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HomeMy WebLinkAboutSDP 2016-0001; CARLSBAD OAKS LOT 24; ADDENDUM - STORM WATER QUALITY MANAGEMENT PLAN FOR CARLSBAD OAKS LOT 24; 2022-11-23I I I I I I I I I CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR CARLSBAD OAKS LOTS 24 PROJECT ID SDP 2016-0001 DRAWING NO: DWG 502-3A PERMIT NO: GR2017-0015 ENGINEER OF WORK: ~£)~ y ~3/?7 Robert D. Dentino, PE RCE 45629 PREPARED FOR: RAF GROUP LOT 24,LLC 1010 S. Coast Highway 101, Suite 103 Encinitas, CA 92024 PREPARED BY: EXCEL ENGINEERING 440 State Place, Escondido, CA, 92029 (760)745-8118 DATE: February 10, 2017 UPDATED April 10, 2017 REr-"7 VED 'UL O 6 2017 LANO OE\/[I_Qp· ~ EN ·, ,.,,,ENT G11\JEEr<ING -LL ADDENDUM CC REV 3 DATE: November 23, 2022 3 I I I I I TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1 : Backup for PDP Pollutant Control BMPs Attachment 1 a: DMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening (when applicable) Attachment 1 d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1 e: Pollutant Control BMP Design Worksheets I Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d : Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Trash Capture SWQMP per Form E-35A and Addendum CC REV 3 Cover Letter 3 3 I I I I I Carlbad Oaks Lot 24 Project ID: 2016-0032 CERTIFICATION PAGE I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. gineer of Work's Signature, PE Number & Expiration Date ROBERT D. DENTINO Print Name EXCEL ENGINEERING Company ·"?fa 3p 7 Date SWQMP Addendum (CC REV 3) for Carlsbad Oaks North, Lot 24 TO: City of Carlsbad DATE: 12-23-2022 FROM: Michael Baker International SUBJECT: PROJECT ID: RELATED PROJ. ID: DRAWING NO: PERMIT NO: SWQMP Addendum SDP 2016-0001 CD 2019-0024 DWG 502-3A GR2017-0015 Introduction This technical memorandum serves as an addendum to the approved SWQMP prepared by Excel Engineering (EOW Robert D. Dentino, RCE 45629) for the Carlsbad Oaks North, Lot 24 project. The original SWQMP was approved by the City of Carlsbad in 2017 (DWG 502-3A). The project has undergone two sperate construction change revisions, the second of which (CC REV 2) amended the approved SWQMP to accommodate a slight increase in impervious area. This proposed construction change revision (CC REV 3) incorporates minor changes to the site related to the extension of the mechanical/equipment yard along with added catch basin inlet filters to comply with updated City of Carlsbad Trash Capture regulations. This addendum includes a description of the proposed changes, as compared to the approved SWQMP, as well as supporting trash capture calculations per City of Carlsbad Trash Capture SWQMP template Form E-35A. Approved SWQMP The approved SWQMP is for the entire site and utilizes the City’s pollutant control worksheets and a SWMM analysis to show compliance with water quality and hydromodification requirements. The focus of this addendum to the SWQMP is to provide the supporting narrative and calculations for the proposed trash capture BMPs. No other elements of the originally approved storm water strategy, including DMAs, BMPS, etc. will be affected in this construction change. Proposed Revision Proposed revisions include the extension of the mechanical/equipment yard at the southeast corner of the existing building. This construction change will not effectively increase the imperviousness of the site and drainage patterns will not be altered because of the proposed improvements. 3 Technical Memo: SWQMP Addendum for Carlsbad Oaks North, Lot 24 (CC REV 3) Page 2 To meet updated trash capture regulations, existing catch basins throughout the site will be retrofitted with full trash capture approved filters. A total of eight (8) catch basin inlet filters have been sized per Section 4.4.2.2 of the City BMP Design Manual to capture all trash greater than five (5) millimeters in size. These devices are sized to meet at the minimum the 1-year 1-hour storm event and are sized to fit the respective storm drain catch basins on site. The selected device (BioClean full capture filter) is also an approved trash capture device recognized as a Certified Trash Full Capture System per the California Water Board. The proposed dimensions of each inlet filter are specified for the respective drainage structure it is to be installed on. See Attachment 5 of the amended SWQMP for the supporting narrative and calculations for the proposed trash capture BMPs. Results & Conclusions The proposed improvements described in this addendum will not impact the imperviousness of the site. With that said, the originally approved storm water design will remain unchanged. In summary, a total of eight (8) catch basin inlet filters will be installed on the existing catch basins throughout the site as detailed in the supporting calculations provided with this addendum. Construction details and maintenance requirements of the proposed inlet filters are included with the revisions to DWG 502-3A and Addendum CC REV 3 of the SWQMP. Certification I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for the project design. November 23, 2022 Stefani Bell RCE 88581 Date 3 I I I I I I I I I PROJECT VICINITY MAP VICINITY CITY OF OCEANSIDE PACIFIC OCEAN 78 MAP ENCINITAS NOT TO SCALE STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov -· ---~ --. ---I I ' , -1 To address post-development pollutants tha~ may be generated from development projects, the city requires ·that new development and signifi~nt redevelopment priority projects incorporate Permanent Storm Wat.er Best. Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the lev~I of storm water stand.ards that must be applied to a proposed development or redevelopment project. bepend.ing on the outcome, your· project will either be subject to 'STANDARD PROJECT' requirements or b~ subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your.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. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm. water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. · If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land ·Development Engineering staff. A compl~ted and signed ques.tionnaire must be submitted with each development proj~t application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. --•1· .. ,j ;, . I ' PROJECT NAME: CARLSBAD OAKS NORTH LOT 24 PROJECT ID: DEV 201'6-0032/ SOP 2016-001 ADDRESS: WHIPTAIL LOOP EAST (LOT 24) CARLSBAD, CA 92008 APN: 209-120-18 The project is (check one): Ill New Development ·o Redevelopment The total proposed disturbed area is: 368,019 ft2 ( 8.45 ) acres The totai proposed newly created and/or replaced impervious area is: 293,040 ft2(6.73 ) acres If your project is covered by an appfoved SWQMP as part ·of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of4 i ' , ·-----. -. . . . . I I ' I ' '' I ·To determine if your project is·a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building D Ill or structure t_hat do not alter the size {See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes· to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: {e.g. the project includes only interior remodels within an existing building): e I t I ! I . -. .. . . I' \, .. To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets auidance? · 2. Retrofitting or redeveloping existing paved aileys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guida·nce? 3. Ground Mounted Solar Array that meets the criteria .provided in section 1.4.2 of the BMP manual? YES NO D D D If you answered "yesw to one or more of the above questions, provide discussion~ustification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... • and complete applicant information. Discussion to justify exempti9n { e.g. the project redeveloping existing road designed and constructed in accordance with the l)SEPA Green Street guidance): If vou answered "no" to the above auestions, vour oroiect is not exemot from PDP, go to Step 3. E-34 Page2 of 4 REV02/16 --~---I To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new .development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and oublic development oroiects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public devefonment projects on public or private land. 3. Is your project-a new or redevelopment project that creates .and/or replaces 5,000 square feet or more· of impervious surface collectiyely over the entire project site and suppo.rts a restaurant? A restaurant is a facility that sells prepared foods and drinks for.consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for ii:nmediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside develqpment project? A hillside develooment oroject includes development <>n. any natural slooe that js twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces S;OOO square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A. pa·rking lot is a land area or facility for _the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000.square.feet or more of impervious . surface collectiveJy .over the entire project site and supports a street, road, highway freeway,or driveway? A street, road, highway, freeway or driveway is any paved impervious· surface used for the transportation of automobiles, truck$, motorcycles, and other vehicles. 7. Is your proj~ct a n~w or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? ·Discharging Directly to" includes flow that is conveyed overland a distance of 2QO. feet or less from·the projoot to the ESA1 or conveyed in a pipe or opefJ channel any distance as an . isolated flow from the project to the ESA (i.e . .no(commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of i111pervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013 5014 5541 7532-7534 or 7536-7539. 9. Is your proje.ct a new development or redevelopment project that:creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADn of 100 or more. vehicles per day. · D D D Ill .D D D 10. Is your project a new or red.evelopment project that results in the disturbance of one or more acres of land Ill and are expected to generate ~llutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and ( 1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21 .203.040) . D D D D D Ill If you answered "yes· to one or more of the above questions, your project is a ·pop. If your project is a ·redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating ~My project is a PDP ... • and complete applicant information. · If you answered "no• to all of the above questions, your project is a 'STANDARD PROJECT.·' Go to step 5, check the second.box statina "Mv oroiect is a 'STANDARD PROJECT' ... " and complete applicant information. E-34 Page 3 of 4 REV 02/16 I I I --. -. -. I _,_ I : I ~ I I I I I I i Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): D~ the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the .percent impervious calculation below: Existing imp·ervious area (A) = O sq. ft. Total proposed newly created or replaced impervious area (B) = _o ___________ sq. ft. Percent impervious area created or replaced (B/A)*100 = % YES NO D Ill If you answered "yes"; the structural BMPs required _for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no,• the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statin "M ro·ect is a PDP • and com lete a licant information I t t • I I • • " I Ill My project is a PDP and must comply with PDP stormwater req_uiremen~ of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARO PROJECT'. stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirem~n( Checklist Form E-36' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP ~hreshold, staff may require detailed impervious area calculations and .exhibits to verify if 'STANDARD.PROJECT' stormwater requirements.apply. 0 My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Title: Member of RAF Group Lot 24 LLC Date: 02/10/2017 • Environmentally Sensitive Areas incl · but" e not limited to all'Clean Water l>d. Section ·303(d) Impaired water bodies; areas designated as·Areas of Special ~iologicai Significance by the Stat~ Wa r urces Control~ (Wate(Quality Control Plan ror·the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial y the State Water Resources Control e<>ard (Wat.er Quality Control Plan ror the San Diego Basin (1994) and amenanents); areas designated as or their equivalent under the Multi Species Conservation Program within the Cities and County cl San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas ~ich have been identified by the City. NO City Concurrence: D By: Tt Project ID: s~ W\C, ~ oc.-,~ E-34 Page 4 of4 REV02/16 I I I I I SITE INFORMATION CHECKLIST Prolect Summary Information Project Name Carlsbad Oaks Lot 24 Project ID 2016-0032 SOP 2016-0001 Project Address Whiptail Loop East Carlsbad, CA 92010 Assessor's Parcel Number(s} (APN(s}) 209-120-26 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 10.94 Acres ( 476,546 Sauare Feet} Existing Impervious Area (subset of Parcel Area) 0 Acres ( 0 Square Feet) Area to be disturbed by the project 8.4 (Proiect Area) Acres ( 365,904 Square Feet) Project Proposed Impervious Area (subset of Proiect Area) 7.3 Acres ( 317,988 Square Feet) Project Proposed Pervious Area (subset of Project Area} 1.1 Acres ( 47 916 Square Feet) Note: Proposed Impervious Area+ Proposed Pervious Area = Area to be Disturbed by the Project. This mav be less than the Parcel Area. DescriDtlon of Proposed Site DeveloDment and Dralnaae Patterns Project Description I Proposed Land Use and/or Activities: Lot 24 lfhe project is proposing to build a single building with a total of 144,742 square feet of useable building space for industrial, manufacturing, and/or office use. As part of the new building, associated improvements will include the installation of a combination service and delivery area in ~he interior drive aisle on the easterly side of the building (with 2 trash enclosures), approximately -square feet of outdoor patio area, 368 parking spaces, and 39% of the site will be landscaped hroughout the parking areas and frontages. All necessary utilities (storm, sewer, water, dry, etc.) will be installed as part of the project and tie into existing stubs provided for the site by City of Carlsbad DWG No. 415-9. Normal uses of such a development will generate storm water runoff with the potential to carry pollutants to off-site tributaries. Bio Filtration basins are planned to be incorporated throughout ~he site to treat and detain runoff from impervious and landscaped areas. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The impervious area of the proposed project will include industrial facility and parking lots, loading docks, and employee eating areas. List/describe proposed pervious features of the project (e.g., landscape areas): The pervious area of the proposed project will include some landscaping areas, and bio filtration basins. I I I I I I I I I Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): J Existing development J ~ Previously graded but not built out J Agricultural or other non-impervious use J Vacant, undeveloped/natural Description/ Additional Information: Existing Land Cover Includes (select all that apply): J Vegetative Cover J ~ Non-Vegetated Pervious Areas J Impervious Areas Description I Additional Information: Existing land cover is exposed soil with scattered natural vegetation that has grown in the area. • -- • - •• -- • - - Underlying Soil belongs to Hydrologic Soil Group (select all that apply): J NRCS Type A J NRCS Type B J t,j NRCS Type C J NRCS Type D Approximate Depth to Groundwater (GW): J GW Depth < 5 feet J 5 feet < GW Depth < 1 O feet J 1 O feet < GW Depth < 20 feet J t,j GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): J Watercourses J Seeps J Springs J Wetlands J t,j None Description I Additional Information: - - ------- -- -- Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: 1. The existing drainage is composed of both, natural and urban, conveyance systems. The site storm runoff first drains to the Faraday Avenue and then enters the branch of Aqua Hedionda creek that drains to the Agua Hedionda lagoon. The Aqua Hedionda lagoon discharges directly into the Pacific Ocean. 2. Existing conditions include the inlet located at Faraday Avenue 3. No runoff from offsite is conveyed though the project site. - • ·--- • -• --• - -• -- - - --- • -·- -- Does the project include grading and changes to site topography? J ~ Yes J No Description I Additional Information: The proposed grading will utilize the pad that was pre-graded before to put a proposed site. BMP will be added, but no change to the overall site topography will be needed . Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? J ~ Yes J No Description I Additional Information: The project includes the installations of a new storm water conveyance system that will obtain, treat and release storm water from the project site to an existing tie in on Faraday Avenue and then enters the branch of Aqua Hedionda creek that drains to the Agua Hedionda lagoon. The Aqua Hedionda lagoon discharges directly into the Pacific Ocean. -• --- • - • ... • - • -·- ------ ----- .. • - - - Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): J ~ On-site storm drain inlets J Interior floor drains and elevator shaft sump pumps J Interior parking garages J ~ Need for future indoor & structural pest control J ~ Landscape/Outdoor Pesticide Use J Pools, spas, ponds, decorative fountains, and other water features J Food service J ~ Refuse areas J ~ Industrial processes J Outdoor storage of equipment or materials J Vehicle and Equipment Cleaning J Vehicle/Equipment Repair and Maintenance J Fuel Dispensing Areas J ~ Loading Docks J ~ Fire Sprinkler Test Water J Miscellaneous Drain or Wash Water J ~ Plazas, sidewalks, and parking lots I I I I I Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The project site drains into the branch of Agua Hedionda creek that drains to Agua Hedionda lagoon. The Aqua Hedionda lagoon discharges directly to the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant( s)IStressor( s) TMDLs None listed None listed None listed Agua Hedionda Creek Pathogens Agua Hedionda Creek Toxicity Agua Hedionda Creek Metals/Metalloids Agua Hedionda Creek Nutrients Agua Hedionda Creek Salinity Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment Iii Nutrients Iii Iii Heavy Metals Iii Iii Oraanic Compounds Iii Trash & Debris Iii Oxygen Demanding Iii Substances Oil & Grease Iii Bacteria & Viruses Iii Pesticides Iii I I I I Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? J ti/ Yes, hydromodification management flow control structural BMPs required. J No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. J No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. J No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description I Additional Information (to be provided if a 'No' answer has been selected above): *This Section onl ulrements a I Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? J Yes J ti/ No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? J 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite J 6.2.2 Downstream Systems Sensitivity to Coarse Sediment J 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite J No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? J No critical coarse sediment yield areas to be protected based on verification of GLUs onsite J Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of theSWQMP. J Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion I Additional Information: I I Flow Control for Post-Project Runoff* *This Section onl ulred If h dromodlflcatlon mana ernent ulrements a I List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1 ). For each POC, provide a POC identification name or number orrelating to the project's HMP Exhibit and a receiving channel identification name or number orrelating to the project's HMP Exhibit. Lot 24 here is only one Point of Compliance for this project at the southwestern corner of the property s the storm water enters Whiptail Loop East. The POC is labeled as "Point of Compliance" and is labeled on attachment 2a of the Hydromodification Exhibit. Has a geomorphic assessment been performed for the receiving channel(s)? J Iii No, the low flow threshold is 0.102 (default low flow threshold) J Yes, the result is the low flow threshold is 0.102 J Yes, the result is the low flow threshold is 0.302 J Yes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: None Discussion I Additional Information: (optional) No geomorphic assessment has been performed, therefore the high susceptibility of erosion is selected as a default. I I I I I I Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. The existing site has been raised with fill about from the native soil, therefore the infiltration rate of the soil is very low. Some of the BMPs will be required to be placed next to the building footprint, some other BMPs are not adjacent to building. However, the soil engineer's recommendation is provide impervious liner underneath the biofilter regardless the location of the BMP. 0Dtlonal Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. I I I ~ City of Carlsbad Proiect Name: Carlsbad Oaks Lots 24 Project ID: DEV 2016-0032 DWG No. or Buildino Permit No.: ST AND ARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Plan Case No: SOP 2016-0001 Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. f "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. f "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. f "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification maybe orovided. Source Control Reaulrement Annlled? SC-1 Prevention of Illicit Discharges into the MS4 J '-I Yes l J No I J N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage J '-1 Yesl J No I J N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, J Yes I J No I j '-I N/A Runoff and Wind Disoersal Discussion/justification if SC-3 not implemented: Project site is a proposed commercial office building, and will not have outdoor material storage. SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, J Yes I J No I J '-I N/A Runoff. and Wind Dispersal Discussion/justification if SC-4 not implemented: Project site is a proposed commercial building, and will not have outdoor material storage. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind J '-I Yes I J No I J N/A Disoersal Discussion/justification if SC-5 not implemented: E-36 Page 1 of 3 REV 02/16 I I I I I I Source Control Reaulrement Applied? SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance). J On-site storm drain inlets CASQA SD-13 J "11 Yes J No J N/A J Interior floor drains and elevator shaft sump pumps CASQASC-41 J "11 Yes J No J N/A J Interior parking garages Yes J No J N/A J Need for future indoor & structural pest control CASQASC-41 J "11 Yes J No J N/A J Landscape/Outdoor Pesticide Use CASQA BG-40 J "11 Yes J No J N/A J Pools, spas, ponds, decorative fountains, and other water features J Yes J No J "11 N/A J Food service J Yes J No J "11 N/A J Refuse areas CASQASD-32 J "11 Yes J No J N/A J Industrial processes J Yes J No J "11 N/A J Outdoor storage of equipment or materials J Yes J No J "11 N/A J Vehicle and Equipment Cleaning J Yes J No J "11 N/A J Vehicle/Equipment Repair and Maintenance J Yes J No J "11 N/A J Fuel Dispensing Areas J Yes J No J "11 N/A J Loading Docks CASQA SD-31, SC-30 J "11 Yes J No J N/A J Fire Sprinkler Test Water CASQASC-41 J "11 Yes J No J N/A J Miscellaneous Drain or Wash Water CASQASC-41 J "11 Yes J No J N/A J Plazas, sidewalks, and parking lots CASQA SC-71 J "11 Yes J No J N/A For "Yes" answers, identify the additional BMP per Appendix E.1 . Provide justification for "No" answers. YES RESPONSES: On-site storm drain inlets: Stenciling "No Dumping! Flows to Creek" Interior floor drains and elevator shaft sump pumps: Drains to sanitary sewer Need for Future indoor and Structural pest control: Selected appropriate measures for adequate pest control Landscape/Outdoor Pesticide Use: Selected plants appropriate to site conditions Refuse areas: Signs "Do not dump hazardous materials here" Loading Docks: Drains to BMP Fire Sprinkler Test Water: Drains to sanitary sewer Miscellaneous Drain or Wash Water: Drains to BMP Plazas, sidewalks, and parking lots: Drains to BMP N/A RESPONSE: N/A response above indicates that the feature is not a proposed part of the project. E-36 Page 2 of 3 REV. 02/16 I I I I I I I Site Deslan BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. f "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion I justification is not required. f "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. f "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Deslan Reaulrement I Al>Dlled? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I J Yes 11 No I J Iii N/A Discussion/justification if SD-1 not implemented: No natural drainage paths are present on this site. SD-2 Conserve Natural Areas, Soils, and Vegetation I J Yes I J No I J Iii N/A Discussion/justification if SD-2 not implemented: No natural drainage paths are present on this site. SD-3 Minimize Impervious Area 1 J Iii Yesl J No I J N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I J Iii Yesl J No I J N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I Iii Yes I J No I J N/A Discussion/justification if SD-5 not implemented: SD-6 Runoff Collection I J Iii Yes I J No I J N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I J Iii Yes I J No I j N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I J Yes I J Iii Nol J N/A Discussion/justification if SD-8 not implemented: The 36 hour demand is less than the DCV and 0.25DCV, making Harvesting and Using to be infeasible per Harvest and Use Feasibility Checklist (Form 1-7). E-36 Page 3 of 3 REV. 02/16 IIH --SUMMARY OF PDP STRUCTURAL BMPS - -• --- • - ,,,. - --- - - - - - I PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. ~ This project is not "self-retaining" nor "self-retaining", Runoff factor was adjusted to estimate DCV ,_ Harvest and Use is not feasible since Reclaimed water is available near by the location and the 0.25 DCV is greater than the 36 hour demand per form 1-7. ~ Infiltration is not feasible due to low percolation test conducted by the soil engineer. -Based on the locations for storm water pollutant control BMP and the OMA delineations were developed during the site planning phase. The DCV was calculated. ,_ Sizing requirements was computed referred to Appendix B.5 -BMP was designed for the remaining DCV, therefore design BMP for the required size, per design criteria and considerations listed in the BMP manual and comply with pollutant control BMP sizing requirements. -Based on pollutants generated by the type of the project and the 303(d) list at the receiving body, Biofiltration is selected to treat all the pollutants in the project before releasing the storm water to the public water body. -The calculated footprints fit the site design and the constraints. The selected BMPs were sized and designed accordingly using design criteria and considerations from BMP manual fact sheets in Appendix E. -The project has met the pollutant control performance standards. I I I I I I I I I I I I I [Continued from previous page -This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] I I I I I I I I I I I I I I I Structural BMP Summary lnfonnatlon [Copy this page as needed to provide lnfonnatlon for each lndlvldual proposed structural BMPJ Structural BMP ID No. For Lot 24; BMP A, throuah BMP H DWG Sheet No.C-3-C-5 Type of structural BMP: J Retention by harvest and use (HU-1) J Retention by infiltration basin (INF-1) J Retention by bioretention (INF-2) J Retention by permeable pavement (INF-3) J Partial retention by biofiltration with partial retention (PR-1) J ~ Biofiltration (BF-1) J Flow-thru treatment control included as pre-treatmentlforebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) J Detention pond or vault for hydromodification management J Other (describe in discussion section below) Purpose: J Pollutant control only J Hydromodification control only J ~ Combined pollutant control and hydromodification control J Pre-treatmentlforebay for another structural BMP J Other (describe in discussion section below) Discussion (as needed): All of the BMPs used on this project are biofiltration basins that are designed per worksheet B.5- 1 of the COG BMP Design Manual and modeled using continuous simulation modeling with SWMM. Each basin is designed with a typical detail and sized according the hydromodification mentioned above. Since each basin is designed per a typical detail, it is intended that each basin will be constructed and maintained using the same general methods and materials. --... - - • -- ---.. -• -• - ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 1 a DMA Exhibit (Required) Attachment 1 b Attachment 1 c Attachment 1 d See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1 a Form 1-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest and use BMPs) Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. J Iii Included J Iii Included on DMA Exhibit in Attachment 1 a J Iii Included as Attachment 1 b, separate from DMA Exhibit J Iii Included J Not included because the entire project will use infiltration BMPs J Iii Included J Not included because the entire project will use harvest and use BMPs Attachment 1 e Pollutant Control BMP Design J Iii Included Worksheets I Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines - 11111 -- • - • - • - - - • ---- • .. • - Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: J ~ Underlying hydrologic soil group J ~ Approximate depth to groundwater J ~ Existing natural hydrologic features (watercourses, seeps, springs, wetlands) J ~ Critical coarse sediment yield areas to be protected (if present) J ~ Existing topography and impervious areas J ~ Existing and proposed site drainage network and connections to drainage offsite J ~ Proposed grading J ~ Proposed impervious features J ~ Proposed design features and surface treatments used to minimize imperviousness J ~ Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self- mitigating) ~ Structural BMPs (identify location and type of BMP) 111 ATTACHMENT 1a .... - • -- - - --- - I I I I· / / / / DM-h\,.~4 1.30 ACRES . IYPERV!OUSNESS=87% / / / / //./ / I I I / / I I / / //DMA-3 t.1J ACRES . IYPERV!OUSNESS=92% / ----/ -,,---L i I' ' ,, ! ii; I /. I ! '. I ' I ' / I .. / , r ' I. I _'I I I .·.;,. ''/,,,/,/'· I ·/... · ,. · ... ' I ; I "/· ' • ,,,/ ,. ' ;/, i . ' ~DMA-9 . --· -, .. · . . : , O.?l8,4CL?;[£_;_' ::,-!..Mf:=100% .. ' --:,"·:: :;~:~= .. ~. ___ ;:_":: ___ ;;,_-.. -- --.. . ~Ii i;lA .;:J~f --..... :~~c: . .. ' ~Jf-if6R.rs-. . •.. -- . lM/:£RVI07JSlVESS:;t/Jt---._ -··. -·-·--· -· -··- ANTICIPATED ANO PO!FNTIAL POLLUTANTS CENERA!FO BY LANO USE TYPE PER MODEL BMP OESICN MANUAL JUNE 20!5 .y V -, "' PRIORITY HEAVY ORGANIC TRASH OXYGEN OIL & BACTERIA PROJECT SEDIMENT NUTRIENTS & DEMAND/NC PES17CIOES CA!ECOR/ES METALS COMPOUNDS DEBRIS SUBSlANCES CREASE & VIRUSES COMMERCIAL DEVELOPMENT P(!) P(1) X P(2) X P(5) X P(3) P(5) > ONE ACRE PARK/NC LOTS P(1) P(!) X X P(1) X P(1) X = AN17CIPA 1£0 A ,¥ //,:(, -y;;:;~ V V v (~~/ /~ 3H: IV SLOPE' •/ ·./ / "---·····.· . + ~ 'tJTV V ~ v v w "' 'V v P = PO!ENTIAL (1) A P01EN17AL POLLUTANT IF LANDSCAPING EXISTS ONSITE y ·¥ v </ (2) A P01EN17AL POLLUDINT IF THE PROJECT INCLUDES UNCOvf"RED PARK/NC AREAS. (3) A P01EN17AL POLLUDINT IF LAND USE INVOL vf"S FOOD OR ANIMAL WAST£ PRODUCTS. (4) INCLUDING PETROLEUM HYOROCARBONS. (5) INCL/ID/NC SOL i'FNTS. 'V 'V V '.\/ ' / /, / ' vf"CETA!EO SLOPE MEDIA SURFACE PLAN WEJf FOOTPRINT NOT TO SCALE '\/ ./\ v APRON FOR ENERGY DISS/PA 170N CURB cur 24' A ,v ,J,, vi I ! BASIN DMA-!,9, 13 OMA-2 OMA-J OMA-4 OMA-5,11 OI.IA-6 OMA-7,8, 12 OMA-10 OMA-14 EFFEC17vf" OMA TYPE· TYPE OF BMP AREA DRAINS TO (SOF1} BMP-A BIORL !RA 110N 35727 BMP-8 BIORL TRA 170N 1665.0 BMP-C BIORL !RA 710N 2251.5 BMP-0 BIORL !RA 170N 4749.5 BMP-E BIORL 1RA 170N 4199.0 BMP-F BIORL !RA 170N 9526 BMP-C BIORL !RA 710N 1156.6 BMP-H BIORL !RA 170N 559.2 -DE MINIM/S - E DISTANCE fROM TOE OF SLOPE TO LINER DEV 2016-0032/ SDP 2016-0001 NO 1£: ALL CA TCHBAS/NS /If TH CRA !ES SHALL BE S!ENCILEO ilfTH CITY REOUIREO /!EM PER BELOW DETAIL: 6' FREEBOARO OEPTH 0/'FR CATCH BASIN GRA 1£ ELEVA170N 6" STORAGE OEP!H PLAN17NG PER LANDSCAPE PLAN 1.5' MIN OEP!H-~~ (VARIABLE MO TH) TOPSOIL MIX 4" OF PEA GRA /'FL RL !ER COURSE VARIABLE DEPTH 2"-M!NUS~- CRAVEL STORAGE LAYER (SEE TABLE FOR GRAVEL DEPTHS 6" PERFORA 1£0 PVC-;,,, UNOERORAIN PIPE MR/ES MINIMUM J" ACCRECA 1£ BELOW UNDERDRAIN BIOFILTRATION BASIN SECTION TYPICAL SEC170N NOT TO SCALE OVERFLOW STRUCTURE AND MAIN!ENANCE ACCESS CLEAN our h-~-~~ .... UP.EER OR/RCE FS ELEV PER PLAN NOT TO SCALE NOTE: ALL BIORL !RA 170N AREAS ilfLL HA ff" A SIGN POS!EO TO BE /I/SIBLE AT ALL 17MES. PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATER WAYS CLEAN MAINTAIN 'MTH CARE-NO MODIFICATIONS WITHOUT AGENCY APPROVAL I d),J v{<~ rv~ :'< -------/\ "' •, , 120 .,· fl" PVC PIPE PERFORATION LAYOUT OETAIL NOT TO SCALE • pi,r; OSUBORA/NO . . • 'ATCH BASIN PER PLAN SCH 40 pi,r; MALE AOAP!ER (Ml1PxSoC) SCH 40 PVC THREAOEO ENO CAP (fPl) rm===iCC7ri=~===IJ-.illljj;___OR/LL OR/RCE HOLE AT APRON FOR VELOCITY 0/SS/PA!ER ORIFICE OETAIL NOT TO SCALE PLAN17NC PER LANDSCAPE PLAN FlOW!JNE OF ENO CAP (SIZE PER BIO-BASIN OED/IL) HWROLOCICAL SOIL CROIJP THE HmOLOC/CAL SOIL CROUP FOR THIS Sil£ IS TYPE (D) NOT£: APPROX/I.IA TE OEPTH TO GRO/INOWA !ER IS GREA !ER THAN 20' BIO-BASIN SUMMARY TABLE A1 A2 AJ B C 0 {INCH) {INCH) {INCH) (INCH) (INCH) (INCH) RISER TOP OF CLEAN UPPER MEDIA CRAWL BASIN our OR/RC£ 10 !20 10.0 -!8 2! 6 120 6.0 -18 21 6 !20 6.0 -!8 21 6 !20 6.0 -18 21 6 120 6.0 -18 21 6 !20 6.0 -!8 21 6 !20 6.0 -18 21 6 120 6.0 -!8 9 ------ BOX RISER/ 01-f"RFLOW E STRUCTURE FEET SIZE {INCHES) 25 36)(36 1.5 36)(36 1.5 36%36 !.5 J6X36 1.5 36%36 1.5 J6X36 1.5 J6X36 !.5 24X24 -- ORIRCES 0/AME!ER UPPER LO#ER {INCH) {INCH) -0.75 -0.50 -0.625 -0.75 -0.75 -0.50 -0.50 -0.50 -- IMPERMEABLE LINER? YES YES YES YES YES YES YES YES - SCALE 1'40' 0 40 80 120 160 DMA EXHIBIT FOR CARLSBAD OAKS LOT 24 1#.'<!4' ENGINEERING lAND PlANNING • EN~NEER™G • SIJRITTNG 440 S1A1E PL\CE, ESCOOIJIDO, CA 92029 PH (760)745-8118 FX (760)745-1890 0 g \0 0 N Cl.. 0 Cl) N ..... 0 0 I 'D 0 N > L1J 0 I I I , I I I I I I I --------1 j I I 1, i H i n m~ 1 ~~ ·Ii -u ·m ~th ~m ~u ;ii l • ~ ~~ ti = I. I. I. I. I. I. I. I. ' ~ -.. s ~ . . ~ -. . U• ' ' ' ' ' ' ' ' ' ~ ~ ~ ~ u U · ~ ~ ~ ~ ~ ~ :) ::! I •• • • • • . . ' . -----. -' ' ' ' ' ' ' ' ' ' .. .. . . = : I •• . . . . .. . . ~; ; ; . ~ ~ . ~ ' . . . . . . . ' n n i i ii · n A 0 n u, ii ii ii ii iii ii ii ii ii ii §ii. n ' i • Ui · ~ n ~ • t p '1 l ii tU - - ATTACHMENT 1b - • -- -- ---.. - --- - BMP ID BMP-A BMP-B BMP-C BMP-D BMP-E BMP-F BMP-G BMP -H - - -- -- -- --- EFFECTIVE A1 AREA {INCH) (SQFT) RISER 3572.7 10.0 1665.0 6.0 2251 .5 6.0 4749.5 6.0 4199.0 6.0 952.6 6.0 1156.6 6.0 559.2 6.0 £ asr""1:E ~ = or SlQPC fl)UER A2 {INCH) 12.0 12.0 12.0 12.0 6.0 6.0 6.0 6.0 BIO-BASIN SUMMARY TABLE BOX RISER/ ORIFICES A3 B C D E OVERFLOW DIAMETER STRUCTURE (INCH) (INCH) {INCH) {INCH) (FEET) SIZE UPPER LOWER (INCHES) {INCH) {INCH) 6.0 -18.0 21 .0 2.5 36x36 N/A 0.750 6.0 -18.0 21 .0 1.5 36x36 N/A 0.500 6.0 -18.0 21 .0 1.5 36x36 N/A 0.625 6.0 -18.0 21 .0 1.5 36x36 N/A 0.750 6.0 -18.0 21.0 1.5 36x36 N/A 0.750 6.0 -18.0 21 .0 1.5 24x24 N/A 0.500 6.0 -18.0 21 .0 1.5 36x36 N/A 0.500 6.0 -18.0 9.0 1.5 24x24 N/A 0.500 OIOl!lO,, S711f,(CflllC MIOIIMl!mMICE -'= a£AN()(lf :;; rs £lE)I IRRAN J~'::s: =:tf =~-"°'~_r.~=~-=-ID,_ .. J ---;;i,ur c • ti a r /f J l'Of PUN '-""' --. I_ ~ . -.,,, -,..._ __ ... ________ ....,11,.oo .. , , .. ~ ;. :~· ,_-.. --,~'.,.:·_, -~ I nw:s <, .. . ~ . _,. . .,,,,.)lllll. .,z~ ..• ,.-.· • • I a, r-::: PIP£ 800r ;J --·'.•, ~~~~~Aff,_, . •' :' '., Pll'Uti:::.r,,;:SE,41. 11111 Mill w ittAAtMI + ·m& iw ._ I ~ lllffl'IIOtlS I I I ~· PC,( OltAlfZ llllDf a,u,sc ...1J\..... '= L c-,I w · f' MIN a,,(,a. :t -8' l/tJUIOt1f /illUlf, POIFMAIUJ \. ---~-.!tit'-IJOfTDII or f'UlnJlrA 1UJ ff'C ~~• •= IIAS/111 -- CA Tr:N /JASIN 0£TA/l.. N()f n:, SCA/.