. ... .. .. Muroya Storm Water Management Plan 6. Remove large loose debris and trash using a pole with a grapple or net on the end. 7. Using a boom, crane or other device (dolly and ramp), offload the replacement cartridges (up to 150 lb each) and set aside. 8. Remove the used cartridges from the vault. 9. Remove deposited sediment from the floor of the vault, and if large amounts are present, from the forebay. The can usually be accomplished by shoveling the sediment into containers or a vactor truck may be required . 10. Once the sediments are removed, assess the condition of the vault and the condition of the manifold and connectors. The connectors are short sections in 2-inch schedule 40 PVC, or threaded schedule 80 PVC that should protrude above the floor of the vault. Replace any damaged connectors . 11. Using the boom, crane or tripod, lower and install the new cartridges. Once again, take care not to damage the connections. 12. Close and fasten the door. 13. Remove safety equipment. 14. Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 15. Finally, dispose of the residual materials in accordance with applicable regulations. Make arrangements to return the used cartridges to Stormwater Management, Inc. 8.1.2 FloGard Curb Inlet Filter Units Maintenance of the FloGard curb inlet filter unit requires quarterly inspections during the dry season (June through September) and monthly during the wet season (October through May). The units need to be cleaned out quarterly to remove trash, debris and excess sediment. The filter media within the units requires replacing annually at which time the filter shall be disposed of in accordance with state and federal environmental protection requirements. The replacement filter is then placed into the existing bracket below the storm drain entrance. 8.1.3 Extended Detention Basins Typically, detention basin maintenance activities include unclogging of the outlet structure, vegetation removal, and excess sediment removal. Proper maintenance is required to insure optimum performance of the basin. General BMP inspections should check for structural integrity of the riser, debris and litter removal to prevent blockage of outlet orifices, etc. Maintenance of the water quality basin will be the responsibility of the HOA For proper maintenance to be performed, the storm water treatment facility must be accessible to both maintenance personnel and their equipment and materials . Factors that affect the operational performance of a detention basin include mowing, control of pond vegetation, removal of accumulated sediments, removal of debris DE:de H:IREPORTS\00421219\SWMP-03.doc .. - .. .. .. - - -- -- - - .. - -.. Muroya Storm Water Management Plan from all inflow and outflow structures, unclogging of orifice perforations, etc . Periodic inspections should be performed following each significant storm. The basin should be inspected at least twice a year to evaluate facility operation . Periodic inspections of the Detention Basin should be performed at regular intervals throughout the year. Additional inspections will be required after major rainfall events (defined per this Maintenance Plan as 24-hour rainfall events in excess of 1 inch) . During the periodic and post-major event rainfall inspections, the inspector must identify any repairs and maintenance activities deemed necessary, including the removal of trash, debris, and sediment from the basin area. All riser orifices should be unclogged during the periodic and post-rainfall inspections. Sediment removed during periodic, post-major rainfall event, and annual maintenance can be placed in a sanitary landfill or used for composting activities. If no basin maintenance takes places for a period of longer than 1 year, then trapped pollutants may be deemed hazardous and special requirements may apply to disposal activities. In such a case, removals would require testing prior to disposal in a sanitary landfill. 