£ STANDPIPE IMPERMEABLE DIAMETER (INCH) N/A N/A N/A N/A N/A N/A N/A N/A ~AlfZ STMAGELA ~·pie o.su;r;wAAVO LINER? YES YES YES YES YES YES YES YES . ============l=====il-""!J'-~IJRllL awnr::E'Ha. Ql'AIQ S70lfAG£ LA >Eli' OR/RC£ DETAIL NOT JTJ SCALE Fl O#t.lNE or 0/0 (SIZE" P£H BIO-BA. -ATTACHMENT 1c - ------ -- - ... --- 0 g \0 0 N Cl.. 0 Cl) N ..... 0 0 I 'D 0 N > L1J 0 I I I , I I I I I I I --------1 j I I 1, i H i n m~ 1 ~~ ·Ii -u ·m ~th ~m ~u ;ii l • ~ ~~ ti = I. I. I. I. I. I. I. I. ' ~ -.. s ~ . . ~ -. . U• ' ' ' ' ' ' ' ' ' ~ ~ ~ ~ u U · ~ ~ ~ ~ ~ ~ :) ::! I •• • • • • . . ' . -----. -' ' ' ' ' ' ' ' ' ' .. .. . . = : I •• . . . . .. . . ~; ; ; . ~ ~ . ~ ' . . . . . . . ' n n i i ii · n A 0 n u, ii ii ii ii iii ii ii ii ii ii §ii. n ' i • Ui · ~ n ~ • t p '1 l ii tU - - ATTACHMENT 1b - • -- -- ---.. - --- - BMP ID BMP-A BMP-B BMP-C BMP-D BMP-E BMP-F BMP-G BMP -H - - -- -- -- --- EFFECTIVE A1 AREA {INCH) (SQFT) RISER 3572.7 10.0 1665.0 6.0 2251 .5 6.0 4749.5 6.0 4199.0 6.0 952.6 6.0 1156.6 6.0 559.2 6.0 £ asr""1:E ~ = or SlQPC fl)UER A2 {INCH) 12.0 12.0 12.0 12.0 6.0 6.0 6.0 6.0 BIO-BASIN SUMMARY TABLE BOX RISER/ ORIFICES A3 B C D E OVERFLOW DIAMETER STRUCTURE (INCH) (INCH) {INCH) {INCH) (FEET) SIZE UPPER LOWER (INCHES) {INCH) {INCH) 6.0 -18.0 21 .0 2.5 36x36 N/A 0.750 6.0 -18.0 21 .0 1.5 36x36 N/A 0.500 6.0 -18.0 21 .0 1.5 36x36 N/A 0.625 6.0 -18.0 21 .0 1.5 36x36 N/A 0.750 6.0 -18.0 21.0 1.5 36x36 N/A 0.750 6.0 -18.0 21 .0 1.5 24x24 N/A 0.500 6.0 -18.0 21 .0 1.5 36x36 N/A 0.500 6.0 -18.0 9.0 1.5 24x24 N/A 0.500 OIOl!lO,, S711f,(CflllC MIOIIMl!mMICE -'= a£AN()(lf :;; rs £lE)I IRRAN J~'::s: =:tf =~-"°'~_r.~=~-=-ID,_ .. J ---;;i,ur c • ti a r /f J l'Of PUN '-""' --. I_ ~ . -.,,, -,..._ __ ... ________ ....,11,.oo .. , , .. ~ ;. :~· ,_-.. --,~'.,.:·_, -~ I nw:s <, .. . ~ . _,. . .,,,,.)lllll. .,z~ ..• ,.-.· • • I a, r-::: PIP£ 800r ;J --·'.•, ~~~~~Aff,_, . •' :' '., Pll'Uti:::.r,,;:SE,41. 11111 Mill w ittAAtMI + ·m& iw ._ I ~ lllffl'IIOtlS I I I ~· PC,( OltAlfZ llllDf a,u,sc ...1J\..... '= L c-,I w · f' MIN a,,(,a. :t -8' l/tJUIOt1f /illUlf, POIFMAIUJ \. ---~-.!tit'-IJOfTDII or f'UlnJlrA 1UJ ff'C ~~• •= IIAS/111 -- CA Tr:N /JASIN 0£TA/l.. N()f n:, SCA/.£ STANDPIPE IMPERMEABLE DIAMETER (INCH) N/A N/A N/A N/A N/A N/A N/A N/A ~AlfZ STMAGELA ~·pie o.su;r;wAAVO LINER? YES YES YES YES YES YES YES YES . ============l=====il-""!J'-~IJRllL awnr::E'Ha. Ql'AIQ S70lfAG£ LA >Eli' OR/RC£ DETAIL NOT JTJ SCALE Fl O#t.lNE or 0/0 (SIZE" P£H BIO-BA. ----ATTACHMENT 1c -.. --- ---- • -• -• ---• -• ---• -• -• -• Appendix I: Fonns and Checklists 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? -I Toilet and urinal flushing -I Landscape irrigation Other: __ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning levd demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. Flushing: (371 employees)x(9.3 gal/emp) = 3,450 gallons c::::::><3,450 gal)(l.5 days)/(7.48 gal/cu. ft.)=692 cu. ft Irrigation: 36-hr Mod. Water per Table B.3-3 = (1,470 gal days/acre)(0.60acres)/(7.48 gal/cu feet)= 1651 cu ft. Total Demand = 2,343 cu. ft. 3. Calculate the DCV using worksheet B.2-1. DCV = 13,138 (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? Yes I e Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes /@ Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. I harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. -I No, select alternate B.MPs. 1-26 3c. Is the 36 hour demand less than 0.25DCV? e n Harvest and use is considered to be infeasible. February 2016 -ATTACHMENT 1d - - .. - - - -• - -- -• - • • - - C . . f I fil . F .b.li C di. Form 1-8 ategonzatton o n 1 tratton cast 1 ty on tlon Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No NO Site is unsuitable for infiltration due to the potential for adverse stabilbility. The site is overlain by two Units of soil type on the proposed project. Unit 1 consists of Engineered fill that "ranges in thickness from nill to 35 feet". The fill was tested and detennined to be a moderate expansive clay with the potential to contain high plasticity and expansivity. Unit 2 consists of Granite. The fi11 is underlain by a granitic bedrock and water infiltration has been ested to have a less than 0.5 inches per hour rate, Carlsbad, CA; January 11, 2016 Geotechnical report was prepared by NOVA Services, Inc. 4373 Viewridge Avenue, Suite B, San Diego, CA 92123; NOV A Project No. 2016468, Prepared July 18, 2016 (Pages 30, and 31 of the report) Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: NO Site is unsuitable for infiltration due to the potential for adverse stabilbility. The site is overlain by two Units of soil type on the proposed project. Unit l consists of Engineered fill that "ranges in thickness from nill to 35 feet". The fill was tested and determined to be a moderate expansive clay with the potential to contain high plasticity and expansivity. Unit 2 consists of Granite. The fill is underlain by a granitic bedrock and water infiltration has been tested to have a less than 0.5 inches per hour rate, Carlsbad, CA; January 11 , 2016 Geotechnical report was prepared by NOVA Services, Inc. 4373 Viewridge Avenue, Suite B, San Diego, CA 92123; NOVA Project No. 2016468, Prepared July 18, 2016 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Criteria 3 Form 1-8 Page 2 of 4 Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes N o YES Underground utilities should be checked periodically for leaks, and detected leaks should be repaired promptly. M'ater would be expected to perch on dense Granitic bedrock. The depth to the water table is approximately at least ~O feet below the surface per geotechnical report, so this project does not have a shallow water table. Kieotechnical report was prepared by NOVA Services, Inc. 4373 Viewridge Avenue, Suite B, San Diego, CA 92123; !NOVA Project No. 2016468, Prepared July 18, 2016 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Not Available at this time -further analysis required N/A Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 1 Result * If all answers to rows 1 -4 are ''Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 No in No. 2 *To be completed using gathered site information and best profess1onal Judgment cons1denng the definjtion of MEP rn the MS4 Permit. Additional testing and/ or studies may be required by Agency/Jurisdictions to substantiate findings Form 1-8 Page 3 of 4 Part 2 -Partial Infiltration vs. No Infiltration Feasibility ScreeningCriteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Preliminary/Planning Phase review ofNRCS Mapping of the site shows Soil Type D Yes YES No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or othe.r factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: NO The Geotechnjcal Engineer fears, without a more detailed, design-level investigation, that the slope stability may be compromised by introducing more underground seepage to the area just uphill from the bank -direct flows may run underground causing slippage. Geotechnical report was prepared by NOVA Services, Inc. 4373 Viewridge Avenue, Suite B, San Diego, CA 92 123; NOV A Project No. 2016468, Prepared July 18, 2016 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Appendix I: Forms and Checklists Criteria 7 Form 1-8 Page 4 of 4 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No YES K)nce the test borings were drilled to the design depth, the borings were converted to percolation wells using .Y..-inch ~avel and 3-inch diameter Schedule 40 perforated PVC pipe. The piping was extended from the bottom of the ~xcavation, to the surface. After placing an approximately 2-inch layer of gravel on the bottom, the perforated PVC pipe was lowered. The %- inch gravel was used to fill the annular space around the perforated pipe to at least 6inches below existing finish grade to minimize the potential of soil caving. The percolation test holes were pre-soaked before testing, and immediately prior to testing. The pre-soak process consisted of filling the hole twice with water before testing. Consecutive measurements indicated that less than 6 inches of water percolated in 25 minutes. The water level was recorded every 30 minutes for at least six hours minimum of 12 readings), or until the water percolation stabilized. After each reading, the water level was raised to close to the previous water level to maintain a near constant head, before each reading. Water depth measurements were obtained from the top of the pipe. Geotechnical report was prepared by NOVA Services, Inc. 4373 Viewridge Avenue, Suite B, San Diego, CA 92123; NOVA Project No. 2016468, Prepared July 18, 2016 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of studv I data source annlicabilitv and whv it was not feasible to mitiimte low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: YES The project site infiltrates at less than 0.5 in/hr. All BMPs provided on this project will be lined. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible . The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. NO on No. 6 *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/ or studies may be required by Agency/Jurisdictions to substantiate finding Jill NOVA Report of Preliminary Geotechnica 1 Investigation Lot 24, Carlsbad Oaks North Business Park July 18, 2016 NOV A Project No. 2016472 Table 3-2. Summary of the Percolation Test Borings Structure Ref Approx. Elev. Depth Tested Soils (feet, msl) (feet, bgs) North Det. Basin P-1 395 10 Fill, sandy, medium dense (SM) West Det. Basin P-2 387 9 Sand, silty sand and weathered granite (SW/SM) East Det. Basin P-3 394 5 Sand (SW) and weathered granite (SP) Note: 'bgs' indicates 'below ground surface' 3.2.3 Conversion to Percolation Wells Once the test borings were drilled to the design depth, the borings were converted to percolation welts using %-inch gravel and 3-inch diameter Schedule 40 perforated PVC pipe. The piping was extended from the bottom of the excavation, to the surface. After placing an approximately 2-inch layer of gravel on the bottom, the perforated PVC pipe was lowered. The %-inch gravel was used to fill the annular space around the perforated pipe to at least 6- inches below existing finish grade to minimize the potential of soil caving. 3.2.4 Percolation Testing The percolation test holes were pre-soaked before testing, and immediately prior to testing. The pre-soak process consisted of filling the hole twice with water before testing. Consecutive measurements indicated that less than 6 inches of water percolated in 25 minutes. The water level was recorded every 30 minutes for at least six hours (minimum of 12 readings), or until the water percolation stabilized. After each reading, the water level was raised to close to the previous water level to maintain a near constant head, before each reading. Water depth measurements were obtained from the top of the pipe. 3.3 Laboratory Testing 3.3.1 Geotechnical An experienced geotechnical engineer classified each soil sample on the basis of texture and plasticity in accordance with the Unified Soil Classification System. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. The project geologist grouped the various soil types into the major zones noted on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs and profiles are approximate; in-situ, the transitions may be gradual. I 1 - -ATTACHMENT 1e - - - - - - - - .... - • ·-.. .!l Ill ~J C: Q. :, 0 0 ii u- o.! Q.:i CD C S5 C ._ II CD U) Q. ~ ... It) 00 I I • • I i I J I I I I I I I I I I I I • I I I I I I RECALCULATE WORKSHEET B.5-1: BASED ON LOWER ORIFICE FLOW RATE Simple Sizing Method for Biofiltration BMPs BMP-A BMP-B BMP-C BMP-D BMP-E BMP-F BMP-G BMP-H 1 Remaining DCV after implementing retention BMPs (cubic feet) 2127 1382 2239 2463 4912 948 1267 520 Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible (in/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 Allowable drawdown time for aggregate storage below the underdrain (hrs) 36 36 36 36 36 36 36 36 4 Depth of runoff that can be infiltrated (Line2xline3) (in) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 Aggregate pore space 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 6 Required depth of gravel below the underdrain (Line4/Line5) (in) 0 0 0 0 0 0 0 0 7 Assumed surface area of bioretention BMP (sq-ft) 3573 1665 2251 4750 4199 953 1157 559 8 Media retained pore space (in/in) 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 9 Volume retained by BMP (Line4+(Line12xline8))/12*Line7 (cubic feet) 536 250 338 712 630 143 173 84 10 DCV that requires bioretention (Linel-Line9) (cubic feet) 1591 1132 1902 1751 4282 805 1093 436 BMP PARAMETERS 11 Surface Ponding [ 6" min I 12" max] 10.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 12 Media Thickness [18 inches minimum] 18 18 18 18 18 18 18 18 13 Aggregate storage above underdrain invert (12" typical) 21 21 21 21 21 21 21 9 14 media available pore space (in/in) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 15 Media filtration rate (in/hr) 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 15a MODIFIED -filtration based on lower orifice (in/hr) 0.37 0.34 0.39 0.27 0.30 0.59 0.49 0.88 15b Filtration rate to be used for sizing [=Min(line 15, line 15a)] (in/hr) 0.37 0.34 0.39 0.27 0.30 0.59 0.49 0.88 Baseline Calculations 16 Allowable Routing Time for sizing (hours) 6 6 6 6 6 6 6 6 17 Depth filtered during the storm [line 15b x line 16](inches) 2 2 2 2 2 4 3 5 18 Depth of Detention Storage [line 11 +(line 12xline14)+(1ine 13xline5)] 22 18 18 18 18 18 18 13 19 Total depth treated [line 17+1ine 18] 24.22 20.04 20.35 19.61 19.82 21.56 20.94 18.45 OPTION 1 -BIORETENTION 1.5 TIMES THE DCV 20 Required biofiltered volume (1.5xline10] (cubic feet) 2386 1699 2852 2626 6423 1208 1640 654 21 Required footprint [line 20/line 19]x12 (square feet) 1182 1017 1682 1607 3890 672 940 425 OPTION-2-Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+pores) volume [0.75xline10] (cubic-feet) 1193 849 1426 1313 3212 604 820 327 23 Required footprint [line 22/line 18]x12 651 566 951 875 2141 403 547 297 FOOTPRINT OF THE BMP 24 Area draining to the BMP (sq-ft) 56430 36768 49410 56441 152397 25233 36110 13698 25 Adjusted Runoff Factor for drainage area (Refer to Appedix B.1 and B.2) 0.70 0.69 0.84 0.81 0.60 0.69 0.65 0.70 26 Minimum BMP Footprint [Line 24xline 25x0.03] 1178 765 1240 1364 2720 525 702 288 27 Footprint of the BMP = Maximum {Minimum(line 21, Line 23), Line 26) 1177.9 765.5 1240.3 1364.1 2720.5 525.0 701.5 297.3 28 BMP area provided in this project 3572.70 1665.00 2251.49 4749.53 4199.00 952.60 1156.60 559.16 Check for Volume Reduction [Not applicable for No Infiltration Condition] 29 Calculate the fraction of the DCV retained by the BMP [Line 9 I Line 1] N/A N/A N/A N/A N/A N/A N/A N/A 30 Minimum required fraction of DCV retained for partial infiltration condition 0.375 0.375 0.375 0.375 0.375 0.375 0.375 0.375 31 Is the retained DCV > 0.375? If the answer is "NO" increase Line 26 until "YES" N/A N/A N/A N/A N/A N/A N/A N/A Ii 11 11 11 II I Project: 16-034 Subject: POST DEV conditions Date: 1/25/2017 By: EXCEL ENGINEERING I It 11 Ii 11 It I I If I POST DEV TOTAL BASIN DATA: Per DEV2016-0032/SDP 20016-0011 Basin areas - - DMA IMPERVIOUS LANDSCAPE NATURAL DMAID Drains to BMP (sqft) (sqft) (D SOIL) TOT AL (SQFT) TOTAL (ACRE) TYPE (sqft) DMA-1 Drains to BMP BMP-A 33645.99 0.00 14557.68 48203.67 1.107 DMA-2 Drains to BMP BMP-B 27298.65 9469.80 0.00 36768.45 0.844 DMA-3 Drains to BMP BMP-C 45501.40 3908.86 0.00 49410.26 1.134 DMA-4 Drains to BMP BMP-D 49782.34 6658.53 0.00 56440.87 1.296 DMA-5 Drains to BMP BMP-E 80060.05 15363.85 0.00 95423.90 2.191 DMA-6 Drains to BMP BMP-F 18722.08 6510.76 0.00 25232.84 0.579 DMA-7 Drains to BMP BMP-G 20915.61 8629.97 0.00 29545.58 0.678 DMA-8 Drains to BMP BMP-G 3534.10 0.00 0.00 3534.10 0.081 DMA-9 Drains to BMP BMP-A 3580.00 0.00 0.00 3580.00 0.082 DMA-10 Drains to BMP BMP-H 5372.13 3413.00 0.00 8785.13 0.202 DMA-11 Drains to BMP BMP-E 0.00 0.00 57732.24 57732.24 1.325 DMA-12 Drains to BMP BMP-G 0.00 0.00 3685.45 3685.45 0.085 DMA-13 Drains to BMP BMP-A 4646.68 4646.68 0.107 DMA-14 De Minimis N/A 474.81 0.00 474.81 0.011 BMP DATA: Per OMA DATA table BMP ROOF LANDSCAPE NATURAL BMPID TYPE (sqft) (sqft) (D SOIL) TOT AL (SQFT) TOTAL (ACRE) (sqft) BMP-A Biofiltration 37225.99 0.00 19204.36 56430.35 1.295 BMP-B Biofiltration 27298.65 9469.80 0.00 36768.45 0.844 BMP-C Biofiltration 45501.40 3908.86 0.00 49410.26 1.134 BMP-D Biofiltration 49782.34 6658.53 0.00 56440.87 1.296 BMP-E Biofiltration 80060.05 15363.85 57732.24 153156.14 3.516 BMP-F Biofiltration 18722.08 6510.76 0.00 25232.84 0.579 BMP-G Biofiltration 24449.71 8629.97 3685.45 36765.13 0.844 BMP-H Biofiltration 5372.13 3413.00 0.00 8785.13 0.202 l %IMP 70% 74% 92% 88% 84% 74% 71% 100% 100% 61% 0% 0% 0% 100% %IMP 66% 74% 92% 88% 52% 74% 67% 61% II Ii at Ii II 11 I 11 II II 11 11 I Runoff Factors for Surfaces Per Appendix B.1.1 ROOF CONCRETE COMPACTED SOIL 0.9 0.9 0.3 Weighted Runoff Factor Per BMP Appendix B.1.1 COMPACTED WEIGHTED BMPID ROOF CONCRETE RUNOFF SOIL FACTOR BMP-A 0.59 0.00 0.00 0.70 BMP-B 0.67 0.00 0.00 0.69 BMP-C 0.83 0.00 0.00 0.84 BMP-D 0.79 0.00 0.00 0.81 BMP-E 0.47 0.00 0.00 0.60 BMP-F 0.67 0.00 0.00 0.69 BMP-G 0.59 0.00 0.00 0.65 BMP-H 0.68 0.00 0.00 0.70 L C,cA,c C = I;A" Cx= Runoff Factor for Area x Ax=Tributary area x (acres) II lt Ii It li I I It 11 Ii 11 I I J I l f DESIGN CAPTURE VOLUME -PER WORKSHEET B.2-1 ID of Treatment Area BMP-A BMP-B BMP-C BMP-D BMP-E BMP-F BMP-G BMP-H 1 85th percentile 24-hr storm d= 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 depth from Fig. B.1-1 (inch) 2 Area Tributary to BMP (acres) A= 1.30 0.84 1.13 1.30 3.50 0.58 0.83 0.31 3 Area Weighted runoff Factor C= 0.70 0.69 0.84 0.81 0.60 0.69 0.65 0.70 (using App B.1.1 and B.2.1) 4 Street Trees Volume reduction TCV= 0 0 0 0 0 0 0 0 5 Rain barrels volume reduction RCV= 0 0 0 0 0 0 0 0 6 Calculate DCV = (3630 x C x d x A)-TCV-RCV (CUFT) DCV= 2127 1382 2239 2463 4912 948 1267 520 7 Percent Impervious %IMP 66% 74% 92% 88% 53% 74% 66% 75% - - -- - -- , .. • -• • -• .. DESIGN CAPTURE VOLUME WORK SHEET NOTES: The following notes are included to show where each of the values come from and how to interpolate each value. • The Design Capture Volume Sheet Comes from worksheet B.2-1 in the Model BMP Design Manual -San Diego Region -For Permanent Site Design, Storm Water Treatment and Hydromodification Management-February 26, 2016 Below in figure 1.1 is a sample DCV Calculation within a SWQMP report that is equivalent to WB.2-1 DESIGN CAPTURE VOLUME -PER WORKSHEET 8.2-1 ID of Treatment Area BMP-A BMP-8 BMP-C BMP-D BMP-E BMP-F BMP-G 1 85th percentile 24-hr storm d= 0.65 0.65 0.65 0.65 0.65 0.65 0.65 depth from Fig. B.1-1 (inch) 2 Area Tributary to BMP (acres) A= 1.30 0.84 1.13 1.30 3.50 0.58 0.83 3 Area Weighted runoff Factor C= 0.70 0.69 0.84 0.81 0.60 0.69 0.65 (using APP B.1.1 and B.2.1) 4 Street Trees Volume reduction TCV" 0 0 0 0 0 0 0 5 Rain barrels volume reduction RCV" 0 0 0 0 0 0 0 6 Calculate DCV " DCV= 2127 1382 2239 2463 4912 948 1267 (3630 x C x d x A)-TCV-RCV {CUFT) 7 Percent Impervious %IMP 66% 74% 92% 88% 53% 74% 66% Figure 1.1 (Example DCV Worksheet) • The Design Capture Volume worksheet consists of the contribution of multiple DMAs to a single BMP that give the% impervious and weighted runoff factor to be used in calculating the DCV for that BMP. The First Part of the table is the Name ID of Treatment Area. This name is a representation of the BMP that will treat the Tributary areas. It is to note a "Tributary area" here is an accumulation of DMAs that contributes to a single BMP. Since several DMAs can go to a single BMP; the BMP name shall denote the name for the treatment area. • Row 1 of figure 1.1 is a value from the San Diego lsopluvials map for a 24 -hour storm event. This value the g5th Percentile 24-hour storm depth from Fig. B.1-1 BMP-H 0.65 0.31 0.70 0 0 520 75% • Row 2 of figure 1.1 Area Tributary to BMP -This is the overall area of all DMAs that contribute to the BM P that will be treated. To find the "Tributary area" we first look at Total BASIN DATA in figure 1.2 TOTAL BASIN DATA: OMA IMPERVIOUS LANDSCAPE NATURAL OMAIO TYPE Drains to BMP POC (sqft) (sqft) (OSOIL} TOTAL{SQn) TOTAL (ACRE) %IMP !saftl DMA-1 Ora[ns to BMP BMP -A 33645.99 0.00 14557.68 48203.67 1.107 70% OMA-2 Drains to BMP BMP ·B 27298.65 9469.80 0.00 36768.45 0.844 74% DMA-3 Drains to BMP BMP-C 45501.40 3908.86 0.00 49410.26 1.134 92% DMA-4 Drains to BMP BMP-D 49782.34 6658.53 0.00 56440.87 1.296 88% DMA·S Drains to BMP BMP ·E 80060.05 15363.85 0.00 95423.90 2.191 84% DMA-6 Drains to 8MP BMP-F 18722.08 6510.76 o.oo 25232.84 0.579 74% DMA-7 Drains to BMP BMP -G 20260.71 8629.97 0.00 28890.68 0.663 70% DMA-8 Dr.ilns to BMP BMP ·G 3534.10 0.00 o.oo 3534.10 0.081 JOO% DMA-9 Drains lo BMP BMP -A 3580.00 0.00 0.00 3580.00 0.082 100% OMA-10 Drains to BMP 8MP ·H 10285.13 3413.00 0.00 13698.13 0.314 75% DMA·ll Drains to BMP BMP ·E 0.00 0.00 56972.74 56972.74 1.308 0% DMA-12 Drains to BMP BMP •G o.oo 0.00 3685.45 3685.45 0.085 0% DMA-13 Drains to BMP BMP ·A 4646.68 4646.68 0.107 0% DMA-14 De Mlnlmls N/A 474.81 0.00 474.81 0.011 100% Figure1.2 (Example Total Basin Data) and sum all the DMAs that drain to treated BMP. This can be found in the "Drains to BMP" column for example OMA areas for BMP-A includes DMA-1, DM A-9, and DMA-13. The Sum of these areas are found in the following table of Figure 1.3 below BMP DATA: Per OMA DATA table BMP ROOF LANDSCAPE NATURAL BMPID TYPE POC (sqft) (sqft) (DSOIL) TOTAL (SOFT) TOTAL (ACRE) %IMP (saftl BMP-A Biofiltratlon 37225.99 0.00 19204.36 56430.35 1.295 66% BMP·B Bio filtration 27298.65 9469.80 0.00 36768.45 0.844 74% BMP-C Blofiltratlon 45501.40 3908.86 0.00 49410.26 1.134 92% BMP ·D Biofiltratlon 49782.34 6658.53 0.00 56440.87 1.296 88% BMP·E Blofiltratlon 80060.05 1S363.85 56972.74 152396.64 3.499 53% BMP • F Blofiltratlon 18722.08 6510.76 0.00 25232.84 0.579 74% BMP -G Blofiltratlon 23794.81 8629.97 3685.45 36110.23 0.829 66% BMP ·H Bloflltration 10285.13 3413.00 0.00 13698.13 0.314 75% Figure 1.3 (Example BMP Data Table) - - .. - • - - .. • ---.. -• -• -• -• • • • Row 3 of figure 1.1 Consists of the area weighted runoff factor for the Area being treated. This row utilizes the areas accumulated from all the DMAs of a particular BMP, and using the equation listed in Figure 1.4 the weighted C factor for a particular BMP is calculated R ffl; tor f Surf uno ac s or aces Pe A mix B.1.1 r ,ooe1 Impervious LANDSCAPE NATURAL (DSOIL) 0.9 0.1 0.3 . h ed Wetg t ff Runo Factor Per BMP Appe1 X B.1.1 WEIGHTED BMPID Impervious LANDSCAPE NATURAL RUNOFF (D SOIL) FACTOR BMP-A 0.59 0.00 0.10 0.70 BMP-B 0.67 O.CB 0.00 O.fB BMP-C 0.83 0.01 0.00 0.84 BMP-D 0.79 0.01 0.00 0.81 BMP-E 0.47 0.01 0.11 0.60 BMP-F 0.67 O.CB 0.00 0.fB BMP-G 0.59 0.02 O.CB 0.65 BMP-H 0.68 0.02 0.00 0.70 Figure 1.4 (Example Weighted Runoff Factor) '\' c. .. :. .. C -,_. .... -r . .;.\ Cx= Runoff Factor for Area x A_\-=Tributarv area x (acres) • Rows 4 and 5 are for Street Trees Reduction and Rain Barrel reduction, neither of which are used on this project, however if the need comes to use these items that information will be updated. • Row 6 is Calculated using the information provided in the Design Capture Volume Table with the equation (3630 x C x d x A)-TCV-RCV (CUFT) to Calculate the Treated DCV that will be used. • Row 7 Consists of the Impervious area that is found in the accumulated tributary area under each BMP. The BMP DATA: Per DMA Data Table in the SWQMP (figure 1.3 of this write up). Again this is the accumulation of all DMAs to that BMP . ATTACHMENT 2 BACKUP FOR PDP HVDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: -Attachment Contents Checklist Seauence -Attachment 2a Hydromodification Management J ti! Included Exhibit (Required) -See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. -Attachment 2b Management of Critical Coarse J ti! Exhibit showing project Sediment Yield Areas (WMAA Exhibit drainage boundaries marked on is required, additional analyses are WMAACritical Coarse Sediment optional) Yield Area Map (Required) -See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination • J 6.2.1 Verification of Geomorphic Landscape Units Onsite -J 6.2.2 Downstream Systems Sensitivity to Coarse Sediment -J 6.2.3 Optional Additional Analysis -of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving J ti! Not performed -Channels (Optional) J Included -See Section 6.3.4 of the BMP Design -Manual. -Attachment 2d Flow Control Facility Design and J ti! Included Structural BMP Drawdown -Calculations (Required) -See Chapter 6 and Appendix G of the BMP Desian Manual - - - .... - - - - --- - - -- • Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: til Underlying hydrologic soil group til Approximate depth to groundwater til Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) til Critical coarse sediment yield areas to be protected (if present) til Existing topography til Existing and proposed site drainage network and connections to drainage offsite til Proposed grading til Proposed impervious features til Proposed design features and surface treatments used to minimize imperviousness til Point(s) of Compliance (POC) for Hydromodification Management til Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) til Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) ATTACHMENT 2a - - - - ... - --- --.. - - . ' ! I I ! ', ! ! ' ' " ' !, i /i ;,'i ,, :/; i ,- ' /,1. ; '·11,/ ' '!. ' !/;.-; I NOT£· ALL CATCHBASINS JllllH GRATES SHALL BE STENC/LEO 1111H CITY REQUIRED ITEM PER BEL OJI! OE!A/L: I.JO ACRES IMP£RV!OtJSN£SS=8f% / / ./ -------/ / I/ I I /1 I I -..L DMA-3 / I. TJ' ACRES// IMP£RV!OtJ5N£SS=92% / 'I ' v: /' --/-- -/'-,.. /11 / /1\ - 1 I . 'N~~AREA OF---r'"i:;:;;;;:;=::~::::E:~ DMA/ 5 1 jjiici IS COIEREO . .. / ·· -/ BY ROOF 0/ERHANC ""'-7 =~ 2. (9 ACRES IN 171/S AREA NO TE: ALL BIORL TRA TICW AREAS llfLL HA IE A SIGN POSTED TO BE VISIBLE AT ALL TIMES. PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR 'J'JATER 'NAYS CLEAN MAIN IAIN WITH CARE·-NO MODIFICATIONS WITHOUT AGENCY APPROVAL BASIN OMA-1,9,TJ' OMA-2 OMA-3 OMA-4 OMA-5,!! OMA-6 OMA-7,8,12 OMA-TO OMA-14 llf PERV!OtJSN£SS=84/\\ /\\ OMA TrPE ORA/NS TO BMP-A BMP-B BMP-C BMP-0 BMP-E BMP-F BMP-G BMP-H TrPE OF BMP BIORL TRA TION BIORL TRA TION BIORL TRA TION BIORL TRA TION BIORL TRA 710N BIORL TRA 710N BIORL TRA 710N B!Ofil TRA TION OE MIN/MIS EffECTIW AREA (SQFl) 3572.7 16650 2251.5 4749.5 4199.0 952.6 1156.6 559.2 AT (INCH) RISER 6 6 6 6 6 6 6 6 DMA-9 ,0.08 ACJ?.ES c-/MP.=!00%-c- ------- BIO-BASIN SUMMARY TABLE A2 (INCH) TOP OF BASIN 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 AJ' (INCH) CLEAN OUT 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 B (INCH) UPPER OR/RC£ C (/NCH) MEO/A 18 18 18 /8 18 18 18 18 0 (/NCH) GRA 11£1. 21 21 21 21 21 21 21 9 E FEET 2.5 !.5 !.5 !.5 !.5 !.5 !.5 !.5 BOX RISER/ OWRFLOJII STRUCTURE SIZE (INCHES) 36XJ'6 36XJ'6 36X36 36X36 36X36 J'6XJ'6 J'6X36 24X24 ORIFICES 0/AME!TR UPPER LOJIIER (INCH) (INCH) 0.75 0.50 0.625 0.75 0.75 0.50 0.50 0.50 IMPERMEABLE LINER? YES YES YES YES YES YES YES YES E 0/SlANCE FROM TOE OF SLOPE TO LINER OVERFLOW STRUCTlJRE ANO MA!NiTNANCE ACCESS CLEAN OUT h------4--~~+···i/PFER OR/flCE i '1 l ~ FS ELEV PER PLAN DEV 2016-0032/ SDP 2016-0001 APRON FOR 11£1.0C/TY DISS/PA/TR PLAN11NC PER LANDSCAPE PLAN ' • . ~ MEDIA MTH MIN. 5 ~·. · '>-. · · IN/HR RLTRAT!ON RA ff . . . ' . ' ' ,, . -.. '' "' ' . APRON FOR 11£1.0CITY 0/SS/PA!TR 4"-6" DROP FROM CURB CUT TO \--_A.PRON CATCH BASIN OETAIL NOT TO SCALE ANTIC/PATEO ANO POTENTIAL POLLUTANTS CENERATEO BY LANO USE TYPE PER AIOOFL BAIP OESICN MANUAL JUNE 20!5 PRIORITY HEAVY ORGANIC TRASH OX/Z'EN OIL &: BACTERIA PROJECT SEDIMENT NUTRIENTS &: DEMAND/NC PES11C/OES CATEGORIES METALS COMPOUNDS DEBRIS SUBSTANCES CREASE &: VIRUSES COMMERCIAL 0£11£1.0PMENT P(f) P(I) X P(2) X P(5) X P(J') P(5) > CW£ ACRE PAR/(/NC LOTS P(I) P(I) X X P(I) X P(I) X = AN71CIPA TEO P = POTEN11AL (I) A POTEN11AL POLLUTANT IF LANDSCAPING EXISTS ONS/lE (2) A POTENT!AL POLLUTANT IF lHE PROJECT INCLUDES UNCOIEREO PAR/(/NC AREAS. (3) A POTENTIAL POLLUTANT IF LANO USE IN/IOLWS FOOD OR ANIMAL JIIASTE PRODUCTS. (4) INCLUO/NC PETROLEUM H!VROCARBONS. (5) INCLUO/NC SOL WNTS. 6 11 PVC PIPE PERFORAllON LAYOUT OETAIL NOT TO SCALE 'ATCH BASIN PER PLAN Frrif=:=r.'7rr~===Jr.lilljj;c......_OR!LL OR/flCE HOLE AT FL0/11./NE OF ENO CAP A (SIZE PER BIO-BASIN DETAIL) ORIRCE OETAIL NOT TO SCALE 6" FREEBOARO OEPlH OWR CATCH BASIN CRA iT ELEVATION PLAN11NG PER LANDSCAPE PLAN IMPERVIOUS UNER---cf",. -~--,ii,1·~~(\r ~JU MAX SLOPE 1.5' MIN OEPlH-~~: (VARIABLE 1110 TH) ·111<:A-.4' OF PEA CRA 11£1. TOPSOIL MIX VARIABLE OEPlH 2"-M!NUS GRA 11£1. STORAGE LA YER (SEE TABLE FOR GRAl!£1. OEPlHS 6' PERFORA!TO PVC UNOERORAIN PIPE VARIES RL !ER COURSE MINIMUM 3' AGGREGATE BELOW UNOERORAIN BIORL TRA llON BASIN SECllON TrPICAL SECTION NOT TO SCALE v ,y >J/ I/ 1, •.\, •!/ '1· v ., .y APRON FOR 11£1.0C/TY DISS/PA TION A WCETATEO SLOPE MEO/A SURFACE PLAN VIEWFOOlPR/NT NOT TO SCALE H'rlJROLXICAL Sa'L CROI/P lHE HYROLOG/CAL SOIL GROUP FOR !HIS SITE IS TrPE (0) NOlE- APPROXIMATE OEPlH TO CROUNOJIIA !TR IS CREA !ER !HAN 20' SCALE 1:·40' 0 40 80 120 /60 HYDROMODIFICATION EXHIBIT FOR CARLSBAD OAKS LOT 24 11:«#I ENGINEERING lAND PL\IINING • EN~NEERING • SUR\1:~NG 440 STAlE PLAC~ ESCONDIDO, CA 92029 PH (760)745-8118 FX (760)745-1890 -·- -• ATTACHMENT 2b - • - • -- - - - ·- • -.. - • - • ·-• - ' ' \ ~._._ DMA-4 I.JO ACll('S IAIP£Ri1(J(JSN£SS=87X I I I I I I ..I.. DMA-5 --,---r ----,--- 1 I I DMA-11 I.JI ACll('S IAIP£Ri1(J(JSN£SS=0X ---------- DMA-3 I.IJACll('S IAIPERi1(J(JSN£SS=92% 80)( RISlR / 0>£Hfl0Jr Gl!'/flC£S /)(Al,/[7£11 Slll/JCTIJllf: IAlffl/NEAa:E 51.rE I.INE!I! (IVCHES) llff'OI L0/1£11 (!NO() (1\/0f) .J6)(.J6 075 ITT .J6)(.J6 aso ITT .J6)(.J6 0525 ITT .J6)(.J6 a,s ,rs .J6)(.J6 a,s ,rs .J6)(.J6 aso ,rs .J6)(.J6 aso ~s 21)(21 aso ,rs CATCH BASIN DETAIL NOT ro SCALE ANTICIPA!EO ANO POTENTlAL POt.LUTANTS CENERATEO BY LANO USE T!PE PER A/{}{}EL BAIP OES/CN AIANUAL .l/NE 2015 Pflf(1/f{Y ICA/IY ~ ll/ASH 0)(Y(;cN GlG! ,k IIAC!U/1A Pfl(J£CT SlIJIJIENT Nllff/1£NfS ,k ln'MOWC KS!lC10£5 CATEc:t:¥1£S 1/E'TAI.S ~ ll£11HS SUJSTANa"S 6M"AS£ ,k~ COIIKHC1AI. [)£',(l(Y'1LNT P(I) > Q\f" AC1r£ P(I) )( P(2) )( P(5) )( P(J) P(5) PMltWCIOTS P(I) P(I) )( )( P(I) )( P(I) ,K • ~llf..rl'f CV P • POTENQAI. I) A POIINTIAI. Pa.1/JTANT F IMOSCAPIVC 01SfS CWSITE: '2) A POIINQA/. Pal/JTANT F l1E f'fiO.CCT 1/ClUJa u;r;rJIOIU) P-Mf"A.S: 'J) A POIINQA/. Pa.1/JTANT F IMO US,: 1\/la If; f7XX) GI!' AMINA/. WASTE Pfra){JCfS. I) 1\/Cl./!Q/VC fflllClEIMI Hl1JIIYXAR/iOV.S: 'S) 1/Cl/!Q/VC StUENfS. 120· 6" P/fC PIPE PERFQli'A TlCW LAYOUT DETAIL NOT TO SCALE SCH I() Pie THll£"AD£D lNO CAP (IPIJ =;==c:=:,==f===!)---Gl!'II.J. Gl!'/flC£ Ha.£ AT flO/llN CY (MJ CAP A (!ilff PlH 8I0-8ASIN OETM;) Qli'IRCE DETAIL NOT TO SCALE r l7/£El1QAKO =m 01£11 CA 11:H BASIN Cl/A TE llEVAIIOV 6°P!Hf"Gl!'ATEl)PIC /.NOOIOIWN PfPC _, /AIP(NWOIJS 1../NER BICY"IL TRA 170N BASIN SECTlON T>1'YCAI. S£Cl7CW NOT ro SCALE .RIVSUK I A/A}( I .RIV Sl.lY£ /,IA)( 1£ClTATEl) Sl.lY£ .Iii™ SVIIFAII PLAN 14EJf f7JOTPflrNT NOT l() SCAi£ Hmfa.WC4L SQ'l @.f' nE H/1/a.061CAI. .Sl:ll! C1l(Xd' FGl!' !HS 51TE IS Tlff (P) /llllL -.-TE[l(1'T/f,O CI/OU,O/t"A!E!I IS &1/!"A!E!I Tl/AN 20' SCALE /:I()' -------0 8() 12() ffj() HYDROMODIFICATION EXHIBIT FOR CARLSBAD OAKS LOT 24 1tT!l#I ENG!NffRING l!lll~•IJQ(IJll;•Sl'CIIC ;«JS!A(I\Ml.ClXJIIII.C\121111 Ptl(ll0)74S-8111FX(ll0)74&-1llill -• • -• ATTACHMENT 2c - -• -• - • - • ---- -.. ---• - .... • -• --- • - • -• -• ATTACHMENT 2d -• -• -• -• -• - - • --- • - - -• -.. -• - -• -• -• -• -• -• • -• --- • -• .. • • -• • -• -• - R·E·C LETTER OF APPROVAL FOR SDP 2016-0001 LOT 24 CARLSBAD OAKS, CARLSBAD, 92008 The Report Titled "SWMM Modeling to Determine LID Sizes for Hydromodification Compliance: Carlsbad Oaks Lot 24, Carlsbad, CA, 92008" in its last version dated 05/18/2017 has been reviewed by REC Consultants. REC agrees that Hydromodification Requirements as explained in the Final San Diego County HMP (March 2011) with parameters further explained by Appendix G of the 2016 BMP Design Manual are met by the aforementioned report. Flow Duration Curve and Peak Flows do not exceed the duration or the values determined by the pre- development conditions of the project according to the independent model evaluation performed by REC. REC recommends the approval of this report, which is part of the SWQMP for the aforementioned project. Other sections of the SWMP (maintenance agreement, water quality calculations, etc.) are out of the scope of REC review, and their approval is subject to the criteria established by the City of Carlsbad . Best regards, a.PhD, CPSWQ, ToR, D.WRE. R.C.E. 66377 Director of Water Resources, REC Consultants . Date: 05/19/2017. SWMM MODELING TO DETERMINE LID SIZES FOR HYDROMODIFICATION COMPLIANCE CARLSBAD OAI<S LOT 24 CARLSBAD CA 92008 DATE: February 10, 2017 REVISED: April 10, 2017 FINAL: May 18, 2017 Prepared For: RAF Group Lot 24, LLC 1010 S. Coast Highway 101, Suite 103 Encinitas, CA 92024 Prepared By: ,~:@#~ ENGINEERING 440 STA TE PLACE ESCONDIDO, CA 92029 TEL: (760)745-8118 V) ·-V) ~ 0 C: <( C: 0 ·-I 0 u ·-I I ·--0 0 E 0 !i..... -0 ~ I -• -• -• - -• --• -• -• - - -• • .. • -• Table of Contents INTRODUCTION Section I Section II Section Ill Section IV Section V Section VI Section VII Pre-and Post-Development Model Setup ............................................................................ 3 System Representation ........................................................................................................... 6 Continuous Simulation Options ............................................................................................. 9 Bio-filtration As LID Control .................................................................................................. 10 Running the Simulation .......................................................................................................... 16 Result Analysis ......................................................................................................................... 16 Summary and Conclusion ....................................................................................................... 27 ATIACHEMENTS Attachment A SWMM Drainage Management Area Map Attachment B SWMM Statistics Analysis, Flow Duration Curve and Pass/Fail Table Attachment C SWMM Input Data Summary and Detail Attachment D SWMM Drawdown Calculations and Summary Attachment E SWMM Hydrologic Soil Classification Attachment of Web Soil Survey - • -• -• -• -• - • -• ·---• - - - - - ... • - INTRODUCTION This report provides Hydromodification and Water Quality design based on LID (Low Impact Development) principles for a proposed Industrial site development located adjacent to Whiptail Loop East Street, Carlsbad Oaks Lot 24, Carlsbad, California. The Hydromodification and Water Quality calculations were performed utilizing continuous simulation analysis to size the storm water treatment and control facilities. Storm Water Management Model (SWMM) version 5.0 distributed by USE PA is the basis of all calculations within this report. SWMM generates peak flow recurrence frequencies and flow duration series statistics based on an assigned rain gauge for pre- development, unmitigated post-development flows and post-development mitigated flows to determine compliance with the State Water Resources Control Board Order No.R9-2015-001 and Hydromodification Management Plan (HMP) requirements . Total Parcel area is 10.94 acres for Lot 24 with a developed tributary area of approximately 9.72. There is one point of compliance (POC) for each of the projects in the analysis; POC receives flows from basins and drains into an existing public storm drain at Whiptail Loop East, Carlsbad, CA. The Hydromodification and Water Quality system proposed for this project consists of 8 bio-filtration basins with one point of compliances located on the southwest corner of the project. This system detains storm water in the basin surface and also in the underdrain reservoir. The bio-filtration system, filters storm water through plant roots and a biologically active soil mix, and then releases it into the existing storm drain system which currently collects the site storm flows. The resulting mitigated outflows are shown to be equal to or less than all continuously simulated storms based on the historical data collected from the Oceanside rain gage. Low Flow Threshold A downstream channel assessment has not been completed for this project and therefore the low flow threshold utilized for the system analysis is 10% of 2-year storm event (0.1Q2). This will be used as the low flow threshold to meet peak flow frequency and flow duration controls. ---• -• • -• -• --- -- - -• -• - - - - - - SECTION I. MODEL SETUP Pre-development Model Setup The SWMM model for this projects pre-development site is analyzed using historical rain gauge data. The Oceanside gauge is utilized for this project. That data provides continuous precipitation input to a sub- catchment with its outfall based on the contributing basins imperviousness. The imperviousness parameter in SWMM is the amount of effective or directly connected impervious area . The effective impervious area is the impervious area that drains directly to the Stormwater conveyance system. The pre-development condition is a vacant land with poor cover of grass and some shrubs with no trees. For the purpose of this study, the site is assumed to have 0% of impervious surface in the existing condition. The site is currently a mass graded pad being served by a completed Whiptail Loop {East and West) that connects to Faraday Avenue and also served by utilities {sewer, water, recycled water, storm drain, and dry utilities) based on City of Carlsbad approved drawing numbers 415-9, 415-9A, 415-9J, and 415-91 {Carlsbad Oaks Phase 1 and Phase 2); and reports Carlsbad Oaks North CT 97-13. Existing mass graded industrial pads sit to the west, south and north. Drainage flows from northeast to southwest as sheet flow and is collected in one existing desiltation basin located at the southwest corner of the site {installed as part of the Carlsbad Oaks mass grading operations). Once collected in this desiltation basin, the runoff flows through an existing storm drainage pipe across the western property line into Whiptail Loop West where the mainline storm drain system runs southerly along Whiptail Loop, across Faraday Avenue, and into an existing storm drainage detention basin formed by the intersection of Faraday Avenue and El Fuerte Street {as referenced and designed in the Rancho Carlsbad Channel & Basin Project Hydrology Study, by Rick Engineering -circa 1985). Once released from the detention basin {installed and sized to detain the future Carlsbad Oaks Business Park 100-year flows as well as runoff from the construction of Faraday Avenue) the flows are discharged into Agua Hedionda Creek back to the north of Faraday Avenue and ultimately Agua Hedionda Lagoon and the Pacific Ocean. This represents the Carlsbad Hydrologic Unit, Aqua Hedionda HA, Los Monos HSA {904.31). Post-Development Model Setup Figure 1.3 and Figure 1.5 illustrates each contributing basin discharge as overland flow is directed into the bio- filtration system. Each bio-filtration layer section has a similar configuration as seen in the detail drawing below. There is no actual elevation entered in the program. The bottom elevation of the bio-filtration surface storage is assumed at Oft. Storm drain pipe is also utilized as a detention by having an orifice small flow restrictor at lower invert elevation of the downstream cleanout box and a bypass orifice/pipe to convey the bigger flow. The de minim is located at the entrance of the driveway has been reduced as much as possible with the addition of a trench drain that runs perpendicular across the drive way to catch runoff water and send it to the basin next to the right of way; the remaining area of 474 sqft is sent down to the first curb inlet. With the - • -• -• -• -• -• - • ---• --- -• • .. .. -• -• -• -• -• driveway as it sits at a 9.9% grade it is not feasible to obtain runoff from the portion downstream of the trench drain. See Figure 1.1. For this project DMA-14 is the de minim is. I I I I I I Figure 1.1 The Carlsbad Oaks Lots 24 Industrial project layout proposes to place the building in the central portion of each of the property with the main drive aisle accessing the site from Whiptail Loop, on the north westerly end of the site. The pad sits higher than the driveway as the driveway inclines up from Whiptail Loop, to the graded pad this sits east of the relatively steep Whiptail Loop West. The finish floor elevation of the building is at a constant elevation running through the interior of the property. The exterior portions of the building drain in all directions away from the building towards the biofiltration system. Once within the water quality treatment systems, the stormwater infiltrates through the treatment medium into underdrains that route the flows to the private on site storm drainage system. This system uses new piping to direct the flows to the existing storm drain stub installed as part of the Carlsbad Oaks Business Park project and ties into the existing storm drainage system within Whiptail Loop West heading south toward its outfall location . 41Page -~ 0 0 0 I \0 ~ -~ ~ 0 © N lli 2 ~~ la?~ E-< ~ ~ I(! i!, ...... Q h !; ~ '(/1 i"' r ~ -~iliij i ~ N ~ :t: ~~ < ~ ~ 0 :::E 0 ~ Cl I \0 "" -0 N > ~ Q - -------- - 1~ '<t" N ~ E-< 0 ...l <: G Cl) ~ cs 0 ~ a:i Cl) ~ u ;s~ ·il I~; . l !~i ~"'-~iE C\J ,-- Q) '-:J 0 LL I I I I I I I I I \ \ I ,, \ NOTE: ALL CAKJtJASINS llf!H CHA!ES SHALL [C S!ENCUD Hl!H arr REWlfl£D 11£11 POf B£l0#' l)£TAJl; DMA-4 I.JO ACIIES !Alf'ER14WSNESS=87Jr --- I I I I I I .J. DMA-5 DMA-11 I.JI ACRCS " !' a DMA-3 I.IJ ACIIES IAIP£R/4(}()SNESS= 92% IAIPER14(}()SNESS=0% l.t' ..__ ___ <(/) --.-,-0-------------BIO-BASIN SUMMARY TABLE mu:nw Al A2 AJ B C 8A$W OIIA TYi'£· TYP£ (T 81/f' Allf;4 {INCH) (INCH) (INCH) (INCH) {INC1() /)(/A/NS TO (SVTJ TCPt:r ClEAN l.lff'O/ NOi<.· ALL BCn!NATW AKAS IIILL II/SER BASIN 0//T l)(///7C£ ll£lJtA HAI£ A SICN POSlUJ TO 8£ IISl8t£ AT ALL !MIES lMIA-1,9,IJ IJJIP-A BKn!NAll(JV J5727 fj 12.0 6.0 18 OIIA-2 /JJIP-8 BKnlJIAll(JV 1565.0 6 120 6.0 18 PERMANENT WATER QUALITY OIIA-J /JJIP-C 8/0fR!llATW 2251.5 fj 12.0 6.0 18 TREATMENT FACILITY Ill/A-I /JJIP-0 BKTII.INATl()tV 1719.5 6 120 6.0 18 OIIA-5,11 BIIP-£ BKTl/. ll/Al/OV 1199.0 fj 12.0 6.0 18 liCllnCJOUltW .. 'IEtl!iAY$~ OIIA-6 /JJIP--F B,Ullll/Al/OV 952.6 6 12.0 6.0 18 -'-W!IMCMIE-NO..OC:WOICAllOHSWITIO.ITAOICNCY"""°°"- OIIA-7,8,12 9'/P-C B,Ullll/Al/OV /156.6 6 120 6.0 18 OIIA-10 8/IP--H fll(RlJIA!W 559.2 6 120 6.0 18 OIIA-11 [)£ 111/1/NIS 0 (INCH) aw,a 21 21 21 21 21 21 21 9 80Jr'll1S1:ll/ Ol£1/fl0#' £ Sllll/CIIJIIE FUT SlZ£ (HOfES) 25 J6)(J(i 1.5 J6XJ6 /,5 J6)(J(i 1.5 J6XJ6 /,5 J6)(J(i 1.5 J6)(Jfj 1.5 J6,i'J(i 1.5 2,,r;,1 DEV 2016-0032/ SDP 2016-0001 ··.._,,,. £ CYIIRCES {)(AAl£!Ell MlffllN£Aa.£ UNcR? l.lff'O/ LO/la' {INC1() (l{CH) 075 res aso r£S 0625 r£S 075 res 015 res aso res aso res aso res !)(STANCE /71()11 ~ IT SUH TO I.IN£l? 120' 5 • pi,c PIPE PBi'FMA 170N LA YO(JT OETAIL NOT TO SCALE TCH BASIN POf Pl.AN CATCH BASIN OETAIL NOTTOS7:Al£ Fll/CSmv£ PfP£ BOOT a? £()UVAl£NT TO SEAL PfP£ ffNcT!IA 1l()tV ThW(Xl61f IIF(NWQJS LHN ANllCIPATW ANO POTENllAL POLLUTANTS CENERATEO BY LANO USE TIPE PER MODEL BAIP OESICN AIANUAL .,()NE 2015 f'RKYIITY HEAVY Ql'GWC !NASH 0KJ1;[]1 t:lf 4 8AC!£11YA Pf10,£CT SC/)(1,/0fT N!I lllfEN TS 4 [)(J(ANIJIN(; P£Sll0i)£j CA!£COHl(S JICTALS IXIIIPOINJS IJElJIIIS S/8STANC£S Q1'f'AS£ 4 Wllr/S£S CfMIEJICIAL Ocl£LfJ"JIEN T P(I) P(I) )( 1'(2) )( 1'(5) )( P(J) 1'(5) > (J'I£ ACV!' PAIIKJNC LO T5 P(I) P(I) )( )( P(I) )( P(J) lX :t= ANI/CFA 'l.U IP = POl£NllAL I) A POl£NllAL Pal.I/TANT tr~ EXISTS Q'ISITE: '2) A POl£NllAL FU:LI/TANT IF lH£ Pf/0.ECT JNC1.l/0£S 1/NCtJfOrETJ PAI/KlNC M!"A.S: 'J) A PO!ENllAL FU:LI/TANT IF LANf) /IS£ !Nia IU FOOO a? MWAL WAS!£ Pl/aJI/CTS. I) JNC1.WWC P£maEI/JI H/OllfXAIIBONS. '5) JNC1.WWC 5alOITS. RIV ~{JQ[' I "A)( I .Pf:/V Sl.QPC T AIAX SOI fOPK: mti'£A0£1) ENIJ CAP (IP T) rr===c=c;;==,j==~----1)(//il a/lflfF Ha£ AT M/flCE DETAIL NOT TO SCALE o" fll£Ell(W/[J IJ£P lH Ollli CATCH BASIN CRATE El.£VAll(N VAllll> FZOHUV£ CF £NO CAP (SIZE POf BKrBASIN {)£TAJl) BltYlL TRA 170N BASIN SECllON nFfCAL S£Cll~ NOT TO SCAL£ =lUJ SI.QPC J/£l)fA SLWF'ACE' PLAN ~EW rtXJTPfi'/NT NOT TO SCA/E Hnml 0:?C(( SUL Gl'aF lH£ H/1/afJQCAL Stlr C1IOUP Fa/ 1/#S SITE IS TYP£ (OJ lifl1E;._ -!£ 0£PIH TO CIIQNJWA!Ell JS CHE'A!Ell !HAN ;rr -------0 /J(J /2(/ f60 HYDROMOD1FICAT10N EXl-IlBIT FOR CARLSBAD OAKS LOT 24 I Q. "' "q" ~ "' II ,-. < Q) ~ :, -"' ::::J C) LL ' ' .. ' . . ' '' ',, ',, ',, ift ',, ,,, ,,, ,,, "' ,,, ,,, "' .. , ,,, "' U/ ,'1 ••1 ,, ,,, 1, ,,, •, ••, ,, 11, ,, ,,, ,, ,,, ', 11, ,, "• ,, fl1 II I u, 1, I i,, ,, I "1 ,, ,. ,,, ', "• '• u, ,, ... /• :.:i ,, , ..., :: / ~ ' ' ~: /.· / ~ ,· / : l ,' : ~ .' ,' ~~;::;::::::::::: ___________ _ .. Post-Development Drainage Management Areas (DMAs) The DMAs provide an important framework for feasibility screening, BMP prioritization and storm water management system configuration. DMAs are defined based on drainage patterns of the site and the BMPs to which they drain. l ot 24 DMAs drain to the biofiltration BMPs A through F before entering the POC on Whiptail loop. DMA Table for Lot 24 DMA ID OMA Drains TOTAL TOTAL %IMP TYPE to BMP (SQFT) (ACRE) DMA-1 Drains to BMP BMP-A 48203.67 1.107 70% DMA-2 Drains to BMP BMP-B 36768.45 0.844 74% DMA-3 Drains to BMP BMP -C 49410.26 1.134 92% DMA-4 Drains to BMP BMP-D 56440.87 1.296 88% DMA-5 Drains to BMP BMP-E 95423.90 2.191 84% DMA-6 Drains to BMP BMP-F 25232.84 0.579 74% DMA-7 Drains to BMP BMP-G 29545.58 0.678 71% DMA-8 Drains to BMP BMP -F 3534.10 0.081 100% DMA-9 Drains to BMP BMP -A 3580.00 0.082 100% DMA-10 Drains to BMP BMP-H 8785.13 0.202 61% DMA-11 Drains to BMP BMP -E 57732.24 1.325 0% DMA-12 Drains to BMP BMP -G 3685.45 0.085 0% DMA-13 Drains to BMP BMP -A 4646.68 0.107 0% DMA-14 De Minimis N/A 474.81 0.011 100% Tot al 9.72 Arri:><: *Note: OMA area includes area of OMA itself and downstream LID DMA Table for Pre-Development Lot 24 DMAID OMA TOTAL %I MP TYPE (ACRE) DMA-1 Desilting Basin 8.038616 0% DMA-10 Drains to POC 0.166 0% DMA-11 Desilting Basin 0.085 0% DMA-12 Desilting Basin 1.325 0% DMA-13 Desilting Basin 0.107 0% Total Acres 9.72 9 !Page BMPID BMP -A BMP-B BMP -C BMP-D BMP -E BMP -F BMP -G BMP -H BIO-BASIN SUMMARY TABLE BOX RISER/ ORIFICES DIAMETER EFFECTIVE A1 A2 A3 C D E OVERFLOW AREA (INCH) (INCH) (INCH) (INCH) (INCH) (FEET) STRUCTURE LOWER (SQFT) RISER SIZE TOP OF CLEAN MEDIA GRAVEL (INCHES) (INCH) BASIN OUT 3572.7 10.0 12.0 6.0 18.0 21.0 2.5 36x36 0.750 1665.0 6.0 12.0 6.0 18.0 21.0 1.5 36x36 0.500 2251.5 6.0 12.0 6.0 18.0 21.0 1.5 36x36 0.625 4749.5 6.0 12.0 6.0 18.0 21.0 1.5 36x36 0.750 4199.0 6.0 6.0 6.0 18.0 21.0 1.5 36x36 0.750 952.6 6.0 6.0 6.0 18.0 21.0 1.5 36x36 0.500 1156.6 6.0 6.0 6.0 18.0 21.0 1.5 36x36 0.500 559.2 6.0 6.0 6.0 18.0 9.0 1.5 24x24 0.500 SECTION II. SYSTEM REPRESENTATION SWMM is a distributed model, which means that a study area can be subdivided into any number of irregular sub-catchments to best capture the effect that spatial variability in topography, drainage pathways, land cover, and soil characteristics have on runoff generation. For modeling of Hydromodification calculations, there are four main system representations: Rain gage, Sub-catchment (contributing basin or LID area), Nodes and Links. 0 l 0 100,000 llme Se es Oceanside 200,000 300,000 Bapsed 1ime (hours) ' 400,000 500,000 Fig. 2.1-Time series rai n data, which corresponds to runoff estimates for each of the 508,080 time steps (each date and hour) of the 58-year simulation period. (Inches/hour vs. elapsed time) 10 I Page IMP LINER? YES YES YES YES YES YES YES YES -- - - - - .. ·-• ---• - • • - - ---• *Note: The portion on the graph from approximately 225,000 to 350,000 hours has a changed from precission of 0.01 to 0.1. This is the values that are presented in the rain gauge data as is. No Value goes to zero; Dat file included in back of report (4/15/1976 starts precision change from 0.01 to 0.1) Rain Gauge The properties of a rain gauge describe the source and format of the precipitation data that are applied to the study area. In this project, the rainfall data consist of a long-term rainfall record stored in a user- defined Time Series labeled as "Oceanside" rain gauge station. The Oceanside rain station was chosen due to its data quality and its location to the project site. The rain gauge supplies precipitation data for one or more sub-catchment areas in a study region taken from the Project Clean Water website (www.projectcleanwater.org). This data file contains rainfall intensity, hourly-recorded time interval, and the dates of recorded precipitation each hour. The Oceanside rain data has approximately 58 years of hourly precipitation data from 8/28/1951 to 5/23/2008 and generates 58 years of hourly runoff estimates, which corresponds to runoff estimates for each of the 508,080 time steps (each date and hour) of the 58 year simulation period. See figure 2.1 for hourly precipitation intensity graph for 58 years in inches. Sub-catchment (contributing basin or LID area) A basin is modeled using a sub-catchment object, which contains some of the following properties: The rate of stormwater runoff and volume depends directly on the precipitation magnitude and its spatial and temporal distribution over the catchment. Each sub-catchment in SWMM is linked to a rain gauge object that describes the format and source of the rainfall input for the sub-catchment. Area This area is bounded by the sub-catchment boundary. Its value is determined directly from maps or field surveys of the site or by using SWMM's Auto-length tool when the sub-catchment is drawn to scale on SWMM's study area map. This Project is divided into several sub-catchments based on its outfall. Width Width can be defined as the sub-catchment's area divided by the length of the longest overland flow path that water can travel. When there are several such paths, one would use an average of their lengths to compute a width. If overland flow is visualized as running down -slope off an idealized, rectangular catchment, then the width of the sub-catchment is the physical width of overland flow. MAIN '---ORAi NAGE CHANNEL A+ A = A I 2 Figure-2-2 Irregular subcatchment shape for width calculations (DiGiano et al., 1977, p.165). Figure-2-3 Idealized representation of a subcatchment. 11IPagP -.. ----• -• -• --- -- - • - -• - - • -• The method of calculations used following Figure 2-2 involves an estimitation by Guo and Urbonas (2007). As stated in the Storm Water Management Model Reference Manual Vol. 1 A more fundamental approach to estimating both subcatchment width and slope has recently been developed by Guo and Urbonas (2007). The idea is to use "shape factors" to convert a natural watershed as pictured in Figure 2-2 into the idealized overland flow plane of Figure 2-3. A shape factor is an index that reflects how overland flows are collected in a watershed. The shape factor X for the actual watershed is defined as A/L2 where A is the watershed area and Lis the length of the watershed's main drainage channel (not necessarily the length of overland flow). The shape factor Y for the idealized watershed is W/L. Requiring that the areas of the actual and idealized watersheds be the same and that the potential energy in terms of the vertical fall along the drainage channel be preserved, Guo and Urbonas (2007) derive the following expression for the shape factor Y of the idealized watershed: Y = 2X(l.5 -Z)(2K -X)/(2K -1) (2-1) where K is an upper limit on the watershed shape factor. Guo and Urbonas (2007) recommend that K be between 4 and 6 and note that a value of 4 is used by Denver's Urban Drainage and Flood Control District. Once Y is determined, the equivalent width W for the idealized watershed is computed as YL. Applying this approach: X =(A• 43,560 ft2/acre) I (L2) Z=Am/A Z = skew factor, 0.5 :::; Z:::; 1, Am = larger of the two areas on each side of the channel A= total area. This width value is considerably lower than those derived from direct estimates of either the longest flow path length or the drainage channel length. As a result, it would most likely produce a longer time to peak for the runoff hydrograph. Slope This is the slope of the land surface over which runoff flows and is the same for both the pervious and impervious surfaces. It is the slope of what one considers being the overland flow path or its area- weighted average if there are several paths in the sub-catchment. 12 I r a g e ----• --• - • -• - -• -.. .. -• ---.. -• -• s- • ---- Imperviousness This is the percentage of sub-catchment area covered by impervious surfaces such as sidewalks and roadways or whatever surfaces that rainfall cannot infiltrate. Roughness Coefficient The roughness coefficient reflects the amount of resistance that overland flow encounters as it runs off of the sub-catchment surface. Infiltration Model The pre-development condition is primarily empty land with moderate vegetation cover. The area of this project as stated above is part of a previously mass graded site in The Carlsbad Oaks North Buisness park. A hydrologic Soil Group of Type 'D' is used in this model based on a survey of web soil survey In the model, clay soil was used for the post-development condition and the pre-development condition for a conservative approach (yield to a higher runoff). Infiltration of rainfall from the pervious area of a sub-catchment into the unsaturated upper soil zone can be described using three different infiltration models: Horton, Green-Ampt, and Curve Number. There is no general agreement on which method of these three is the best. 13 I F' a g f: 33" 8'38'N 33" 8'26'N Hydrologic Soil Group-San Diego County Area, California 476150 476190 476230 476270 476310 476150 476190 4762JO 476270 476310 Map 5cale: 1: 1,760 if p1rts:I on A jXlltrait (8.5" X 11") sheet N -------========---------------===============~ 0 25 ~ 100 1~ A -----====---------========fee: 0 ~ 100 200 300 Map projedioo: Web Men:atcr Comer <Da"dinatEs: WGS84 Edge ties: lJT1'1 Zone 11N WGS84 USOA. Natural Resources Web Soil Survey National Cooperative Soil Survey :.iii Conservation Service 476350 476350 476390 476390 11/4/2016 Page 1 of 4 Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soll Rating Polygons D A D AID DB 0 BID D C D CID DD D Not rated or not available Soll Rating Lines A ,.....,, AID ,.....,, B BID ,-.,, C CID D • " Not rated or not available Soll Rating Points A • AID • B • BID USDA Natural Resources :iiiliim Conservation Service • C CID D C Not rated or not available Water Features ,,..._., Streams and Canals Transportation +++ Rails ~ Interstate Highways t'Wfl US Routes Major Roads Local Roads Background Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 9, Sep 17, 2015 Soil map units are labeled (as space allows)for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 11/4/2016 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologlc Soil Group-Summary by Map Unit -San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CIE2 Cieneba coarse sandy D 12.4 loam, 15 to 30 percent slopes, ero ded Totals for Area of Interest 12.4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0•1. 11/4/2016 Page 3 of 4 The Green-Am pt method was chosen to calculate the infiltration of the pervious areas based on the availability of data for this project. It is invoked when editing the infiltration property of a sub- catchment. Table 2.1-Soil Infiltration Parameter SWMM Parameter Unit Range Use in San Diego Name Infiltration Method HORTON GREEN_AMPT CURVE_NUMBER Suction Head Inches (Green-Ampt) 1.93 -12.60 presented in Table A.2 of SWMM Manual Conductivity (Green-Ampt) Initial Deficit (Green-Ampt) Groundwater LID Controls Snow Pack Land Uses Initial Buildup Curb Length Inches per hour 0.01 -4.74 presented in Table A.2 of SWMM Manual by soil texture class yes/no 0.00 -<;0.45 presented in Table A.3 of SWMM Manual by hydrologic soil group The difference between soil porosity and initial moisture content. Based on the values provided in Table A.2 of SWMM Manual, the range for completely dry soil would be 0.097 to 0.375 yes/no GREEN_AMPT Hydrologic Soil Group A: 1.5 Hydrologic Soil Group B: 3.0 Hydrologic Soil Group C: 6.0 Hydrologic Soil Group D: 9.0 Hydrologic Soil Group A: 0.3 Hydrologic Soil Group B: 0.2 Hydrologic Soil Group C: 0.1 Hydrologic Soil Group D: 0.025 Note: reduce conductivity by 25%in the post-project condition when native soils will be compacted. For fill soils in post-project condition, see Section G.1.4.3. Hydrologic Soil Group A: 0.30 Hydrologic Soil Group B: 0.31 Hydrologic Soil Group C: 0.32 Hydrologic Soil Group D: 0.33 Note: 10 long-term continuous simulation, this value is not important as the soil will reach equilibrium after a few storm events regardless of the initi<>I mni~tn,.,. rnntPnt snec:it10~ NO Project Specific Not applicable to hydromodification management studies 14 I Page -• -• -• ---- - -- - - - ---•• • -• • -• -• Source: Model BMP Design Manual San Diego Region Appendices, February 26, 2016 LID controls Utilizing LID controls within a SWMM project is a two-step process that: Creates a set of scale-independent LID controls that can be deployed throughout the study area, Assign any desired mix and sizing of these controls to designated sub-catchments. The LID control type that was selected was a bio-filtration cell that contains vegetation grown in an engineered soil mixture placed above a gravel drainage bed. Bio-filtration provides storage, infiltration (depending on the soil type) and evaporation of both direct rainfall and runoff captured from surrounding areas. For this project, we do not allow infiltration to the existing/filled soil. SECTION Ill. CONTINUES SIMULATION OPTIONS Simulation Dates These dates determine the starting and ending dates/times of a simulation and are chosen based on the rain data availability. Start analysis on 01/03/1951 Start Reporting on 01/03/1951 End Analysis on 05/23/2008 Time Steps The Time Steps establish the length of the time steps used for runoff computation, routing computation and results reporting. Time steps are specified in days and hours: minutes: seconds except for flow routing which is entered as decimal seconds. Climatology -Evaporation Data The available evaporation data for San Diego County that is similar to Lots 24 project conditions is taken Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zone 4 (in/day). January February March April May June 0.05 0.09 0.13 0.19 0.25 0.29 July August September October November December 0.30 0.270 0.210 0.140 0.080 0.050 SECTION IV. BIO-FILTRATION AS LID CONTROL 15 I Page - ---• -• -- - - - - - ---• -• -• LID controls are represented by a combination of vertical layers whose properties are defined on a per- unit-area basis. This allows an LID of the same design but differing coverage area to easily be placed within different sub-catchments of a study area. During a simulation, SWMM performs a moisture balance that keeps track of how much water moves between and is stored within each LID layer. If the bio-filtration basin is full and water is leaving the upper weir, the flow is divided in two flows: the lower flow discharging from the bottom orifice directly draining to the point of compliance and the upper flow is routed at the top of the bio-filtration basin and after routing, discharged to the point of compliance. In this project, we used 100% of the area of this specific sub-catchment for bio-filtration. 1. Surface Storage Depth When confining walls or berms are present, this is the maximum depth to which water can pond above the surface of the unit before overflow occurs (in inches). In this project, storage depths vary. Vegetation Volume Fraction It is the fraction of the volume within the storage depth that is filled with vegetation. This is the volume occupied by stems and leaves, not their surface area coverage. Normally this volume can be ignored, but may be as high as 0.1 to 0.2 for very dense vegetative growth. Based on our visual observation in the field, the average type of vegetation for this site is a low-density vegetation type. Therefore, we used 0.1 for the vegetation volume fraction assuming type of vegetation used is a low-density type. Surface Roughness Manning's n value for overland flow over a vegetative surface. Surface Slope Slope of porous pavement surface or vegetative swale (percent). 2.Soil Thickness The thickness of the soil layer in inches. We used a typical value of 18 inches soil thickness for a biofiltration. The volume of pore space relative to total volume of soil (as a fraction). We designed it with a soil mix porosity of 0.40 maximum for a good percolation rate {Countywide Model BMP Table Bl-Soil Porosity Appendix A: Assumed Water Movement Hydraulics for Modeling BMPs). Field Capacity Volume of pore water relative to total volume after the soil has been allowed to drain fully (as a fraction). We used 0.2 for this soil. Below this level, vertical drainage of water through the soil layer does not occur. (See Table 1-Soil Infiltration Parameter). Wilting Point Volume of pore water relative to total volume for a well-dried soil where only bound water remains (as 16 I Pd g"' - • ---• -• • -• - • - • --• .. -• -• - -• • --- a fraction). The moisture content of the soil cannot fall below this limit. We assumed the minimum moisture content within this bio-filtration soil is 0.1. Conductivity Hydraulic conductivity for the fully saturated soil is 5 inches/hour. This is a design minimum value for percolation rate . Conductivity Slope Slope of the curve of log {conductivity) versus soil moisture content {dimensionless). Typical values range from 5 for sands to 15 for silty clay. We designed this soil to have a very good percolation rate therefore the conductivity slope is 5. Suction Head The average value of soil capillary suction along the wetting front {inches). This is the same parameter as used in the Green-Am pt infiltration model. Table 1 was utilized to determine the capillary of the soil mix top layer of a bio-filtration system. The suction head will be 1.5 inches. 3. Storage Layer The Storage Layer page of the LID Control Editor describes the properties of the crushed stone or gravel layer used in bio-filtration cells as a bottom storage/drainage layer. The following data fields are displayed: Height this is the thickness of a gravel layer {inches). Crushed stone and gravel layers are vary ranging from 12 to 36 inches thick. A table is provided to summarized the BMP configurations. Void Ratio The volume of void space relative to the volume of solids in the layer. Typical values range from 0.5 to 0.75 for gravel beds. Note that porosity= void ratio I {l + void ratio). We designed this void ratio to have a value of 0.67 . Seepage Rate The rate at which water infiltrates into the native soil below the layer {in inches/hour). This would typically be the Saturated Hydraulic Conductivity of the surrounding sub-catchment if Green-Am pt infiltration is used. Since the liner beneath the gravel layer is proposed, the seepage rate is assumed to be O in/hr. Clogging Factor Total volume of treated runoff it takes to completely clog the bottom of the layer divided by the void volume of the layer. For south east bio-filtration, a value of O was used to ignore clogging since the system does NOT consider infiltration to the native soils. Clogging progressively reduces the Infiltration Rate in direct proportion to the cumulative volume of runoff treated and may only be of concern for infiltration trenches with permeable bottoms and no under drains. We assumed zero for the clogging factor since the infiltration rate is not considered. 171Pagl0 4. Underdrain Layer LID storage layers can contain an optional underdrain system that collects stored water from the bottom of the layer and conveys it to a conventional storm drain. The Underdrain page of the LID Control Editor describes the properties of this system. It contains the following data entry fields: Drain Coefficient and Drain Exponent Coefficient C and exponent n that determines the rate of flow through the underdrain as a function of height of stored water above the drain height. The following equation is used to compute this flow rate (per unit area of the LID unit): q = C{h -Hd)" where q is the outflow (in/hr), h is the height of stored water (inches), and Hd is the drain height. A typical value for n would be 0.5 (making the drain act like an orifice. Drain Offset Height Height of any underdrain piping above the bottom of a storage layer (inches). In this project, this value was set to O as the underdrain piping is at the bottom of the storage layer. Table 3.1 -Summary of LID Drain/flow coefficient AREA IMP NAME (SQFT) BMP-A 3572.7 BMP -B 1664.99 BMP -C 2251.49 BMP -D 4749.53 BMP-E 4199.01 BMP -F 952.61 BMP-G 1156.6 BMP -H 559.18 Note: q = C(h-Hd)" C= C0A0 fig X 12°·5 X 3600 A LID ORIFICE Storage (IN) Height (IN) 0.750 6 0.500 6 0.625 6 0.750 6 0.750 6 0.500 6 0.500 6 0.500 6 SOIL/SAND (IN) 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 SECTION V. RUNNING THE SIMULATION GRAVEL (IN) C 24 0.05154 24 0.04915 24 0.05679 24 0.03877 24 0.04385 24 0.08591 24 0.07075 12 0.14635 In general, the Run time will depend on the complexity of the watershed being modeled, the routing method used, and the size of the routing time step used. The larger the time steps, the faster the simulation, but the less detailed the results. 18 I Page - • - • - • - --- --.. -.. --- - - • - -• --- • Model Results SWMM's Status Report summarizes overall results for the 58-yr simulation. The runoff continuity error is -7.35 % and the flow routing continuity error is 0.00%. When a run completes successfully, the mass continuity errors for runoff, flow routing, and pollutant routing will be displayed in the Run Status window. These errors represent the percent difference between initial storage+ total inflow and final storage+ total outflow for the entire drainage system. If they exceed some reasonable level, such as 10 percent, then the validity of the analysis results must be questioned. The most common reasons for an excessive continuity error are computational time steps that are too long or conduits that are too short. In addition to the system continuity error, the Status Report produced by a run will list those nodes of the drainage network that have the largest flow continuity errors. If the error for a node is excessive, then one should first consider if the node in question is of importance to the purpose of the simulation. If it is, then further study is warranted to determine how the error might be reduced. The SWMM program ranks the partial duration series, the exceedance frequency and the return period. They are computed using the Weibull formula for plotting position. See the flow duration curve and peak flow frequency on the following pages . SECTION VI. RESULT ANALYSIS Development of the Flow Duration Statistics The flow duration statistics are also developed directly from the SWMM binary output file. It should be noted right from the start that the "durations" that we are talking about in this section have nothing to do with the "storm durations" presented in the peak flow statistics section. Other than using the same sequence of letters for the word, the two concepts have nothing to do with each other and the reader is cautioned not to confuse the two. The goal of the flow duration statistics is to determine, for the flow rates that fall within the hydromorphologicaly significant range, the length of time that each of those flow rates occur. Since the amount of sediment transported by a river or stream is proportional to the velocity of the water flowing and the length of time that velocity of flow acts on the sediment, knowing the velocity and length of time for each flow rate is very useful. Methodology The methodology for determining the flow duration curves comes from a document developed by the U.S. Geological Survey {USGS). The first stop on the journey to find this document was a link to the USGS water site {http://www.usgs.gov/water/). This link is found in Appendix E {SDHMP Continuous Simulation Modeling Primer), found in the County Hydromodification Management Plan1• On this web site a search for "Flow Duration Curves" leads to USGS Publication 1542-A, Flow-duration curves, by James K. Searcy 1959 (http://pubs.er.usgs.gov/publication/wsp1542A). In this publication the development of the flow duration curves is discussed in detail. In Pub 1542-A, beginning on page 7 an example problem is used to illustrate the compilation of data used to create the flow duration plots. A completed form 9-217-c form shows the monthly tabulation of flow rates for Bowie Creek near Hattiesburg, Miss. For each flow range the number of readings is 19 I Page tabulated and then the total number of each flow rate is totaled for the year. It should be noted that while this example is for a stream with a minimum flow rate of lOOcfs, for the purposes of run-off studies in Southern California the minimum flow rate of zero (O) cfs is the common low flow value. Once each of the year's data has been compiled the summary numbers from each year are transferred to form 9-217-d. On this form the total number of each flow rate is again totaled and the percentage of time exceeded calculated (as will be explained later under the discussion of our calculations). Once the data has been compiled a graph of Discharge Rate vs. Percent Time Exceeded is developed. As will be explained in the next section, the use of these curves leads to the amount of time each particular flow can be expected to occur (based on historical data). How to Read the Graphs2 Figure 1 shows a flow duration curve for a hypothetical development. The three curves show what percentage of the time a range of flow rates are exceeded for three different conditions: pre-project, post-project and post-project with storm water mitigation. Under pre-project conditions the minimum geomorphically significant flow rate is 0.10cfs (assumed) and as read from the graph, flows would equal or exceed this value about 0.14% of the time (or about 12 hours per year) (0.0014 x 365days x 24 hour/day). For post-project conditions, this flow rate would occur more often -about 0.38% of the time (or about 33 hours per year) (0.0038 x 365days x 24 hour/day). This increase in the duration of the geomorphically significant flow after development illustrates why duration control is closely linked to protecting creeks from accelerated erosion. ---..