8.2 -Schedule of Maintenance Activities 8.2.1 -FloGard Curb Inlet Filter Insert Target Maintenance Dates -June 15th and September 15th; Quarterly Annual Inspections June through September (Dry Season Inspections) Maintenance Activity -Regular inspection to ensure that filter unit is functioning properly, has not become clogged, and does not need to be replaced. Target Maintenance Dates -15th of each month; Monthly Inspections October through May (Rainy Season Inspections) Maintenance Activity -Regular inspection to ensure that filter unit is functioning properly, has not become clogged, and does not need to be replaced. Target Maintenance Date-March 15th, June 15th, September 15th, December 1st\ Quarterly Annual Inspections January through December Maintenance Activity -Quarter annual cleanouts: cleanout filter and remove trash, debris, and excess sediment. DE:de H:\REPORTS\00421219\SWMP-03.doc w.o, 42-219 719/2009 9:19 AM ... -... - - ... .. - -- -.. ... -- -- .. Muroya Storm Water Management Plan Target Maintenance Dates -March 15th Maintenance Activity -Annual filter replacement: remove and replace filter. Dispose of used filter according to state and federal environmental protection guidelines. 8.2.2 -StormFilter Treatment Unit Target Maintenance Date -March 15th Maintenance Activity -Annual inspection and cleanout. Perform visual inspection . Clear vault unit with vactor truck. Remove existing filter media cartridges, replace with new filter cartridges. Target Maintenance Dates -15th of each month; October through May (Rainy Season Inspections) Maintenance Activity -Regular inspection to ensure that unit is functioning properly, has not become clogged, and does not need to be cleared out. 8.2.3 -Extended Detention Basin Target Maintenance Date -February 15 {Rainy Season Inspection) Maintenance Activity -Periodic inspection and removal of trash, debris and excess sediment, clear any clogged riser orifices, perform basin area repairs Target Maintenance Date -May 15 (Annual Inspection -Post-Rainy Season) Maintenance Activity -Annual Basin Inspection & Maintenance ... includes full silt removal, annual inspection by registered civil engineer, removal of trash and debris, clear any clogged riser orifices, perform basin area repairs Target Maintenance Date -September 15 (Pre-Rainy Season Inspection) Maintenance Activity -Periodic inspection and removal of trash, debris and excess sediment, clear any clogged riser orifices, perform basin area repairs Target Maintenance Date -December 15 (Rainy Season Inspection) Maintenance Activity -Periodic inspection and removal of trash, debris and excess sediment, clear any clogged riser orifices, perform basin area repairs Additional Maintenance -{Post-Major Rainfall Event) ... following major rainfall event (24-hour rainfall volume greater than 1.0 inch) unless next scheduled target maintenance date is within 1 month Maintenance Activity -Post-rainfall inspection and removal of trash, debris and excess sediment, clear any clogged riser orifices, perform basin area repairs. For proper maintenance to be performed, the storm water treatment facility must be accessible to both maintenance personnel and their equipment and materials. DE:de H:IREPORTS\0042\219\SWMP-03"doe • ... -... --- .... -.. -.. 