--lmpeN Flow (cfs) --Pre.Project Flow {c ) ----Post-Project · iga ed Flow (cfs) .70 - -Pre-Projec.t .2QS .60 - -Pre.Project 0 1 .50 % Tim~ Excud~d Figure 6.1 Flow Duration Series Statistics for a Hypothetical Development Scenario 1 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by Brown and Caldwell Engineering of San Diego. (http://www.projectcleanwater.org/images/stories/Docs/LDS/HMP/0311 SD HMP wApoendices.pdf) 2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan 20 I Page - • -• • .. • -• -• -• -• -• -• - ,,. - • -• • -.. - Development of Flow Duration Curves The first step in developing the flow duration curves is to count the number of occurrences of each flow rate. This is done by first rounding every non-zero flow value to an appropriate number of decimal places {say two places). This in effect groups each flow into closely related values or "bins" as they are referred to in publication 9-217d. Then the entire runoff record is queried for each value and the number of each value counted. The next step is to enter the results of the query into a grid patterned after form 9-217d. The data is entered in ascending order starting with the lowest flow first. The grid is composed of four columns. They are {from left to right) Discharge Rate, Number of Periods (count), Total Periods Exceeding {the total number of periods equal to or exceeding this value), and Percent Time Exceeded. Starting at the top row {row 1), the flow rate {which is often times zero) is entered with the corresponding number of times that value was found. The next column is the total number of values greater than or equal to that flow rate. For the first flow rate point, by definition all flow rate values are greater than or equal to this value, therefore the total number of runoff records of the rainfall record is entered here. The final column which is the percent of time exceeded is calculated by dividing the total periods exceeded by the total number of periods in the study. For the first row this number should be 100%3 For the next row {row 2), the flow rate, and the flow rate count are entered. The total number of periods exceeding for row 2 is calculated by subtracting Number of Periods of row 1 from the Total Periods Exceeding of line 1. This result is entered in the Total Periods Exceeding on row 2. As was the case for line 1, the final column is calculated by dividing the total periods exceeded by the total number of periods in the study. For the second row this number should be something less than 100% and continually decrease as we move down the chart. If all the calculations are correct, then everything should zero out on the last line of the calculations. The final step in developing the flow duration curves is to make a plot of the Discharge Rate vs. the Percent Time Exceeded. For the purposes of this report, the first value corresponding to the zero flow rate is not plotted allowing the graph to be focused on the actual flow rate values. The Flow Duration Analysis The Peak Flow Statistics analysis is composed of the following series of files: 1. The Flow Duration Plot 2. Comparison of the Un-Mitigated Flow Duration Curve to the Pre-Development Curve {Pass/Fail) 3. Comparison of the Mitigated Flow Duration Curve to the Pre-Development Curve {Pass/Fail) 4. The calculations for the Pre-Development flow duration curve development {USGS9217d) 5. The calculations for the Post-Development flow duration curve development {USGS9217d) 6. The calculations for the Mitigated flow duration curve development {USGS9217d) 21 I Page - • -• -• -• • -• -• - -• -• - -• -• -• • • -• • The Flow Duration Plot The Flow Duration Curves Plot is the plotting of all three (pre, un-mitigated and mitigated) sets of Discharge Rate vs. the Percent Time Exceeded data point pair lists. In addition to these curves horizontal lines are plotted corresponding to the 010 and Oit (low flow threshold) values. Within the geomorphically significant range (010 -Oit) one can see a visual representation of the relative positions of the flow duration curves. The flow duration curves are compared in an East/West (horizontal) direction to compare post development Discharge Rates to pre-development Discharge Rates. The pre- development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green. As long as the post development curve lies to the left of the pre-development curve (mostly4), the project meets the peak flow hydromodification requirements. Pass/Fail comparison of the curves The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post-development curve has a corresponding "Y" value (Flow Rate), and "X" value {% Time Exceeded). For each point on the post development curve, the "Y" value is used to interpolate the corresponding Percent Time Exceeded (X) value from the pre-development curve. Then the Post-development Percent Time Exceeded value is compared to the pre-development Percent Time Exceeded value. Based on the relative values of each point, pass/fail criteria are determined point by point . For each set of data, the upper right hand header value shows the name of the file being displayed (ex. flowDurationPassFailMitigated.TXT). The first line of the file shows the name of the SWMM output file (* .out). The next line shows the time stamp of the SWMM file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close. The first column is the zero based number of the point. The next two columns show the post development "X" and "Y" values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two "X" values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are: 1. Qpost being outside of the geomorphically significant range Q1f to Q10 2. Qpost being less than Q pre 3. Qpost being less than 110% of the value of Qpre if the point is between Q1f and Q10 There are two ways that a point can fail. They are: 1. Qpost being greater than 110% of Qpre if the point is between Q,r and Q10 2. If more than 10% of the points are between 100% and 110% of Qpre for the points between Q,r and Q10 4 See hydromodification limits for exceedance of pre-development values 22 I Page --• • -• -• -• -• ---• -- • -• -• -• • - -• A quick scan down the last column will quickly tell if there are any points that fail. At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest. Plan Check Suggestions As was described under the peak flow section, is the responsibility of the reviewing agency to confirm that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process. Compare the Data Stamps for Each of the Statistics Files Used In This Analysis . As was described in the Peak Flows section, all report files should have time stamps that are nearly identical. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated. Verify the Flow Rate Counts For each of the pre, un-mitigate and mitigated flow duration tables, a few randomly selected flow value counts should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Next step is to click in the left most header row of the SWMM table which will select the entire table. Now from the main menu select Edit>Copy To>Clipboard. Now open a new blank sheet in MS Excel (or suitable spread sheet program) select cell Al and paste the results from the clipboard into the spread sheet. Now sort the values based on the Total Inflow column. This will group all the flow values together enabling the number of occurrences of each value to be counted. At this point the a few (or all) of the counts on the various USGS9217d.txt files can be verified . Manually Verify That the Percent Exceeded Values (form USGS9217d) are Correctly Calculated The discharge rates and counts are confirmed as was described above. The top row should be the smallest runoff value (O.OOcfs usually). Total Periods Exceeding of the first line should be the total number of rainfall records in the study. The percentage of Time Exceeding should be the total periods Exceeding divided by the total number of rainfall records in the study (100% for the first line). For each successive discharge rate, the total periods exceeding for the current line should be the total periods exceeding from the line above minus the number of periods from the line above. The number of periods and the number of periods exceeding should zero out at the last line. Compare Plotted Curves to Table Data Randomly check a few of the plotted points against the values verified above . Verify by Observation that the plotted values of U1oand Oit are reasonable. Verify that the correct values for each of these return periods are plotted correctly on the graph. 23 I Page - • -• • -----• • -- -- - -• - -• • -• -• • Development of the Peak Flow Statistics The peak flow statistics are developed directly from the binary output file produced by the SWMM program. The site is modeled three ways, Pre-Development, Post-Development-Unmitigated, and Post- Development-Mitigated. For each of these files a specific time period differentiating distinct storms is chosen. The SWMM results are extracted and each flow value is queried. The majority of the values for Southern California sites are zero flow. As each successive record is read, as soon as a non-zero value is read the time and flow value of that record are recorded as the beginning of an event. The first record is automatically recorded as the "tentative" peak value. As each successive non-zero value is read and the successive flow value is compared to the peak value and the greater value is retained as the peak value of the storm. As soon as a successive number of zero values equal to the predetermined storm separation value, then the time value of the last non-zero value is recorded as the end of the storm, the duration of the storm is the difference between the end time and the start time, and the peak value is recorded as the highest flow value between the start and end times. Once the entire SWMM output file is read all of the distinct storm events will have been recorded in a special list. The storms will be in the order of their occurrence. To develop the peak flow statistics table the first step is to sort the storms in descending order of the peak flow value. Once the list is sorted then the relative rank of each storm is assigned with the highest ranking storm being the storm with the highest peak flow. There are several methods that can be used to determine which storm should be ranked above another equally valued storm. For the purposes of these studies an Ordinal ranking is used so that each storm has a unique rank number. Where two or more storms have equal flow values, the earlier storm is assigned the higher rank. This is done consistently throughout the storm record. Since we are only looking at peak flow statistics, it is assumed that the relative ranking of individual (but equal) storms is irrelevant to the calculations. The exceedance frequency and return period are both computed using the Weibull formula for plotting position. Therefore, for a specific event the exceedance frequency F and the return period in years Tare calculated using the following equations5: and T=n+l/m where m is the event's rank, nR is the total number of events and n is the number of years under analysis. Once the Peak flow statistics table is complete, a plot of Return Frequency vs. peak flow is created. All three conditions (pre, post and mitigated) are plotted on the same plot. The Peak Flow Statistics Analysis The Peak Flow Statistics analysis is composed of the following series of files: 1. The Peak Flow Frequency Plot 2. The Comparison of the Un-Mitigated Peak Flow Curve to the Pre-Development Curve (Pass/Fail) 3. The Comparison of the Mitigated Conditions Curve to the Pre-Development Curve (Pass/Fail) 4. The Peak Flow Statistics Calculation for the Pre-Development Curve. 5. The Peak Flow Statistics Calculation for the Un-Mitigated Curve . 6. The Peak Flow Statistics Calculation for the Mitigated Curve. 5 Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPA/600/R-09/000 July 2009 24 I Page -• -• -• -• -• ----- -- --- - • -• -• The Peak Flow Frequency Plot The Peak Flow Frequency Curves are the plotting of all three (Pre, Un-Mitigated and Mitigated) sets of return Period vs peak flow data point pair lists. In addition to these curves horizontal lines are plotted corresponding to the 010, Us, Ch and Clit (low flow threshold) values. Within the geomorphically significant range (010 -Clit) one can see a visual representation of the relative positions of the peak flow curves. The peak flow curves are compared in a North/South (vertical) direction to compare post development peak flows to pre-development flows. The Pre-Development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green. As long as the post development curve lies below the pre-development curve (mostly6), the project meets the peak flow hydromodification requirements. Pass/Fail comparison of the curves The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post-development curve has a corresponding "X" value (Recurrence Interval), and "Y" value (Peak Flow). For each point on the post development curve, the "X" value is used to interpolate the corresponding peak flow value from the pre-development curve. Then the Post-development peak flow value is compared to the pre- development peak flow value. Based on the relative values of each point, pass/fail criteria are determined point by point. For each set of data, the upper right hand header value shows the name of the file being displayed (ex. peakFlowPassFailMitigated.TXT). The first line of the file also shows this value. The next line shows the time stamp of the file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close. It should be noted that the SWMM.out files will not have related time stamps since each file is developed independently. The first column is the zero based number of the point. The next two columns show the post development "X" and "Y" values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two "Y" values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are: 1. Point is outside of the geomorphically significant range 010 -Clit 2. (lpost being less than O pre 3. (lpost being less than 110% of the value of Uµre if the point is between Us and 0107 There are four ways that a point can fail. They are: 1. (lpost being greater than (lpre if the point is between Clit and Us 2. (lpost being greater than 110% of Uµre if the point is between Clit and 010 3. If more than 10% of the points are between 100% and 110% of Uµre for the points between Us and 010 6 See hydromodification limits for exceedance of pre-development values 7 See section on how a point can fail point number 3 hereon 25 I Page - -• -• - - - - - - ... ,,. -• -• 4. If the frequency interval for points> 100% of Cli,re is greater than 1 year for the points between Us and 010 A quick scan down the last column will quickly tell if there are any points that fail. At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data {not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest . The Peak Flow Statistics Calculations There are three sets of data for the Peak Flow Statistics calculations {Pre-Development, Un-Mitigated, and Mitigated). As was the case for the pass/fail data, the upper right hand corner of each sheet has the file name. The first row of the data is the SWMM file name. The second row is the SWMM file time stamp of the file being analyzed. The 4th, 5th, and 6th rows are the calculated values for 010, Us, and Qi. These values are derived by linear interpolation between the nearest bounding points in the listing. While the relationship between the points in the peak flow analysis is not technically a linear relationship, the error introduced in using linear interpolation between such relatively close data points is assumed to be irrelevant. Finally, the footer row shows the report time and the page/number of pages of the data set. As was previously discussed, each storm listed was determined by reading the flow values directly from the binary output file from the SWMM program. The storms were then sorted in descending order of peak flow values. Then each storm was assigned a unique rank, then the Frequency and Return Period were calculated using Weibull formulas. Every discharge value for the entire rainfall record is listed in each of these lists. It should be noted that the derivation of these peak flow statistics values use full precision {i.e. no rounding off) of the SWMM output values. Since the precision of the calculations may not be the same as the SWMM program uses, and also the assignment of rank to values of equal peak flow value may differ slightly from the way SWMM calculates the tables, minor variances in the data values and/or the order of storms can be expected. Finally, as was previously stated, the values of the Return Period were plotted vs. the peak flow values to develop the peak flow frequency curves. Plan Check Suggestions As is the responsibility of the reviewing agency, any and all methods should be considered to verify that the SWMM analysis adequately models the site as far as hydrologic discharge is concerned, and that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process. Compare the Data Stamps for Each of the Statistics Files Used In This Analysis. For each set of calculations and report files, the first step of the process is to list out all the files in the report folder and delete those files. The very first step leaves the reports folder completely empty. Then as each successive step is performed, the results file is placed in the reports folder. Once all of the results files are complete, then the report file is compiled using the data directly from the files placed in the results folder. This means that the time stamps on each of the report files in the report should be within a minute or two depending on the speed of the computer. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated . 26 I P a g e -• -• -• --- • - • -- - .. .. -- • - ·-• -• Verify A Few Random Storm Statistics For each of the Pre, Un-mitigate and Mitigated peak flow statics tables, a few randomly selected storms should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Now scroll down the list to the start date and time of the randomly selected storm. Verify that the start date, end date, and the highest flow value between the start and end date correspond to the values shown in the statistics table. Do this for a few storm to verify that the data corresponds to the SWMM output file. Verify by hand a few of the frequency and return period values . Compare Plotted Curves to Table Data Randomly check a few of the plotted points against the values found in the Peak Flow Frequency Tables. Verify by Observation that the values of Q10, Qs, Q2 and Q1r are reasonable. For each value shown on the reports, verify that the value shown for say QlO is in between the next higher return period and the next lower period. Also verify that the correct values for each of these return periods are plotted correctly on the peak flow frequency graph. Manually Verify That the Pass Fail Table Is Correctly Calculated Select at random several points on each of the pass/fail tables to verify that the values for post X/Y and interpolated Y look reasonable. Also check that the various test results are shown accurately in the chart and also the final pass/fail result looks accurate. Drawdown Time of Bio-filtration Surface Ponding The drawdown time for hydromodification flow control facilities was calculated by assuming a starting water surface elevation coincident with the peak operating level in the bio-filtration facility such as the elevation at the weir or the emergency spillway overflow. The instruction from the county of San Diego Department of Environmental Health (DEH) limits the drawdown time hydromodification flow control facilities to 96 hours. This restriction was implemented as mitigation to potential vector breeding issues and the subsequent risk to human health. See Attachment C for Drawdown time of each pond and derivations of drawdown times for BMPs. For the purpose of drawdown calculations energy losses through the amended soil are considered negligible because the infiltration capacity of the amended soil is more than 10 times larger than the discharge capacity of the LID orifice and consequently this approximation is valid for this project. Drawdown time and Calculations are included as Attachment D of this SWMM report. VII. SUMMARY AND CONCLUSION Hydromodification calculations were performed utilizing continuous simulation to size storm water control facilities. SWMM (Storm Water Management Model) version 5.0 distributed by USEPA was used to generate computed peak flow recurrence and flow duration series statistics. 27 I Page There are several tributary areas planned as industrial use treated by 8 biofiltration BMPS on Lot 24 labeled as BMP-# (Best Management Practices) with a total tributary area of approximately 9.72 acres. The areas were grouped based on its outfall and were analyzed for pre-development and mitigated post-development conditions. The analyzed SWMM runs attached show that the proposed bio-filtration facilities provided with variety of orifice flow control at the base of the gravel storage configured as shown in Figure 1 is in compliance with the HMP and BMP Manual. Lot 24 On POC, The flow duration curve on the following page shows the existing condition 16.7 hours (0.0191%x36Sdaysx24 hour/day= 16.7hours). With the proposed square footage of LID areas and orifices acting as the low flow restrictor configured as shown in Figure 1 the duration of the flow is 17.4 hours (0.199%x36Sdaysx24 hour/day =17.4 hours). This flow duration is higher than the existing condition, but within the allowable 10%. Therefore, this study has demonstrated that the proposed optimized bio-filtration basin is sufficient to meet the current HMP and BMP criteria (See Table 6.1). 6 5 4 -J!! 3 u -G) -2 ftl ,x: 3 1 0 i! 0 -1 -2 (Table 6.1) Flow Duration Curves • -Pre Development 010 (5 631~1) Flow Outallon PreOev lopmen 36S(days)lt24lhrl(lay)ld).191(% 16 7(hoor&fyear) Flow Ou!lltlon Mil ated Posl D veiopme(ltca36S(days)x24(hr/lloy)XD 199(%)217 .4(hOIM'S')l6ar) 0.00 0.05 0.10 (%) Percent Time Exceedance 0.15 -Post Development M,tlgalad Olf (0.37~&) 0.20 28 I Page Excel Engineering STATISTICS ANALYSIS OF THE SWMM FILES FOR: DISCHARGE NODE: POC-1 ANALYSIS DETAILS Statistics Selection: Nodes/Total Inflow Stream Susceptibility to Channel Erosion: High (Qlf = (0.1)Q2) Assumed time between storms (hours): 24 PRE-DEVELOPMENT SWMM FILE SWMM file name: V:\16\16034\engineering\GPIP\current\Storm\SWMM\16-034 PRE-DEV3.out SWMM file time stamp: 4/13/2017 10:26:20 AM Selected Node to Analyze: POC-1 POST-DEVELOPMENT MITIGATED SWMM FILE SWMM file name: V:\16\16034\engineering\GPIP\current\Storm\SWMM\16-034 POST-DEV3 -Current.out SWMM file time stamp: 4/13/2017 10:27:52 AM Selected Node to Analyze: POC-1 MITIGATED CONDITIONS RESULTS For the Mitigated Conditions: Peak Flow Conditions PASS Flow Duration Conditions PASS The Mitigated Conditions peak flow frequency curve is composed of 473 points. Of the points, 1 point(s) are above the flow control upper limit (QlO), 299 point(s) are below the low flow threshold value (Qlf). Of the points within the flow control range (Qlf to QlO), 173 point(s) have a lower peak flow rate than pre-development conditions. These points all pass. There are no points that failed, therefore the unmitigated conditions peak flow requirements have been met. The Mitigated Conditions flow duration curve is composed of 100 flow bins (points) between the upper flow threshold (cfs) and lower flow threshold (cfs). Each point represents the number of hours where the discharge was equal to or greater than the discharge value, but less than the next greater flow value. Comparing the post- development flow duration curve to the pre-development curve, 98 point(s) have a lower duration than pre- development conditions, and 2 point(s) have a duration that exceeds the pre-development by less than 10%, and for less than 10% of the curve length. These points all pass. There are no points that failed, therefore the unmitigated conditions flow duration requirements have been met. V·\16\16034\engjneering\GPIP\current\Storm\SWMM\Statistics Reports\POC-1\Statistjcs Results-POC-1 pdf 4/13/2017 11:32:51 AM software version: 1.0.6103.20271 -• -• -• -• -• --- -.. '- '- - -- - .. Jillllf Excel Engineering Development of the Peak Flow Statistics The peak flow statistics are developed directly from the binary output file produced by the SWMM program. The site is modeled three ways, Pre-Development, Post-Development-Unmitigated, and Post- Development-Mitigated. For each of these files a specific time period differentiating distinct storms is chosen. The SWMM results are extracted and each flow value is queried. The majority of the values for Southern California sites are zero flow. As each successive record is read, as soon as a non-zero value is read the time and flow value of that record are recorded as the beginning of an event. The first record is automatically recorded as the "tentative" peak value. As each successive non-zero value is read and the successive flow value is compared to the peak value and the greater value is retained as the peak value of the storm. As soon as a successive number of zero values equal to the predetermined storm separation value, then the time value of the last non-zero value is recorded as the end of the storm, the duration of the storm is the difference between the end time and the start time, and the peak value is recorded as the highest flow value between the start and end times. Once the entire SWMM output file is read all of the distinct storm events will have been recorded in a special list. The storms will be in the order of their occurrence. To develop the peak flow statistics table the first step is to sort the storms in descending order of the peak flow value. Once the list is sorted then the relative rank of each storm is assigned with the highest ranking storm being the storm with the highest peak flow. There are several methods that can be used to determine which storm should be ranked above another equally valued storm. For the purposes of these studies an Ordinal ranking is used so that each storm has a unique rank number. Where two or more storms have equal flow values, the earlier storm is assigned the higher rank. This is done consistently throughout the storm record. Since we are only looking at peak flow statistics, it is assumed that the relative ranking of individual (but equal) storms is irrelevant to the calculations. The exceedance frequency and return period are both computed using the Weibull formula for plotting position. Therefore, for a specific event the exceedance frequency F and the return period in years Tare calculated using the following equations1: F=m/(nR+1) and T =n+1/m where m is the event's rank, nR is the total number of events and n is the number of years under analysis. Once the Peak flow statistics table is complete, a plot of Return Frequency vs. peak flow is created. All three conditions (pre, post and mitigated) are plotted on the same plot. 1 Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPN600/R-09/000 July 2009 -----• -• -• -• -• ---• - - - --- -• --- Excel Engineering The Peak Flow Statistics Analysis The Peak Flow Statistics analysis is composed of the following series of files: 1 . The Peak Flow Frequency Plot 2. The Comparison of the Un-Mitigated Peak Flow Curve to the Pre-Development Curve (Pass/Fail) 3. The Comparison of the Mitigated Conditions Curve to the Pre-Development Curve (Pass/Fail) 4. The Peak Flow Statistics Calculation for the Pre-Development Curve . 5. The Peak Flow Statistics Calculation for the Un-Mitigated Curve. 6. The Peak Flow Statistics Calculation for the Mitigated Curve . The Peak Flow Frequency Plot The Peak Flow Frequency Curves are the plotting of all three (Pre, Un-Mitigated and Mitigated) sets of return Period vs peak flow data point pair lists. In addition to these curves horizontal lines are plotted corresponding to the 010, Os, 02 and 011 (low flow threshold) values. Within the geomorphically significant range (010 -011) one can see a visual representation of the relative positions of the peak flow curves. The peak flow curves are compared in a North/South (vertical) direction to compare post development peak flows to pre-development flows. The Pre-Development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green. As long as the post development curve lies below the pre-development curve (mostly2), the project meets the peak flow hydromodification requirements. Pass/Fail comparison of the curves The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post-development curve has a corresponding "X" value (Recurrence Interval), and "Y" value (Peak Flow). For each point on the post development curve, the "X" value is used to interpolate the corresponding peak flow value from the pre-development curve. Then the Post-development peak flow value is compared to the pre- development peak flow value. Based on the relative values of each point, pass/fail criteria are determined point by point. For each set of data, the upper right hand header value shows the name of the file being displayed (ex. peakFlowPassFailMitigated.TXT). The first line of the file also shows this value. The next line shows the time stamp of the file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close. It 2 See hydromodification limits for exceedance of pre-development values -------• ---• -- - • - --- ----- -• -• - Excel Engineering should be noted that the SWMM.out files will not have related time stamps since each file is developed independently. The first column is the zero based number of the point. The next two columns show the post development "X" and "Y" values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two "Y" values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are: 1. Point is outside of the geomorphically significant range 010 -011 2. Opost being less than Q pre 3. Opost being less than 110% of the value of Opre if the point is between Os and 0103 There are four ways that a point can fail. They are: 1. Opost being greater than Opre if the point is between 011 and Os 2. Opost being greater than 110% of Opre if the point is between 011 and 010 3. If more than 10% of the points are between 100% and 110% of Opre for the points between Os and 010 4. If the frequency interval for points > 100% of Opre is greater than 1 year for the points between Os and 010 A quick scan down the last column will quickly tell if there are any points that fail. At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest. The Peak Flow Statistics Calculations There are three sets of data for the Peak Flow Statistics calculations (Pre-Development, Un-Mitigated, and Mitigated). As was the case for the pass/fail data, the upper right hand corner of each sheet has the file name. The first row of the data is the SWMM file name. The second row is the SWMM file time stamp of the file being analyzed. The 4th, 5th, and 6th rows are the calculated values for 010, Os, and 02. These values are derived by linear interpolation between the nearest bounding points in the listing. While the relationship between the points in the peak flow analysis is not technically a linear relationship, the error introduced in using linear interpolation between such relatively close data points is assumed to be irrelevant. Finally, the footer row shows the report time and the page/number of pages of the data set. 3 See section on how a point can fail point number 3 hereon - -• -• -• ---- ---- -• - • -- • ·- ---• Excel Engineering As was previously discussed, each storm listed was determined by reading the flow values directly from the binary output file from the SWMM program. The storms were then sorted in descending order of peak flow values. Then each storm was assigned a unique rank, then the Frequency and Return Period were calculated using Weibull formulas. Every discharge value for the entire rainfall record is listed in each of these lists. It should be noted that the derivation of these peak flow statistics values use full precision (i.e . no rounding off) of the SWMM output values. Since the precision of the calculations may not be the same as the SWMM program uses, and also the assignment of rank to values of equal peak flow value may differ slightly from the way SWMM calculates the tables, minor variances in the data values and/or the order of storms can be expected. Finally, as was previously stated, the values of the Return Period were plotted vs. the peak flow values to develop the peak flow frequency curves. Plan Check Suggestions As is the responsibility of the reviewing agency, any and all methods should be considered to verify that the SWMM analysis adequately models the site as far as hydrologic discharge is concerned, and that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process. Compare the Data Stamps for Each of the Statistics Files Used In This Analysis. For each set of calculations and report files, the first step of the process is to list out all the files in the report folder and delete those files. The very first step leaves the reports folder completely empty. Then as each successive step is performed, the results file is placed in the reports folder. Once all of the results files are complete, then the report file is compiled using the data directly from the files placed in the results folder. This means that the time stamps on each of the report files in the report should be within a minute or two depending on the speed of the computer. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated. Verify A Few Random Storm Statistics For each of the Pre, Un-mitigate and Mitigated peak flow statics tables, a few randomly selected storms should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report> Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Now scroll down the list to the start date and time of the randomly selected storm. Verify that the start date, end date, and the highest flow value between the start and end date correspond to the values shown in the statistics table. Do this for a few storm to verify ---• - • • - - - - ,..., • ---• -• -• ---• Excel Engineering that the data corresponds to the SWMM output file. Verify by hand a few of the frequency and return period values. Compare Plotted Curves to Table Data Randomly check a few of the plotted points against the values found in the Peak Flow Frequency Tables . Verify by Observation that the values of 010, Os, 02 and 01t are reasonable. For each value shown on the reports, verify that the value shown for say Q1 O is in between the next higher return period and the next lower period. Also verify that the correct values for each of these return periods are plotted correctly on the peak flow frequency graph. Manually Verify That the Pass Fail Table Is Correctly Calculated Select at random several points on each of the pass/fail tables to verify that the values for post X/Y and interpolated Y look reasonable. Also check that the various test results are shown accurately in the chart and also the final pass/fail result looks accurate. Excel Engineering 9 8 7 -.I! 6 u -;: 5 .2 LL ~ 4 ns Cl) D.. 3 2 1 0 Peak Flow Frequency Curves ,• ............... • .............. · .............. : .............. · .............. · .. " ........... · .... . . . . . . . . . . . . . . . . . . . . . . . . . ' .......................................................... . • 0 0 I • . . . . ..................................... -............. . . . . . . . ...................................... . . . . ............................................ . . . . ............... · ............. : ............. · .............. -·.· ... -.......... -. -.. . . . . ........................ , ............. ' ................................................. . --~~~~~~~~~~~~~~~~~~~ -Pre Development ~ 010 {5.631cfs) ~ 02 (3.736cfs) -Post Development Mitigated ~ 05 (4.925cfs) ~ Olf (0.3736cfs) 0 10 20 30 40 50 60 Return Period (Years) I I i I I I t I I I I I I I I I J I i I I I I I t I I t I I Excel Engineering peakFlowPassFailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve ·--------· ----~ -- posf:development SWMM file: V:\ 16\ 16034\engineering\GPI P\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.out po-st-development time stamp: 4/13/2017 10:27:52 AM ~Compared to: ~_-d_e1,1~lo_p_1T1~_11t l:>WMM file: V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-03~ PRE-DEV3.out -------·----· ·----- ere-development time stamJ): 4/13/2017 10:26:20 AM ---·-·------- ·------- I I &0 ~'l< ,o/1 ~o ~o &0 &0 0~ ~ 01:5 0~ 0~ o\o .,..,_q_ ()0 <>0 .,..,_t-.,..,_"1 "(;S i-q_~ " q_O~ ~ q_,0 0~ 0~ .,,_"1 q_~~ ~<:-q_O 0~ 0~ 0~ 0~ 0 58.00 7.78 8.49 FALSE ____ ~ FALSE FALSE Pass-Qpost Above Flow C_c>,r:itrol Upper Limit ----. ---1 29.00 4.77 6.47 TRUE FALSE FALSE Pass-Qpost < Qpre ----·-----2 19.33 4.17 6.37 TRUE ------FALSE. FALSE Pass-Qpost < Qpre 3 14.50 4.14 6.30 TRUE --~---·-FALSE FALSE Pass-Qpost < Qpre ·-i--------------··--4 11.60 4.12 5.68 TRUE FALSE FALSE Pass-Qpost < Qpre ---------·· - ----5 9.67 4.06 5.62 TRUE FALSE --·--· FALSE Pass-Qpost < Qpre -·- 6 8.29 4.06 5.50 TRUE FALSE FALSE Pass-Qpost < Qpre ----7 7.25 3.71 +------5.45 ---TRUE FALSE FALSE Pass-Qpost < Qpre --------------------5.43 --------8 I 6.44 3.71 I TRUE FALSE FALSE Pass-Qpost < Qpre ---------·-------9 5.80 ~ ___ __3.66 I 4.96 TRUE FALSE FALSE Pass-Qpost < Qpre -10 5.27 3.60 4.94 TRUE FALSE FALSE Pass-Qpost < Qpre -------FALSE FALSE Pass-Qpost < Qpre 11 I 4.83 3.60 4.92 TRUE I -·-------·----12 4.46 3.57 4.88 TRUE FALSE : FALSE Pass-Qpost < Qpre ----------------13 4.14 3.42 4.83 TRUE FALSE FALSE Pass-Qpost < Qpre -----------· 14 3.87 3.39 4.73 TRUE FALSE ! FALSE Pass-Qpost < Qpre ·-· -· 3.63 3.39 4.69 TRUE FALSE : FALSE Pass-Qpost < Qpre 15 I ·+ ---------16 __l__ 3.41_ 3.32 4.65 TRUE FALSE I FALSE Pass-Qpost < Qpre ------·t----17 I 3.22 3.14 4.62 TRUE FALSE I FALSE Pass-Qpost < Qpre -18-~~=-r--~ 3.05 t-3.14 I 4.52 I TRUE FALSE --~ FALSE Pass-Qpost < Qpre ---~---------------t~--i -2.90 1--3.11 4.49 TRUE FALSE --FALSE Pass-Qpost < Qpre -·------- 2.76 I 3.09 I 4.24 TRUE ! FALSE FALSE Pass-Qpost < Qpre --------+------- : ---· 21 I 2.64 3.03 4.20 TRUE FALSE FALSE Pass-Qpost < Qpre ------+---. -- 22 2.52 I 3.03 4.17 I TRUE i FALSE FALSE Pass-Qpost < Qpre -----~ -23 i 2.42 I 2.94 ! 4.12 i TRUE i FALSE FALSE Pass-Qpost < Qpre -------24 I 2.32 I 2.86 ! 4.09 I TRUE ! FALSE FALSE Pass-Qpost < Qpre I --------r 1------···---~ FALSE--FALSE Pass-Qoost < Qpre -----·---- 25 2.23 2.8~ I 4.07 TRUE -+--· FALSE FALSE Pass-Qpost < Qpre ---·-··---· ---···-- --26 ---2.15 2.78 4.05 TRUE ··-------------27 2.07 2.77 3.78 TRUE FALSE FALSE Pass-Ooost < Qpre --.. 28 2.00 I 2.75 3.74 TRUE FALSE FALSE Pass-Ooost < Qpre I --29 I 1.93 ----r-··f12·· .. ··-· 3.63 TRUE FALSE FALSE Pass-Ooost < Qpre ···-··----30 1.87 I 2.67 3.60 TRUE FALSE FALSE Pass-Ooost < Qpre --·-·--· -31 i 1.81 2.67 3.58 TRUE FALSE FALSE Pass-Ooost < Qpre .,,_ 32 : 1.76 i 2.66 3.44 TRUE FALSE FALSE Pass-Qoost < Qpre --------.... -·--·-----r--FALSE -FALSE -· Pass-Qpost < Qore ·--33 I 1.71 1 2.58 3.34 TRUE 4/13/2017 11:33 AM 1/12 I t I • I t I I I I I I I I I I I I I I I I I I j I I I a I I I I I I I t Excel Engineering peakFlowPassFailMitigated.TXT ! /...c;.. 0 I' I &0 I &0 I ~0 i o\:5 0.:,. ,J,.0 0~ , 0~ I <$,\o (<_~ I q§'•' .l, I .,.<I' I .. ~ ... of .. , l /,'' i ~ ------------ L,--__ :3:4=:___--_-_J_f __ 1:__:_.6=6=-----_. 2.54 ~, --3_-3_3 _ ___,_+-____ TRUE FALSE 1--"'--F-A~LS~E~---+=P-a-ss--~Q~p-os_t_<_O~p-r_e ___ _ ____ 3§_ ___ J 1.61 2.52 3.27 -+= TRUE __ FALSE FALSE Pass-Qpost < Qpre 36 1 1.57 2.49 3.26 "'~--L TRUE -~F~A~LS=E~_ +---------=F~A;=:LS~E~_~P_...a.._,ss=-------:cQ=po=s=t----'<:__:0:::-,P=r-=-e---__ -~-------------__, ,_ _ 37 1.53 2.40 3.26 TRUE ___ F_A_LS-=--E __ _,, ___ ---'='FA,,::L=-cSc-:::E~--+=-P-""'as---=s=------:c:Q=po=s=t---=<c--::0?=p'-'--re=----___________________________ __, ____ ---=-3-=--8 ___ '---_1_._49,_~-2.30 -__ 3.23 1 ___ T_R~U_E __ ~I ___ ---FALSE I FALSE Pass-Qpost<Opre _______ _ 39 1.45 2.29 3.16 ____ T_R---=U_E __ -+-1 __ FALSE FALSE Pass-Qpost < Qpre ________________ _, __ _ 40 1.42 j 2.28 _ 3.14 TRUE ----'='FAC"'L..,.S:--::E~--+-----'F~A-=L:-::::S-=E __ +P=-"a .... s=s-_Q?p=o=s-=--t <--=----:c:O=p'-'"rec__ _______________ __, 41 1.38 1 2.28 i 3.12 TRUE __ __,F~A,::L=-:S~E=-----+----:,F,'-,A'-=L-=S=-E __ +c:cP=--"a ... s-=-s--cQ:::-'p=o=st=---<-=--0~prc::e ________________ ~ 42 I 1.35 [ 2.23 _ _1 3.10 ______ T_R---=U=---E __ --+-_ -'=F~A-::LS~E~---+---------:F~A,::L=--:::S:-::::E=-----+=-'Pa.,..s=s_-Q~po--::s:_:__t ---=<---:cO=pc_:re.__ ___________________ __, ,__ __ 4_3__ 1.32 -~ 2.2t_t~ 3.03 TRUE -------'=F'-c'A'-=LS:--.E=----+--'='FA,,::L=-cSc-:::E~--+=-P-""'as---=s=------:c:Q=po.._,s=l---=<c--::0?=p'-'--re=----_______________________ _ L~=-=~==-f~~-,~~~ij~r't_:_i'----+! ____ ~==-:--i:-R~~:-=--~~U:-E=-i:::::::::::~·----===~1~~~i::i~1~:1:========:~,:========~~~~A;:;L~~i~~1~~======~:~~~:~::s~~l~=~~Q!~;:~:~:;:s:l=~~~~i::i::1:~~======~=~----=---=---~------=-~--==~=~=~=-_---_:--_~-~--~ 48 1.18 2.12 , 2.95 TRUE FALSE FALSE Pass-Qpost < Qcre ____ _ 49 1.16 2.11 ! 2.9_2 ___ ----1-___ T_R_U_E __ ----1-----=--FA:__:_L=--S---=E=------+------'F--'-A-=L=S=E'---_+P---=a=-s=s-_Q=p=o=s-=--t <---'----=O=p_:__:re.__ _________ ----1 ~---~ 1.14 _ 210 291 ------=T-=--R=U_...E.___~-------'F--'-A-=L:=S_...E __ ~_~F:__:_A=LS=E=----_-+-P_...a=~=-------=Q=p=~=t=---<=---0=p=r-=--e------------1 ,__ __ 5_1_ + 1.12 , 2.07 1 2.90 __ ___:T__:_R_:_-U=E.___--+-----'F-'-A_:::L::::S=E=---_-+--_ ____:_F-=--A=LS=E=----'-'P---=a=s-=--s-_Q=po=--=-ccst-=--<--'---=0=prc::e _________________ _, ,__ __ 5_2____ i 1.09 -i 2.01 _j____ 2.86 TRUE FALSE FALSE Pass-Qpost < Qpre ___ _ ,__ __ 5_3___ _ 1.07 1 1.97 2-=--.8=6-----1 ___ T:__:_R_:_::U::_:E=----_--+-__ F:__:A__::L=S=--=E.__ __ +-_---'-F-'-A=L-=-S=E __ +-P---=a=s-"-s-_Q=p=o=st-=--<--'---=O=prc::e ____________ _ 54 1.06 j 1.96 2._85 __ +-__ T_R_U_E ___ --+--__ F_A_L_S_E ___ J_ _ ____:__:FA--"L=S=--=E=----_-+--P=as=s=-----=Q=p=os=t_<---=0=p"--re=----________________ _ ~--~ -__ _1_.Q±___ 1.93 =2.,_8:::c__:_4_--+ __ _:T__:_R_:_-U=E, __ --+-----'F-'-A_:::L=S=E=----~1 __ _:_F-=--A=LS=E=----_---+-P-=a=ss-=------=Q=po'--=--=--st=---<-'--O=p=r--=-e---------------~ ,__ __ 5_6__ 1.02 1.90 2.83 TRUE FALSE -+-' __ :__:FA--"L=S=--=E=------+--P=as=s=-----=Q=po=s=t-'<---=0=)0"--re=----_______ _ __ _ ,__ __ 5_7___ 1.00 _ 1 1.89 _2_.8_0 __ +--__ TR_U_E ___ ~ __ F_A_L_S_E ______ ---1-----'-F-'-A=L-=-S=E __ +P---=a=s-"-s-_Q=p=o=st-=--<---'--=Q=prc::e _____________ _ 58 I 0.98 ' 1.86 2.75 TRUE FALSE FALSE Pass-Qpost < Qpre :====5~9~-=------_-__ -0.97 1. 77 _2_. __ 75 __ -+-__ T_R_U_E_-_--=-=======F=A=L=S=E==-=-----_--:_-_-_-___ ___:_F:A:L:s_:E:_:_:_:_;-'----P---=a::s:s_----=Q==p=o:s::1---=<---'-----=--=o:p:re:_:_:_:_:_:_:_:_:_:_:_:_:_:_:__::__---~~=== ,__ __ 6_0___ 0.95 1.75 2.71 TRUE FALSE --+---'---F'---'A=LS=E=------+-P--=a-=-ss~----=Q=po=st=---<-'----0=p=r-=--e-----------_____ _ ,__ __ 6_1__ 0.94 1. 72 2. 70 , ____ T_:_:__R,U=E __ -+--_ ____:_F_:_:A=-LS::::E==-----+--ii _:__F:__:A__::L=--=S=E=------+:---Pa=s=--=s_---=Q=po=s'--'-t _:<---=O=p'-'---re=-------------------- 1-----6-2__ _ t 0.92 1.69 --~ ---=2='-'.6---=9.___1--_ ____:_T:..:RU=E __ -+--_ ____:_F_:_:A=-LS::::E=---------+-' _:__F:__:A--"L=--=S=E=----_-+-Pa=s=--=s_---=Q=po=s=l----'<---=0=p'-'---re=----________________ _ ,__ __ 6_3 ___ -----t-0.91 1.67 ,I 2. __ 6_9_--+ ___ T_R_U_E __ -------lf----------F_A_L_S_E __ --1' __ ___:_F_:_A=L-=-S=E __ +P---=a=s--'-s-_Q=p=o=s-=--t <---'----=O=prc::e ____________ _ 64 1 -0.89 1.67 2.68 TRUE : FALSE FALSE Pass-Qpost < Qpre ____ 65_ _ 0.88R=;' -1.62 -2.65 t-, __ TRUE ' FALSE FALSE Pass-Qpost < Qpre 66 0.87 1.61 2.65 T_-=-R-=-=U::_:E=----_--+-1 __ F:__:A__::L=S=--=E=--------+-----'-F:_A=L-=--S=E __ +-P---=a=s-s-_Q="po~st-'--<------='0~pr_e ___________ __, ,__ 67 --0.85 1.61 ---2.63 TRUE __ ___:_F_:_A=L=S=E __ +-_ ____:__:FA__::L=Sc-=E=------+=P=as=s_--=Q~oos;__;t_<~O="-lo=---re'----------·----_, ,___ ---68 o:~-1.61 2.40 -->--_ ___:_T_:_R:.::U--=E=-----+-----=-F-'-A=L=S=E--~------'-,FC...:A"',LSC,..CE __ -+-=P--=a-=--ss_:--,,Q=)oo~s=t_<_O="lo~r:_e ________ ------1 ,___69____ 0.83 --1.58 2.39 TRUE FALSE FALSE Pass-Qoost < Qore 70 -----0.82 1.58 -----;--2.35 ---=-T-'-'R=U-=E---=---+-------=-FA-"L=S=E==-------+--------=-FA'---'L"-'Sc-=E,--------+-=-Pa=s'-'-s--o="100~:st-'----<-O-=-l"-01r~e-----~-=-·=----- 71 0.81 1.55 __ . --t 2.35 TRUE ___ __;Fc.c.A..:.::L::_:S=E=------+-------=F-'--A---'--L-=-SE"'----+-P,..ca=s-'--s-~Q="-lo=1o~st-'----<-O-=-l"-Dr=e----·---·-------' ------72 __ 1 -_-__ 0.80 1.54 -1--i __ 2._33 __ +--___ TR_U_E ____ _r_ ____ _;F__:_A_:::L=S-=E'------+---'FC.C.A..:.::L~S-=-E __ +,P---=a=ss-=------=a=10=10=st_<_:O?'ID'-'--re=--------------------------1 73 1 0.78 -~---1.53 __ ·--l--2.33 TRUE I FALSE FALSE Pass-Qoost < Qore ____ _ -----~: ----i -----~: ~~ ----~ :~~ . -l ~:~: I +=~~ I ~:~~-~-=-=-:==-=---=--'---~'---':=~~=-c~-----+-~--=:-=-::"-:---=g=:~=O=::=---:-=--g=:~=~-=-:---------··-·--·- 4/13/2017 11:33 AM 2/12 I I i I I j • • I I I I I t I I I. 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I I I I • j Excel Engineering peakFlowPassFailMitigated.TXT j Q•" 0 I ' ~0 J ~0 1 1 04' 0 I :<,..~ ~o/o O 0~ I ~ o\o 1 ~ .. ~· I ~<I'~ ~~Q <" ~~· I /-° I /.,,G i ~l ,___--_-_-7_6_--_----+i __ o_._75=-~-----+---1_.5_1 _ L 2.27 i, ____ T_R_U_E-------+--~F~-Ac-cL--ccS~E~--+--~~F~A~LS=E~--JP~a-s-s--Q~p-o-st-<=::=a=pr=:e=:=:=:=:=:=:=:=:=:=:=:==:=:=:=:=:===--___, ___ -; 7 -{ 9 ·-1 1 0.74 1.48 1 2.27 TRUE FALSE __ F_A_L_S_E __ +-P_a_s_s-_Q_p_o_st_<_O~pr_e ____ _ 1------------+---0_._73_-+-1.46 ! 2.24 ____ T_R_U_E __ -+ _ FALSE FALSE Pass-Qpost < Qpre 0. 73 . 1.45 --T 2.22 TRUE FALSE FALSE Pass-Qpost < Qpre ----80 ----1----0-.-72--~,--1-.4-3 _ 2.22 .. __ T_R_U_E __ -+1---F-A-LS-E----+---F-A_L_S_E---+--P-a·s-s---Q~po-s_t_<_O_p_re---------~-----·--- ,___-_--_8_1_---_--+: __ · --_O_ -_.7_1---_-+-_ --1.-41-_ _ 2.21 TRU_E ____ -+-! __ F_A_L_S_E_.-._-_ --+-1 =-=-=-=--F-_A-_L-S=-E=-=-=-=-::P=-a_s--s=--=-a _ _:-po=-_s-t=-<=-0_:-p:r_e ______________________ -=------_-_ ----=- ,__ __ 8_2 __ ~: __ 0_._7_0__ + 1.40 2.17 j TRU_E ______ --+-__ F_A_L_S_E ______ +--1 __ F_A_L_S_E __ -+--P_as_s_-_Q~po_s_t_<_O_p_re __________ .. __ ,_ ,__ __ 8_3 __ -+--__ 0_._69 _ __j 1.40 _ _ _2_.1_6_---+'--_ T __ R_U_E ___ ---+ ___ F_A_LS_E ____ --+1 ___ F_A_L_SE __ --+-P_a_s_s-_Q_po_st_<_O~pr_e ____________ _ 84 ' 0.68 --+1--1_.3_9__ 2.15 I ___ T_R_U_E __ ---+-___ FA_L_S_E ___ -+-__ F_A_L_S_E __ -+-P_a_s_s-_Q--tpo~s_t <_O~p_re ______________ _ 85 ---,-0.67 t 1.38 _ 2.15 TRUE FALSE FALSE Pass-Qpost < Qpre ,__ __ 8_6---+----0-.6--7-.. _-_-_-_+-_--1.-38 ___ I _2_.1_4_---+1 1 __ -_'r=R=U_E __ .. --_---+---F-A_L_S_E _____ ---FA_L_S_E---+-P-a-ss---Q~p-os_t_<_O_p_re __________ ___, 87 0.66 i 1.36 2.13 TRUE FALSE FALSE Pass-Qpost < Qpre ---------+------+-----+------------------+---------+-----~-~----------------------1 __ 8_8 ___ _ _ _ 0.65 1.35 2.06 ---+--__ T_R_U_E ___ i-FALSE FALSE Pass-Qpost < Qpre 89 0.64 1.34 1 2.05 TRUE · ---FALSE FALSE Pass-Qpost < Qpre -90 -----0.64 1.34 2.04 ____ T_R_U_E----+I ____ F_A_L_S_E--+---FA_L_S_E---+-P-a-ss---Q~po-s_t_<_O_p_r_e _________________ --- _____ 91_ ___ _ __ 00~:3 I 1.33 ~-__ 2_.0_2_---+--_ T_R_U_E ___ --+-__ F_A_L_S_E ___ -+-__ F_A_LS_E __ -+-P_a_ss_-_O_po_st_<_O--tp~r_e __________ --1 ,___ __ 9_2 __ __,_ _____ 00 .. 6622 . 1.30 t.---2.01 TTRRUUEE FFAALLSSEE ---~: ___ FFAA_LL_ss_EE_--+-P_a_ss_-_O~p_os_t_<_O_p_re __________ ___, 93 ! 1.30 _ _ ___ 2_.o_o_---+----·---·----+---~~--+-' __ --~----+-P_a_s_s-_Q_p_o_st_<_O_pr_e ___________ ___, 1----9-4----+----0.61 1.29 1.99 TRUE FALSE I FALSE Pass-Qpost < Qpre :====9-:::_5-:::_-:::_--:-_--:--+_i _________ 0._6_0 _---+r--1 _.2_5___ 1.99 I TRUE ----F-A-LS-E~--+---F-A_L_S_E---+-Pa_s_s_-Q-po_s_t _<_O~p-re---:::_-:::___--_________ _ ,___ __ 9_6 __ _ ,-____ 0._6_0_---+·--1 __ .25 1.98 , _____ T_R_U_E __ -+--__ F_A_LS_E ___ .. ··-----+--__ F_A_LS_E __ --+-P_a_s_s-_Q_po_st_<_O_pr_e ________ , __ _ 97 j 0.59 1.22 _l 1.98 TRUE FALSE FALSE Pass-Qpost < Qpre ---~ -f, ~~ 1.21 _ 1~ __ T_R_U_E--- 1 ~--F-A_L_S_E_========F-A~L_S=E======P=a-s_s=:-=a:po-:::-s_t=<=O:p:r-e~~~~~~~~~~~~~~~~-- t- ,___ _______ 9:=9:=:=_ --~-:;-~----+ __ 1_._19__ _ ____ 1_.9_4_---+---~==-~-~-----+----~-:-t~-~~---+--1 --~-:-t-~-~---+P_a_s_s_-Q_po_s_t _<_O~p_re _______________ _ 100 1.18 __ 1_.9_._3 __ ,_1, --=~------_ -----~~----t----~---+-Pa_s_s_-Q_po_s_t _<_O~p_re _______ --------1 101 0.57 ! 1.17 1.93 TRUE FALSE : FALSE Pass-Qpost < Qpre 102 ! 0.56 + 1.14 1.8-9----+--=T~RU-E~----·-----_--_--_=FA=L=S=E==========F=A=L=S=E=====P=a=s=s-:=a:p:o:=s:=t <==a:p:=re=========--------------1 103 0.56 1.13 1.85 TRUE FALSE FALSE Pass-Qpost < Qpre 1---------t--. ----------+----=-'---------_______ ___, ,_ ___ 10_4 __ -t-· 1 __ 0.55 _ __ 1.13 I 1.85 TRUE FALSE FALSE Pass-Qpost < Qpre 105 0.55 1.13 1.84 TRUE --F-A-LS_E----+---F~A-L_S_E ____ -+-Pa_s_s_-Q-+-po_s_t -<-O~p-re ______ -· 1----10-6---+----o-.M -1.13 _ 1.80 i TRUE ___ F_A_L_S_E __ -+I ___ F_A-LS-E----+-P-a-ss---Q-po-st_<_O--tp~r-e ____________ _, ___ ~10087--4 __ 0.54 _ 1.11 1.80 TRUE --+----F-A_L_S_E---+----F-A_L_S_E---+P-a_s_s_-Q-po_s_t -<-O~p-re-------------------1 ___i__ 0.53 1 _1_._1Q___ _ 1.75 TRUE ---+---F-A_L_S_E---+----FA_L_S_E---+--P-as_s_-~Q~po_s_t_<_O_p_re-----------· 109 _,.L 0.53 i 1.07 --1.-74---i---~rn=u-E~--~-=======F=A=LS=E==--=====--·:._-_F-A=L=S=E=-=-=-=--=--P-_a-s=-s=--~a~~,~po_-s=-t=-<~0,:-1p=-1re=-=-=-~------=:-·.--_ .. -_-__ -_, _____ _, 110 I .. _ 0.52 --f-1.0i -----1.'74 ---~ TRUE FALSE FALSE Pass-Qpost<Opre ____ _, 111 0.52 1 06 1 72 TRUE ·-.. -·-t··---'-'FA-"L=S=-=Ee----+-----'-F-"-A=L=S=E--+P--'a=s=s-Q""p=o=s-'--t <-'-=O=p=re _________ ·-· ____ ___, 0------1-12--·-_-+-+--_ -_-_---,_o,..., __ 5=-_1~_-,_-_-++----~----,-1_:-=-o:5=----======1::;_7-1=---=~-:=-=-:._-~-=T~~R~U~E~_----t--· ·-··---'--FA"'-'L=s=E"----·-+--------'F='-A=L=s-=E---+P'-"a=s:...s~-: Qc=l=DO=-=S"'-t --'<--=0=1pc._c1re'----------·-·------------, 113 0.51 --·--+---1~.0~1~·-'-----'-'1.-'--7-'-1 _ ·-TRUE FALSE -+------=Fc.,-A=Ls=-E=----+p--=a=s-'--s----'0""100==-1st'--<-'--0=1=pr--=-e----·--··-----11_4_·_·_f----0-.5-o-· 1 00 L' 1 69 TRUE ---. -... ·-·-'--F'-'A=LS=E"-----+------=F'-'A=LS=-"E~--+=-P=as"-'s---=a"-"-'001s"'-t-'--=Q==pre _______________ ___, _----:rfs____ 0.50 ------. ······ .. . . TRUE ····· -.... FALSE ·-,--.. FALSE-·---+-=--="'-'---="'--"-"''--<-'--==-=-------.. -· _______ _, . --0.50 .. -~--+ . 1.69 -i TRUE FALSE -I --FALSE -+P:,,.:a=sc:::s_-Q~1=001sC!..t ..:::<-"O"'lp,,,.,rec.__ _____________ -i ~ ~; i 0.49 ---1 ~::: ~--t¥s--·+--=T~R-u=E-------FALSE I FALSE ~:::: g~~:!: g~~= .. ---- 4/13/2017 11:33 AM 3/12 I I I I I I I I I I II t I 1 I I I i I t I I I I I I I I I t I i I I I i • Excel Engineering, pea kFlowPassFa ii Mitigated. 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-----l-----'-T.:..:R=U=E---+----'-F-'-A=L=S=E __ + ___ F:...:A..:.:L=-=S=E=--_-+-P=as::..:s:_--=Q=p~os=-ct_<'-'O=pcc.re=---------------1 ,__ ___ 150 0.38 0.56 1.29 _ ~ ______ T_R_U_E __________ FA_L_S_E __ -+--·------'-F-'-A=L=-S=E __ +P--=a=s_:_s-_Qc=po~st_,__<-=--=O=pr~e ___________ ___, 151 0.38 0.55 1.29 TRUE J FALSE FALSE Pass-Qoost < Qore '---~---~---0.38 -· --0.55 ----+-1.28 TRUE ' FALSE FALSE Pass-Qoost < Qore ,.___ ___ !§~----, 0.38 ~-____ 0.54 ·· ·1 1.27 I TRUE FALSE ----=F--'-A=Lc..,ccS-=E=---+=-Pa=sc.cs_--='Q~oos_:_t_<--=O=lo'-'re=-----------· _ L----'-'15=-:4c.._ 0.37 . 0.54_-+----'-1=.2=-6---1-----'-T:.:.RU=E=----+------'F'--'-A=L=Sc::E'----+-----=F=-A=Lc..,ccS-=E __ +P=-'a=s_,__s---=Q:=lDO~:st~<_O="lD'-1re=-------------·- 155 -.. 0.37. j 0.52 ---1---:.:.1.=-24=---1----T.:..:R.:..:U::..:E=-----1------'-F-'-A=L=S=E--+-----=Fc'cA=L-=-SE,cc.-_-+-=P-=a=ss:_---=Q=ID0_:_1s.:_:t_<--=O=lD--=1re=---------·--- 156 0.37 0.51 1.24 TRUE 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0.85 FALSE FALSE I FALSE _ _j_P_.a=s=s-_Q=p=o=s-'-t =-Be=l-=-ow"--'-F=lo_w-'C'--o_n-'--tro-'--I_T_h-=-re~s_ho~ld'------- '----193 ' 0.30 ,--··-o-.2-4--+-----0.-8-2---+----FA_L_S_E-----+-=--F-A_L_S_E--_+_ ---=------_ -=F;..,:A~LS=-=E=----·-·-·1-'-P-=a=ss,:__--=Q:i:lo=,os,-__.t-=B=e=lo'-"w'--'F-'-lo=w--=-C=on-'-'t'-'ro-'--1 T=h_r-'-es=-h=o=ld ____ ~ 194 0.30 _ _ 0.23 +-0.82 ---4=·---,F=cAcc-L-=S=E~--+----=Fcc-Ac-LS=E=--_-+-----------'--FA,_,_L=S=-=E=-----l-P-=a=ss:__--=Q=oos,-__.t-=B=-=ec..::lo'-"w'--'F-'-lo=w--=-C=on-'-'t'-'ro-'--I T=-h-"-r-'-esc..ch=o=ld _____ _ ,__ ___ ___:_19=5.__-1--_ _;o:..::.3=-:0:__ ----+-----=o.:.=.2=2----+----'o=-'-.8=2=---.. ___ F_A_L_:_S_E __ -+-__ F_A_LS_E ___ 1------~F~A:;:::LS~E;--_~P~a~ss~-~Q~)nn=st~B~e~IO=-=W:..:F~l~ow~C=o'-'-:nt"-'ro~I =T,..,,hr-=-e=,sh-"'o:,,:ld,-----l 196'-----1---=0.=29=--_+--1 _0.21 0.82 -+-___ F_A_L_:_S_E __ +--__ FA_L_S_E __ 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__'.F__'._A~L~S:=E __ +-_ ___'._F'...'.A=LS,;.:E=-----+'-P-~a~ss,'.__-~Q~>nn~,s,,,t~B::.::e~lo:.::w~F_.'.:lo..._.w~C=on'-'-'t._..ro"-1 T._.h'-"-r=es,c:h'-"o'-"ld'-----1 201 0.29 0.17 0. 77 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold 4/13/2017 11:33 AM 5/12 I I I i I f I j I I I I I I I i I I I t I t I I I I I I I I I I I I I I I Excel Engineering peakFlowPassFailMitigated.TXT ~ ~ I ,c;-I, 0 I O I !,.0 I' tt II; ~,0 ~ ,S' • >IS •• if I /f' J' /" I t· S.,; I ~ ~ I ,a'? I ,;.• ~o~o~ I o~~ -__ 11 ~o~-, q_~~ ·---------------1 __:__ 202 -f-0.29 -_ t---0.17 ' 0.77 FALSE , ___ :_:FA'-"L=S=-=E=----+-----=-F._.A=LS=E=---+P-'a=s=s--Q=po=s=t-==B=e.:..::loc:.:w,..:F..c.lo:-.cw"--=C=o-'-ntcccroc.c.1-'-Tcc.h-=re-'-s-'-hoc.c.ld=---·· _ 203 I . 0.2~~ ~ 0.15 . i 0.7_7 __ _j FALSE + FALSE FALSE Pass-Qpost Below Flow Control Threshold 204 , 0.28 0.15 0.77 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ··~ --~± 0.28--1 --0-.14 0~-=1==-FALSE FALSE --__ -----=-F-=-A=L=S=E ___ -+-P=as=-=s=---=Q=po=stc..:B=-:e:cclo"'-w~Fl=ow--'C:.-:o_n-'-tr~ol~T~h_re=-s_h-=-ol-=-d ___ _ -206 -~ , 0.13 , -0.74 FALSE~------t-_ FALS_E FALSE Pass-Qpost Below Flow Control Threshold _ 207_ _ -0.28 _ ~Q~B1 0.74 =£= FALSE FALSE I FALSE Pass-Qpost Below Flow Control Threshold _ _ ~8 _ __Qg!3_ ~--0' 1Q_ 0.74 FALSE FALSE , FALSE Pass-Qpost Below Flow Control Threshold 209 ---r-0 28 i O 10 , 0 72 FALSE -FALSE FALSE Pass-Qpost Below Flow Control Threshold ~g----r ~ +-o:~ 0:11 _ _f__FAALLSSEEa--__ F:.-:A-=.:L=S=E=----+1--.-=-F-=-A=L=S=E __ +P-'a=s=s-_Q=pc.co=s-'-t B=-e=lo"-'w-'-=Fl=ow~C-'o_nt_ro'-l~T~h_re_sh~o=-ld~----- ~ 211 _ __ 0.27----1---. 0.10 1 0.71 _ FALSE . ..:.F..:..A.:=L=S-==E=--_-+-P=as=-:s:_--=Q=p=o-=-stc..:Bc.cecc.lo=-=w-'-=Fl=o_w~Cc-'o=-n_tr-=-ol~T=h_re_s~h-=-ol~d __ _ .__ __ 212 J ___ 0,27 __ ~·--0.10 . 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FALSE FALSE Pass-Qpost Below Flow Control Threshold 229 . -0.25 s·.09 0.59 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold :· 223301 _-, · 00 .. 2255 -__Q_0 .. 0099 · 1 00 .. 5598--I ~FAALLSSEE-~ . 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TXT I i..0 ,r;-. o o i..0 i..0 I o~ ~ill.< ~ ~ 0~ (fo o\o .,.._~ I ~,o '<::. .,.._<i~ ()0 ~'-.,.._-, I ...._...._,;;:, ~o~ I ;")..-S nO~ ~,0 ,s:, '"'~~ j .,.._.., ___ I ..... !_ ' I O'? , .J-'? , o~0~ _~Io.~ I~ j Q51 _______ F_A_~~E--_-_-_+-1--------~=A:L:s:E====:i~~~~=F~A~L-=s;E:~~~~~,-P-"a~s-s~---CQ~~~~-c~::-e~~~w_F=l~~-C~o_m~ro~l=T,-~~~~h_o~~=----~ _. ~~,i~----t-0.24 _ I 0.09 I o._5_1 ---+--=F~A~LS~E~--j---F~A_L~S_E ____ ---11 __ -=F~A~L~S=E __ +P~a=s~s-_Q="po~s_t =Be~l_ow-=F~lo_w~Cc--'o_n~tro~l-=T=h_r~e~s,-ho-cld7 _________ _ 246 1 0.24 0.09 0.50 FALSE FALSE , FALSE Pass-Qpost Below Flow Control Threshold -----i------------~~~--+---~--=-c:=-------t ----~-~---+=-='~-="--~c---=--=-'--~~~~-c----·--·· ··-- -_ 24 7 1 0.23 0.09 --1----0_.5_0 __ -t--____ F=A~L~S=E=----+--~F~A_L~S=E---+---=F~A~LS~E~_-+-P~a=s~s-~Q="po_st~B=e-clo_w~Fl~ow---=C~o_nt~ro~l=T~hr~e~sh~o~ldc--______ _ _ 248 I 0.23 0.09 _ 0.49 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold _ __g_4_!} 1 0.23 0.09 0.49 -~FF~AA~LLcc-Ss=EE--+---=FA~L~S=-cE~----FALSE Pass-Qpost Below Flow Control Threshold 250 0.23 0.09 0.48 FALSE FALSE Pass-Qpost Below Flow Control Threshold --_2_51~-0.23 0.09 ·-t---0-.4-7--,-----~F~A~L-=-SE~--+---=FA~L~S'--=E=--~ FALSE Pass-Qpost Below Flow Control Threshold -254 ti 0.23 --0.09 ! 0.47 --FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 252 0.23 0.09 0.47 --~F=A~L--=s=E~--+--~F~A-LS~E-=-------· FALSE Pass-Qpost Below Flow Control Threshold ----253---r 0.23 , -0.09 0.47 =+--+-FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 255 0.23 -~0-.0~9---+,--0-.4_7_ FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold --256 -1 O 23 ___ 0_0_9 __ ~ __ 0_4_6_--+---=~~:~t~~=~--+-,: -----'-'FA-"L=Sc-=E=----+--~F~A~L~S-=E __ +P~a=s~s-_Q="p~o~s~t =Be~l~ow-=F~lo_w~Cc--'o_n~tro~l-=T=h~re~s,-ho-cld-c--____ _ ~-_;=-2!_6~0 7 -_-_ ~ol_i2i2 1,I -~00:.-~0!9 t ~o:_:432; ~:t~~ : ~;~ii ~F;A~L!SiE ~:::~ g~:: i::~: ~:~: g~~:~~: i~~=:~~:~ FALSE FALSE Pass-Qoost Below Flow Control Threshold 261 , 0.22 0.09 0.42 FALSE FALSE I FALSE Pass-Qoost Below Flow Control Threshold 262 0.22 0.09 0.42 FALSE FALSE t FALSE --Pass-Qpost Below Flow Control Threshold 263 0.22 0.09 __ 0_.4_2---j--~F~A~L=s=E-----+----~F=A~L~s-=Ec----+---~F~A~Ls=E~----, Pass-Qpost Below Flow Control Threshold -··----+----~-~-----+--~~~--+---~-=-=~-+=-'--~-="--=-cc---=--=---c=--~-c-------J ,___ __ 26_4__ 0.22 0.09 0.41 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 265 -1-0.22 0.09 __ _ ____ 0_.4_1 _____ F_A_L_S_E ______ --=F~A~L-=-S=E--+----=FA~L~S~E=--_-+--P~as~s~·-=Q~po_s_t-=Bc-e~lo_w-cF=lo_w-=C_on_t_ro-c--1 T=h~r_es-ch_oc-cldc--__ -1 266 0.22 0.09 0.40 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ~-2~_I___ 0.22 0.09 0.38 , FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold --__ :2_68_ 0.22 i o_._0_9 __ --+1--0_.3_8 __ +-I __ F_A_L_S_E ____ + ___ F_A_L_S_E __ +--__ FA_L_S_E __ -+-P_a_ss_-_Q~po_s_t_B_e_lo_w_F_lo_w_C_on_t_ro_l T_h_r_es_h_o_ld ___ -i 269 0.22 0.09 --+! __ 0_.3_7 __ +-' 1 __ F_A_L_S_E ___ + ____ F_A_LS_E __ --+-__ F_A_L_S_E __ -+-Pa_s_s_-Q~po_s_t_B_el_ow_F_lo_w_C_o_n_tr_ol_T_h_re_s_ho_l_d ___ _, -~-_ 1 0.21 0.09 ---+J __ 0_.3_6 __ +-, __ F_A_L_S_E ____ (_ ____ F_A_LS_E __ -+-__ F_A_L_S_E __ -+--P_as_s_-_Q~p_os_t_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_re_s_h_ol_d ___ __, ,__ __ 2_7_1_ _ _ _ 0.21 , 0.0_9 ___ J--__ 0._3_5 _--+ ___ F_A_LS_E ___ ----+--__ F_A_L_S_E __ -+' ___ F_A_LS_E______ Pass-Qpost Below Flow Control Threshold 272 0.21 ! 0.09 _1 ___ 0._35 __ +1---F_A_LS_E__ FALSE FALSE Pass-Qpost Below Flow Control Threshold 273 0.21 0.0!}_ _ _ ~ __ 0_._3_5 __ +-· __ F_A_L_S_E ___ ·---+-____ FA_L_S_E __ -+--__ F_A_L_S_E __ +P_a_s_s-_Q~p~o_s_t _Be_l_ow_F_lo_w_C_o_n_tro_l_T_h_re_s_ho_ld ___ ___, 274 0.21 0.09 __ . _ 0.34 _--t ___ F_A_L_S_E __________ F_A_L_S_E __ +-1 ___ FA_L_S_E __ -+-P_as_s_-_Q~p_os_t_B_e_lo_w_F_lo_w_C __ on_t_ro_l T_h_r_es_h_o_ld ___ -< ,___ __ 27_5_ ----+-00_ ._2211 __ 0.09 0.34 I FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 276 0.09 0.34 , FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ~-_2_7_71 __ 0.21 --_-___ -__ -0-.0-9----j--0-.3-4---+, ---FA_L_S_E---+---F-A_L_S_E---+---F-A-LS-E~---·--+-P-a-ss---Q~p-o-st_B_e_lo_w_F_l_ow_C_o_nt-ro_l _T-hr-es_h_o_ld ___ _, 278 , 0.21 0.09 -+---0::-.3-=-1=--·-+------=F~A.:=L:.:;:S-=E--+----'=FA:,,:L=:S~E:c----+------cF=-cA"7L'-=S'=E:...__-+'='Pa:::s::::s_-Q-=l=oo:s:.:.t-=B.=,el;.::.ow-=-=--=F~lo:.:.:w:....:C:c,.:o::.:.n:::tr..:::.olc-cT=-h:.:.:re::.::s7'ho-=-;l-=:-d-----l ~ ____ 228790 ___ -t-yo .. 2211______ 00._o099 0.30 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 0.30 ------FALSE I FALSE FALSE Pass-Qoost Below Fl~ Control Threshold 281 __ 0.21 1·----:0=--.o=-=9:---t----=--o.=30-=----+----:F=A~L--=s=E:----+--~F~A"'"LS-=-cE=----+-----cF~A.:=L-=s-=E--+P~a=s:::cs--Qc?loo=,s:.:..t =Be-=-;1-=-ow=-=--=Fc-=loc.:.:w-::C~oc:.:nc::.tr.:c:olc-=Tcc'h.:..:re::::s~ho=-:-ld=:------1 -----~-=-==----+---~~-=-=---j------=':~:=----+'c-==-~=-=-=-=-c::..:.:.-==:.:..:....=-===-c-=.-=~-=:-------1 282 __ . 0.21 1 ____ 0.09 1 0.30 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold ,___ __ 28_3__ _ 0.20 ---~-:::o~.o-=--~9~~~~t--~~~-=-o=--.-:::2:8~-~~--+~~-~-----~F~A:L!s-=E=----.:_-=:====~FA~~LS~E~====~===~F~A:L~S!E~===;~Pa:s~s=-a!1:oo:,s:t!B:e1:ow:1F:1o~w~C~o:n~tr:01~T~h~re:s:ho~1:d-_-_·_-_--___ -__ ·-__ _ ,__ __ 2_8_4___ .J 0.20 0.09 0.28 FALSE _ --~---=FA~L-'Sc-=E=-----+-· ___ FA_L_S_E ___ +,P=-'a~s~s-.....,O='lp_o_s:-ct B=-e-clo_w-=Fl:--ow--::aC:--o_nt,--ro-cl-=T,,...hr~e..c.,sh~o~ld-=--·----·- 285 ··-I 0.20 -· 0.09 0.27 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold 4/13/2017 11:33 AM 7/12 I I I I I I I I I I t I i I i I ' I J I I I t I I I t I I I I I I I f I I Excel Engineering peakFlowPassFailMitigated.TXT !-0 I ~ '!I< I vSc;;.. 0·P ~o o<l of0 o\o~ I ~ ~ q_ _L. q_'-0 .,.,_<J <>0 .,.,_t-.,.,_,,, ..._..._r:::5 1· $- q_O ~~ I q_o~ q_'-0 / o<l ~o~ : o~od},,, q_'I>~ ~ ~~~ ____ ---/ ____ ·-+---------!-------~---------+---------------------" "M~ ~ ~i~ j" .. O.~L __ J_ QV I _~_L_S_E __ ---+-__ F_A_L_S_E __ -+--__ F_A_~_E ___ +P_a_s_•_O~p~o_s_t_~_~_w_F_~_w_C_o_M_ro_l_T_h_ra_s_~-~----- 287 I 0.20 .. _ 0.0~_ . , 0.26 . FALSE FALSE FALSE . _ Pass-Qpost Below Flow Control Threshold ·-·- f---288 1 o,~ ____ 0.,09 0.26 ----, __ .FALSE __ FALSE FALSE Pass-Qpost Below Flow Control Threshold 289 . 0.20 0.09 0.25 1 1 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold __ =--290 1· ..... 0.20 0.08 0.25 -___ F_A_LS_E __ -+-__ F_A_L_S_E_·-··-__ , ___ F_A_L_S_E ____ ~:::: gpp~:: :::~: ~:~: g~~:~~: i~~=:~~:~ _ .. _ f--. ~ . 0.20 I 0.08 0.25 I ~-:--t-~-~--+---FA_L_S_E__ ·-+----FA_L_S_E __ ---+----~----·--------.. __ _ 292 0.20 0.08 0.24 , FALSE FALSE Pass-Qpost Below Flow Control Threshold ___ _, c--293 0.20 1 0.08 0.24 • .. FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 294 0.20 0.08 0.24 1 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 295 0.20 I 0.08 0.22 ·--FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold I--~~ -------+--------+--------t---~---------------i ,__ __ 2_96__ ~ 0.20 0.08 0.22 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 297 -0.20 0.08 0.22 __ .F_A_L_S_E __ -+--__ F_A_LS_E __ -+-__ F_A_L_S_E __ -+--P_as_s_-_Q~p_os_t_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_re_s_h_ol_d ___ _ __ 298 + .. 0.19 0.08 i 0.21 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 299 , 0.19 0.08 ! 0.20 FALSE i FALSE FALSE Pass-Qpost Below Flow Control Threshold 300 0.19 0.08 , 0.20 FALSE I FALSE FALSE Pass-Qpost Below Flow Control Threshold 301 0.19 0.08 0.19 FALSE _ _L __ F_A_L_S_E __ -+--__ F_A_LS_E __ -+-P_a_ss_-_Q~p_o_st_B_e_lo_w_F_lo_w_C_on_t_ro_l _Th_r_es_h_o_ld ___ __, ~--302 1 1 0.19 I 0.08 I 0.18 FALSE I FALSE i FALSE Pass-Qpost Below Flow Control Threshold 303 0.19 0.08 I 0.18 ! _F_A_L_S_E __ -+--__ F_A_L_S_E ___ -+--__ F_A_L_SE __ --+-P_a_s_s-_Q~p_o_st_B_e_lo_w_Fl_ow~C_o_nt_ro_l=T_hr_e_sh_o_ld _____ _ ,__ __ 3_04_ .. _ 0.19 0.08 0.16 __ F __ A_L_S_E __ -+--__ FF_AA_LLSS~EE---+---FF_AA_LL_SS_EE __ -+_Pa_s_s_-Q~po_s_t _B_el_ow_F_lo_w_C~o_n_tr_ol~T~h_re_s_ho_ld ____ ·- 305 I 0.19 'I 0.08 0.16 FALSE Pass-Qpost Below Flow Control Threshold ~-306 , 0.19 _ -0.08 0.15 FALSE -_-_F-:.-_A-:.-_L-S~-E_-_-_-_-_++----_-_-_-F_A-:.-_L-:.-_s=E=-===::P-a_s-::_s-::_--Q_ ~~po-::_s-::_t-::_B-::_e-l_o-w_ -_F:10-::_w-::_c:o-::_n-::_tr-::_o-l~T:h-::_re-::_s-::_h-0_1-::_d-::_-::::__ ·- c-=)07 . . 0.19 -~~ 0.08 0.15 FALSE ____ F_A_L~S_E __ -+--__ F_A_LS~E~_--t-=P_a_ss_-_Q~po_st_B_e_lo_w_F=lo_w~C_on_t_ro_l =Th_r_es_h_o_ld ___ ·-- 308 0.19 0.08 I 0_.1_5 __ t---__ F_A_L_S_E ____ -+--_~F_A_LS~E----+-· ---',F~A=L-=-S=E __ +cP~a~s=s-_Q=po=.=st=-B=-e=-lo=-w~Fl=ow~C-=o_nt=-ro=-1 =T-hr-=e-'-sh"'o'-"ld"---_ -~(jg~~----1-0.19 -0.08 , 0.13 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 310 I 0.19 0.08 ! 0.13 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold -~l~} · 1 ~: ~ ~ . . ~:~: ! ~: ~ ~ I ~:t~~ ~:t~~ ~:t~~ ~:::: g~:: :::~: ~:~: g~~:~~: i~~=:~~:~ . - I ----+I---~---+--~~----+ ---~~~----1-=-'-c_c_-=c==-~~~'--,c--'--~--c=_cc__-----l 313 _ -.i 0.19 0.08 0.12 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 1-----3-14-0.18 0.08 i 0.12 FALSE -____ F_A_L~S-E--+--·-· --FA_L=-S~E~--+=P_cas.c.cs=---=Q=po=s=-t~B-=e-=lo_w_F=lo=-w-Ccc-o-'-n-tr_o_l T=h-re-s-'-h=o=ld-----1 ,___ __ 3_1 _5 __ =--I 0.18 0.08 0.12 FALSE --~F=A~L~S-E--+--__ F_A..c.L-=-SE~--+P-=a~s=-s--Q=p'-"o=st'-B~e=-lo=-w~Fl-=-ow---=c-=o-nt=-ro~I =T-hr-e-,sh~o'-ld'------1 1-----;-~ ~ ~: ~: ~:~: ~: ~ 6 ~:t~~ !-~:t~~ : -~-:-t~'-~~--+=~-=:=-::=-:~g=~-=~-=-::'-c:'-:=-:~=-:-~=:~-'-:---=g-=-~~-:-~~-: =i~-~-::-~-=~-=:~~----1 ... ----_-_31_8___ 0.18 1 0.08 0.1 o FALSE 1 -·-___ F_A_L~S-E--+i --· -F-A-=L=SE~--+P-=a~s=-s--o="p'-"o=st=-B'-e=-10=-w~Fl-=-ow---=c-o-nt-ro~I =T-hr-e...,sh-=o-ld~----1 319 0.18 1 0.08 0.10 FALSE ! FALSE FALSE Pass-Qpost Below Flow Control Threshold ~ 320 0.18 I 0.08 0.10 FALSE ·=-FALSE i FALSE Pass-Qpost Below Flow Control Threshold 321 0.18 i 0.08 0.09 .. _._F_A_L_S_E __ -+----·· ·-F~A_L~S_E __ +--__ F_A_L~S_E __ ic,P-=a=ss=---=Q=lp=,o=st=-=B::.:e:.:.:lo=-w'-'F-'lo=-w"--=C=on:.:.:tc.cro=-1 ""'Th_r=es=-h=o-=ld'------1 322 0.18 I 0.08 0.09 F_A_L_S_E __ -+---·-FALSE ___ _.: __ ..:..F'-A=L=SE==--_--+P-=a=s=s·-=O=!p=,o=st'-'B=e=lo::.:w.c._;_;Fl-=-ow;.c__;cCo~nt"-'ro=-l-=T'""hr=e-'-sh=o=ld=------·---32:f--~ ---0.18 0.08 0.09 --~·-·--FALSE FALSE I FALSE Pass-Qpost Below Flow Control Threshold ~-324 1 0.18 --t ···--o:oa-=~0.08 _ :-----F-A_L_S_E--+--_-_-_-',F:A:L~S~E====.:i===·=:F'-A~ =L=s:E~~--._-""P-=a=ss=---=0=1p=,o=st=-=B::.:e=10=-w'-'F-'10=-w"--=c-=-on=t'-'rocc..l T""'h=r-=-es=h=o=ld'--_-_- 325 , 0.18 , 0.08 o.oa· FALSE -+--·---=FA.,...,L-=Sc=E=-... _ .. -+'--~F~A-=-LS=-E~_-+Pc--'a~s=-s--=Q=IDO=-==ISt'-'B=e=lo::.:wc_F=l=ow'-'---,C=o_nt~ro=-1-=T'-hr..c.e.c..;sh-=o:.:.:ld:;__ ___ _ 332267 1 ·00._ 1188--~· . ____ L__Q.0 .. Q0~8 ... -,. -·-·. 00._o077 1 FFAALLSSEE .. ··--·--cFcccA,..,.L..,,S.ccE __ ... --t--~F~A_L-=S=E __ +.P=-a_s=s-_Q=lp=,o=s-=-t B=-e=lo.C..w-'--',,F=lo-'-w_,C~o_nt'-ro'-l~T~h-=re-=-s=ho:.::ld=-------1 I~ FALSE I FALSE Pass-Qnnst Below Flow Control Threshold 4/13/2017 11:33 AM 8/12 I I I I Ii I I I I i I f • j I j I t I I I I I a I • I I I I I f I I I i Excel Engineering peakFlowPassFailMitigated.TXT I Iii ~ /..;;.. 1 0 1..0 1..0 cfo <:>'-:5 I 04 ~o ! o~ cfo o\o .. ~ ~Q ()0 .,.,_I-~"7 ........ <:::, ~ ,1 ~o ~ 0~ I 0~ o~ i ~, <,; ,0 I 0~ 0~ "7 , I . I 0~ ~. -· 328 ~. -·-o.-18---,., ----0.08---;--, --------~:=~--~-------~:~~~~-F=·A-~L-=S~E~-~-==~,==-_--:,F:~A~~L:=s:=E~---=~---.. :-1:_-~:..:..:..F:..A;:L;:s:E:..:..:..:..:..+-c1c=~:..:::=:-::..g:~:_o;.:::-:-:-:~-:~~~:~-:-g~~-~-:~-~~: i=~-~-::-~-~-:~-----i ,___ __ 32~9._ ---+--0.18 0.08 _ ~.. . FFAALLSSEE FALSE , _FFC..-AA~LL-=ss=EE~--r=-'~-==cc.c.=-=.c.=....-=-~~~~~.cc=_~----1 330 I 0.18 ! 0.08 0.07 FALSE ----+---~~=-----+P~a-=s-=s_-Q=po""sc.ct-=B-=e-=lo_w~F=lo=-w~C..=.o_nt'--ro'--l=T=h __ re_s--ho=-ld~------1 t---331 0.18 _ '.. . ·····Q,QL__·-~+-, __ 0~.0=7--f-----F=A~L~S~E~--+-----,F~A~L-=S=E,---·-·--ll __ ~F=A~L-=S-=E~---+=I P __ a-'-ss=---=Q=po'-"-"s=-t B=-e=-l=ow~F-=lo __ w_C=-o~n __ tr __ o~I T=h_r __ es-=h-=o-=ld ___ --1 332 0.17 '·-· 0.08 0.07 FALSE FALSE __ F=A~L~S~E~_-+P __ a-=s=s-_Q=poc.=-cs-'-t =B=el=ow~F=lo--w_C==-on __ t __ ro~I =T~hr __ e __ sh-'o--ld~-----1 ,___ __ 3_3_3___ [ 0.17 0.08 --,-i -~0~.0=7--f-----F=A~L~S~E~--+--~~=F~·A~L~S:E~--·-_·_·-.__,+-_--_~F=A~L __ S-=E~_-+=P __ a __ sccs.-_O=p~o-=s=-t =-Be=-l=ow~F __ lo'--w_C=-o~n __ tr __ o~I T=h~r __ es-=h-=o-=ld~----1 334 -.. J~ 0.17 : 0.08 i 0.06 FALSE _ ----=F~A~L=S=E __ _,___~F=A~L-=S=E~·----tccP~a __ s=s-_Q=po~s=-t =Be=-l=ow~F __ lo'--w_C=-o-=n __ tr __ o~I T=h~r_es~h-=o __ ld~----1 ~. _ 335--· --+ 0.17 , 0.08 0.06 FALSE ·-· --+--=F~A~L=S=E~--+--~F=A~L-=S=E~_-+=P~a_ss~---Q=po~st~B=e--lo=-w~F __ lo_w_C=-o'--n_tr_o~I T=h_r_es~h __ o __ ld~ _ _ .. _=3=36=-----+----c-0~.1=7--f----~0~.0~8----1--~0.~0=5----+--~F=A~L-=S=E~. FALSE FALSE Pass-Qpost Below Flow Control Threshold ··--- 337 0.17 0.08 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 338 : 0.17 I 0.08 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 339 ' 0.17 0.07 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ----cc3~40-c--~---c-0~.1=7 __ 'f----~0~.0=7_---1--~0.~0=5_---+--~F=A~L-=S=E~--+--~F=A~L~S=E~--+---F=A~L~S~E=--_-+P=a_s=s-_Q=po~s __ t=B __ el..=.o_w~F=lo'--w~C_on_t_ro~l=T~hr_e_sh~o'--ld~-----1 341 0.17 0.07 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 342 i 0.17 0.07 0.05 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold 0-------+------+--------+-----·---·---~~~--+---~~~--+---~~~--+=~~~'-'-=----~~~~---c-=--~~------l 343 1 0.17 0.07 __ . __ 0.05 ' FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 344 I 0.17 0.07 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 345 0.17 -··---... 0.07 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 346 + 0.17 ·--0.07 1 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 347 , 0.17 0.07 • 0.05 FALSE --cF=Ac-.cL=s=E~---1,---.F=-A~L~S~E~---+=Pcc-a-s~s--Q="po~s-t =Be~l~ow~F=-lo_w_c=o-n-t-ro-,-1 =Th~r-e-.sh-o~ld~----1 ,_ ____ --, · --------•-----_.__ -.. ----c-==---+--~~~---+----~~~---+--~~-=-----l-=---="---=-~~~--=----c-c=-----c~~----1 ~ ~:: ·-. t-0.17 --~ __ 0.07 _ • 0.05 FALSE ___ F_A_LS_E __ --+ ___ F_A_L_S_E ___ -+--Pa_s_s_-_Q~p_os_t_B_e_lo_w_F_l_ow_C_o_nt_ro_l_T_h_re_s_h_ol_d ___ __, _ ---------0.17 1 o._07 ___ -' __ o_.0_5 __ -+--__ F_A_L_S_E_ .. __ +-___ F_A_LS_E __ --+-___ F_A_L_S_E __ -+--Pa_s_s_-_Q~po_s_t_B_e_lo_w_F_l_ow_C_o_nt_ro_l_T_h_re_s_h_ol_d ___ __, 350 0.17 0.07 : 0.05 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 1--· 351 / 0.17 , 0.07 1 0.05 --·-F_A_L_S_E----+----FA_L_S_E----+----F-A-LS-E----+P-a_s_s_-Q~po_s_t_B_e-lo_w_F_lo_w_C_o_nt-ro_l_T_h-re-s-ho-ld ___ ____, =---352 i 0.16 0.07 0.04 ,. ___ FA_L_S_E----+----F-A-LS-E--·-·----F-A_L_S_E---+--P-as-s---Q~po-st_B_e_lo-w-Fl_o_w_C_o_n_tr-ol_T_h-re_s_h_o_ld---·- _ .... _3_355_43 __ -+! __ 0o_· __ 1166 __ -+',--oo_· __ o077 __ -+--__ 0_.0_4 ________ FF_AA_LL_ss_EE---+----FF_AA_LL_ss_EE __ -+--__ FF_AA_LL_ss_EE __ -+--P_a_ss_-_Q~p_o_st_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_r_es_h_o_ld ___ __, 0.04 Pass-Qoost Below Flow Control Threshold -.-------+---------+------+--------+-. -·-----------+-------·-~ .. --------+----~--------------·- ~-. 355 ___ (_______Jl_.1_6 __ .,_ 11 __ 0_.0_7 __ +--__ 0_.0_4 __ +---___ FA_L_S_E ____ ·-·-+----F_A_L_S_E __ ~.-_F_A_L_S_E __ -+--P_a_ss_-_Q~po_st_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_re_s_h_o_ld ___ ._ .. __ _ -· .... -33_55_67·--+-'1 __ oo_._ 11_66 __ +!1 __ Oo_._00_77 __ +--__ o_.0_4 ______ JF_AA_LL_SS_EE __ -+--__ FF_AA_LL_ss_EE ____ --_ .. FFAALLSSEE Pass-Qpost Below Flow Control Threshold 0.04 Pass-Qoost Below Flow Control Threshold ~·--·----+--------+-----+--------+--·---------+------· ------------+---~-------------·-·---·- 335589 --t . _ __()__0._ 11_66__ . i, __ __Q__0._o077__ _ f-_ 0.04 I FFAALLSSEE FFAALLSSEE FFAALLSSEE Pass-Qpost Below Flow Control Threshold + 0.04 Pass-Qpost Below Flow Control Threshold :_--._-__ ~36=0:c--__ -+1 __ =0.~1=6_---+l __ =0.~0=7----+ __ 0~·=04~--+---~F~A..,.L=S=E~--+------,F=cA~L-=S=Ec--··_-:_:;-:::::F:A:L:s:E::::::P:a_s-::_s--:a;p:o_s-_t~B-... e-l~o-w::F=-l-o_w ___ c:o:n:t_r-o71-=T~_h-r_e-__s-h:o~l-d::::::_=: 361 0.16 0.07 0.04 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold 362 0.16 1 0.07 0.04 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold 363 0.16 1 0.07 -----~o-=.oC':'4--f-----.F=-A""'L'""'S~E=-----+--~=FA.,..L;-cS""E=------+------F=-A""'L'""'s""E=-----+=p=a-s~s--0="10~1o~s--t =e-e1,.....ow~F=-1o_w_c=--on--,t-ro..,.I =T,..hr-e-.sh~o..,.ld.,---------1 t-----=3""64~--t----.o=-.""16;c----+----=o"'=.Oc::7:------t-----,o~.0=-4~-+----F=A""L::.::Sc'=E FALSE FALSE Pass-Qoost Below Flow Control Threshold t-----=3""65:;c---t----.o=-.""16;c---_+--_-=o"'=.oc::7,------t-----,o~.0=-4~-+-----F=A""L::.::S~E~·-_·-. __ --.:_::-::::~F[A;L~S~~E~--------------~r----------------~F~A;L.;;;s;.E;:::~;P~a~=.:s-s:-;a~1~00~~:s;t~B;;e~l~o~w--~~F;,'lo;;w;:~c~=.:o-.n;t=r~o~l~T:h;r.:::.e-.s;h~o~l~d;:::_:=_--__ ~ t----=3~66=-----+----0~·~16'-----+----"0C.C.0"-7-----+ __ 0c.c..0=-4'-----+-·· FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold ----·-- t----c:.3 __ 677"" __ -+----0~·~16'-----+----"0C.C.0"-7-----+ __ 0c.c..0=-4'-----+--··--F~A-'=LSE .---~--~-=F~A7L~S;E--+------=FA7L~S~E~_-+.::P~a=.:ss~-~Q~loo~:s~t~B~e~lo~w~F~lo~w"--=C=.:on~t=ro~IT=h~r.:::.es~h~o~ld'------l t-----=3""68:;c---t----.o=-.""16;c---_i-, ----=o"'=.Oc::7,-----,-----,o~.0=-4~-+----F=A""L::.::S~E:-,.-.~~.~-~-~-FALSE FALSE Pass-Qoost Below Flow Control Threshold 369 0.16 0.07 0.04 FALSE -~F7A~LS;;c;E~---+-------:F=cA,'cL"::Sc:::E;---+.::-Pa=s=s---~Q=nn,s:.:.t .:c=B.=:el~ow~F~lo~w'-'c='o""n:.::tr.:::.ol""T::ch:.:.:re::.:s:;..:h=.:ol=-d---·- 4/13/2017 11:33 AM 9/12 I I I I I I • I I I .I I I I • I a I i I • I I I I I I I I I I I i I I I I I Excel Engineering peakFlowPassFailMitigated.TXT I I ! 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383 0.15 i 0.07 0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 384 _ 0.15 0.07 0.03 FALSE _..:.F..:..A.:.::L:.