11111 --... - ... .. --- - - Muroya Storm Water Management Plan 8.3 -Annual Operations & Maintenance Costs The following costs are intended only to provide a magnitude of the costs involved in maintaining BMPs. Funding shall be provided by the Home Owners Association for the Muroya development. 8.3.1 -FloGard Curb Inlet Filter Inserts An approximate annual maintenance cost for the proposed FloGard Curb Inlet Filter Insert is outlined below. Costs assume a 3 man crew: -Periodic Inspection and Cleanout ($910 per unit x 3 units)= $2,730 -Annual Filter Replacement ($250 per unit x 3 unit) = $750 FloGard Subtotal = $3,480 8.3.2 -Stormfilter Treatment Units: -Periodic Inspection and Cleanout ($2,000 per unit x 1 unit) = $2,000 -Annual Filter Cartridge Replacement ($200 per unit x 15 units) = $3,000 StormFilter Subtotal = $5,000 8.3.3 -Extended Detention Basin: Ultimate-condition silt removal activities shall begin once the silt level in the Water Quality Basin reaches 1 foot -Assume 1 cleanout per year. The associated storage volume associated with elevations 326 feet is 0.01 acre-feet (16 cubic yards) for the basin Annual Silt removal cost= 16 CY* $15/CY = $240 Annual Inspection by Engineer= $1,000 Periodic and Post-Major Rainfall Inspections and Trash/Debris/Sediment Cleanout: Assume (4) periodic and post-major rainfall inspections per year Assume (3) man crew Assume 4-hour cleanout time Assume $50 hourly rate Annual Periodic Inspection and Maintenance Cost= $2,400 Subtotal for WQ Basin Maintenance = $3,640 Approximate Total Annual Maintenance Costs= $12,120 TOTAL BMP MAINTENANCE COSTS (inc. 10% Contingency) = $13,332 DE:de H:\REPORTS'0042\219\SWMP-03.doc - -- ... - -- --.. .. .. ... .. -- --.... Muroya Storm Water Management Plan Chapter 9 -FISCAL RESOURCES 9.1 -Agreements (Mechanisms to Assure Maintenance) There are multiple flow and volume-based BMP treatment units within the proposed Muroya development for storm water quality treatment. Funding for the water quality treatment devices will be provided by the Muroya HOA. The Master Homeowners Association for the Muroya development will be responsible to perform the maintenance activities and to ensure adequate funding. The City of Carlsbad Watershed Protection, Stormwater Management, and Discharge Control Ordinance require ongoing maintenance of BMPs to ensure the proper function and operation of these BMPs. Costs for this maintenance will be the responsibility of the Developer at the time of inception and by the contractor during construction of the development. The LID & Treatment Control BMPs will require maintenance activities as outlined in Chapters 8 of this report. Dl:::de H:\REPORTS\0042\219\SWMP--03,d<J<: ~--- 1 I I I I I I I·---___ L CITY DF ENCINITAS~ VICINITY MAP NO SCALE i \\ II I I/ ii II II II 1· 1/ II ' I j ' I ' I I , I I I I r· I t.T,.,._ .. _ .. ---=-~wt:::- -~,-~ ,0.23 ACRES V✓A TERSHt_D BOUNDARY FLOVv'LI NE NODES SUBAREA AREA --- 0 11.00 ACRES I <b l a-, J.,1 f •. 'i ,,,, .. ,, 3, ' J " ,,-,,r {.,"· !;! I i I I l!&A 7/9/2009 Pl.A~-llNC £-.IG,NEERlNG SUR\'EY!NC 10"';;"'9 Huemli::kem Sirebt San P«>gl\ CJi IJ2W f'Hi85!1)5S&-4500· fX{858)558-1HI 50 I ~CALE l'= 50' MUROYA I CITY OF CARLSBAD, CALIFORNIA 100 I 150 I I I SHEET 1 OF 1 R,\ 0321 \ ~Hyci\321 $ H02-DEV,ciwgUJul-09-2009•1°'18 "' 1-i I N v a ~ c ii L VICINITY MAP NO SCALE: 50 0 50 100 150 -------SCALE 1'=50' ' I I ' I I --j § ' €5 I fs i ~{:j 6 I u ' ,, I ---- ---- --- II I II , ------- II I II STORMFILTER UNIT 085th = 0. 5 cfs. BMP A= 4'7 . ac. II II ' --~ II \\ i ~ '~ "~ ~., ·---. ---- PROPOSED DETENTION SOURCE CONTROL BMPs: MANUFACTURED SLOPES SHALL BE LANDSCAPED WITH SUITABLE GROUND COVER OR INSTALLED WITH AN EROSION CONTROL SYSTEM. -URBAN HOUSEKEEPING HOMEOWNERS SHOULD BE EDUCATED AS TO THE PROPER USE, STORAGE, AND DISPOSAL OF THESE POTENTIAL STORMWATER CONTAMINANTS -STORM WATER SYSTEMS STENCILING AND SIGNAGE I I I I l I ;\'" > ., _', ._ ·,·_c_, • I i-' . )·. -' . '_. ;.· .. , . . ·,--.,, ----1 ,:·-, .'-,-, ' ;. ·\-·/ . '-.-··.--/.· TIIRASHER PLACE LJMITS Of DIS11JRBANCE ~-r---,,£--1-PROPOSED WAID! 1R£A ™ENT UNIT 'ff---;;;,L--/-"---/-PROPOSED STD/?M 1)//AJN It !':JP-RAP ,,,-;----,---+--EXISmCSDGM POIER UNE T0K£R TO RE:J./A!N rx:r--::,t<---j---PROPOSED .JO' SEwt.R N7'---T,~~z+=~ ANO WAID! £ASfJ,!£NT -INTEGRATED PEST MANAGEMENT KEEPING PESTS OUT OF BUILDINGS AND LANDSCAPING USING BARRIERS, SCREENS AND CAULKING. PHYSICAL PEST ELIMINATION TECHNIQUES SUCH AS WEEDING, SQUASHING, TRAPPING, WASHING OR PRUNING OUT PESTS. RELY ON NATURAL ENEMIES TO EAT PESTS. -TRASH STORAGE AREAS ALL TRASH WILL BE STORED WITHIN EACH INDIVIDUAL SINGLE FAMILY RESIDENCE. AS SUCH, THERE WILL BE NO TRASH STORAGE AREAS ONSITE. -EFFICIENT IRRIGATION PRACTICES ALL HOME OWNERS' ASSOCIATION {HOA) MAINTAINED LANDSCAPED AREAS WILL INCLUDE RAIN SHUTOFF DEVICES TO PREVENT IRRIGATION DURING AND AFTER PRECIPITATION. FLOW REDUCERS AND SHUTOFF VAL YES TRIGGERED BY PRESSURE DROP WILL BE USED TO CONTROL WATER LOSS FROM BROKEN SPRINKLER HEADS OR LINES. -----~·£X1S1iNG SflG&c POWE:R POlES TO REMIJN STORMFIL TER !.)NITS FLOGARD INLET UNITS IMPERVIOUS SURFACE AREA ! PERVIOUS SURF ACE AREA LID PAVER LOCATION ,, I DGSTTNG FEJ/CE 50 EXISTlNG BERM TO EH: REMOVED '--EXISTING CURB INLET 7l1 BE: ADJUSTEJ> TO N£W CURB LOCA110N 0.8AC __ / / 0 ~~ 50 SCALE 1'= 50' I I I I I 100 150 \--;::===::::,._ _ _L::.::::::::;-~--~ EXTENIDED DETENTION 085= 0.3cfs -----------iBMP A= 2.4ac 9.7AC EXISTING HEADWALL HUNSAKER &ASSOCIATES SAN Dl£CO, INC. Pl.ANNING 1ITT7!I Ht~m Stratt ENClNEERINC San Oleg°'-Ca 9-1121 su,vrn~ PH(858)S58-1500, fX{85S~S~l414 ------- LID & SITE DESIGN BMPs: -MINIMIZE IMPERVIOUS FOOTPRINT -CONSTRUCTING STREETS, SIDEWALKS, AND PARKING LOTS TO THE MINIMUM WIDTHS NECESSARY TO COMPLY WITH CITY OF CARLSBAD REQUIREMENTS WITHOUT COMPROMISING PUBLIC SAFETY. -INCORPORATING LANDSCAPED BUFFER AREAS BETWEEN SIDEWALKS AND STREETS. -MINIMIZING THE NUMBER OF RESIDENTIAL STREET CUL-DE-SACS AND INCORPORATE LANDSCAPED AREAS TO REDUCE THEIR IMPERVIOUS COVER. -REDUCE OVERALL LOT IMPERVIOUSNESS BY PROMOTING ALTERNATIVE DRIVEWAY SURFACES AND SHARED DRIVEWAYl3 THAT CONNECT TWO OR MORE HOMES TOGETHER . -MAXIMIZE CANOPY INTERCEPTION & WATER CONSERVATION PRESERVE EXISTING NATIVE TRESS AND SHRUBS. PLANT ADDITIONAL NATIVE OR DROUGHT TOLERANT TREES AND LARGE SHRl,JBS IN PLACE OF NON- DROUGHT TOLERANT EXOTICS. -MINIMIZE DIRECTLY CONNECTED IMPERVIOUS AREAS DRAINING ROOFTOPS INTO ADJACENT LANDSCAPING PRIOR TO'OISCHARGING TO THE STORM DRAIN. DRAINING ROADS, SIDEWALKS AND IMPERVIOUS TRAILS INTO ADJACENT l,.ANDSCAPING. -SLOPE & CHANNEL PROTECTION/ HILLSIDE LANDSCAPING -USE OF NATURAL DRAINAGE SYSTEMS TO THE MAXIMUM EXTENT PRACTICABLE. STABILIZE PERMANENT CHANNEL CROSSINGS. PLANTING NATIVE OR DROUGHT TOLERANT VEGETATION ON SLOPE$. -ENERGY DISSIPATERS, SUCH AS RIPRAP, AT THE OUTLETS OF NEW STORM DRAINS, CULVERTS, ' CONDUITS, OR CHANNELS THAT ENTER UNLINED CHANNELS. ! TREATMENT CONTROL BMPs: -STORMFILTER TREATMENT UNIT (MP-40) -FLO-GARD FILTER INSERT (MP-52) -EXTENDED DETENTION BASIN (TC-22) ' BMP LOCATION EXHIBIT FOR: MUROYA CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 "' -"' J, t. ~