--S:.::E:____---1-_ ____.F_:_A.:.:L::.:S=E:____--+-P-=a=ss=------=Q=po=st'-'B=e::.clo-=-wc:...:..F~lo"""w_C::.:o:_:_n=tr--=o'---I T'--'h=r=es=--h--=-o--=-ld ____ _ ,____ _ _.3_.85 , 0.15 0.07 0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ,____ __ 3_8_6_ 0.15 0.07 0.03 I FALSE +-_ _______:_F.:..A=L=S=E---+---------=-F..:..A.:.::L=S=E:____---1-=--P-=as::.:s=-----=Q=po=st:..:B::.:e:.:.lo::.:w_:___:___F=lo_w_C:..:o=n=tr-=-ol'---T'-'-h"--re::.:s=-h-=-o--=-ld ____ _ 387 0.15~~-O.Q7 0.03 • FALSE I FALSE FALSE Pass-Qpost Below Flow Control Threshold 388 1 --0.15 ' -0.07 · 0.03 FALSE __ __:__F-=--=A=Ls==E==------+---=-F__-__A=L=s=E---+-Pa==s:.::s---=a=p-=-os::.:t--=B:.=e-=10:_:_w_:___F__:_l-=-ow___.cC_.o_nt-=---ro=1-T"""h-'--'re=-=s~ho-=-l-=-d-------- ---389 J--t.i 5-i _ 9a07-'____ 0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold '--· 390 .t==]_]5 =r 0.06 _ _ 0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold , _ -~-' __ 0.15 +-----0.06 _____ 0.03 _ , __ FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold , 392 , 0.15 0.06 . 0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold -------, ------I '----393_ h~---_ ' 0.06 , 0.03 I FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold L_ _ _.3=-=9_.4 0.15 , 0.06 0.03 FALSE __ F__:_A..c:L=S::.:E=-----+---'---FA-'-L~Sc-cE~--+-P___:a=s--'-s-_Q="p~o:..:s-=-t =B-=-el--=-o_.w~F~lo'---w-=C_on_t_ro~I =T~hr____-_e--'-sh,---o~ld~-- 395 ----0.15 l 0.06 ' 0.03 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold ._____--=~=:-=-~ -----F g: ~; 1 ~:~~ I g:~~ ~:t~~ -----~_:___:_:_t=~=~"--------+---'-~:_:_t,---~=-c~~--+-~___::=:--'-::-g-='-);~:-=-! 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'1 ' q_'b' ,__ ____ -+-~------+'-----~-----+----------+-----------,--_O_~o-f:;------+-----------------·-··--- ~-_412 0.14 _ 0.06 ___ ~ ______ 0 __ ._02 __ -+--__ F_A_L_S_E ____ 1---__ F'-'A-"L=S=--'E=----+---'-~:'--'t=~=~=----+-P...ca=s-=-s-_Q~po~s-=-t=B-=-e-=-lo_w~F=lo~w~C-=-on~t~ro~l=T~hr-=-e-=-sh~o~ld ___ --1 413 0.14 _1, ___ 0_.0_6 __ +--__ o_.0_2 __ +--__ F_A_LS_E __ -+ ___ F_A_L~S_E_ --+----=--=-=-=--___,=P-=-a-=-ss~-~Q=po~st'-B~e'-lo-=-w_F-=-lo_w_C=--o~n-=-tr-=-o~I T=h_re_s~h_o~ld ___ --1 414 _ . ___ 0_._1_4 __ --+ __ o_._06 __ -+1 __ 0_._02 __ -+--__ F_A_L_S_E __ -+--__ F_A_L~S_E____ FALSE Pass-Qpost Below Flow Control Threshold t------4 __ 1_5 ____ +--__ 0_.1_4 __ -+-1, __ 0_.0_6 __ r1, __ 0_.0_2 __ t--__ F_A_L_S_E __ -+-___ FA_L_S~E---+---F~A=L-=-S=E __ -+=-Pa=s~s_--=-Q=po-=-s~t~B...ce~lo~w_F=l-=-ow~C-=-o_nt'-ro-=-l~T~h_re-=-s~h~ol~d----1 ~ __ 4_1_6 ____ -+--__ 0_._14 __ -+--__ 0_._06 __ -+1 __ 0_.0_2 __ +--__ F_A_L_S_E __ -+--__ F_A_L~S_E __ -+-----~F-=-A~Lc..cS=E=----+=P-=-a=ss'---Q=po~s-=-t=Be'-1-=-ow_F...clo~w_C=--o'-n-=-tr-=-o~IT=h_r-=-es~h_o~ld ___ --t ~ _____ 4_1_7 __ +--__ 0_.1_4 __ +--__ 0_.0_6 __ +---__ 0_.0_2 __ +--__ FA_LS_E __ -+-___ F_A_LS~E ___ ,L _______ Fc.cA~Lc..cS=E=----+=P-=-a=s-=-s-_Q=po~s-=-t=Be-=-1-=-ow_F~lo~w_C=--o'-n-=-tr-=-o~IT=h~r-=-es~h_o~ld ___ --t 418 0.14 ' 0.06 : 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ------t--------+------t-------+---------+-----------------=--=-=-=-----,-=--"~~~'-=-~---=-~'--~--------1 419 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold -------+------------+------+---------+---------+--------'--'-==-'=----t-c-~c......=~~~=--='-~~~-~-------1 420 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 421 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold l-------+------+-------+------+--------+--------+--·-----422 0.14 1 0.06 0.02 ' FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 423 0.14 0.06 0.02 i FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 424 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 1-------+------+-------+------+--------+---------+-------··--'-'-"=~---~~~~-=--=--~---=--=-...c--=---------1 425 0.14 0.06 0.02 , FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ~----·_4_2_6 ____ +---__ o_.1_4 _____ t--···-o_.0_6 _____ -+ ___ o_.0_2 __ -+-! ___ F_A_LS~E __________ F_A_Lc..cSc.cE=----+---~=:~t~~C"C~---+P-=-a-=-s-=-s-_Q="lo~,o~s-=-t =B_el~ow_F~lo~w_C=o_n_t_ro~I =Th~r_e~sh~o-c-ld-________ _ 1----4-=-2_7 __ +-_ _.co~.1_4 __ +-_...co-=-.0~6=---+---=-0~.0=2=---r1 __ c._FA-=-L=S~E=----+---=F~A-=-LS-=-E---+------=----+P=a=s-=-s_-~Q=p-=-os~t~B~e~lo_w~F=l-=-ow_c~o_nt_ro~l=T=h_re_s~ho~l~d _____ _ 428 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 429 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 430 0.14 0.06 0.02 FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold ·-----------+---'-'~'---+----'-'----+----~-------r-····-------+---------+--=-----~---~--c-~-----t 431 0.13 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 1----4-=-3~2 _____________ 0_._13 __ -+--__ o_._06 __ +--__ o_.0_2 __ +--__ F~A~LS_E ____ ~'-____ F~A~L=S=E--+----F=-=A-=-L-=S=E __ -+=P_as_s_--=Q~po_st~B=-e-c-lo_w-=Fl~o_w-=C=-o_n_tr~olc-.cT=h_re_s-=-h_olc-cd,------1 433 0.13 0.06 0.02 FALSE i FALSE FALSE Pass-Qpost Below Flow Control Threshold o--------+------+--------+------+--------+-----=~=----------------+---~~---------------1 o----4~3-=4 __ +---__ o_.1_3 __ +--__ o_.0_6 __ +---__ o_.0_2 __ +--_-=FA~L~S~E---t-1 __ =F~A~LS=-E---+---=F-=-A~LS=-E~--+P=a_s_s_--=Q~po_s_t~B~e~lo_w-=F=lo_w_c_o_nt_ro~l-=T~h_re_s~ho-=ld-c-__ ---1 435 0.13 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold o----4-3-6---+-----0-.1-3--+----0-.0-6--+-----0-.0-2--+----=FA~L~S~E---~,--FALSE FALSE Pass-Qpost Below Flow Control Threshold 437 0.13 0.06 0.02 FALSE I FALSE FALSE Pass-Qpost Below Flow Control Threshold 438 0.13 0.06 0.02 FALSE I FALSE FALSE Pass-Qpost Below Flow Control Threshold 439 0.13 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 440 0.13 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 441 0.13 : 0.06 0.02 1 FALSE : FALSE FALSE Pass-Qpost Below Flow Control Threshold o-------t------+-------+------+--------+-----=-=---t-·-·-~~----J---="--=--c--=c---=--~=---c-------1 442 0.13 0.06 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 443 0.13 0.06 -0-.0-2--+----F~A-LS~E----t----=F~A~L~s=E--+----FALSE Pass-Qpost Below Flow Control Threshold ,-~--4-44-----1---0-.-1-3----+,--~_-_-_0-_.-0_6 _______ __,.__,.___ 0.02 ~---· ___ F_A-=L=S-=E=----+---F~A~L-=S-=E---+---F=A~L~SC"CE __ -+=P-=-a~s~s-_Q="po~s_t=B~el~ow_F=-lo_w_C=o_n_t_ro~IT=h~r_e~sh_o-=-ld-c--__ --t 445 ___ 0~·~1~3----+1-------'~~0~6 ___ -+ __ o_.0_2 ________ ~FA~L~S~E=----+-----'F~A~L~S~E--+---','FA~L~S~E=------+:,,P~a~ss~-~Q~IDO~:s~t~B~e~lo~w~F~lo~w~C~on~t~ro~IT=h~r~es~h~o~ld'------l 446 0.13 0.05 --l------';oc-".oc--=2;--_+--_--:F~A~L~Sc::E:--_+-----;;;;Fc;;A'?-LS~E~_-+---,F:='A:;';L~S~E=--_+-P-"'as~s:._· ~Q=DO:S=,.t~B:=e;-=loc:.:w-a;F;;'lo:.:.w:..,C~o:C.:.n'-;'trc::::o;-,1 T;:;-h"'-'re::.::s:,.:h:=col;=,d ___ --1 447 .. --,,I 0.13 ·-t----=-0-=-.0-=-5---+----'0cc..0=-1'--_.....J. _____ =FA7L:":S;;-;;E~-+-----':F~A07L~Sc;;E,---+--·-~F'i-A;=:LS;a-;E~--+.Pc-"ae::cSS,:_-~Q2'100=:st:--;B~e7lo:.:.w:_;F~l.=.:ow~C,=.on°':tc.::ro7l:a=Th;.:.:r-=-es~h.:.::o'c'ld,--------I 448 0.13 0.05 1 0.01 1 ....... .:...F~A=LS=-E=----+---'=F'-cA=L-=-S==-E---+----F,..,A~L-=S=E___ Pass-Qoost Below Flow Control Thres~h~o_ld ___ _, 449 0.13 0.05 0.01 , FALSE FALSE --~FA:.cL;=;S~Ea----+.aPc=a~ss~-~Q~100~:s~t'-aBc-"e'c'lo~w'-aF;;clo~w~C~on"-ct~ro7'I T;;h,:.:.r~es~h~o;-=:ld,-----1 t----~4-=50-=----+---0=-. ..,..13=----+---=o~.0=5---+_,-·-o"-'.o-=-1'---+----FALSE FALSE FALSE Pass-Qoost Below Flow Control Threshold : 451 -0.13 , 0.05 __ O=-c.o-=-1--+---· _··--;F-=-A-=L-=S~==-E~_-_-_-_--++-_-_-_-_--=-=F;A;;L"=s=--=E=-~----+-----=F=-=A-=-L=S=E,.........--+=P~as~s~-..,,a""10~1o_st~B,,..e~lo~w-=Fl~o_w-=C=-"'o~n~tr-=-ol,-,T=h_re_s-c-h_oc-cld,......... __ -1 452 0.13 0.05 I 0.01 FALSE i FALSE FALSE Pass-Qoost Below Flow Control Threshold •-------+-----·--·--+------+-·· 453 1 0.13 0.05 0.01 FALSE FALSE r FALSE Pass-Qoost Below Flow Control Threshold 4/13/2017 11:33 AM 11/12 I t I • I t I I I I 8 I I I I I I I I I I I I I I I I I I I I i I I I t Excel Engineering peakFlowPassFailMitigated.TXT ! I I I ! I I !,.0 ~ o\o ""<::::, '!!,,."'1 o"' 0~ -----~-i ---6:-13 --,_ ---o-:-os--' --o-.o-1-~t1-_--~==F=A=L=S_E-_-_-_-__-_-+~I =====FFAA=LL=ss=EE==~-=-~r=====FFAA=:_LL-:=_ss=-=_EE==--=-_-_-__ -_ 1--=P~a-ss---cQc--p-o--cst-cBc--e-c-lo-w--cF=10-w---=c-on--ct-ro-c-1 T=h~r-es-ch-o-c-ld~-___ -_ -_ -_ --t--1 455 0.13 0.05 0.01 FALSE Pass-Qpost Below Flow Control Threshold -----+--------~ --------------+--------+---~----------------1 456 0.13 0.05 0.01 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ~457------0.-13--+--0.05 O.Q1 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold __ _ 445589 -= 00._ 11-33-----+---o-.o-5--+--_o_.0_1_---+ ___ F_A_L_S_E ______ , ______ FA_L_S_E __ -+-__ F_A_L_S_E__ Pass-Qpost Below Flow Control Threshold 0.05 0.01 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ------+--------------------------+-------+---~----------------460 0.13 0.05 0.01 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold -----+--------+------------+--------+---~---------------1 ___ 4_6_1 _____ +-11 __ o_.1_3__ 0.05 I O.Q1_---+ ___ F_A_L_S_E __ +-__ FA_L_S_E __ -+-__ F_A_L_S_E __ -+P_a_s_s_-Q_p~o_s_t _Be_l_ow_F_lo_w_C_o_n_tro_l_T_h_re_s_ho_ld ___ __, 462 ! 0.13 0.05 , O.Q1 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold -~----4-6-3----+l--o-.-13-------0-.0-5----+--0-.0-1-~~-----++---_-_-_-_F-A=L=S=E==========F=A=L=S=E=========-F-A=L=S=E======P=a_s-s=-=Q=p=o_s-t=B=e=lo=w=F=lo=w=_C-_o-n=t_r-o=IT=h=r_e-s=h=o_l-d======= ____ '1:§4 _ --~ ___ o_.1_3 __ t-___ o_.0_5_---+' __ o_._01 __ +--__ FA_L_S_E __ -+-__ F_A_L_S_E_ -+--_F_A_L_S_E __ -+-P_as_s_-_Q~p_os_t_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_re_s_h_ol~d _______ _ 465 i __ o_.1_2 __ f-------__ 0_.0_5_~' __ 0_.0_1 ___ ,__, __ F_A_L_S_E __ -+-__ F_A_LS_E __ + ____ FA_L_S_E __ -+-P_as_s_-_Q~p_os_t_B_e_lo_w_F_lo_w_C_o_n_tr_o_l T_h_re_s_h_o~ld ___ __, --466--1 _0 __ .1_2_---+1--0_._05__ 0.01 ! __ F_A_L_S_E __ -+-I ___ FA_L_S_E __ __,i~ __ F_A_L_S_E __ -+P_a_s_s_-Q_p~o_s_t _Be_l_ow_F_lo_w_C_o_n_tr_ol_T_h_re_s~ho~ld~-----1 467 __ 0_.1 __ 2_~ __ 0_._05 __ +-' __ o_.0_1 _--+'-FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold 1-----4_68 __ ~! __ 0_._12 ____ -+-! __ 0_.0_5 ___ +-__ 0._0_1_--+1---F_A_LS_E __ --+-i __ F_A_L_S_E __ -+1 ___ F_A_LS_E ___ +-P_a_ss_-_Q~po_st_B_e_lo_w_F_l_ow_C_o_nt_ro_l_T_hr_e~sh_o~ld~----, 469 0.12 1 0.05 0.01 I FALSE I FALSE FALSE Pass-Qpost Below Flow Control Threshold 470 0.12 ___ +--__ 0_.0_5_--+I ___ 0_.0_1 __ t-l, __ F_A_L_S_E_ i FALSE FALSE Pass-Qpost Below Flow Control Threshold 471 0.12 0.05 0.01 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold ,___ __ 47_2 _____ -----0-.1-2--+----0-.0-5----;--0.01 i FALSE , FALSE FALSE Pass-Qoost Below Flow Control Threshold 4/13/2017 11:33 AM 12/12 I I I I II II II 1111 I I I I I I I I I I I I I I I I I I I I I I I I Excel Engineering peakFlowStatisticsPre.csv SW MM.out file name: V:\ 16\ 16034\engineering\GPI P\current\Storm\SWMM\ 16-034 PRE-DEV3.out __ _ SW MM.out time stamp: 4/13/2017 10:26:20_AM .. ------ @Io: 5.631 · --- 05: 4.925 02: 3.736 Peak Flow Statistics Table Values ,__ Rank I Start Date . _ T-----· · End Date __ T Duration Peak Frequency I Return Period .. 1 1995/01/04 16:00:00 . 11995/01/04 23:00:00 8 8.489 0.29% 58 2 I 2003/02/25 15:00:00 . , 2003/02/25 21 :00:00 ... 7 .. 6.472 0.58% 29 3 1969/02/24 00:00:00 1969/02/25 21 :00:00 46 6.373 -0.88% 19.33 -4--1958/02/03 04:00:00 1958/02/0410:00:00 _ -31r_ If 6.299 1.17% 14.5 --=1 5 1980/02/20 19:00:00 1980/02/21 06:00:00 12 5.683 1.46% 11.6 =i -6--.. 2004/10/27 02:00:00 I •• 2004/10/27 09:00:00 8 --5.62 i 1.75% 9.67 - -7 1952/01/16 08:00:00 -1952/01/16 16:00:00 9 --5.501 2.05% 8.29 -8 -~f978/02/2818:00:00 1978/03/01 09:00:00 16 -5.454 2.34% 7.25 9 ---~-)!005/02/18 06:00:00 -2005/02/19 00:00:00 --;----_l=i19 5.433 2.63% ~_§.j4 ---1 10 __ !_ 1993/01/1320:00:00 1993/01/1406:00:00 _ 11 4.965 2.92% _..§..13_ 11s· 1978/02/10 02:00:00 1978/02/10 07:00:00 6 4.94 3.22% 5.27 1i .. 1982/03/1711:00:00 -1982/03/1804:00:00 -18 -4.915 3.51% 4.83 - 13 -2000/10/29 22:00:00 2000/10/30 00:00:00 -3 4.875 --3.80% 4.46 __ 1~ -1958/04/01_15:00:00 1958/04/01 21:00:00 I 7 _4.825 .. 4.09% 4.14 _ j 15 i 1978/01/04 16:00:00 1978/01/04 18:00:00 3 4.734 4.39% 3.87 l----·16 . 1965/11/22 04:00:00 ' 1965/11/23 05:00:00 26 -4.695 4.68% 13.63 17 1 · 1991/12/2915:00:00 1991/12/30 04:00:00 14 I 4.653 4.97% 3.41 I -1 a 199a102103 1 s:00:00 1998/02103 22:00:00 a 4.617 5.26o/o 3.22 I c--19 ·t 1998/02/22 15:00:00 --1998/02/24 00:00:00 -34 4.518 5.56% 3.05 20 1979/01/1513:00:00 1979/01/1516:00:00 4 4.486 5.85% 2.9 21 1980/03/0221:00:00 -1980/03/0310:00:00 : 14 4.24 .. 6.14% 2.76 22 1· . 1998/02/16 17:00:00 --+-.. 1998/02/17 23:00:00 .. . 31 . 4.199 6.43% 2.64 _23 . 1978/01/1618:00:00--+-1978/01/1702:00:00 . 9 4.173 I 6.73% 2.52 _ 24 1983/0212716:oo:oo 1983/02127 20:00:00 5 4.123 7.02% 2.42 I ~-. 1980/01/28 20:00:00 1980/01/30 00:00:00 29 4.091 7.31% 2.32 .. -26 1983/01/29 00:00:00 1983/01/29 04:00:00 5 4.068 7.60°/o 2.23 -27 • 1970/12/19 03:00:00 1970/12/19 04:00:00 I 2 4.046 7.89% 2.15 --- 28 I 1961/12/01 20,00,00 1961/12/0215~0,00 • 20 3.784 •. 19% 2.07 29 .. 2008/01/27 00:00:00 • 2008/01/27 22:00:00 . 23 3.736 I 8.48% 2 --- t----30 .... 1980/02/16 18:oo:oo 1980/02116 21 :oo:oo 4 3.632 8. 77% 1.93 I 31 . 2008102122 02:00:00 2008102122 09:00:00 8 3.596 9.06% 1.87 I ---32------;-. 1998/02/14 15:00:00 ~--1998/02/14 22:00:00 -~ 8 3.584 9.36% 1.81 E 3-3 ___ -=-c -.· .. 2004/10/20 09:00:00 . . ,-2004/10/20 15:00:00----i--7 .. 3.437 9.65% 1. 76 --__ _ --11__ 1986/02/14 23:00:00 ---1986/02/15 09:00:00 11 _ 3.338 9.94% 1.71 ---l 35 1952/11/1513:00:00 1952/11/1514:00:00 2 3.326 10.23% 11.66 3_§~--L----1960/04/2708:00:00 -1960/04/2711:00:00 4 ... 3.269 10.53% ]1.61 ---1 37 · 2008101105 06:oo:oo 200810110101 :oo:oo I 44 3.26 10.82% 1.57 ----~ ! 1972/01/1621:00:00 I 1972/01/1623:00:00 1 . __ 3 3.257 I 11.11%1.53 ---~ 39 1 19n10811102:00:00 I 19n108111_Q4:oo:oo 3 3.225 I 11.40% 1~-·~ 4/13/2017 11:33 AM 1/8 i ' i 111111 II ti I I I I I I I I I I I I I I I t I I I t I I I I Excel Engineering peakFlowStatisticsPre.csv Rank j . . Start Date End Date Duration 1 Peak Frequency j Return Period t= -~~-__ L 1994102103 23:00:00 199410210411:00:oo 13 J. 3.165 11.10% 11.45 ---=l 41 I 2005101111 01:00:00 2005101111 08:oo:oo 8 i 3.137 11.99% 1.42 ---. 42 1993/01/18 09:00:00 1993/01/1816:00:00 8 ! 3.121 12.28% 1.38 -43 1985/11/11 09:00:00 i 1985/11/1113:00:00 5 I 3.102 12.57% 1.35 __ ___i_4 1983/03/01 13:00:00 ! _ 1983/03/04 05:00:00 65 -+-3.03 12.87% 1.32 45 1979/01/0523:00:00 i 1979/01/0607:00:00 9 I 3.005 13.16% 1.29 46 2005/02/21 03:00:00 2005/02/23 07:00:00 53 2.983 13.45% 1.26 47 1978/01/1416:00:00 1978/01/15 06:00:00 15 2.963 13.74% 1.23 48 1995/03/11 02:00:00 1995/03/12 00:00:00 -----23 2.958 14.04% 1.21 L ___ 4§} _ -1986103115 22:00:00 1986/03/16 19:00:00 22 __ 2.941 14.33% 1.18 _______ _ --1 50 1988/12/2421:00:00 1988/12/2501:00:00 5 2.918 14.62% 1.16 -51 1980/02/17 22:00:00 1980/02/19 09:00:00 36 --~-2.907 14.91% 1.14 -- 1 52 , 1993/02/18 12:00:00 1993/02/18 13:00:00 2 2.899 15.20% 1.12 53 1968/03/08 05:00:00 1968/03/08 12:00:00 ---8 2.861 15.50% -1.09 - 54 I 2005/01/09 04:00:00 _ 2005/01/09 23:00:00 20 2.86 15.79% 1.07 --j 55 2003/02/11 17:00:00 2003/02/12 20:00:00 28 2.847 16.08% 1.06 56 . 1971/12/24 07:00:00 1971/12/25 00:00:00 : 18 2.843 16.37% 1.04 C--~--. .1962/01/20 14:00:00 . .. 1962/01/20 20:00:00 1 7 [ 2.831 I 16.67% 1.02 ----i 58 , 1980/01/10 23:00:00 1980/01/12 12:00:00 I 38 ! 2.8 i 16.96% 1 59 1981/03/19 20:00:00 I 1981/03/19 22:00:00 I 3 2.747 i 17.25% 0.98 --- 60 1963/03/17 00:00:00 1 1963/03/17 02:00:00 3 2.746 17.54% 0.97 --I 61 1993/01/1512:00:00 1993/01/16 23:00:00 i 36 2.706 I 17.84% 0.95 62 1992/02/12 17:00:00 1992/02/13 08:00:00 1 16 2.699 18.13% 0.94 63 I 1963/09/18 18:00:00 __ ~--1963/09/18 22:00:00 5 ! 2.685 1 18.42% 0.92 64 I 1960/01/12 02:00:00 1960/01/12 09:00:00 8 ! 2.685 I 18.71% 0.91 _ _ ~-j -1993/02/08 01 :00:00 1993/02/0810:00:00 10 ' 2.683 19.01% 0.89 66 I 1983/12/2418:00:00 1983/12/2511:00:00 18 2.652 19.30% 0.88 --67 tt, _ 1997/01/1216:00:00 ---t-1997/01/13 07:00:00 16 _ 2.647 19.59% 0.87 ----- --~ I 1991/02/2718:00:00 1991/03/0111:00:00 42 _____ 2.628 19.88% 0.85 69 • 2003/03/15 17:00:00 2003/03/16 18:00:00 26 2.404 20.18% 0.84 70 : 2004/12/3114:00:00 2004/12/3116:00:00 3 -2.394 20.47% 0.83 71 , 2004/02/26 04:00:00 2004/02/26 10:00:00 I 7 1 2.349 20.76% 0.82 R__ __ -·---1959102106 08:00:00 _ .. 1959102106 11:00:00 1 o I 2.348 21.05% 0.81 73 2005/01/03 08:00:00 2005/01/04 11 :00:00 28 2.328 21.35% 0.8 ---74 ! 1958/02/1913:00:00 I 1958/02/1915:00:00 . 3 2.327 21.64% 0.78 --75 ti 1967/12/1817:00:00 . 1967/12/1912:00:00 -20 2.282 21.93% 0.77 e---715----1966/12/0502:00:00 I 1966/12/0513:00:00 12 2.276 22.22% 0.76 -·- 77 1 1991103125 06:00:00 i 199110312106:00:00 49 2.211 22.51% 0.15 _ __IL __ I __ 1960/02/01 22:00:00 i--1960/02/02 02:00:00 5 2.266 22.81% 0.74 t= 79 . r -1994/03/24 22:00:00 I -1994/03/25 02:00:00 5 2.241 23.10% 0. 73 --- 80 t---~ _ 1982/12/22 23:00:00 I 1982/12/22 23:00:00 1 2.217 23.39% 0. 73 _81 __ + 1983/11/24 23:00:00 1983/11/25 01 :00:00 3 2.216 23.68% 0.72 ,__ __ 8_2 _ I 1957/01/13 04:00:00 1957/01/13 09:00:00 6 2.211 23.98% 0.71 83 1954/01/1916:00:00 1954/01/19 22:00:00 7 2.168 24.27% 0.7 ~ 1995/03/05 09:00:00 1995/03/05 23:00:00 15 i 2.16 -24.56% 0.69 [ _ _J!§__--=· =-19SJ102111 09:00:00 1959102111 13:00:00 5 L 2.155 24.85% o.68 86 1988/11/25 08:00:00 1988/11/2510:oo:oo , 3 I 2.147 25.15% 0.67 4/13/2017 11:33 AM 2/8 I t I I I I II II I• II 1111 II I I I • I I I I I I I I I ! I I I j Excel Engineering peakFlowStatisticsPre.csv Rank I Start Date ! End Date Duration Peak Frequency Return Period 87 i 1983/10/01 01 :00:00 I 1983/10/01 03:00:00 3 2.145 25.44% 0.67 --88 i 1983/01/27 08:00:00 i 1983/01/27 13:00:00 6 2.134 25.73% 0.66 89 1969/01/24 07:00:00 ' 1969/01/26 20:00:00 62 2.058 26.02% 0.65 90 2007/11/30 08:00:00 2007/11/30 21 :00:00 14 2.054 26.32% 0.64 91 2001/02/14 17:00:00 i 2001/02/14 19:00:00 3 2.038 26.61% 0.64 92 1963/11/20 07:00:00 ' 1963/11/21 07:00:00 25 I 2.02 26.90% 0.63 ---l ------~ 93 1992/02/15 13:00:00 i 1992/02/15 16:00:00 4 2.008 27.19% 0.62 94 1986/11/18 03:00:00 i 1986/11/18 07:00:00 5 1.996 27.49% 0.62 -----·------95 1965/11/1613:00:00 i 1965/11/16 19:00:00 7 1.994 27.78% 0.61 -----------------96 1957/01/28 03:00:00 1957/01/29 10:00:00 32 1.986 28.07% 0.6 97 1977/12/29 06:00:00 ~--1977/12/30 02:00:00 21 1.984 28.36% 0.6 ·--------------------98 1985/11/29 07:00:00 I 1985/11/29 14:00:00 8 1.982 28.65% 0.59 99 1987/12/1618:00:00 I 1987/12/17 09:00:00 16 1.942 28.95% 0.59 ~-100 1980/02/14 01 :00:00 1980/02/15 01 :00:00 25 1.94 29.24% 0.58 -101 1988/12/21 03:00:00 1988/12/21 07:00:00 5 ' 1.927 29.53% 0.57 -102 1996/11/21 16:00:00 1996/11/22 03:00:00 12 1.926 29.82% 0.57 103 1975/04/0816:00:00 j 1975/04/09 00:00:00 9 1.887 30.12% 0.56 ---104--~ 2002/11/0817:00:00 2002/11/08 19:00:00 3 1.851 30.41% 0.56 105 2001/01/2616:00:00 2001/01/27 00:00:00 9 1.847 30.70% 0.55 106 1965/12/10 08:00:00 1965/12/10 10:00:00 3 1.835 30.99% 0.55 107 2003/04/14 15:00:00 I 2003/04/14 22:00:00 8 1.804 31.29% 0.54 108 1980/01/09 05:00:00 ' 1980/01/09 18:00:00 14 1.795 31.58% 0.54 109 1960/01/14 17:00:00 1960/01/14 22:00:00 6 1.753 31.87% 0.53 110 1956/04/12 21 :00:00 1956/04/13 18:00:00 22 1.744 32.16% 0.53 111 2004/12/28 09:00:00 2004/12/29 09:00:00 25 1.738 32.46% 0.52 112 2005/04/28 08:00:00 L 2005/04/28 09:00:00 2 1.723 32.75% 0.52 --~-~ 113 1958/03/21 00:00:00 ' 1958/03/22 07:00:00 32 1.712 33.04% 0.51 -··-------114 1990/02/17 18:00:00 1990/02/17 19:00:00 2 1.711 33.33% 0.51 ------------e---------115 1952/03/15 20:00:00 1952/03/16 05:00:00 ! 10 1.691 33.63% 0.5 ·-· ----1966/02/08 00:00:00 ' 3 1.689 I 33.92% -0.5 --116 1966/02/07 22:00:00 ' 117 2002/12/20 17:00:00 i 2002/12/20 21 :00:00 5 1.667 34.21% 0.5 118 1958/03/1519:00:00 1958/03/16 12:00:00 18 1.65 34.50% 0.49 ----------119 2005/01/07 14:00:00 ' 2005/01/07 21 :00:00 8 1.644 34.80% 0.49 --~ 120 1993/02/19 19:00:00 1993/02/19 21 :00:00 3 1.64 35.09% 0.48 --121 1983/04/20 03:00:00 1983/04/20 06:00:00 4 1.636 35.38% 0.48 122 2001/02/2517:00:00 ' 2001/02/27 17:00:00 49 1.623 35.67% 0.48 ---123 1995/01/10 19:00:00 1995/01/12 15:00:00 45 1.62 I 35.96% 0.47 -~--· -~ 124 1988/04/20 09:00 :00 1988/04/21 07:00:00 23 1.602 I 36.26% 0.47 --125 1978/09/05 18:00:00 1978/09/05 19:00:00 i 2 1.57 I 36.55% 0.46 -126 ·---·-1999/01/26 22:00:00 1999/01/27 00:00:00 3 1.561 36.84% 0.46 127 2007/01/30 23:00:00 ' 2007/01/30 23:00:00 1 1.559 37.13% 0.46 128 I 1958/04/07 03:00:00 1958/04/07 15:00:00 13 1.557 37.43% 0.45 129 i 1952/01/17 22:00:00 1952/01/18 08:00:00 11 1.554 37.72% 0.45 130 1998/01/29 17:00:00 1998/01/29 20:00:00 4 1.526 38.01% 0.45 ·-131 I 1977/01/03 04:00:00 1977/01/03 05:00:00 2 1.514 38.30% 0.44 -132 1988/01/17 11 :00:00 1988/01/17 12:00:00 2 1.513 38.60% 0.44 -133 ' 1965/04/08 14:00:00 1965/04/09 01 :00:00 12 1.507 38.89% 0.44 4/13/2017 11:33 AM 3/8 I t I I I I 111111 lj 1111 II II II I I I I a t I I a I I I I I Excel Engineering pea kFlowStatisticsPre. csv Rank I Start Date I End Date Duration Peak Frequency Return Period 134 1967/01/22 17:00:00 ; 1967/01/23 00:00:00 8 1.483 39.18% 0.43 135 1992/01/07 19:00:00 +--1992/01/07 23:00:00 5 1.467 39.47% 0.43 136 i 1993/01/06 05:00:00 1993/01/08 00:00:00 44 1.454 39.77% 0.43 ~---~1_____ 2004/02/22 07:00:00 2004/02/23 03:00:00 I 21 1.452 40.06% 0.42 I 138 1978/02/12 17:00:06---•-1978/02/14 00:00:00 32 1.436 40.35% 0.42 ..._ ___ . __ 139 1983/03/24 03:00:00 1983/03/24 06:00:00 I 4 1.431 40.64% 0.42 140 1952/11/30 01 :00:00 1952/11/30 05:00:00 I 5 1.427 40.94% 0.41 -----141 1973/11/22 23:00:00 1973/11/23 01 :00:00 3 1.405 41.23% 0.41 --. ------142 1992/03/20 23:00:00 1992/03/20 23:00:00 1 1.403 41.52% 0.41 -----143 1987/10/12 10:00:00 1987/10/1215:00:00 6 1.397 41.81% 0.41 ·--------· -1957/05/11 01:00:00 I 1957/05/11 03:00:00 3 1.347 42.11% __ J)~------144 '--. 1----------145 1977/01/05 19:00:00 1977/01/07 06:00:00 36 1.331 42.40% 0.4 -. ------·------~--------146 1997/01/15 16:00:00 1997/01/1519:00:00 4 1.326 42.69% 0.4 ---------·---147 1964/11/17 16:00:00 1964/11/1719:00:00 4 1.326 42.98% 0.4 -~ --f48--1952/12/02 01 :00:00 ·----· 1952/12/02 02:00:00 2 1.325 43.27% 0.39 --· 149---:-----~-I--------~ 1972/11/16 11 :00:00 1972/11/17 07:00:00 21 I 1.323 43.57% 0.39 -~ ~ 150 1956/01/26 20:00:00 1956/01/27 08:00:00 13 I 1.313 ! 43.86% 0.39 ~--151----t-·---~ -----------1959/12/24 12:00:00 1959/12/24 14:00:00 3 I 1.294 44.15% 0.38 -------'-------152 I 1955/01/18 15:00:00 1955/01/1819:00:00 5 1.293 44.44% 0.38 '--+ 153 ! 1998/02/07 17:00:00 1998/02/08 20:00:00 28 1.279 44.74% 0.38 154 I 1995/01/25 08:00:00 1995/01/2610:00:00 27 1.273 45.03% 0.38 155 I 1954/02/13 19:00:00 1954/02/13 22:00:00 I 4 1.257 45.32% 0.37 156 1973/02/13 00:00:00 1973/02/13 04:00:00 ! 5 1.243 45.61% 0.37 --- I--_______1_§Z__ 1952/03/07 14:00:00 i 1952/03/08 09:00:00 20 1.24 45.91% 0.37 158 -~-1958/04/03 10:00:00 1958/04/03 13:00:00 I 4 1.234 46.20% 0.37 159 2001/01/11 05:00:00 2001/01/11 08:00:00 4 1.225 46.49% 0.37 --160 1967/03/13 20:00:00 1967/03/13 21:00:00 -+--2 1.215 46.78% 0.36 ~-------------161 1992/12/07 15:00:00 1992/12/07 16:00:00 2 1.21 47.08% 0.36 162 1991/03/20 07:00:00 1991/03/21 09:00:00 -t--27 1.198 47.37% 0.36 I 1997/01/25 23:00:06 1997/01/26 07:00:00 9 ------I--1.197 47.66% 0.36 163 _· _ ·-· 164 __ _J_ 1992/01/05 09:00:00 --------"<---1992/01/06 04:00:00 20 1.196 47.95% 0.35 --~:~---+ 1968/12/25 19:00:00 . ---1968/12/25 19:00:00 1 1.188 ·--48.25% 0.35 1981/03/01 11 :00:00 r-----1981/03/02 13:00:00 27 1.179 48.54% 0.35 167 I 1967/11/21 13:00:00 1967/11/21 14:00:00 2 1.173 48.83% 0.35 --~---------- --1--- ~--168--+-2001/12/09 17:00:00 2001/12/09 20:00:00 4 1.11 49.12% 0.35 169 I 1976/09/10 05:00:00 1976/09/10 11 :00 :00 7 1.102 49.42% 0.34 -170 1972/11/1414:00:00 1972/11/14 16:00:00 3 1.062 49.71% 0.34 --171 I 1981/11/28 03:00:00 1981/11/28 21 :00:00 19 1.06 50.00% 0.34 172 i 2006/03/11 07:00:00 2006/03/11 08:00:00 2 1.047 50.29% 0.34 -----173 1978/01/09 17:00:00 1978/01/10 23:00:00 ~ 31 1.046 50.58% 0.34 174 1951/12/29 23:00:00 1951/12/30 12:00:00 ~-14 1.037 50.88% 0.33 175 2000/03/05 17:00:00 2000/03/05 20:00:00 4 1.036 51.17% 0.33 ----------176 1980/03/05 23:00:00 1980/03/06 12:00:00 14 1.03 51.46% 0.33 -· ------177 1982/12/07 23:00:00 I 1982/12/08 01 :00:00 3 . 1.029 51.75% 0.33 ~-g~ _J_ ---+--,..j ------------+------1990/01/17 00:00:00 I 1990/01/17 03:00:00 I 4 1.02 I 52.05% 0.33 1986/03/10 07:00:00 I 1986/03/10 19:00:00 i 13 1 52.34% 0.32 180 I 1957/01/07 14:00:00 1957/01/07 20:00:00 7 0.99 52.63% 0.32 4/13/2017 11:33 AM 4/8 I I I I I I II II II ti II II 'II II ll II II II 11 It 1111 Excel Engineering peakFlowStatisticsPre.csv __ I 1984/12/2703:00:00 I 1984/12/2720:00:00 18 0.955 I 53.51% 0.32 c--™-----1 1991/03/19 00:00:00 ___ t1 1991/03/19 04:oo:oo 5 o.925 53.80% o.32 t--185 ! 1967/11/19 08:00:00 1967/11/1917:00:00 10 0.918 54.09% 0.31 --1-86 ! -2006/10/1401:00:00 2006/10/1401:00:00 1 _ 0.906 ' 54.39% 0.31 ---I t---187 I 1960/03/01 05:00:00 1960/03/01 06:00:00 2 0.905 54.68% 0.31 -0----~-:~ : ~:i:~~~~~~ ~!:~~;~~ --~:i:~~~~~~ ~;;~~;~~ : ; ~::~; I ;;:~~~ ~:~~ ,___1-90 i 1954/03/30 04:00:00 -1954/03/30 06:00:00 I 3 0.866 55.56% 0.31 --f!H--... ' -1973/03/11 12:00:00 1973/03/11 21 :00:00 I 10 -0.86 55.85% 0.3 --·· -192-----'. 1962/02/0810:00:00 1962/02/0818:00:00 9 --0.854 56.14% 0.3 ------ ----193 ----1965/12/29 19:00:00 1965/12/29 20:00:00 2 0.852 56.43% 0.3 ~---' 1979/03/19 03:00:00 1979/03/20 03:00:00 --25 0.823 56.73% 0.3 ---195-1955/01/1010:00:00 1955/01/10 11:00:00 2 0.82 57.02% 0.3 --196--I 1985/12/11 04:00:00 1985/12/11 06:00:00 3 0.82 57.31% 0.3 -- 197 1915103130 15:00:00 i 1915103131 05:00:00 1 15 o.819 57.60% 0.29 I -1-98 2001/11/2417:00:00 I 2001/11/24 20:00:00 i 4 0.819 I 57.89°/o 0.29 ------J • 199 i 1957/02128 23:0o:oo I 1957/03/0111:00:oo I 13 o.785 58.19% o.29 I 200 , 195111113016:00:00 ----r 1951111130 16:00:00 1 1 o.784 58.48% 0.29 1 ~ 1985/11/25 04:00:00 i 1985/11/25 05:00:00 I 2 0. 78 58. 77% 0.29 ~ 202 1995/01/07 19:00:00 I 1995/01/08 06:00:00 -r-12 0.773 59.06% 0.29 J 203 1 1982/02/10 14:00:00 1982/02/10 19:00:00 1 6 0.773 59.36% 0.29 I , 204 1994/02/17 11 :00:00 1994/02/17 12:00:00 i 2 0. 77 59.65% 0.28 ' 205 1966/12/06 19:00:00 -1966/12/06 21 :00:00 i 3 0.766 I 59.94% 0.28 , 206 -1982/01/01 09:00:00. --1982/01/01 10:00:00 2 0.742 i 60.23% 0.28 207 1958/01/25 04:00:00 1958/01/25 05:00:00 2 0.739 60.53% 0.28 208 191310312Q_o8:oo:0_9___ -1913103120 09:00:00 I 2 -+-o.737 60.82% 0.28 -I 209 1970/03/0423:00:00 1970/03/0501:00:00 3 I 0.735 61.11% 0.28 210 -1954/03/2213:00:00 1954/03/2312:00:00 24 I 0.717 61.40% 0.28 ~ .. --1969/02/22 03:00:00 -1969/02/22 08:00:00 I 6 -0.713 61.70% 0.28 ~-----1969/02/2004:00:00 1969/02/2005:00:00 2 0.711 I 61.99% 0.27 r=213----1974/03/08 01 :00:00 -1974/03/08 10:00:00 _ 10 0.699 ! 62.28% 0.27 214 1978/03/11 21 :00:00 1978/03/12 11 :00:00 15 0.69 62.57% 0.27 215___ 1965/12/16 04:00:00 1965/12/16 09:00:00 6 i 0.673 62.87% 0.27 216 1970/11/30 15:00:00 -1970/11/30 23:00:00 9 ___ J 0.664 ----~ 63.16% 0.27 - 217 1967/04/11 08:00:00 1967/04/1110:00:00 3 i 0.646 63.45% 0.27 t==218---_ -1986/09/25 05:00:00 1986/09/25 05:00:00 --------1 o.639 63.74% 0.21 ------- 219 1998/05/12 17:00:00 1998/05/12 19:00:00 3 0.632 64.04% 0.27 --220 1970/12/21 08:00:00 1970/12/21 08:00:00 1 I -0.63 64.33% 0.26 C221~~--1967/01/24 18:00:00 ~---1967/01/24 23:00:00 6 1 0.63 64.62% 0.26 222 1978/02/08 20:00:00 1978/02/09 01 :00:00 . 6 I 0.624 64.91% 0.26 --. 223 1982/04/01 09:00:00 1982/04/01 12:00:00 i ---___ 4___ I 0.623 65.20% 0.26 224 1958/01/26 09:oo:oo 1958/01/26 10:00:00 2 I--o.615 65.50% 1 0.26 225 1957/04/20 15:00:00 1957/04/20 18:00:00 4 0.615 65.79% 0.26 226 1982/01/05 09:00:00 1982/01/05 13:00:00 5 0.603 66.08% 10.26 227 1976/07/15 14:00:00 1976/07/15 16:00:00 3 0.601 66.37% 10.26 4/13/2017 11:33 AM 5/8 a I I I I I I I I I 11111111 II II 11111111 II 1111 II Excel Engineering peakFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency I Return Period 228 1984/11/2417:00:00 1984/11/2421:00:00 5 0.6 66.67% 10.25 229 1981/01/2918:00:00 1981/01/2919:00:00 2 J___ 0.599 66.96% 10.25 -----J 230 1993103128 02:00:00 1993103128 03:oo:oo 2 T. ---o.589 67.25% 10.25 231 2006/04/04 21 :oo:oo 2006/04/04 22:00:00 2 o.589 67.54% 10.25 I 232 2004/10/18 07:00:00 I 2004/10/18 07:00:00 I 1 0.58 67.84% 0.25 233 1993/11/30 04:00:00 1993/11/30 04:00:00 1 0.578 68.13% 0.25 234 1951/11/23 05:00:00 1951/11/23 05:00:00 1 0.576 68.42% 0.25 --235 1973/03/08 13:00:00 --~ --1973/03/08 15:00:00 3 0.571 68. 71 % 0.25 236 1952/01/13 04:00:00 1952/01/13 12:00:00 9 0.57 69.01% 0.25 237 1978/02/0717:00:00 i 1978/02/07 20:00:00 4 0.564 69.30% 0.25 I 238 1955112103 15:00:00 1 1955112103 11:00:00 --3 o.553 69.59% 0.24 ---- 239 2001104/0717:oo:oo 2001104/0718:oo:oo 2 o.552 69.88% I0.24 240 1974/12/04 09:oo:oo 1974/12/04 09:oo:oo 1 o.548 70.18% I 0.24 241 i 1972/01/18 22:00:00 j 1972/01/19 04:00:00 7 0.529 70.47% 0.24 242 --~ 1979/03/28 09:00:00 ! 1979/03/28 09:00:00 1 0.528 70.76% 0.24 E--243 ---r--2005/02/11 19:00:00 i 2005/02/12 00:00:00 6 0.525 71.05% 0.24 -- 244 2000/02/20 17:00:00 2000/02/21 19:00:00 27 0.525 71.35% 0.24 ----245--1957/10/14 05:00:00 1957/10/14 05:00:00 1 0.51 ·1-·· -71.64% ____ I0.24 ______ ----- 246 1978/02/05 12:00:00 --'--1978/02/06 11 :00:00 24 0.508 71.93% 0.24 247 1977/03/25 01 :00:00 . 1977/03/25 03:00:00 3 0.505 I 72.22% 0.24 I 248 1954/01/2411:00:00---,-1954/01/2414:00:00 I ____ 4__ 0.501 72.51% 10.23 249 1959102121 11 :oo:oo 1959102121 12:00:00 1 2 o.491 12.81% 0.23 250 1966/01/30 07:00:00 1966/01/30 19:00:00 13 0.49 73.10% 10.23 251 1988/11/1407:00:00 1988/11/1408:00:00 2 0.478 73.39% 0.23 252 1976/02/06 04:oo:oo 1976/02106 06:oo:oo 3 o.471 73.68% 10.23 253 1979/03/17 05:00:00 1979/03/17 05:00:00 1 0.47 73.98% 10.23 254 1998/01/0917:00:00 1998/01/0919:00:00 3 0.47 74.27% 10.23 255 I 1954/11/11 02:00:00 1954/11/1110:00:00 9 I 0.468 74.56% 0.23 i---256 --1--1964/01/22 08:00:00 1964/01/22 08:00:00 1 -! 0.466 74.85% 0.23 1---251 I 1954101121 01:00:00 1954101121 08:00:00 + 2 --r-o.457 75.15% 0.23 258 , 1995112111 09:oo:oo 199511211118:00:oo 10 r o.447 75.44% 0.23 e--259 1984112118 22:00:00 -I-1984112120 03:oo:oo __ I ___ 30 o.445 75.73% 10.22 260 1987/02/25 01 :00:00 I 1987/02/25 02:00:00 r 2 0.432 76.02% 0.22 261 1966/02/06 14:00:00 i 1966/02/06 16:00:00 3 i 0.419 76.32% 0.22 262 1994/02107 14:oo:oo 1994/02107 15:oo:oo 2 I o.418 76.61% 0.22 ---- 263 --1969/02/18 08:00:00 --1969/02/18 15:00:00 8 I 0.418 76.90% 0.22 264 1995/04/1810:00:00 1995/04/1811:00:00 2 · ____ r __ 0.416 77.19% 0.22 265 1960/11/0520:00:00 I 1960/11/0611:00:00 16 ! 0.415 77.49% 0.22 -266 1983/02/2613:oo:oo t--1983/02/2613:oo:oo 1 I o.411 77.78% 0.22 c--267 1996/02/27 21 :oo:oo __j____ 1996/02/27 21 :oo:oo __ ~-1 I o.402 78.07% 0.22 _ _ 268 1978/03/0414:00:00 I 1978/03/0415:00:00 2 i 0.382 78.36% 0.22 269 1983/03/06 05:00:00 1983/03/06 05:00:00 1 I 0.374 78.65% 0.22 270 1963/02/09 23:00:00 -r--1963/02/10 20:00:00 22 i 0.372 78.95% 0.22 271 ! 1983/11/1219:00:00 1983/11/1219:00:00 1 ! 0.362 79.24% 0.21 272 1962/03/19 00:00:00 1962/03/19 02:00:00 t 3 0.352 79.53% 10.21 273 1975/03/10 12:00:00 1975/03/10 23:00:00 --12 0.351 79.82%0.21 274 2003112125 18:00:00 2003112125 18:oo:oo 1 o.345 80.12% I 0.21 4/13/2017 11:33 AM 6/8 -. • • ... .. • • .. .. IIJ I i .. ' i i i i i i • j I I I I I t I t I I I I I I I t I t t ) I I Excel Engineering peakFlowStatisticsPre.csv Rank I Start Date End Date Duration Peak Frequency Return Period --275 I 1985/02/09 11 :00:00 1985/02/09 12:00:00 2 0.341 80.41% 0.21 ~2!6 ___ J _____ 1981/03/05 02:00:00 1981/03/05 08:00:00 7 0.337 80.70% 0.21 ~-211 I 1914101108 03:00:00 1974/01/08 04:00:00 2 0.336 80.99% 0.21 __ 278 ---1 ----_ 1976/07/08 13:00:00 1976/07/08 14:00:00 2 0.308 81.29% 0.21 -----~-279 , 1993/01/31 00:00:00 I 1993/01/31 00:00:00 1 0.308 81.58% 0.21 _) _____ 280 I 1975/03/08 09:00:00 I 1975/03/08 09:00:00 1 0.305 81.87% 0.21 ----f---------------· 281 i 1998/03/25 17:00:00 ----L 1998/03/25 18:00:00 2 0.304 82.16% 0.21 1998/03/31 18:00:00 ___ -----------282 1998/03/31 17:00:00 ! 2 0.304 82.46% 0.21 --283 2002/12/16 17:00:00 I 2002/12/16 17:00:00 1 0.298 82.75% 0.21 284 1959/02/16 19:00:00 1959/02/16 19:00:00 1 0.281 83.04% 0.2 285 1994/03/20 05:00:00 1994/03/20 06:00:00 2 0.273 83.33% 0.2 286 1958/02/25 08:00:00 1958/02/25 08:00:00 1 0.267 83.63% 0.2 287 1955/02/27 20:00:00 1955/02/27 20:00:00 1 0.266 83.92% 0.2 -288 I 1994/03/07 02:00:00 I 1994/03/07 02:00:00 1 0.263 84.21% 0.2 289 I 2001/02/13 17:00:00 2001/02/13 17:00:00 1 0.252 84.50% 0.2 290 ; 1981/02/09 05:00:00 1981/02/09 06:00:00 2 0.25 84.80% 0.2 291 1982/03/14 23:00:00 1982/03/14 23:00:00 1 0.248 85.09% 0.2 ---292 I 1954/03/25 02:00:00 1954/03/25 04:00:00 3 0.246 85.38% 0.2 ----- e---~:! --+ 1982/01/20 06:00:00 -----+----~ 1982/01/20 21 :00:00 16 0.24 85.67% 0.2 1971/12/27 17:00:00 1971/12/28 14:00:00 22 0.235 85.96% 0.2 295 1962/02/21 06:00:00 I 1962/02/21 06:00:00 1 0.234 86.26% 0.2 296 1983/02/08 06:00:00 1983/02/08 06:00:00 1 0.22 86.55% 0.2 297 1997/12/0617:00:00 1997/12/06 17:00:00 1 0.216 86.84% 0.2 298 1965/02/06 21 :00:00 1965/02/06 22:00:00 2 0.212 87.13% 0.2 299 1965/11/14 22:00:00 1965/11/15 01 :00:00 4 0.211 87.43% 0.19 ---------300 1976/02/10 07:00:00 1976/02/10 08:00:00 2 0.203 87.72% 0.19 -~ ____ 3()1 ____ 2007/04/20 15:00:00 2007/04/20 15:00:00 1 0.2 i 88.01% 0.19 --302 1979/01/31 08:00:00 1979/01/31 09:00:00 2 0.19 L 88.30% 0.19 303 1952/12/20 12:00:00 1952/12/20 13:00:00 2 0.18 I 88.60% 0.19 -----,_ 304 1980/12/07 11 :00:00 1980/12/07 12:00:00 2 0.165 88.89% 0.19 305 1973/02/15 11 :00:00 1973/02/15 11 :00:00 __ 1 ___ ~-0.165 89.18% 0.19 ---·-·----f--· 306 1996/02/26 13:00:00 1996/02/26 13:00:00 1 0.155 89.47% 0.19 307 1963/09/17 17:00:00 1963/09/17 17:00:00 1 0.151 -4 89.77% 0.19 308 1977/12/26 06:00:00 1977/12/26 06:00:00 1 I 0.146 ! 90.06% 0.19 309 1977/05/09 02:00:00 1977/05/09 02:00:00 1 --0.14 I 90.35% 0.19 310 1952/04/10 17:00:00 1952/04/10 18:00:00 2 -~-0.13 90.64% 0.19 ~-----~----311 I 2006/02/28 06:00:00 2006/02/28 06:00:00 1 0.127 I 90.94% 0.19 312 1980/01/18 04:00:00 1980/01/18 04:00:00 1 0.124 91.23% 0.19 313 i-1992/03/22 16:00:00 1992/03/23 03:00:00 12 0.122 91.52% 0.19 ~~14--1970/01/16 18:00:00 2 ----91.81% 0.19 I 1970/01/16 19:00:00 I 0.12 315 I 1966/11/0716:00:00 1966/11/0716:00:00 4-1 0.119 92.11% 0.18 ~---I -316 1999/04/12 03:00:00 1999/04/12 03:00:00 i 1 0.11 92.40% 0.18 ·-----317 1953/03/01 22:00:00 1953/03/01 22:00:00 r 1 0.107 92.69% 0.18 ---318 1957/03/16 10:00:00 1957/03/16 10:00:00 1 0.105 92.98% 0.18 319 i 1983/03/18 06:00:00 1983/03/18 06:00:00 1 0.105 93.27% 0.18 320 I 1980/03/26 00:00:00 1980/03/26 00:00:00 ! 1 0.097 93.57% 0.18 321 1984/12/08 00:00:00 1984/12/08 01 :00:00 2 0.094 93.86% 0.18 4/13/2017 11:33 AM 7/8 I t I I I I I I I I I i I t I I I • I I I t I I It It II II II II 11 Excel Engineering peakFlowStatisticsPre.csv Rank ! Start Date -1 End Date Duration Peak Frequency Return Period -· --322 1998/02/19 17:00:00 I---=~98102,19 11:00:00 1 0.093 94.15% 0.18 -1991/01/09 14:00:00 323 . 1991/01/09 14:00:00 1 0.092 94.44% 0.18 ------1998/11/08 08:00 :00 ·-------· 324 1998/11/08 08:00:00 1 0.088 94.74% 0.18 325 1954/03/16 22:00:00 1954/03/16 22:00:00 1 0.085 95.03% 0.18 326 1971/04/14 11 :00:00 1971/04/1411 :00:00 1 0.075 95.32% 0.18 327 1983/04/18 08:00:00 1983/04/18 08:00:00 f 1 0.073 95.61% 0.18 328 1965/12/14 17:00:00 1965/12/1417:00:00 1 0.072 95.91% 0.18 ~--329 1978/01/19 08:00:00 1978/01/19 08:00:00 I 1 ----· 0.071 96.20% 0.18 i---------· -J 1969/04/05 21 :00:00 ---------1969/04/05 21 :00 :00 I 1 -----0.07 96.49% 0.18 330 1998/04/11 17:00:00 ___ 1998/04/11 17:00:00 1 0.068 ------96.78% 0.18 331 1996/02/01 08:00:00 1996/02/01 08:00:00 ------97.08% ---332 i 1 ---j 0.067 0.18 f--------------· 333 1973/02/11 07:00:00 1973/02/11 07:00:00 1 0.067 97.37% 0.17 f-------· 334 I 1958/03/0610:00:00 1958/03/06 10:00:00 1 I 0.063 97.66% 0.17 1----· I ··-----------335 1983/03/21 04:00:00 1983/03/21 04:00:00 1 0.056 97.95% 0.17 f-----· 1976/04/15 18:00:00 1976/04/15 18:00:00 98.25% 0.17 -----336 1 0.054 -------· ----· 337 1987/12/04 21 :00:00 1987/12/04 21 :00:00 1 0.053 98.54% 0.17 ----I---------338 1969/03/21 13:00:00 1969/03/21 13:00:00 1 0.052 -----1 98.83% 0.17 339 -1969/01/28 19:00:00 1969/01/28 19:00:00 -------1 0.051 i 99.12% ---0.17 340 1956/01/31 10:00:00 1956/01/31 10:00:00 1 0.051 i 99.42% 0.17 --341 1969/11/07 09:00 :00 1969/11/07 09:00:00 1 0.05 99.71% 0.17 :End of Data---------------:::---...l...---- 4/13/2017 11:33 AM 8/8 I I • • I I • • I I I I ,I I I I II II II II It It II II 111111 Excel Engineering peakFlowStatisticsPostMitigated.csv ~MM.out file name: V:\16\16034\engineenrig\GPIP\c:urrent\Storm\SWMM\16-034 POST-DEV~urrent.out ________ _ SWMM.OU!_time stamp: 4/13/2_Q1710:27:52 AM __ __ ___ _ ____ _ 1010: 0.000 tsf!o~o-o -___ _ 02: 0.000 Peak Flow Statistics Table Values Rank Start Date ] End Date _D_u_r-atioo 1· Peak ' F,eq,eocy Return Period ·-- -1 _ 1995/01/0314:00:~ 1995/01/1712:00:00 -335 --7.776 0.21% --~--- 2 1959102118 10:00:00 -1969103101 00:00:00 255 4.769 o.42% 29 I r--------~ 1980/02/13 15:00:00---1980/02/24 09:00:00 , 259 I 4.169 0.63% 19.33 -~ ---c=:::3 I 1958/02/03 07:00:00 I 1958/02/07 18:00:00 1 108 4.138 o.84% 14.5 5--1980/01/2810:00:00 1980/02/0216:00:00 _-t---127 --4.123 1.05% 11.6 6 1978/02/27 21:00:00 1978/03/07 22:00:00 _(____ 194 ~ 4.063 1.27% 9.67 7 ~3/02/2510:00:00 2003/03/0211:00:00 * 122 --4.058 1.48% 8.29 -:=8 197810110911:00:oo _----1 197810112112:00:oo ----~-_ _ -3.707 _ 1.69% _ 7.25 ----_______ _ 9 1952/01/13 06:00:00 . 1952/01/2112:00:00 199 3.706 1.90% 6.44 ___ 1_0 ___ 1 200411012io4:oo:oo·-, 200411013106:oo:oo 3993~ 3.658 2.11% 5.8 -----------i --1 t==l -2008/02/22 04:00:00 -2008/02/26 15:00:00 -----:roe-· -3.599 2.32% 5.27 - ---1~ ( __ 1_9~07:00:00 __ -t---1965/11/2617:00:00 _ -107 -3.598 2.53% 4.83 - 13 I 1978/02/0513:00:00 ==r=: 1978/02/17 02:00:00 278 +=' 3.573 2.74% 4.46 ---I -14 -1982/03/1416:00:00 1982/03/21 16:00:00 I 169 --3.416 2.95% 4.14 ---15___ 1998/02/1413:00:00 +-1998/02/27 20:00:00 320 +--: 3.391 -f---3.16% 3.87 -=-1 ,____ ___ 16__ 1977/08/17 03:00:00 1977/08/20 20:00:00 , 90 I 3.39 3.38% 3.63 ~ ____ 1_7 __ -. _ J005/02/18 07:00:00 j --2005/02/26 10:00:00 ~~ -196 ~--3.32 , 3.59% _ 3.41 18 2000/10/29 23:00:00 I 2000/11/01 08:00:00 58 3.143 1 3.80% 3.22 1-- _-19 --191910110510:00:oo I 1919101110 20:00:00 _ 131 3.142 _ 4.01% 3.05 - 20 1986/02/15 01 :00:00 -r-1986/02/18 17:00:00 89 3.105 4.22% 2.9 21 I 2004/10/18 09,aocoo 2004/10/2318~0,oo ·---1~-==-3.093 4.43% 2.76 1968/03/08 02:00:00 I 1968/03/11 14:00:00 85 3.033 4.64% 2.64 --·-2008/01/05 06:00:00 2008/01/10 09:00:00 124 3.028 4.85% 2.52 2004/12/28 10:00:00 2005/01/14 12:00:00 411 2.939 5.06% 2.42 ___ 2~ I_--1993/01/06 05:00:00 _ 1993/01/21 21 :00:00 ~-377 2.859 5.27% 2.32 --~: 3• __ 26 f 196611210309:00:oo -~ 196611211001:00:oo _ 151 2.838 I. 5.49% 2.23 _ __ _ 27 1980/01/0905:00:00 1980/01/1521:00:00 161 2.782 . 5.70% 2.15 l--=~ -, -1983/01/27 09:00:00 1983/02/01 12:00:00 124 2.767 5.91% 2.07 29 I 1980/03/02 22,00,00 1980/03/09 01,00,00 154 2. 752 •. 12% 2 ~ -1978/01/03 20:00:00 ~ 1978/01/0816:00:00 117 : 2.721 6.33% 1.93 -- --31 -----1983/12/2419:00:0~ 1983/12/2917:00:00 II -119 ±· 2.669 ___j__ 6.54% 1.87 32 -1995/03/11 03:oo:oo 1995/03/15 02:00:00 _ 96 ~ 2.665 6. 75% 1.81 I 33 1962/01/2014:00:00 1962/01/2514:00:00 121 2.66 6.96% 1.76 o----3~4--1996/11/2117:00:00 1996/11/25 08:00:00 ~-I 2.583 7.17% 1.71 -_ -_ 35 -_t ___ 1983/02/2614:00:00 -1983/03/0817:00:00 244 2.542 7.38% 1.66 f 36 1991/12/2917:00:00 1992/01/02 06:00:00 86 2.518 7.59% 1.61 -_1Z___=--t::_ 1998/02/0311_:_00:00 1998/02/1118:00:00 200 t' 2.491 7.81% 1.57 _ ---- 38 -+-1997/01/12 16:00:00 1997/01/18 21 :00:00 150 2.402 8.02% 1.53 -~-I -1985/11/1110:00:00 1985/11/1507:00:00 94 2.303 ] 8.23% 1.49 4/13/2017 11:33 AM 1/11 I i I I I I I I I I I i I I I I I • I a I I I I I I I l Excel Engineering peakFlowStatisticsPostMitigated.csv _ Rank 1 __ Start Date __ L_ End Date D_uratio~-; Peak _ _l_ Frequency )Return Peric,_d _________ ~ -~---f 1995/03/05 07:00:00 _ __j_ 1995/03/09 07:00:00 __ I _ 97 j. 2.285 -i ___ 8.44% __ __j!._4~5 _________ _ ___ 4_1 __ +----1970/12/1719:00:00 . 1970/12/2408:00:00 158 i 2.284 +--~-~J-~2 ____________ ---1 42 • 199110212119:00:io_+ _ 1991/03/0413:oo:oo 11s 2.28 , 8.86% 1.38 -43 =l .. ' 1979/01/1511:00:00 ..... 1979/01/20 08:00:6~ 118 2.23 -~-9.07% 1~.3-5 ___________ -----1 = .. 44 ... __ 1958/0410111:00:o_o .. · _ 1958/04/1011:00:00 --~-r---2.22 9.28% 1.32 -----------=-------=.==--------__-_-__ ...... _ 45 2007/11/30 10:00:00 2007/12/04 04:00:00 ~ . 91 2.208 9.49% 129· ~-. 4L__. --.1994/02/04 01:00:00 I 1994/02/09 23:00:00 .. -143·-c-. 2.207 9.70% 1.26 .. ____ ------ 47 =l= 1963/03/1701:00:00 1963/03/1912:00:00 60 2.161 , 9.92%--1~----------------, -· ~ -1972/01/1621:00:00 1972/01/21 23:00:00 ~----r--2.122·=t-10.13% 1.21 _________ __, ~ -49 -~ 1971/12/2210:00:00 / 1971/12/3011:00:00_---+----194 =-==--2.119 _ _ --10.34% 1.18 ======-----------1 ___ SQ----+-1969/01/2410:00:00 _ I 1969/01/31 07:00:00-+ 166 2.107 10.55% 1.16 51--+ 1992/02/1218:00:00 ~1992/02/1819:00:00 I 146 ~ . 2.097 =t~ __ 10.76% 1._14 ___ _ f---~-• . 1952/11/1419:00:00 . , 1952/11/19 03:00:00 ~-105 . . .. 2.066 .. _ 10.97% 1.12 ··--------=-___ -_53H 2004/02/22 09:00:00 _-__ ] 2004/02/29 11 :00:00 _ +-171 __ -_-2.013 _ ____ 11.18% 1.09 ·=====-===--__ 54 1963/09/1710:00:00 1963/09/2116:00:00 103 ± 1.97 , 11.39% 1.07 --55 . 200810112102:00:oo 200810113023:00:oo·-----:---~-1.958 I 11.60% 1.06 ---------- ---56--, 1961/12/0122:00:00 ~1961/12/0521:00:00 ----r-96 --1.935 1 __ 11.81% 1.04 ---------~ ___ .s..z__J-1993102mn3:oo:oo_ -+----199310212so3:oo:oo I -~9_---_~ -1.9 . 12.03% 1.02 ___ ~-- 58 1954/01/18 22:00:00 __j___ 1954/01/23 08:00:00 I --1.Q?~ 1.891 12.24% 1 --~ 1957/01/13 05:00:00 -1957/01/16 04:00:00 I 72 1.861 12.45% 0.98 -~ ==-60 --~--1960/01/10 16:00:00=E 1960/01/18 00:00:00 177 1.77 12.66% 0.97 61 1967/12/1818:00:00 1967/12/2219:00:00 I_ 9_?~-3· 1.752 I 12.87% 0.95 -~ -62 1991/03/19 02:00:00 1991/03/30 07:00:00 270 1.718 13.08% 0.94 -~ -~ --1986111/1804'00,00 1986/11/21 00,00~0 I ~ -,~ 13.29% 0.92 =· 64 __ 1 2005/04/2809:00:00 -ti 2005/04/2920:00:00 .. -36 -+-· 1.673 --f---_ 13.50% 0.91 ···-- 65 2003/02/1117:00:00 2003/02/1618:00:00 122 I 1.668 13.71% 0.89 ~ 66 -r 1960/04/2708:00:oo _j__ __ 1960/04/3001:00:00 66~_ 1.624 -13.92% 0.88 ·---- 67 . 1978/09/0519:00:00 1978/09/0816:00:00 I 70 1.612 ' -14.14% ·o:sr---------· -_ 68 : • 1986/03/0819:00:00 _ .. , .. 1986/03/19 06:00:00 -~~-1.608 I 14.35% 0.85 --------__ ---·- 69 = t=J.967/03/1313:00:00 --~-1967/03/1616:00:00 76 1.606 14.56% 0.84 ____ ?a=:._j-_ ---1--2003/04/14 11:00:00 -~-2003/04/18 04:00:00 _ --:---90 •. L _1.,585 ---r----14.77% --+o_.8_3 _______ -----~ 71 I 1993/02/08 00:00:00 j 1993/02/11 22:00:00 95 1.578 1 14.98% 0.82 -~-----. ·· 198110311921:00:oo 198110312202:00:oo---r-~ .. 1.sss 15.19% o.s1----------------·- -· ~13 I I 1969/02/0610:00:00 1969/02/0916:00:00 ·1-~ 79 .. .. 1.543 15.40% 0.8 -----------:::-----11 _-1960/02/01 22:00:00 1960/02/04 20:00:00 . .. 71 -_ I 1.526 15.61% 0.78 _ 75 _ 1954/02/13 19:00:00 1954/02/17 03:00:00 81 _ 1.52 _ _J___ 15.82% 0.77 76 , 1994/03/25 00:00:00 1994/03/27 20:00:00 • 69 1.509 : 16.03% 0. 76 __ 77 _ .::::J__ 1967/01/2218:00:00 , 1967/01/2800:00:00 --s~____gz___ ---1.506 -==r--16.24% 0.75 --------------- 78 I 1988/12/15 21:00:00 1988/12/2818:00:00 310 1.479 =I'_ 16.46% 0.74 ----79 1982/12/2223:00:00 .. . 1982/12/2504:00:00 .. , --~ ----·1.459 -16.67% 6~-----·----_--__-_-_-_-_-·- 80 ·: 2001/02/1317:00:00 2001/02/1721:00:00 --··g·· _1()1 ________ 1.447 .... 16.88% 0.73 ·--·------·- >---81 198310913002:00:oo 198311010400:00:oo --.. '"gs. . .. 1.428 ---11.09% o~-----______ _ >-------. 82 1975/04/08 10:00:00 1975/04/12 09:00:00 --... 96 --· 1.414 17.30% o. 71 f---· 83 2007/01/31 00:00:00 ....... 2007/02/01 20:00:00 .. . 45 ,,, ... 1.398 17.51% 0.7 ... - ......... _ ___M______ 1967/11/19 09:00:00 .. 1967/11/24 08:00:00 :+=·_... . .. -_1_gQ____f--. 1.398 ) 17.72% 0.69 ------- 85 1965/12/0913:00:00 I 1965/12/1813:00:00 217 1.393 17.93% 0.68 ,_..... 86 --195211113003:oo:oo 195211210406:00:oo · 100 ,...... 1.379 18.14%-·--+-=-o.~6=-7------.. ----- 4/13/2017 11:33 AM 2/11 II I I I I i I I I I i I I I I Excel Engineering peakFlowStatisticsPostMitigated.csv Rank ! Start Date End Date j Duration Peak , Frequency Return Period =~~--87 ' 1985/11/29 08:00:00 I --1985/12/04 12:00:00 T--_ -_-_-1_2-5~------_-+---_1&rr___f---18_.3_5_0/c_o ---+-0.67 ---------------1 88 1965/11/14 22:00:00 1965/11/20 12:00:00 135 1.361 18.57% 0.66 t------8-9--+----19_8_7_/1_0_/ __ 1_1_1_9:-00-:0_0 ___ ---+l--1~9~87~/-10~/1~5~2~2~:0~0~:0~0-----+----c1-c-00c-------+--1.353 ---1-8-. 7-8°-Yo-----+-0.--6-5 ___________ __, o---------------------+--------_______ ___, 90 1977/01/03 00:00:00 1977/01/10 09:00:00 178 1.343 I 18.99% ---+-0_.6_4 ___ __ .--__ --9-1 ____ ~-_ __1_958L0211911:oo:oo 1958/0212208:00:oo 70 1.339 19.20% o.64 92 I 1992/01/0511:00:00 1992/01/11 08:00:00 142 1.331 19.41% 0.63 ,__ _______ _ 93 I 1956/01/2520:00:00 1956/01/3011:00:00 1 112 1.303 19.62% 0.62 94 I 1957/01/26 08:00:00 j 1957/02/01 23:00:00 ;---16_0 ____ i 1.3-----+--~1~9.~8~3°~Yo---+0~.~62~---------------- 95 1963-,-1-1-,2-0_0_4:-00-:0_0_---+--1--9-63-,-11-,2-4_0_9_: __ 0_0_:0_0 __ , ______ !02 I-=--1 293 20.04% 0.61 1--_-_-_-!-~----~ !~;~~ ~~~: ~1:~~:~~ d~;~~ ~~~ ~~:~~:~~ --· 1460853 - -~ :~:: i -----~---~:~_:_:_6_5_~-::::_~-~~:-=-:_~-=----=--=--=--=--=--=-=--=--------_____ _, _ 98 __ 195910211111:00:oo L-~5910211403:oo:oo_ -------+----1_._21_7 __ +-· _ 20.68% o.59 _____________ _ 99 , 1965/03/3116:00:00 j 1965/04/1214:00:00 I 287 1 1.215 20.89% 0.59 __ f---=fao I --1988/11/25 09:00:00 _ 1988/11/2718:0o:oo 58 ---1-.-19-5--+---21.10% 0.58 ---------------. ~. :~,== 1~1===1 11:6J4=---~~~~~~-~1-:_-111-846-!2-::_-::_-::_-::_:-::_-::_-::_-::_~-::_~-::_~-::_;-::_:-::_-::_-::_:-o_;-::_:-~~~~~~~~~~~~~~~~~~~--- r----ro3 191111212s 21 :oo:oo 191a101101 1 s:00:00 --+--------+---2-1-. 7-3-%--+--o-.5-6 _____________ _ ,___1_0_4 1988/01/1712:00:00 II 1988/01/20 14:00:00 i ----75 ___ --~-~3---+----2-1.-94-0/c-o----+-0-.5-6 ____________ _ 105 ' 1990/02/17 18:00:00 1990/02/20 23:00:00 78 1.13 22.15% 0.55 o------106 j 1981/11/2702:00:00 1981/12/0202:00:00 121 1.13 22.36% 0.55 107 -----. _ 1982/12/08 00:00:0Q 1982/12/10 03:00:00 52 1.129 22.57% 0.54 108 1956/04/13 00:00:00 1956/04/1616:00:00 89 1.106 1 22.78% 0.54 ,__ __ 10_9_ 1979111107 20:00:00 197911110916:00:oo I 45 1.099 23.00% 10.53 110 ' 1951/12/2912:00:00 1952/01/0217:00:00 102 1.074 23.21% 0.53 o-----11_1_ 11952/03/15 22:00:00 -----+-----1-95-2-,0-3-/1_9_1_9-:0-0:-00--+---,-----9-4---+--il ---1.072 23.42% 0.52 ---112 1984/12/27 01 :00:00 1984/12/30 17:00:00 -89----+----1.-064-----+-----2-3-.6-3-0/o---+--0-.5-2 _______ ------1 --------113 1958/03/1520:00:00 1958/03/1911:00:00 88 1.05 23.84% 0.51 -------------~------------+-----------+----------------------+----------------I 114 1985/12/11 05:00:00 1985/12/1316:00:00 60 1.01 24.05% 0.51 ,__ __ 11_5 __ ---· 1952102108 oo:ooJ>LI__ 1952102112 09:oo:oo 106 1.005 : 24.26% o.5 ,__ __ 1 _16__ 1985/11/25 00:0~4~ 1985/11/28 03:00:00 i 76 o_.9_9_5 __ +--__ 2_4_.4_7_0/c_o ---+-o_.5 ______________ --1 117 1952/03/07 11 :00:00 I 1952/03/14 07:00:00 165 0.995 24.68% 0.5 0--------------------+--------+--------+--------+----------------,__ __ 1_18___ _ L______g_Q02/11 /08 17:00:00 ' _2_0 __ 0_2_/1_1/_1_1 _13_:_00_:0_0_---+---__ 69 __ --+ ______ 0._98_4 __ +1 __ 2_4._8_9°_Yo_--+0_._49 _______________ _, 119 1970/02/28 16:00:00 I 1970/03/07 02:00:00 155 0.983 25.11 °lo 0.49 ----------+---------+----------+----------+------------------I 120 2001/01/2615:00:00 2001/01/30 01:00:00 I 83 0.972 ____ 2_5_.3_2_0/o __ +--0_.4_8 ___________ ---t __ 121 1958/01/25 05:00:00 1958/01/2911:00:00 I 103 0.956 ___ 2_5_.5_3_0/o __ f-0_.4_8 _______________ ---1 122 1999/01/25 08:00:00 1999/01/2915:00:00 104 0.949 25.74% 0.48 ~T23---1 1983/11/2423:00:00 1983/11/2709:00:00 59 0.948 25.95% 0.47 124 1983/04/18 08:00:00 -,--1-95-3-,0-4-,2-2_2_1 :-0-0-:0-0---+----__ 1_1_0---+---o-.8-9_5 __ t -----2-6-.1-6_% __ , __ o_.4_7 _______ _ ---125---· ~-1968/12/25 20:00:00 1968/12/28 02:00:00 --5-5----+------0-.8-9_2 _ __,,----·-2-6-.3-7-%----+-0.-46------------- 126 1967/04/11 09:00:00 --l--·--·1957/04/13 11 :00:06··--· ___ ,_____ _____ 5_1 ----+---0-.8-8_5 _---+--2-6-.5-8-%--f-0-.4-6 __________________ _ ----127----~-+---1997/01/25 21:00:00 1997/01/2913:00:00 ___ +------89 0.884 26.79-%---f-0-.4-6-----·-------·-···-·-- 128 1976/07/08 14:00:00 1976/07/10 07:00:00 42 i---0-.8-8---+----2-7-.0-0°-Yo----+-0.-4-5 _____________ _, _ 129 _ _ 1992103121 00:00:00 I 1992103125 09:00:00 --~--10s·-o.873 ---2-1-.2-2°-10-----+-o.-45 ________________ _ 130 1912111114 1 s:00:00 1912111120 04:00:00--·-13--3---+----o~-.8-55---t-·----2-1-.4-3-%--f-o-.4-5 ___________________ ... ___ _ -----,1=3~1---+-----c2=0·oc-1-c'c1oc--1~,1~1~0C"C1--C:o..,,..o~:o~o----+---2~0'--co=1,~o-'-'-11=15=--=-,01,,.'-:o=o=:o=-=cf--+-----103 o.848 · -27.64% ·----+-o--.4-4 __________ ---·-------- 1----~c----+---~~-=-'c-c-=--c-=-c'--c--'-c'-----+---~--'-'--"-'-',-'--=--=c='""-'c:..::..::'------J.--... ------·-+--'-'-=-=-----+---='-=--'-'-=---+-'-'-'--'--------------132 2003/03/15 17:00:00 2003/03/19 07:00:00 87 0.833 27 .85% 0.44 ,______ --+---------+-----'--"'-=-=------+---=~~--+=-'--'-'------·---··------·--133 , 1981/12/3009:00:00 1982/01/0803:00:00 : 211 0.825 28.06% 0.44 4/13/2017 11:33 AM 3/11 I I I I I I I I &I 11 ii•• I t I • 1 I I i j I a t Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date L Duration Peak Frequency __ ---+-! R_e_tu_rn_P_e_ri_od ________ __, 134 1 2006/10/14 03:00:00 2006/10/15 14:00:00 36 • 0.813 I 28.27% 0.43 135 1973/03/20 10:00:00 I 1973/03/22 09:00:00 48 0.78 . 28.48% 0.43 --136 1992/12/07 11 :00:00 -1992/12/10 10:00:00 72 0. 771 2-8--.6-9°-Yo--------t-0.-43 _______________ ___, ---+-------+--------t-------------------, 137 1963/02/09 20:00:00 1963/02/15 01 :00:00 126 0.77 28.90% 0.42 --138 2005/02/11 04:00:00 2005/02/1518:00:00 111 0.75 29.11% 0.42 o-----13_9_ -1986/09/24 21 :00:00 1986/09/27 18:00:00 7"0'-----+----0. 74 29.32%--------t-0.-42-______________ ,,, __ _, 140 1955/01/16 11 :00:00 1955/01/21 09:00:00 119 0.737 29.54% 0.41 -------· ,__ __ 14-1~ -+ 191510112213:00:oo , 197510112412:00:oo 48 ___ --+------_o~.7-3_3_ .. _______ ,-29.75%-__ -_ _:-o-=.4-=1-=:__-_-_ .. -.... --.. ===========-· =--- 142 1970/11/30 06:00:00 1 1970/12/03 20:00:00 87 'I 0. 721 I 29.96% 0.41 -------__ -----143 2001/02/2516:00:0~Q_ I J 2001/03/0218:00:00 123 _, 0.711 30.17% I--OA_1 ____ , 144 1966/02/06 13:00:00 1966/02/10 08:00:00 I 92 0.695 30.38% 0.4 145 -1974/03/08 02:00:0f 1974/03/11 07:00:00 78 l---0-.6-92~----+--~3~0-',.5~9°~Yo------+~0.~4----------.. --.--------- -----+ -------+---~~--+c-~-----------------' 146 1960/02/29 04:00:00 1960/03/03 18:00:00 87 0.679 30.80% 0.4 1-----------------·-- 147 I 1977/05/08 14:00:00 ___j_ ··-1977/05/12 00:00:00 83 --+---~0_.64~2--+---3~1~.0~1_0/c~o --+-0~.4~-----------·- ,__ __ 14_8__ I 1974/01/0717:00:00 1974/01/11 03:00:00 83 0.609 31.22% 0.39 149 -t--1981/02/2818:00:00 1 1981/03/07 22:00:00 173 0.60~-4,----+---~3~1-.4-3°~Yo------+~0.~39-,-----------.----t ,_ ____ 1155-01-. -_ --I _ 1988/04120 04:00:00 _ __ 1988104124 11:00:00 • 11 o o.57 31.65% o.39 -T 1966/11/0716:00:00 1966/11/10 00:00:00 ~7 1 0.559 31.86% 0.38 =====~;=;= ; ~:::~~~~~ ~;:~~:~~ I ~:::~~~~: ~;:~~:~~ . -~~ -==:=====~::;4=5:====:,====~=~=:~=~:==~===:=~:=~:===========---==-----~----__, 154 . --~--1990/01/17 02:00:00 1990/01/19 15:00:00 62 . 0.539 32.49% 0.38 ,____1_5_5 ____ -.. ~976/02/0416:00:00 I 1976/02/13 03:00:00 --· 204 -0.538 32.70% 0.37 156 1959/12/24 12:00:00 1959/12/26 21 :00:00 58 -+--~0.~5~17~--+--~3~2~.9-1°~Yo------+~O.-c-37~---------------··-----+--~~~··--+-~~-----------~ 151 L 191510911 o 01:00:00 1915109113 21 :oo:oo 87 0.515 --+---3~3~.1~2_%c----t-co~.3=7 ___________ ~ 158 1964/11/1716:00:00 1964/11/1920:00:0I=± 53 0.501 33.33% 0.37 __ 159 I 195410312200:00:oo , 195410312108:00:oo ~29 -o.478 --+---~33~.5~4~0/c-o--+-o~.3=7~------------~ _ 160 I 1988/11/14 08:0o:oo 1 1988/11/16 00:00:00 _ _ 4.1 0.475 ~,,.-~-----_~3::3~.7~6_0~Yo~~~:~-:-o_.-c-3_6~_-_-_-_-_-_-=-----~-===--=----- -161 , 1996/12/09 20:00:00 -l 1996/12/1413:00:00 -_§' 114 0.475 _ __3_3._97_o/c_o_--+o_.3_6 __________ ___, 162 I 1954/11/11 04:00:00 ( 1954/11/1410:00:00 79 0.471 34.18% 0.36 = -163 I 1974/12/04 10:00:00 . --1974/12/06 09:oo :oo 48 ---=--=-:-=--=--=--=--o_-._4-6_-5_-_-~_~_:_-_-_-_3_-:_4-__ 3-:_9-0_Yo-:_-:_-:_-:_1--o_-__ 3-5_-_-_-_-~----_-_-_-__ -:_-:_-:_-::_-::_-:==:_-- 164 . 1981/01/28 09:00:00 1981/02/0119:00:00 107 0.436 34.60% 0.35 --165 1973/02/11 09:00:00 T -1973/02/16 22:00:00 J 134 ~-0.436 34.81 % 0.35 ______________ -~ ~166 __ I 1993/01/31 01:00:00 1993/02/0115:00:00 _ 39 0.43_4 ___ +--__ 35 __ .0_2_o/c_o_---+-0_.3_5 ________________ _, 167 I 1976/07/15 15:00:00 1976/07/17 15:00:00 49 I 0.425 35.23% 0.35 ,______ -----C~-- 168 ·ti 1978/03/30 17:00:00 1978/04/03 08:00:00 88 I 0.407 ·---Jl __ 3_5_.4_4_0/o _ __,_0_.3_5 _______________ _, __ 169 1957/02/28 22:00:00 1957/03/03 21 :00:00 _ _ 72 0.406 I 35.65% 0.34 170 1971/04/14 13:00:00 1971/04/15 21 :00:00 33 0.399 35.86% 0.34 171 1975/03/0810:00:00 ___ ._1975/03/14 08:00:00 E. ~· 14~. -----+---0-.3-95----+---3-6.-08_o/c_o--+-0-.3-4 ____________ _ ----172 1983/11/12 01 :00:00 1983/11/15 09:00:00 81 0.392 36.29% 0.34 ~73---1976/03/01 18:00:00 . --1976/03/04 07:00:00 -s·2"" ----+------=-o-."3-c-89-c----+-.. ·--=3~6.~5~0°~Yo---+07' . .,,..34~----· .. -·. __________ _, ~---174 19ss10212112:oo:oo -·-1sss102124 00:00:00 ---s1···· o.389 -----3c-"5-=.1:c.c1~%~-f-co-=.3""3 _____ . _________ ___, --175 2002/12/2016:00:00 I -2002/12/2319:00:00 . 76 0.356 .. ___ 36.92% 0.33 -·------1 176-i 1979/03/17 07:00:00 1979/03/23 00:00:00 .... • ---138 0.348 37.13% 1--0.33 ___ ·-------·-·-- 177 1993111130 06:00:00 1993112101 14:oo:oci'-----r-·--33 o.347 37.34% o·~_-3~3----- 1---1~1~8 ---I 1967/11/3018:00:00 1967/12/02 06:00:00 -j .-37 I 0.346 37.55%__ 0.33 -------·- 1---~17~9 __ ---__j___ .. 1978/12/17 02:00:00 . --+-1978/12/21 ?2:00:00 :·l=, __ !.!Z__ __ -----0.341 ___ __,1 ___ 3_7._76_0/c_o_--+o_._32_-_·----=-=--=--=--_ ... _______ _,_, _____ _ 180 1984/12/1816:00:00 1984/12/2214:00:00 I 95 0.337 37.97% 0.32 4/13/2017 11:33 AM 4/11 Ii ' I I ' . I I II 11 Ii 11 I t I I I I I Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration ! Peak Frequency Return Period ~ ___ 1_8_1 __ ·~1===1=9=7_9-1_0-3=1_2-1=0=1=:o=o=:o=o===:====1_9-7=9-'-0=31=3_0 ___ 1_8_:_o-o=:~o-o-__ ~_-_~~---_~_-_·_-a~4--_-_·_~!--~o~.3~29~---+----3-8-.1-9-%---+-o.·3~-2-----------1 ~----18'--2 __ ~1 __ 1_9'-=8~Y-'-0-'-31_17~~06'-:0~0_:0'-0---+----1~98=3....,/0-'-3_12_6~1~8:~00~:~00~_-+--·-----:-22=9c--_+----_0_.3_1_9 __ +-__ 38_._40_°1c_o_--+-0_.3_2 _________ . ___ ._ 183 I 1957/01/0715:00:00 1957/01/11 20:00:00 102 _,_: ___ ._0_._31_8 __ +-__ 3_8,_6_1°/c_o_---+o_.3_2 ____________ ___, 184 1994/03/19 05:00:00 I 1994/03/22 16:00:00 84 i 0.314 38.82% 0.32 --~----------+-----~------+------+--------~----------I 185 1994/03/07 03:00:00 1 1994/03/09 17:00:00 63 0.311 39.03% 0.31 ----·------+-------+-----~----------+-------------, 186 1988/02/02 04:00:00 ___ 1 1988/02/05 06:00:00 75 I __ o_.3_0_8 __ +--__ 3_9._24_0/c_o _ __,_o_.3_1 _____________ __, 187 1964/01/21 09:00:00 1964/01/25 01 :00:00 89 0.295 39.45% 0.31 ·--------+-------~ r--_188_____ 1981/02/08 22:00:00 I 1981/02/11 18:00:00 69 0.29 ____ .,_. __ 3_9._6_6°_Yo_-+o_._31 ___ ·-·---- 189 1988/04/14 22:00:00 1988/04/17 03:00:00 54 0.286 39.87% 0.31 ~------+------------+----------+-------+-------+-------+------·--·-··------~---___ 19_0 __ +--_1_9_8_2/_04_/_01_11_:0_0_:0_0_--+ __ 1_98_2_/0_4_/0_3_1_1 :_00_:_00 __ +-----4_9 __ -+----0-.2_6_3 ___ +--__ 40_.0_8_°1c_o _-+-o_.3_1 ___________ . _____ _, ___ 19_1 __ +--_1_9_5_4/_0_3/_17_00_:0_0_:0_0_--+ __ 1_95_4_/0_3_/1_8_1_2:_0_0:_00 __ +-' ___ 3_7 __ -+-__ o_.2_6_1 ___ +--__ 40_.3_0_0/c_o_-+-o_.3 _______ --·--------1 192 1998/01/2917:00:00 1998/01/31 21:00:00 I 53 0.253 40.51% 0.3 e----+------------+----------+-------+---------------+---------------1 193 1982/01/20 07:00:00 1982/01/24 03:00:00 93 0.245 40.72% 0.3 ~ 194 +----19_7_8-/0-3/_0_9-19_:_00-:0-0---·----1-97_8_/0_3_/1-4--1-6-:0-0:-00--+----1-18---+---0-.2-3-7--+----40-.9-3-0/c-o---+-0-.3----------·----·--- ~--1gg-··-······· 2006/03/11 01 :00:00 ____ ----·-==2=0=0-6_/=-03=/=13=0·=8=:0=0=:0=0=========-5_6=====:=====0.=2-3_4====:====4=1=.1=4°=Yo=--~·-~.,~0-._3-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_~_-_--_---_---_, =---1~----1992/02/06 13:00:00 _ +---1_9_92_/0_2/_1_0_2_0_:0_0_:0_0 _ __,_ ___ 1_04 __ --+ __ 0_._22_1 __ -+-__ 4_1._3_5°_Yo_-+0_._3 ________ . ____ _, 197 1991/01/0916:00:00 1991/01/11 05:00:00 38 0.214 41.56% 0.29 ~~-198---r 1982102,10 10:00:00 1982102113 03:00:00 66 0.21 41.77% 0.29 199 1996/10/30 16:00:00 1996/11/01 04:00:00 1 37 I 0.192 41.98% 0.29 200 2007/04/20 17:00:00 2007/04/22 01 :00:00 33 0.184 42.19% 0.29 ,_ __ 2_01 __ +-__ 19_7_7_/0_3/_2_5_0_0:_00_:0_0_--+ __ 1_9_77_/0_3_/2_7_1_4_:0_0_:o_o _ __,_ ___ 6_3 ___ --+-__ _.co-'-.1:..::8_4 __ +-! __ 4_2'-.4_1~°1c~o--+-'i0_.2~9---------------I 202 1995/04/16 11 :00:00 1995/04/20 18:00:00 104 0.171 i 42.62% 0.29 o-----+-----------+-----------j-------· 203 1965/12/2921:00:00 1966/01/0107:00:00 59 017 i 42.83% 0.29 r ___ 2_04 __ -+-__ 1_98_7_/1_2_/0_4_2_3_:0_0:_00 __ . __ . __ . __ ._1.cc9-=.8c.c.7/-"12/=-0=6'--1-'3'-'..:0'-'0-'-:0-=.0_--+=====-=-3'-'9=====:====-'-o-'-._1-5:;3====:1====4-'-3-~·-'-0~4~o~y.-o===:_o'-._2-8====================.::--1-I ,_ __ 2_05 __ +-__ 19_9_8_/1_1/_0_8_1_0:_00_:o_o_.___ -·-__ 1-=.9-=-98='-/~11-'-/1-'0-'0'-1-"':0-=.0.cc:0-'-0---+---4-'0----+--o'--.-14_7 __ +---4-'-3._25~°1c_o_--+o_.2_8~------------1 ,_ __ 2_06 __ +-__ 19_9_3_/0_6/_0_5_1_5:_00_:0_0 __ -· ______ 1993/06/06 22:00:00 ---j----'3'-2----+---o'-.1-'3-=.9 __ +--__ 43'--. ....,46~0/c_o --+0-.2-'8------------1 207 1993/03/26 04:00:00 1993/03/29 20:00:00 89 0.126 43.67% 0.28 ----------1 o-----+----------· ··--- t-___ 2_08 __ +-__ 20_0_1_/1_2/_0_9_1_7:_00_:0_0 __ .. _.__ _. __ 20_0_1/_12/_11_1_6_:0_0_:0_0 ___ +---4-'8'-----+--0'--._10'-'6--+---4-'-3.-'-88~°1c-o_-+0-.2-8~------------t 209 11 2000,02120 18:oo:oo 2000,02,24 15:oo:oo 94 0.105 +----44_.~o9_°1c_o _--+o_.2_8~----------·--· ___ _ 210 . 1965/02/06 04:00:00 1965/02/09 03:00:00 72 0.101 44.30% 0.28 211 2006/02/28 00:00:00 2006/03/02 14:00:00 63 0.1 44.51 % 0.28 212 I 1985102109 08:00:00 1985102111 14:00:00 5s 0.099 44.73% 0.21 213 2006/04/0419:00:00 2006/04/07 07:00:00 61 0.099 -+---44_.9_4_0/c_o --+-0_.2_7 ____________ _, 214 1966/01/3010:00:00 1966/02/01 22:00:00 61 0.099 __,_ __ 4~5_.1_5°_Yo_-+-0_.2_7 ___________ ___, ,_ __ 2_15 __ +-__ 19_8_7_/0_1/_0_6_2_1:_00_:0_0 ·-·-______ 1_98_7_/0_1_/0_9_0_8_:0_0_:o_o _ __,_ ___ 6_0 __ __,_ __ 0_.0_9_9 __ .,_ ___ 4_5~.3=6~01c_o_-+-0-.2=7 ______________ ___, 216 1992/03/02 11 :00:00 1992/03/04 22:00:00 60 0.099 45.57% 0.27 t------+----------·----·-·----------------j-------j-------1----c-',~~-+-~-------------------1 ~ ___ 2_1_7 _ ___, __ 1_9_61_/0_1_/2_6_1_2_:0_0_:0_0 __ -,. ____ 1961/01/28 17:00:00 _ +--~5'-4----+---o'-.0~9-=-8 __ +-__ 45.c,-._78_°1c_o __ --+0-.2~7~-------·--------< ,__ __ 21_8_--+-----19'-=5-"51~0--11_10~09'-:o~o'-:o'-'o---+ __ 1-'-95=-=5-'10'-1'""'11...:::2_1=2=:o-'-o:-'-oo=---......... ___ --=-52 __ --+ __ -=.o....c.o..c..98=------+----4--5_.9~9%~--t-c-o-.2~7---·-··-.. _________ __, f-----2=-1 __ 9 ____ +---_1-'9'-=5-'-91c=-o--"21_16~06'-'-:o=-=oc.c.:o'-'o---+_--'-1-'-95=-=9--'0=2'--'11-=-8...:::2-=-o:=o=o:-=-oo=--____ ···-·--·· ----=-63=------+---=-o=.o-=-98=------+----4-'-"6=.2=0-'-%'--···--+=o.-=-27~----··· ...... ···--·- 220 1970/02/10 08:00:00 1970/02/13 01 :00:00 _____ 6=6=-----+--0=·-=-09'--7--+---'4-=-6.'-4-'-1 °'"'"Yo_--+0_,..c·=-26=-------···-·-·------ ~---22_22~21____ __ 2003/12/25 04:00:00 ______ . 2003/12/27 18:00:00 ··--······ 6532 ·-·-I 00 .. 009977 ·r··-__ 4..cc6c.c..6=2'-'--%=----f."0=.2=6 ________________________ _ 1952103118 21 :oo:oo 1952103121 oo·oo·oo 46.84% o 26 ~ --_,,22""2243-=----+---1=97=30"710=-c3-,1--1'"'"'1-4~:o-'-o:-'-oo=----+----1-'9'-=7=31-=-03=1=-14'-0=7=;0=-=o=;o:..::o_--+ ___ ·· 6469 _ -··· ·· ······f ······-__ -_·_-___ -'_ 00=._00=-=99-'-77---+--==-4--7~_-=-0=5~01c:_o ===-:0::2:6=====--------=====-·==-=--· -------1 1951/12/12 01:00:00 1951/12/14 01:00:00 47.26% 0.26 225 : 1959101114 04:oo:oo 1959101116 01:00--:-00---+-52 1 -=-o=o-=-97'c------+----4=7=_4'-=7-'-%'---_-___ --+'-o=.2-"--6--------- 226 I 1984/11/24 18:00:0o-· 1984/11/26 16:00:00 . -· 47 .. t·-···--··---=-o'-'-09.c..5~--+---4=7-,5-'-5-o-'-"yO ___ -t-"--0.~26~---·------- ···--:2=2=7·-·~---1=9=52=-c/o=--1c-,/2=-c5c-c0c=7ccc:O""o""":o-,-o----+--~19'-"5~2/~0..cc1/...:::27-=--'-03=.c.:O""o'-'-:o=-=o'----+--·--45 . --.... o:096 ---4..,.,7=--,8'--'9~%~-t-.c0-.2c'c6-----------····-···-···-·-- 4/13/2017 11:33 AM 5/11 I J i 1 • • , • a I J I Excel Engineering peakFlowStatisticsPostMitigated.csv Rank ~ Start Date I End Date ! Duration Peak ] 228 I 1979101131 03:oo:oo ___J__ 1979102103 20:00:00 90 ~--o.096 ----48-.-10~0/c~o -·--t-0-.2-5 _____________ _ 229 12000/03/05 17:00:00 I 2000/03/07 17:00:00 49 ---0.095 -i 48.31 % 0.25 ,___ __ 23_0_ 199211212123:00:00 1992112130 12:00:00 s2 ___ · 0.095 ---r---48.52% ____ ==:o=.2=5=======-_-___ ------1 '.-i---1 lis~!!!~!~!-, li~rnF.~ -~ L_---!-!-i_j __ J-1 -=----=-;=-l=:-!=i--=--~--1==--==-+-~!=-i=-!=--==--=·-=-_-_--_-_~~~-=·-------~--------- ~ 235 -+--1 1996/01i31 06:00:00 1996/02/0318:00:00 t ~~ l 0.094 =t' --49-.-58_°1c_o_-+o-.·2-5 ______________ _ f-236 . 1999/04/12 00:00:00 I 1999/04/13 16:00:00 41 __ 0_.0_94 __ -"_--·==4=9.::::79=0/c=o===:0=.2=5===--·-_-_------=--=--=--=---====-· __ _ 237 1 1986/02/08 02:00:00 1986/02/10 03:00:00 50 , __ 0_.0_9_4_~--+--__ 5_0_.0_0°_Yo_---+_0._2_5 _________________ _.. f---~-L __ 1952/12/20 13:00:00 1952/12/22 02:00:00 1 38 ~-0.093 ___ 50_.2_1_°1c_o --+-0_.2_4 ________________ _ 238 1955/04/30 22:00:00 1955/05/02 21:00:0~L 48 0.093 I 50.42% 0.24 r---240 -1958/03/0612:00:00 1958/03/0813:00:00 ~----0-.0-9-3--+-------5-0-.6-3-0/o--+-0-.2-4 ____________ _ >-.?_4_1_ _ .. 1974/10/29 07:00:oq----t-_ 1974/10/30 23:00:00 41 _ -_-0-.0-93----+-----5-0-.8-4-0/o-_-__ -_-:__-o=.2=4=====· ·=-=---~·===-=•===== 242 1984/12/08 02:00:00 1984/12/09 14:00:00 37 _o~.0~9~3--+---~5~1.~05=--cO/o_-+-o_.2_4 ____ ·------------- =~-_243 ~-. 1959/12/21 05:00:00 _ -1959/12/22 21 :00:00 ___ 4=1~---+--0~·~09~3 __ +' -~5~1-~27"7°cc-Yo_-+0~.7"24c--_____________ _ 244 983/04/2909:00:00 I 1983/05/0115:00:00 55 0.093 _ 51.48% 0.24 ____________________ _ r-245 987/02/24 07:00:00 ~: 1987/02/26 21 :00:00 ----63___ 0.093 ---5-1.-69-0/c-o--+0-.2-4--=· 246 • _ 1973/03/08 14:00:oo_ -_ 1973/03/10 02:00:00 I -~ -+-i--o-.-09~2---+----5-1.-90-0/c_o_=:o=.-2_4==-----=--------------_-_-:-__ -_-_-_-· 247 ~1 -_ 199010410410:00:oo _ . 1990104/06 02:00:00 --1· --~--0.092 . 1 , 52.11% 0.24 248 _ _ 1983/12/0318:00:00 I ___ 1983/12/05 07:00:00 38 . 0.092 ---+-· ___ 5_2._3_2°_Yo_-+0_._23 ______________ _.. 249 2002/12/16 18:00:00 2002/12/18 12:00:00 43 0.092 52.53% 0.23 ~250 1971/02/1711:00:00 1971/02/19 00:00:00 , 38 I ----0.-09-2---+----52-.7-4_°1c_o--+-0--.2-3 ____ _ 251 1-1954/01/2411:00:00 1954/01/26 23:00:00 61 ··3--0.092 -5-2-.9-5-%---+-0.-23----====----------, 252 1955/02/27 20:00:00 1955/03/01 08:00:00 37 0.092 53.16% 0.23 ~-. 253 1957/04/20 18:00:00 1 1957/04/22 21 :00:00 52 --0-.0-9-1---+-,I --53-.3-8-0/c-o ---+--0-.-2-3 ___ ------ 254 , 1982/11/09 22:00:oo==::::= 1982/11/12 04:00:00 I 55 -0-.0-9_1 __ ,_I ---53-.5-9_°1c_o _--+--0-.2-3--·------------ -25~-==r 1980/01/18 04:00:0~ 1980/01/20 13:00:00 58 ----+---~==·=o_.-0=9_1-_--_-_-_-:__-_-:_-=._-5_-3_.-8_0-=._01c-o_-_-_-_++-o-=._.-2_3-:_-:_-=._----============-- __ ?.~+ 1950111105 23:00:00 195011110123:00:00 . 4_9____ 0.091 54.01% --+o_._23 _____________ __ ~-~-. l 1982/11/2915:00:00 1982/12/01 22:00:00 56 0.091 I 54.22% 0.23 ----------·- 258 1986/12/0616:00:00 1986/12/0814:00:00 47 0.091 -~ 54.43%. 0.23 ~--259-1976/12/3017:00:00 I 1977/01/01 22:00:00 ' ~ -0.091 --+1--5-4-.64-0-Yo-----+-0.-2-2 ______ --------~ ~---~ 1969/11/07 00:00:00 1969/11/08 21 :00:00 ~ ~----+---0-09-1---+---54-.-8-5°-Yo--+0-.-22 ______________ _ ~-251 1980/03/26 01 :oo:oo 1980/03/27 09:oo:oo --~535 --+---00· ._0099 _ -55.06% 0.22 ·----------~ =--~ r 1974/12/2811:00:00 1974/12/30 17:00:00 --++-1====·5_5-_.-2_7-0_Yc-o===-=--o-._2-2==-~==-=-·--===--------- 263 1952/12/30 22:00:00 1953/01/01 09:00:00 I 36 0.09 55.49% 0.22 f---~ 1986/04/06 07:00:00-~~ 1986/04/07 18:00:00 36 0.089 55. 70% 0.22 Frequency Return Period ---·----·--------t 265 1994/01/25 02:00:00 1994/01/28 10:00:00 81 0.089 55.91°/o 0.22 ----·---------- ~~--1998/01/0918:00:00 -·· 1998/01/12 07:00:00 ···---62 ___ I 0.089 --5-6-.1-2-%---+-0-.2-2-·--·--·-··----····- ---267 _ J. 1979/10/2011:00:00 ---i--1979/10/21 22:00:00 ··----36-i-0.-08-9---+-i ·--5-6-.3-3-%--+-0-.2-2-------··---··- ~ 268 2001111124 19:00:00 _ 2001111126 06:oo:oo 1 36 o.089 ---56.54% _ L-_0._2222 ____ := 269 1981/02/25 23:00:00 1981/02/27 08:00:00 34 0.089 56.75% 270 1964/12/2711:00:00 -··-· 1964/12/2911:00:00 .--49-· -0-.0-88---+---5-6-.9-6_% _____ 0.22 ---- 271 1957/10/1407:00:00 -1957/10/1516:00:00 -~--I •.. 0.088 57.17% 0.21 ··------··------ 272 I 1957/12/05 06:00:00 / 1957/12/06 22:00:00 ----4-1-----1----·-·--o-.0-88---+----5-7-.3~8~%----+-o-.2-1--··----·------I ~-273 1980/12/0713:00:00 --1980/12/0819:00:00 ···--31----~ 0.088 57.59% 0.21 ---··--· ~-274 ·2004/12/0514:00:00 .. 2004/12/0621:00:00 .... 32···---~Q.087--57.81% -0,21 ·- 4/13/2017 11:33 AM 6/11 I I l i i I & I • II I I I I • I i I I ! ! Excel Engineering peakFlowStatisticsPostMitigated.csv Rank ' Start Date ' End Date / Duration Peak Frequency Return Period :. ~s~ L_ 1986101130 01:00:00 1986102102 02:00:00 -~1 ___ ____.c._68~------t'--_-_-_-_cco-.=o:8-1'------_-_---!~-~---_--___,5:_8:.o:2-0-'10===:=o~.~2=1 ========-=-=====---=-== _ 276 ---L---1972/12/0417:00:00 -4--1972/12/05 23:00:00 ' 31 _0'---.0=-=8cc._7 __ ,f-------'5~8'-.2~3°~Yo_.--+--0_.2_1 __ ·-------------277-· ---1975/02/0311:00:00 --1975/02/0510~~ 48 --0.087 58.44% 0.21 _ 278-=r 2006/01/02 02:00:00 2006/01/04 05~-r-------52 --,f-------'o---'.0""5-'--7--l--5=--'5'---,6-=5~0/o~---+o-.-21--------------1 279 _j____ 1965/01/24 08:00:00 I _ 1965/01/25 13:00:00=±=~ --~3~0-----+r--·-o~.0-=-8'---7--+l --~58'-.~86~0/.--c-o--+Oc-_L__-~1~--_------_-----_-_ 280 I 1989/03/2515:00:00 I 1989/03/2713:00:00 47 0.087 _-1 . 59.07% 0.21 -----·-----2a1---r 2001/04/07 20:00:00 --; 2001/04/09 03:00:00 32 0.087 59.28% 0.21 282 ---r---1979/02/21 05:00:00 ----1979/02/2314:00:00 !' __§13__ 1~-0.086 59.49% 0-.2-1 ___________ _ __ -283_ ~ 1997/12/0619:00:00-~ 1997/12/0816,Q0:00 _ __§__ 0.086 I _ 59.70% 0.21 ==-=--------=-=---~~---- 284 j-----J-995/02/14 07:00:00 1995/02/16 00:00:00 42 0.086 59.92% 0.2 ~~5--+------J951/11/23 07:00:00 1951/11/2411:00:00 ~ 0.086 -6-0.-13-0/.-o----+0-.2---------------- 286 i 1952/04/10 19:00:0H_ 1952/04/12 01:00:00 , ~-I= _o_.0_8_5 __ +--===60=._3-4=o/c=o====o=.2===---====----===--=--=----_-_-_-_-__ _, 1------28_7_ _ 1996/02/26 15:00:00 1996/02/29 03:00:00 =t=----r--61 -0.085 __ 6_0_.5_5°_Yo __ ---+-0_.2 _______________ _, 288 1957/03/16 12:00:00 1957/03/17 17:00:00 30 0.085 I 60.76% 0.2 -~ ' 1987/04/0418:00:00 1987/04/05 210000 28-0 085 --60-.9-7_o/c_o---+-0-.2----------------- ---~ 1960/01/2523:oo:oo 196010112105:00:oo -31-·~-_ 0:085 1 --61-.-18-01«-o--+-0-.2--------------- ---=--291 _ --1960/09/11 07:00:00 j---1960/09/12 12:00:00 -_l_Q__ -===0=.0=85=========6=1=.3=9°=Yo=====0.=2===========-----_-_---:-__ -_-__ 292 I 1953/01/06 21 :oo:oo 1953/01/09 08:oo:oo 60 _o_._08_5 __ +' __ 6_1._60_o/c_o __ -+o_.2 _____________ _ -~ _ --~. 1970/01/16. 19:00:00 -+ -1970/01/17 23:00:00. =E _ ______1L__J___ ___ o_.0_85 __ -l-__ 6_1_.8_1°_Yo __ --+-0._2 ___________ _ 294 1980/03/10 17:00:00 1980/03/11 20:00:00 ·-____ __1!3___==+= 0.085 62.03% 0.2 --~~ 195510211109:00:00 I 195510211813:oo:oo 29 0.084 62.24% 0.2 296 1960/11/26 20:00:00 I 1960/11/27 23:00:00 • ~----0.084 62.45% 0.2 --2971--1951/08/28 12:00:00 I 1951/08/29 17:00:00 -~ I 0.084 62.66% 0.2 _ 298 L 1986/10/09 23:00:00 1986/10/1113:00:00 39 , 0.084 __ __;_______6_2_.8_7°_Yo __ --+_0._2 ___________ _ -~9 ___ j 1996/12/27 19:00:00 ---+---t96/12/29 06:00:00 1 36 _ 0.084 -+-63.08% 0.19 ___ 3QQ__ I 199510312520:00:oo ==t __ J99810312801:oo:oo ---~ 0.083 63.29% 0.19 --~~-;--! ~ ~~~~~~~: ~~~~~~~~ ----~ ~~~~~;~~~ ~~;~~~~~ -~~ ---+----~-:~-:-~--+--11 --:~-:~-~-~-:--+-~-: ~-~---------------- ,___3_0_3_ 1980/12/04 17:00:00 ' 1980/12/06 11 :00:00 ! -~ -0-.-08-3--.~, --6-3-.9-2-%----+-0-.1-9 __________ ---- ~--·-304 ---r-_ --1954/12/10 02:00:00 -t------t 954/12/11 09:00:00 , 32___ 0.083 -+---6-4.-14_"/._o-----+o-.-19 _____ --------1 ~-305 -=-__ 1959/04/26 09:00:00 -=::r:==-1959/04/27 11 :00:00 L--2_7 ___ r=·-o.-0-83-----+-_-_ -6-4-.3-5°-Yo---+-0.-19------------·- -306-. 1983/02/02 17:00:00 i 1983/02/04 04:00:00 ~ 36 +---0.083 , -64-.5-6°-Yo--0-0._1_9 ____ ----------- _ ---_ 3~0~7:-_±.-_-_---_ 1953/03/02 01 :00:00 T--1953/03/03 02:00:0~0 :_ _ 26 -__ o~-+--=-=-6-4_.=77=0/.=o===:o=.1=9====-==---=--===----__ -_-_-_-_ _ 1956/01/3111:00:00 1956/02/0112:00:00 -· 26 0.082 ----+--6_4_.9_8°_Yo __ ---+_0._19 ______________ _ 1962/03/06 10:00:00 . 1962/03/07 21 :00:00 36 0.082 -+----6_5_.1_9°_Yo_--+0 __ ._19 ____________ _ 310 1999/03/2517:00:00 I 1999/03/2619:00:00 27 0.081 ! 65.40% 0.19 ~--~~1-· 2006/03/29 00:00:00 ··--2006/03/30 07:00:00 -J----~ _ _j___ Q,081 ----====65=.6=1=0/.=o ===:0-:::_.1-=:_9=----~==---·=====---==--~---_ -_ -_ -t-t 312 1952/03/01 07:00:00 1952/03/0211:00:00 29 0.081 65.82% ,0.19 =·-·31~=-----.i_ ..... 1998/03/31° 19:00:00 __ ·--_· _1998/04/01 23:00:00 ·-~-29._ :--=--~ -0.08 -66.03% 0.19-------.-._·---- ~-314 L__ __ 1961/11/2520:00:00 I 1961/11/2620:00:00 ___ 2_§. 0.08=----l---6-=-'6'-'-',2"-,4C.C.%c.___,_co-'.1'-"-9------------- l---331165 I 1996/02/21 10:00:00 ·---__ 1996/02/22 22:00:00 ·· t------37 0.08 I 66.46% 0.18 ·- f---317 200111210108:oo:oo ___ .... 200111210914:00:oo 55 . _ 0.08 66.67% -+-'o_.1=8------------··- 2000102112 21 :00:00 2000/02/15 04:00:00 56 0.08 66.88% 0.18 f---··---=3C""C1-c-8---+-·----c2-'-oo-=-4~/0'-,2/~0,--c3c...Occ___2~:0-'-o:~OO--2004/02/04 14:00:00 37 0.08 -t-1---=5""'1'"".o-'-9°~Yo---+0-'--.-18~-------------l f---319 --+-· --·2004/04/02 01:00:00 ·-----2004/04/03 01:00:00 --l--25 _ 0.08 ----+---... _. _.:;6.c..c7"c=.30.=...o/cc.co_-::::_-'-o'-.=18~===============---· ------l 320 _ _j___1954/03/3007:00:00 1954/03/3106:00:00 I 24 0.08 67.51% 0.18 f-----~--I -1976/08/3014:00:00 1976/08/3113:00:00 24 ··--·-· 0.079 67.72% 0.18 4/13/2017 11:33 AM 7/11 I j ' i i ' f Excel Engineering peakFlowStatisticsPostMitigated.csv Rank j Start Date ~ End Date Duration L Peak __ [ ___ F_r_eq_u_e_nc_y_---+--R_et_u_rn __ P_e_riod _______ _ -322 ' 1982/01/29 02:00:00 l 1982/01/30 00:00:00 __ _J___ -_-23 ---I 0.078 -t,I 67.93% 0.18 323 1988/01/0517:00:00 _ _[_ 1988/01/0615:00:00 ! 23 O.Q78 -68.14% -m·--__ -________ --__ -_-_-_-_-__ 324 1973/11/1811:00:00 1973/11/1919:00:00 ~ 33 0.078 68.35% 0.18 __ 325 __J__ 1995103113 06:00:00·=+-= 1996/03/14 07:oo:oo -==-26 0.077 68.57% -6:1a ___ ------_:-==--- 326 _: ___ 1963/11/15 20:00:00 1963/11/1618:00:00 _L_ __ 23 0.077 68.78% 0.18 --------- 327 ± 1975/02/09 20:00:00 , 1975/02/10 21:00:00 26 0.077 68.99% 0.18 --328 1973/02/28 05:00:00 r--1973/03/01 04:00:00 j-24 1--0~.0~7=-7--+--~69~.~20~°/c~o---+o~.1-~8------------- -329 1962/02/15 21:00:00 1962/02/1716:00:00 44 I 0.077 69.41% 0.18 330 1959/12/10 05:00:00 1 1959/12/11 03:00:00 23 0.077 -;-69.62% 0.18 -~-1957/12/1514:00:00 1957/12/18 04:00:00 I __ 6~ 0.077 69.83% 0.18 -~-1959/02/08 07:00:00 1959/02/0918:00:00 36 I 0.077 70.04% 0.18 -~)33 -2007/12/19 04:00:00 ! 2007/12/20 09:00:00 --30§ O.Q76 -70.25% 0.1-7 ___ - --~ L--!996/01/2121:00:00 t 1996/01/2304:00:00 -3~ -0.076 ··=i=' --7~0~.4~6°~Yo---+~0 . ..,.17~-----------< _ _ -~ ~--1982/09/26 07:00:00 1982/09/27 13:00:00 31 0.076 _ 70.68% 0.17 ----- 336 1982/01/1022:00:00 1982/01/1201:00:00 28 0076 70.89% 0.17 ------------- -~-2006/02/1907:00:00 2006/02/2006:00:00 1-~!4 I 0.076 71.10% 0.17 -338 1979/02/14 06:oo:oo , 1979102115 03:0o:oo --22 -0:076 1 71.31% 0.17 --------------_ ~-=-+' -= 1957/01/0513:00:00 --~r 1957/01/06 09:00:00 21 O.Q75 J ===-7~-1~.~5=-c2':=_°lc~o,-______ +t-0-:-_.1:7':=_-:-_-:-_-:-_-:-_-:-_-:-_-:-_-:-_-_::==~--==-=--- 340 1952/11/2303:00:00 _ 1952/11/2404:00:00 ~ 26 -0.075 71.73% 0.17 _ ·: 34f~+~-1968/02/13 07:00:00 1968/02/14 05:00:00 ~---~o~.o'-=7c"-5--+-_-_-_-~-7~1-._9-4:°lc:o::::o:.~1=7::::_·::::--_··=========---- 342 j 2008/02/0311:00:00 =t=2008/02/0414:00:00 1*--· r---0.074 72.15% 0.17 _ ~--t 1980/04/2306:00:00 1 1980/04/2401:00:00 I 20 0.074 +--_ 72.36% _ 0.17 344 1975/11/27 23:00:00 I 1975/11/2914:00:00 40 -0.073 72.57% -+-0-.1-7 ___________ _ --~-1978/11/21 20:00:00 =t=t·-_: 1978/11/2219:00:00 _ . _ 24 1--0.073 -7-2-.7-8-0/o--+-0-.1-7 ___________ _ 346 ----:--2000/10/27 11 :00:00 2000/10/28 05:00:00 ' 19 0.073 / 73.00% 0.17 ... ____ 3-4~ 1995/03/21 15c00~0 1995103122 09~o,oo. 119 . 0.073 -+l--7-3.-21_°/c_o --+-0-.1-7---====----------- 348 1997/01/23 09:00:00 . 1997/01/2415:00:00 31 , 0.073 _ _J___ 73.42% 0.17 -349 \ __ 1_990/05/2812:00:00 J_ _ 1990/05/29 07:00:00 --~ I ___ o_.0_7_2 __ +--__ 7_3_.6_3_0/o ___ +-o_._1_7 __ -_-==--------~-=-=-=-·===-=------ -350 1' 19!>7/04/1921:00:00 ii_ 1967/04/2014:00:00 j 18 --~-0.07ci'_ 73.84% 0.17 ---~-----2005/10/1717:00:00 _ 2005/10/1904:00:00 · 36 . 0.072 ---7-4.-0-5°-Yo---+0--.-17 ___________ _ --352-' 1983/02/0615:00:00 1983/02/09 02:00:00 t-60 -0.072 ----7-4-.2-6°-Yo---+-0.-17 _________ _ --3~--! 1s8411211sos:oo:oo 19a411211s23:oo:oo ---1-s·· ·-0.012 , -----7-4-.4-7-%--+-o·.-1-6------------ ~~1 1985/01/08 03:00:00--~, --1985/01/08 20:00:00 __ 1_8__ -Q.071~ -7-4-.6-8-0/o·--f-0-.1-6 ___ ------------- -----+---------------- 355 I 1980/10/16 09:00:00 1980/10/17 02:00:00 18 0.071 74.89% 0.16 --356 --1978/01/3020:00:00 1978/01/3115:00:00 .• :·--20 _ 0.071 75.11% 0.16 357 _ 1953/11/1420:00:00 1953/11/1601:00:00 I 30 0.071 75.32% 0.16 ____ -------- --~---1964/03/23 03:00:00 1964/03/2416:00:00 t 38 -0.07 75.53% 0-.1-6------ 359 1995/03/2313:00:00 1995/03/24 09:00:00 ~2-1--! 0.07 75.74% 0.16 --------------1 -·---::3-=-50.,.... , · 1952103126 04:00:00 · 1982/03/26 21 :oo:oo -1_8___ *= o.o7 -75.95% 0.16 _ _361_=f---1982/11/1904:00:00 ··:· 1982/11/2013:00:00 . __ a,r-~--__ o.QL~_ 76.16% 0.16 -----_· ------ 362 1984/10/17 10:00:00 1984/10/18 03:00:00 18 0.07 ·-=75=-,3=7=o;.c-o --+0,-.1c-c6c-----·---=--363 -~---· 1990101131 03:oo:oo ·-199010113119:00:oo ----11~·---=-o.-=o=-7--+----,7=5:-:.5=8.,..,%---+-=--o.-=-15=----------------1 364 , 1963/04/17 08:00:00 1963/04/18 01 :00:00 18 ·--=-o-=.0=55=----+----::7=5-=,7=9oc-cyo---+-=-o.-,-1-=--5-·------------- --365 --1987/10/31 09:00:00 ---1987/11/0115:00:00 ---3-f .. 0.068 77.00% 6,-.1~6------------- -· 366 1976/04/15 20:00:00 ---1---1976/04/16 20:00:00 25 0.068 77.22% 0.16 ---------------- -----367-~ 2006/12/10 04:00:00 --2006/12/10 19:00:00 ' ·--16---~---0.068 -· 77.43% -0.16 -·-=--=--=--_:_-_-_-_-_-_-___ -__ -====--__, 368 1958/03/27 16:00:00 1958/03/28 06:00:00 15 I 0.068 I 77.64% -----0.16 - 4/13/2017 11:33 AM 8/11 i ' • • l I • • I i I f i I I ' I • I i I " Excel Engineering peakFlowStatisticsPostMitigated.csv Rank ' Start Date End Date I Duration i Peak Frequency Return Period i I ---1960/02/10 22:00:00 I 46 i 0.067 77.85% 0.16 369 1960/02/09 01 :00:00 ~ 370 i 1983/11/20 11 :00:00 1983/11/21 10:00:00 24 0.067 78.06% 0.16 f---------------t---0.067 78.27% ---0.16 371 I 1993/12/11 20:00:00 1993/12/12 15:00:00 20 ---------Q.16 ·------·--------------- 372 J_ 2006/05/22 08:00:00 2006/05/22 22:00:00 15 0.067 78.48% -~ --2000/04/18 23:00:00 26 0.067 78.69% 0.16 -·--373 2000/04/17 22:00:00 f----------------1982/12/30 10:00:00 13 0.067 78.90% 0.16 374 I 1982/12/29 22:00:00 -t ---! ------375 1998/12/06 08:00:00 1998/12/06 21 :00:00 ---+---14 0.066 79.11% 0.16 I 1996/12/06 04:00:00 -------1996/12/06 21 :00:00 18 0.066 79.32% 0.15 376 --+---------·-·-+---i --------- 377 i 1978/11/24 12:00:00 1978/11/25 02:00:00 15 0.066 79.54% 0.15 I----------·---· --------+-----· ·---------------- ~--378 __ j 1997/01/03 09:00:00 1997/01/04 00:00:00 16 0.066 79.75% 0.15 ---1990/04/17 11 :00:00 ----1990/04/18 03:00:00 ··--· 17 0.066 79.96% 0.15 -379 , 380 ' 1969/04/06 00:00:00 1969/04/06 13:00:00 14 i 0.066 80.17% 0.15 381 1972/11/11 12:00 :00 1972/11/12 01 :00:00 I 14 0.066 80.38% 0.15 -----~ 382 2004/03/02 03:00:00 2004/03/02 17:00:00 i 15 0.065 80.59% 0.15 ·----------383 1998/05/12 21 :00:00 1998/05/13 10:00:00 : 14 i 0.065 80.80% 0.15 384 ' 1987/11/05 03:00:00 1987/11/06 00:00:00 22 ! 0.065 81.01% 0.15 385 1985/01/28 20:00:00 1985/01/29 15:00:00 20 ! 0.065 81.22% 0.15 f-------------.J_ __ 386 1967/04/22 01 :00:00 1967/04/22 15:00:00 15 j 0.065 81.43% 0.15 387 i 1989/02/09 19:00:00 1989/02/10 18:00:00 24 0.065 81.65% I0.15 388 I 1957/10/31 03:00:00 ' 1957/10/31 16:00:00 14 0.065 81.86% 0.15 ~ 389 --,---2005/03/22 23:00:00 ! 2005/03/23 11 :00:00 13 0.065 82.07% 0.15 i 390 i 1990/06/10 11 :00:00 -+--1990/06/11 02:00:00 16 0.065 82.28% 0.15 391 1973/03/05 11 :00:00 1973/03/05 23:00:00 13 0.065 82.49% 0.15 392 I 1954/01/12 18:00:00 1954/01/13 14:00:00 21 0.065 82.70% 0.15 --------393 I 1990/02/04 14:00:00 1990/02/05 02:00:00 13 0.065 82.91% 0.15 ---394 1965/03/12 22:00:00 1965/03/14 08:00:00 35 0.065 83.12% 0.15 ~ ----395 I 1975/12/20 17:00:00 1975/12/21 07:00:00 15 0.064 83.33% 0.15 -t------ 396 ! 1983/04/13 01 :00:00 1983/04/13 20:00:00 20 0.064 I 83.54% 0.15 --397 i 1984/12/11 06:00:00 1984/12/11 18:00:00 I 13 0.064 I 83.76% 0.15 398 ' 1993/01/02 12:00:00 1993/01/03 00:00:00 13 0.064 83.97% 0.15 399 1963/04/26 06:00:00 1963/04/26 18:00:00 13 0.064 84.18% 0.15 --400 i -1995/01/21 06:00:00 j 1995/01/2117:00:00 12 0.064 i 84.39% 0.15 ~ ---~- 401 I 1998/12/01 19:00:00 1998/12/02 06:00:00 12 0.063 84.60% 0.15 -----------··----402 2007/08/26 15:00:00 2007/08/27 02:00:00 12 0.063 I 84.81% 0.14 --------403 1991/12/28 05:00:00 1991/12/28 16:00:00 12 0.063 I 85.02% 0.14 -------404 1990/01/14 07:00:00 1990/01/14 22:00:00 16 0.063 i 85.23% 0.14 --------405 ----1961/11/20 20:00:00 1961/11/21 07:00:00 12 0.063 I 85.44% 0.14 ·-----· ----406 1986/02/13 12:00:00 1986/02/14 00:00:00 13 0.062 85.65% 0.14 ----I -----407 1971/01/12 22:00:00 1971/01/13 13:00:00 16 0.062 ! 85.86% 0.14 ---------408 1955/03/11 05:00:00 1955/03/11 15:00:00 11 0.062 I 86.08% 0.14 409 2001/03/06 20:00:00 2001/03/08 03:00:00 32 0.062 ' 86.29% 0.14 410 1970/01/10 04:00:00 I 1970/01/10 19:00:00 16 0.061 ! 86.50% 0.14 411 1951/12/19 11 :00:00 1951/12/19 21 :00:00 11 0.061 ' 86.71% 0.14 -------412 1985/02/02 12:00:00 1985/02/02 22:00:00 11 0.061 ' 86.92% 0.14 413 t 1973/03/07 01 :00 :00 --1---·-------1973/03/07 10:00:00 10 0.06 87.13% 0.14 ----414 1978/11/11 21 :00:00 1978/11/1219:00:00 23 0.06 87.34% 0.14 ~4:rs--1987/03/22 04:00:00 -----------1987/03/22 13:00:00 10 0.06 87.55% 0.14 4/13/2017 11:33 AM 9/11 • • i t I i I t I I t I t I Excel Engineering peakFlowStatisticsPostMitigated.csv Rank ! Start Date _L End Date _ __________j____ __ Duration _____ L__ Peak I F_re_q_ue_n_cy_------+I R_e_tu_r_n _P_er_io_d __________ _ 416 1958/03/11 08:00:00 I 1958/03/1118:00:00 --t-11 =t= -0~~0~6--~~~--~8~7~.7-=c6°~Yo_--+~0.~14~------------------- ,______ __ 4_17 __ +-----19_6_7_/0_3/_3_1_14_:_00_:0_0_~1 __ -1967/03/31 23:00:00 ---~ 10 _-. --oo:_0066 ____ -_-+--!, -~87~.9~7~o/c~o __ +o_.1~4 ____________ _ 418 1974/03/0213:00:00 1974/03/02 22:00:00 +-10 88.19% 0.14 0---4-1_9 ____ I 1960/11/13 02:00:00 + ---1960/11/1311 :00:00 --. I 10 ----r--·o.06 88.40% 0.14 -420 1968/04/0201:00:00 ==---·1968/04/0211:00:00 ---r--= 11 -0.06 88.61% 0-.1-4-- 421 1987/02/1400:00:00 1987/02/1408:00:00 9 0.059 88.82% 0.14 --422 1975/04/1711:00:00 1 1975/04/17 20:00:00 --10 0.059 89.03% 0.14 ----------------1 -~--· ------------ 423 L 1955/01/31 08:00:00 1955/01/3116:00:00 ± 9 -i 0.059 1 __ ~89~.2~4~%~-----1-o.~14~----------------------1 424 1951/12/0505:00:00 , 1951/12/0515:00:00_____ -11 0.059 89.45% 0.14 -------------=~+: _1987/03/0608:00:00 ____ , 1 1987/03/0622:00:00 15 -r-0.059 89.66% --~------------- 426 1983/02/25 00:00:00 . 1983/02/25 08:00:00 9 0.059 89.87% 0.14 -427 -191310210101:00:00 1973;0210115:00:00 -9 o:osa-------+------9~0~.0~8~%-=_-_-+-o_.1_4~_-_-_ -------~~-------------------- ---428 ! 1955/11/1716:00:00 1955/11/18 02:00:00 11 1 -~-0 058 90.30o/o ,0.14 -~ 429 I 1969/11/10 05:00:00 1969/11/10 14:00:00 10 -=*-----~o:~o5~8~_-__ -----+--+--_-_-~~9=0~.5-=1°=Yo===:=o·=14======------=--------~~~----~-- 430 1958/09/24 08:00:00 1958/09/24 16:00:00 9 0.058 90.72% 0.14 431 1977/12/1810:00:00 : 1977/12/1817:00:00 I -8 0.058 ----90.93% -0.14 ~32 1 1992/03/08 os•oo·oo 1992/03/0819:00:00 I 15 I -~o.~05=5---+------~9~1~.1~4°~Yo---+0~.--,--13CC---_____ -------- ---------;;f:33-___ _j___ 1971/02/23 07;00;00 t 1971/02/23 15:00:00 9 _· 1--_-o~.0~5c-'-8--+------,--91~.=35~o;.c-o ------+o~.1c--c3c-------------------< -43j___l_ --1959/01/0612:00:00 1959/01/0619:00:00 8 --0.058 91.56% 0.13 435 i 2006103121 05:00:00 r 200610312112:00:oo 8 0.051 91.77% 0.13 _ 436 1983/12/0920:00:00 _____ ~--1983/12/1002:00:00 : 7 , ___ 0_.0_5_7 __ +--1 ___ 91_.9_8_o/c_o_-+--o_.1_3 _____________ _ 437 1952/12/2811:00:00 1952/12/28 22:00:00 --=-----= 12 _RI _().057 92.19% 0.13 _ = -438 ___ I 2007/02/2808:00:00 2007/02/2815:00:00 --+-_ 8 _ _0.057 92.41% -+--0_.1_3 ______ -------- -439 ~997/12/18 20:00:00 I 1997/12/19 05:00:00 i 10 0.057 92.62% 0.13 440 1992/03/27 08:00:00 i 1992/03/2715:00:00 -_ ---_ _ 8 ---: --0.056 92.83% 0.13 441 2001/03/1020:00:00 2001/03/1105:00:00 10 I 0.056 93.04% ____ Q.13 ______________ _ ,___________ ----·----------+---------+------------------- 442 1965/01/01 00:00:00 _ 1965/01/01 06:00:00 ----t-----7____ _ 0.056 --+---9_3_.2_5°_Yo_--+_0._13 _______________ _ ____ __ 443-±' ---1980/03/22 00:00:00 1980/03/22 06:00:00 ___j_____ 7 __ 0. 056 --I 93.46% 0.13 444 1957/02/2312:00:00 ~-1957/02/2318:00:00 _ __J___ --7 --0.056 93.67% 0.13 _____ -------------«If---1989/02/0418:00:00 1989/02/0500:00:00 ~ 7 ----1 0.056 --93.88% -0.13 _____________ ______, -------«s -I --_ 1955/04/2210:00:00 1955/04/2216:00:00 I ____ _J_______==f=' 0.055 ----+--94_._09_0/._o __ ---+---o_.1_3 ___ -------- __ 4_47 _ 2007/02/1115:00:00 2007/02/11 20:00:0o--==r=-= 6 0.055 94.30% 0.13 _________ -------~ ---448 1953/02/2316:00:00 1953/02/24 02:00:0(}-----+-___ --·--11 ___ -__ 0.055 I 94.51% 0.1_3 ____________ ~ ___ 4_4_9 __ [ ___ 2008/01/23 23:00:00 I 2008/01/24 04:00:00 , 6 0.054 94.73% --().13 __________ ______, 450 1989/01/0719:00:00 I 1989/01/07 23:00:00 1 -5 $-----0.054 94.94% 0--.1-3 __ _ ---~ 1953/04/28 01 :00:00 1953/04/28 06:00:00 ___ 6_ ------0.-05-4-------+-----95 ___ 1_ 5-0/.-o --+-0-.1-3 ________ --------- -~---1977/01/29 05:00:00 -----1977/01/29 09:00:00 5 0.054 95.36% _Q.13 __ _ ~-453 1954/03/20 15:00:00-~ 1954/03/20 20:00:00--__ 6 ___ --0.054 -+---, --95.57% 0.13 ~-----~;r--·---1963/09/04 14:00:00 1963/09/04 18:00:00 --__ 5 _______ ·--. 0.053 ----95. 78% 0.13 ---·· ---455 __ · 1 1_964/11/10 20,00~0 1964/11/10 23,00,00 4 0.053 +------95-.9-9-0/.-o --+--0-.1-3-·===------~~===---=----------_-----1 --:~~ ---~:::~g:~~~ ~~;gg;gg -~=-~:::~g:~~: 6~;gg;gg ---·{----~ g:g~~ ---+-, --::-:4-2~-~-:--+--g-:~-i-------------=-4455-~9--=-_ -----_21090911//002/3/2105 2107:_0000:.0000---2001/02/21 02:00:0Q ____j__ --·7----·-___j____o_.0_5_2 __ -+-r---=-----_9-6~._6-2~0;._o~------+-r-o~.1~3~~~~~~~--=--=---=--=--=--=-----_-___ ____, ---1991/03/15 20:00:00 ·-·-i--4 _ --0.052 96.84% 0.13 --460 __ .. 1972/12/0814:00:00 1972/12/0817:00:00 4 -0-.0-5-2---+----97-.-05_o/c_o---+-0-.1-3-------------- ~-::~ ----~::~~g~~~:6;;gg:gg ~::~~g~~~~6:;gg;~g -~---: -~ g:g;~ :;::~~ -·-g:~~ --::_-___ -_-_-_-_-__ -_-~~~~--=----- 4/13/2017 11:33 AM 10/11 I i • j • • I I f I Excel Engineering peakFlowStatisticsPostMitigated.csv Rank I Start Date L--~~--l Durati_<>rl__ _ Peak _ ____J__Frequency 463 -----t 1976/04/1313:00:00 -I 1976/04/1315:00:00 t 3 I~ 0.051 __j __ 97.68% ,_____ __ 46_4_ 199510111100:00:oo_ j 199610111102:00:oo--_,_ ==-3 _ _ o.o5i 1-97.89% 465 1971/10/17 04:00:00 1971/10/1710:00:00=+ ___ 7 ---0.05___ _ 98.10% _ -466-1998/03/14 21:00:00 1998/03/14 23:00:00 3 0.05 98.31% ,____4_6_7_ 1957/10/21 08:00:00 I 1957/10/21 09:00:00 --+ __ 2__ __Q.Q§__ 98.52% 468 1974/03/2713:00:00 H974/03/2713:00:00 1 , 0.05 i 98.73% 469 2008/02/20 15:00:00 2008/02/20 16:00:00 --2---1 ~ 0.05-t -98.95% 470 __ 1957/05/2110:00:00 1957/05/2110:00:00 __ 1__ _ _ 0.049 --99.16% -- 471 1 1988/08/2418:00:00 H988/08/2419:00:00 2 0.049 99.37% 472 ----t---1963/03/2815:00:00 1963/03/2816:00:0_Q_____J --2--0.049--1 99.58% -- 1----_~47~3-_ --t-' 199670212514:00:00 1996/02/2514:00:00_j ---1-_ Q.049--99.79% -End of Data-----------------' Return Period 0.13 ---------0.13 0.1_3 __ _ 0.1_2 __________ _ 0.1_2 __________ _ -----------0.12 0.12 _____ . ______ _ 0.12 0.1_2 __________ _ 0.1-2 _____ _ o.~ ----------- ---------- 4/13/2017 11:33 AM 11/11 " iH ! ll 1 - - - ... .. ... • -- Excel Engineering Development of the Flow Duration Statistics Similar to the Peak Flow Statistics, the flow duration statistics are also developed directly from the SWMM binary output file. It should be noted right from the start that the "durations" that we are talking about in this section have nothing to do with the "storm durations" presented in the peak flow statistics section. Other than using the same sequence of letters for the word, the two concepts have nothing to do with each other and the reader is cautioned not to confuse the two. The goal of the flow duration statistics is to determine, for the flow rates that fall within the hydromorphologicaly significant range, the length of time that each of those flow rates occur. Since the amount of sediment transported by a river or stream is proportional to the velocity of the water flowing and the length of time that velocity of flow acts on the sediment, knowing the velocity and length of time for each flow rate is very useful. Methodology The methodology for determining the flow duration curves comes from a document developed by the U.S. Geological Survey (USGS). The first stop on the journey to find this document was a link to the USGS water site (http://www.usgs.gov/water/). This link is found in Appendix E (SDHMP Continuous Simulation Modeling Primer), found in the County Hydromodification Management Plan1. On this web site a search for "Flow Duration Curves" leads to USGS Publication 1542-A, Flow-duration curves, by James K. Searcy 1959 (http://pubs.er.usgs.gov/pub1ication/wsp1542A). In this publication the development of the flow duration curves is discussed in detail. In Pub 1542-A, beginning on page 7 an example problem is used to illustrate the compilation of data used to create the flow duration plots. On page 8 a completed form 9-217-c form shows the monthly tabulation of flow rates for Bowie Creek near Hattiesburg, Miss. For each flow range the number of readings is tabulated and then the total number of each flow rate is totaled for the year. It should be noted that while this example is for a stream with a minimum flow rate of 1 OOcfs, for the purposes of run-off studies in Southern California the minimum flow rate of zero (0) cfs is the common low flow value. Once each of the year's data has been compiled the summary numbers from each year are transferred to form 9-217-d. On this form the total number of each flow rate is again totaled and the percentage of time exceeded calculated (as will be explained later under the discussion of our calculations). Once the data has been compiled a graph of Discharge Rate vs. Percent Time Exceeded is developed. As will be explained in the next section, the use of these curves leads to the amount of time each particular flow can be expected to occur (based on historical data) . 1 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by Brown and Caldwell Engineering of San Diego. (http://www.projectcleanwater.org/images/stories/Docs/LDS/HMP/0311 SD HMP wAppendices.pdf) Excel Engineering How to Read the Graphs2 Figure A shows a flow duration curve for a hypothetical development. The three curves show what percentage of the time a range of flow rates are exceeded for three different conditions: pre-project, post- project and post-project with storm water mitigation. Under pre-project conditions the minimum geomorphically significant flow rate is 0.1 Ocfs (assumed) and as read from the graph, flows would equal or exceed this value about 0.14% of the time (or about 12 hours per year} (0.0014 x 365days x 24 hour/day). For post-project conditions, this flow rate would occur more often -about 0.38% of the time (or about 33 hours per year) (0.0038 x 365days x 24 hour/day}. This increase in the duration of the geomorphically significant flow after development illustrates why duration control is closely linked to protecting creeks from accelerated erosion. 0.05 0.10 .15 ~lmpeNOUS Flow cfs) --Pre-Project Flow (c ) --Post.Pro·ect M'tiga ed Flow (c - -Pre.Project .205 - -Pre-Project 0 1 .20 ~Time Exceeded 0.2!5 0 0.35 0.40 Figure A. Flow Duration Series Statistics for a Hypothetical Development Scenario Development of Flow Duration Curves The first step in developing the flow duration curves is to count the number of occurrences of each flow rate. This is done by first rounding every non-zero flow value to an appropriate number of decimal places (say two places). This in effect groups each flow into closely related values or "bins" as they are referred to in publication 9-217d. Then the entire runoff record is queried for each value and the number of each value counted. The next step is to enter the results of the query into a grid patterned after form 9-217d. The data is entered in ascending order starting with the lowest flow first. The grid is composed of four columns. They are (from left to right) Discharge Rate, Number of Periods (count), Total Periods 2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan - • -.. -• • -• - - - -- - - - - - Excel Engineering Exceeding (the total number of periods equal to or exceeding this value), and Percent Time Exceeded . Starting at the top row (row 1 ), the flow rate (which is often times zero) is entered with the corresponding number of times that value was found. The next column is the total number of values greater than or equal to that flow rate. For the first flow rate point, by definition all flow rate values are greater than or equal to this value, therefore the total number of runoff records of the rainfall record is entered here. The final column which is the percent of time exceeded is calculated by dividing the total periods exceeded by the total number of periods in the study. For the first row this number should be 100% For the next row (row 2), the flow rate, and the flow rate count are entered. The total number of periods exceeding for row 2 is calculated by subtracting Number of Periods of row 1 from the Total Periods Exceeding of line 1. This result is entered in the Total Periods Exceeding on row 2. As was the case for line 1, the final column is calculated by dividing the total periods exceeded by the total number of periods in the study. For the second row this number should be something less than 100% and continually decrease as we move down the chart. If all the calculations are correct, then everything should zero out on the last line of the calculations. The final step in developing the flow duration curves is to make a plot of the Discharge Rate vs. the Percent Time Exceeded. For the purposes of this report, the first value corresponding to the zero flow rate is not plotted allowing the graph to be focused on the actual flow rate values. The Flow Duration Analysis The Flow Duration analysis is composed of the following series of files: 1. The Flow Duration Plot 2. Comparison of the Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail) 3. The calculations for the Pre-Development flow duration curve development (USGS9217d) 4. The calculations for the Mitigated flow duration curve development (USGS9217d) The Flow Duration Plot The Flow Duration Curves Plot is the plotting of both the pre-development and mitigated post- development sets of Discharge Rate vs. the Percent Time Exceeded data point pair lists. Only that portion of the flow range within the geomorphically significant range (010 -011) is summarized. With these curves one can see a visual representation of the relative positions of the respective flow duration curves. The flow duration curves are compared in an East/West (horizontal) direction to compare post development Discharge Rates to pre-development Discharge Rates. The pre-development curve is plotted in blue, and the mitigated curve is plotted in green. As long as the post development curve lies to the left of the pre-development curve (mostly3), the project meets the peak flow hydromodification requirements. 3 See hydromodification limits for exceedance of pre-development values --- -.. -• -• - -• -.. ..... • - - - - - ·- - - Excel Engineering Pass/Fail comparison of the curves The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post-development curve has a corresponding "Y" value (Flow Rate), and "X" value(% Time Exceeded). For each point on the post development curve, the "Y" value is used to interpolate the corresponding Percent Time Exceeded (X) value from the pre-development curve. Then the Post-development Percent Time Exceeded value is compared to the pre-development Percent Time Exceeded value. Based on the relative values of each point, pass/fail criteria are determined point by point. For each set of data, the upper right hand header value shows the name of the file being displayed (ex. flowDurationPassFailMitigated.TXT). The first line of the file shows the name of the SWMM output file (*.out). The next line shows the time stamp of the SWMM file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close . The first column is the zero based number of the point. The next two columns show the post development "X" and "Y" values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two "X" values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are: 1. Opost being outside of the geomorphically significant range 011 to 010 2. Opost being less than O pre 3. Opost being less than 110% of the value of Opre if the point is between 011 and 010 There are two ways that a point can fail. They are: 1 . Opost being greater than 11 0% of Opre if the point is between 011 and 010 2. If more than 10% of the points are between 100% and 110% of Opre for the points between 011 and 010 A quick scan down the last column will quickly tell if there are any points that fail. At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest. -• -• -• -• -• -• -• -- - - - - - .... ... - - Excel Engineering Plan Check Suggestions As was described under the peak flow section, is the responsibility of the reviewing agency to confirm that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process . Compare the Data Stamps for Each of the Statistics Files Used In This Analysis. As was described in the Peak Flows section, all report files should have time stamps that are nearly identical. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated . Verify the Flow Rate Counts For each of the pre, and mitigated flow duration tables, a few randomly selected flow value counts should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report> Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Next step is to click in the left most header row of the SWMM table which will select the entire table. Now from the main menu select Edit>Copy To>Clipboard. Now open a new blank sheet in MS Excel (or suitable spread sheet program) select cell A1 and paste the results from the clipboard into the spread sheet. Now sort the values based on the Total Inflow column. This will group all the flow values together enabling the number of occurrences of each value to be counted. At this point the a few (or all) of the counts on the various USGS9217d.txt files can be verified. Manually Verify That the Percent Exceeded Values (form USGS9217d) are Correctly Calculated The discharge rates and counts are confirmed as was described above. The top row should be just above the low flow rate (Olf) value. Total Periods Exceeding of the first line should be the total number of rainfall records between 010 and Olf. The percentage of Time Exceeding should be the total periods exceeding divided by the total number of rainfall records between 010 and Olf. (100% for the first line). For each successive discharge rate, the total periods exceeding for the current line should be the total periods exceeding from the line above minus the number of periods from the line above. The number of periods and the number of periods exceeding should zero out at the last line. Compare Plotted Curves to Table Data Randomly check a few of the plotted points against the values verified above . Verify by Observation that the plotted values of 010 and 011 are reasonable. Verify that the correct values for each of these return periods are plotted correctly on the graph. Excel Engineering 6 5 4 -~ 3 -s "' 2 a:: J ..2 1 LL 0 -1 -2 Flow Duration Curves · . . .. . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . , . . . . . Pre Development Post Development Mitigated --~~~~~~~~~~~~~~~~~~~~,------1........a..)l('-'--._a_1_0~(5_.6_3_1_cl~s)~~~~----* ........ ~Q-lf~(0_.3_7_36_c_ra~)~~~---1 .................... : ........................................... ; .. ' .................. · .. . . . . . . . . . . . . . . . . . . . . . . . . : .................... ·.· .................... · ...................... -· .. . . . . ............................................................................ . . . . ... : ..................... · ...................... -...................... -..................... · .. . . . . . . Flow Duration PreDevelopment=365(days)x24(hr/day)xO. 191 (%)=16. 7(hours/year) ·Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.199(%)=17.4(hours/year) 0.00 0.05 0.10 0.15 0.20 (o/o) Percent Time Exceedance I. j i • I I I i I I I t I i Excel Engineering flowDurationPassFailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve --·----·----------·· ---·-----____ -------------·- post~deveiopmentSWMMfTie:V:\16\ 16034\engineering\GPI P\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.out ·-= epost-development time stamp: 4/13/2017 10:27:52 AM -· · ·-· ---Compared to: ------------·------·--------------------------------·--- pre-developmentSWMM file: V:\16\16034\engineering\GPIP\current\Storm\SWMM\16-034 PRE-DEV3.out -------·------. -- pre-development time stamp: 4/13/201710:26:20 AM . ----------··. ·---------·---___ -----------··----~= ------~-r------~---r---~ I ~-------------- ! ,:,0,l> I ,:,0J> 1' ,,+ ~0 I + ~0 .1 o\~+ ~ '!!< ~0 I ~ <v-'r-o\~ o\<j) o\o q Q:-'li' o\0 ' o\o /., • "1 ·1 "~ G-~ . ~ I ~ I G-I &' . " qo «.'-o I <::>0 <::>0 i ~o ~o I "'-..., ~ 0 ' ty+ ty+ o<,; ·1· qO I q~ I o\o ·1 o\o : ty+~ +'°--:--o--.-i=-_Q.37 . +· __ 0.20.~ ···-o~=t FALSE_ ==· -~T=R_U_E~_-_--J-_F_A_L_S_E___ Pass: Post Duration <10% Over Pre Duration 1 ! 0.43 0.18 0.18 . TRUE FALSE : FALSE Pass: Post Duration< Pre Duration -- =~2 =L 0.48 · '-~6-I 0.16 -t-TRUE _+---FALSE __ ·t-FALSE -+-P_a_s_s:_P_o_s_t_D_u_ra_ti_on_<~P_re~D_ur_a_tio_n _______ _ 3 I 0.53 --t-0.15 I 0.15 ------t-TRUE +--_ FALSE ! FALSE Pass: Post Duration < Pre Duration = _4 -l-0.59 + 0.14 ---+--0~ TRUE FALSE -~ FALSE Pass:PostDuration<PreDuration 5 , 0.64 , 0.13 ' 0.13 ! TRUE I FALSE __J_ FALSE Pass: Post Duration < Pre Duration :=I::_7 = . 00 .. 6795 t-' -00_,1121 ---r---00._1121--. r= TTRRUUEE -t-FFAALLSSEE _l ____ FF=AA~LL __ SS-~EE~ ___ 1_P_a_s_s:~P~o_s_t =D_ur_a~tio_n __ <~P_re~D_ur_a~tio_n __________ _ r---I I Pass: Post Duration < Pre Duration ~_L_C 0.80 +-0.11 -+--0.10 t FALSE __ TRUE I -F~A~L=s=E·---+-P_a_s_s_:=P-os-t~D-uration<10%0verPreDuration 9 ' 0.85 ' 0.09 0.10 ' TRUE FALSE FALSE Pass: Post Duration< Pre Duration --~r-=1-g::~--·;=-· g:g: -=r=¥oF+= i=~~ s=--~=:~t~~~~----+-~. ~~~~-=~~:=~t~s=s~E=E=_-_-_-_--t--r~::~:~:~; =~=o_o-:~:-=g~~~~:~!i~i-~-~---=~~:~-=-~=g~~-~-=~::~~--~---_-__ -_-_--_-_-_-__ -_--= ~· 12 =t-= _ _J_._Q_1 __ r__Q.Q!3_ -i_ _()_,Q!3_ 1 . TRUE -~ FALSE ---.+r_--__ -_~=F~A~L~~s=-c=E;_-_-~_-+:p~~a_s:s~:=P=-'-o~s:t:D~u~ra:t~i-'-o-n_-_<-==P==-r-'-e~~=D~u-r-'-a:t,-ccio~-n_-_-_-~_-=__-_------= 13 , 1.06 _l___. 0.07 _j__ 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration ~ 14 --r= 1.12 __j_ 0.07--0.07 · TRUE --r FALSE FALSE Pass: Post Duration< Pre Duration ----~ =---~~-=-t= ;~r-=t=~-t=~~=+-· i=~~ -=c__L ~:t~~ f==i:t~~ -~!!!'.~~!!g~~:!:~~=~~=g~~:!:~~ = ~;--+-~:;: -±=~-1 ---£~-=r i=~~ +-~:~~~--t ~:t~~ -~:::; ~~:: g~~:::~~: ~~= g~~:::~~ =-~---i=--~ :~ -· g:g; --f. --g:g; ~--i=~~-_ _j_ -~:t~~ 2 -~:t~~ -+c~==-:~:-;· ~=~~!~!=g~~~~!~!:-~n-n ·=-~~~~:-'--=g-'-~~~:~!:~~~--------=·=--~ ~ ~-~~49 ---+--+--CJ.04--+--0.0S+--TRUE--_J FAL __ S_E __ --rJ-'--___ FA_LS_E __ -+-P_a_s.c_s_: P_o_s_t_D~u_ra_ti_on_<_P_re_D_u_ra_ti_on _____ - 22 . 1.54 0.04 ±. 0.05=+ TRUE i FALSE t--FALSE Pass: Post Duration < Pre Duration ~. 23 I 1.60 ~I 0.04 __ -o:-64 ·-·TRUE ==r-FALSE ----F-A-LS_E ___ -+-P_a_s~s-: P_o_s_t_D~u-ra_ti_o_n_<_P-re_D_u-ra-ti-on-----·~ ~----1!__ l 1.65 . _0.03 -~-0.04 TRUE --i--FALSE FALSE Pass: Post Duration< Pre Duration 25 =1==!2()___+ _o_m_ _ _/__ 0.04 _ TRUE -t---F_A_L_S_E __ -+--__ F_A_L_S_E __ -+--P_a_ss_:_P~o_st_D_u_r_at_io~n_<_P_re_D_u_r_at_io_n _____ ~-- 26 r------_ 1.75 _ • ·-. _0.03 _J 0.04 . TRUE · -. __ FA_L_S_E __ -+-~ __ F_A_LS_E __ --+P_a_s_s_: _Po~s_t_D_u_ra_t~io_n_<_P_r_e_D_u_ra_ti_o_n _______ "_ 27 (___ 1.81 += 0.03 l 0.03 TRUE -t-FALSE FALSE Pass: Post Duration< Pre Duration ~--~---J. 1.86 . ..___Q.03 __(-~~~~_ TRUE -t_---_-_-_-F_A_L_S_E---f-----FA_L_S_E __ -+-P-a_s_s_: P-o~s_t _D_u-ra_ti_on_<_P-re-D-ur-a-tio-n------~ 29 __J__ 1.91 += 0.02 _J 0.03 TRUE I FALSE • FALSE Pass: Post Duration < Pre Duration -~ 30 =-+---TI?-_~ -0.02 ___J 0.03 -TRUE , FALSE FALSE Pass: Post Duration< Pre Duration 31 I 2.02 i 0.02 I 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 4/13/2017 11:33 AM 1/3 I t I I I t I I I I I a I I I I I I I I I i I i i i Excel Engineering flowDurationPassFailMitigated.TXT 1 i, : 0J> I 0J> I + <$:0 I ,_+ <$:0 ii o\<t,., . .1/0 l w0 I «l' 1' <v+v I o\~ I o\~ o\o ' ~ I «,'-0~ <fl I <::Jl/\o <:i:,.o\o , O~t-'1 0~ '1 'I i} '1 .._.._r:::, II q_'l><:,i I q_O~ I q_'-0 I o\<t,,+~ , o\<t,,+~ , +<f ~--__ [ __ _J _ ---_l__ ______ , ·--___ J l_o\~ ______ __,_I~~----~~~~=--~-------~ 32 I . 2.07 L 0.02_ _ _J_ .. 0.03 __ J_ TRUE . _l__ FALSE . I FALSE Pass: Post Duration < Pre Duration ~ ~--~-J ~: ~ ~ -=t . g:g~~ ~_g_:g~ --:-=-_-· ~----±_J_~~ --. _· ~~=-:~~~~=~~_-::_-::_ .. -::_:~p=P-:_-:_:-::_;:~-=-~-:_!-::_g~~"~~-:_!-=_:~-::_~-::_:-::_=~=-~~~:-:.g~~-=-~-:_!~:~~-=-~-=-~-=·=_--::_= __ --::_-·_·=-=-----. 35 ' 2.23 ' 0.02 L 0.02 ~ TRUE FALSE • FALSE Pass: Post Duration< Pre Duration :-_ __lL __ + --~29 1 0.02 . . Ojg__t· -. TRUE -+-FALSE =t-~F=A~L~S=E~-_-_-_;-tr=~P-::_a-::_ss-::_::P=o-::_st=D:u=r=at=:io=:n=<=:P=re=D:u=r=at:=io=n====-----_ -_ -__ : 37 ' 2.34 , 0.02 R.02 TRUE -j--FALSE FALSE Pass: Post Duration < Pre Duration f-·_ ~ r-. 2.39 ~ ___Q,Q_2 ~,.QL_~ ··~T=R~U~E~---+-----+. --_ ~F~A~L~s=E~-. ---+--===F:A=L:s:E======P=a=ss=:::P:=o=st=D:u=:r=at:=io=:n=<=:P~r~e=D:u=r=at=:io=n==========---· - f--~ _L. ___ 2.44 I. . .. 0.01-+, .. 0.02 , TRUE _ FALSE --+---~F~A~L~S=E __ -+-P_as~s~:~P~o_st~D=-u~r-~at~io~n_<_P=r~e~D~u_ra~t~io_n ________ _ 40 2.50 ~ 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration f-~1·~1 2.55 -• 0.01 . 0.02 TRUE FALSE FALSE Pass: Post Duration< Pre Duration : 42==1--_= =.· 2.60-I . 0.01. =+=' . . 0.02 1 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 1----43 ___ 1---2.66 ~'-.. _Q.Q1__ 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 44 +-2.71 _ _J 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration< Pre Duration ·----==: -T. --m-_-::_ __ f ~J=Wr_± i=~~ ·-+----~~~:~~~=~~--+r---~~~:~~~=~~----+~=:-:~:-; =:~~:-!~g~~-~:-:~:~-~-:~:=-~~:~g-~-~:-!:~~-~------·-~-~ ~-~ r 6~1 ~~q-TRUE~_F_A_L_S_E ___ ~ __ F_A_L_S_E __ -+-P_a_s_s:_P_o_s_t_D_w_a_~~n_<_P_ra_D_w_a_~_n _____ _ 48 , 2.92 1 0.01 -+-0.01 TRUE FALSE I FALSE Pass: Post Duration < Pre Duration ~~--+· 2.98 -L_ D.01 : -0:01 .--·TRUE FALSE FALSE Pass: Post Duration< Pre Duration = 50 ---+. 3.03 _ I. 0.01 -+-0.01 t=~ .TRUE --t=~ FALSE FALSE Pass: Post Duration< Pre Duration 51 3.08 r-0.01 --l--0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration ~ ~ 1--3.~ ~--Cl.01 · 0.01 . .TRUE . , . FALSE FALSE Pass: Post Duration< Pre Duration :__J,f----r_._--+--~_3.19 .=-t=_ O.Q1 .. 0.01 =· _ -TRUE -~----F-A_L_S_E----~,---F-A_L_S_E--=:P=a=s=s_:-P:=o:=s=t=D=u_r-a:=ti_o-n=_< ___ P=re=_D-_-ur:=a:=tio=n===-------.~-~--- 54 ' 3.24 1 0.01 0.01 ~ TRUE FALSE FALSE Pass: Post Duration < Pre Duration ~~---~·3.29-=r ~0-1---~, 0.01 1 , .--TRUE FALSE FALSE Pass:PostDuration<PreDuration 56 -1--3.35 _ _J_ 0.00 0.01 __ T_R_U_E ____ + ___ F_A_L_S_E __ +-__ F_A_L_S_E __ -+-P_as_s_:_P_o_st_D_u_r_at_io_n_<_P_r_e_D_u_ra_t_io_n ________ _ =: 57 ---t-3.40 ~--0.QQ__ ~ 0.01== TRUE . FALSE FALSE Pass: Post Duration < Pre Duration ~-. _ ~--f. _ 3.45 . j __ O.QQ__··+· 0.01 -~· TRUE _______ F_A_L_S_E ___ -+-___ F_A_L_S_E __ -+-P_a_s_s:_P_o_s_t _D_ur_a_tio_n_<_P_re_D_ur_a_tio_n ______ ~ ~ ~--: ___ ~_5_1 __ I 0.00 _O_.Q!____ . TRUE _ -+-· __ F_A_L_S_E __ -+-__ F_A_L_S_E ___ -+-P_as_s_:_P_o_st_D_u_r_at_io_n_< __ Pr_e_D_u_ra_t_io_n ______ _ 60 _. J___ 3.56 , 0.00 , 0.01 TRUE FALSE FALSE Pass: Post Duration< Pre Duration =---_fil_ _ __L_. __ -3.61. -+ 0.00-1 · 0.01 , . TRUE FALSE i FALSE Pass: Post Duration< Pre Duration 62 : 3.67 , 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration = ,63 I-· ·-n·2~1·---o:O_o_ -, 0.01 TRUE FALSE I FALSE Pass: Post Duration< Pre Duration 64 , 3.77 , 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration< Pre Duration 65 ± 3.83 ... _;_ . 0.00 __ --· 0.01 TRUE FALSE FALSE Pass: Post Duration< Pre Duration 66 3.88 --L 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration f--· ~~3=~ 1 . 3.93 __ j_--0-.0~~ 0.01 TRUE . ---F-A-LS~E---+---F-A_L_S_E---+-Pa_s_s_: -P-os~t-D-u-ra-t~io_n_<_P_r_e_D_u-ra-t-io-n·------= __ 68 ___ .. _ 3.98 ;_ 0.00 0.01 _______ TRUE FALSE FALSE Pass: Post Duration< Pre Duration 69 4.04 f 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration =-ro_~ ~---· 0.00 _0.01 ~E ____ F_A_L_S_E ____ ~F~A~L_S_E ___ P_a_"_:_P_o_~_D_u_r_~_~_n_<_~_e_D_u_ra_t_~_n _____ _ 71 I 4.14 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration< Pre Duration 4/13/2017 11:33 AM 2/3 I I I I I 1 I I I I I t I I I t I I I t I I I I I I I I I I I I I t I I I I Excel Engineering flowDurationPassFailMitigated.TXT 00 1 ~'!Jo 1 ~0 ~0 , ~+ ~0 , V0 I VV .t,+ '< + '< o\o ~ '!t< ~0 «i «.,~ o\~ o\<j I o\o ~ .,,_q_ ~ Q:-'b' o\o o\o .,,_t-1 '!,.. '1 ...._ ..... ~ ~q.V. ' ... ____ [ ~ ---I ·# Q_ 0 ~ ___ l ,,.<>"' I .,.q <t___ -' .,..,+ <f I .,.q .f"" •• , .B___ . 4.20 ! _ 0.00 [ __ ---=0--=.o-=o ___ j TRUE FALSE -FALSE ----l-'-P-=a=ss-_,:_:._P__::O_::_St:_:D=-:u=r=at.,_.io.,_n:_<_:_P:_r:.=e-=D=-=u=-ra=t=io.-'Cn __ ·-·--------l , _ __n___~--4.?§. !··.--0.00 j_ 0.00 _' TRU'--E----+--__ F_A_LS_E __ --+--_ FALSE Pass: Post Duration< Pre Duration , _ --~-_ _ _ 4.30 _ 0.00 --+--~0--=-00-'------+-__ T_R_U:_E _______ F_A_L_S_E __ -+---FALSE Pass: Post Duration < Pre Duration 75 4.36 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration '-----76 --r--4.41 .. -0.00 0.00 TRUE ----F-A-LS-E----+-1 --FALSE Pass: Post Duration< Pre Duration ~77 ___ 4.46 , -0.00 0.00 TRUE +---F-A_L_S_E---+---FALSE Pass: Post Duration ~ Pre Duration ---78--~-· 4.52 · -o.oo o.oo TRUE FALSE ----'F:_:A-=L=-=S=-=E=----+-P-=a=s=s:c.cP-=o:.::s.:..t =-D=ur-=a"'tio-_,n.:_<_:__:__P-=rec..:D=-u=r-=at=io::c.n'--~ -789 01 I -44_-6572 J. _ o0_.o0o0 0.00 ' TTRRUUEE FFAALLSSEE FFAALLSSEE Pass: Post Duration < Pre Duration ----i J 0.00 Pass: Post Duration< Pre Duration ~ 81 4.68 j 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration ~-.13_2 ___ , -~-o.oo _ __j __ ,...o.-"'-oo.,.___-+--__ T.:..:Rc.-.U--.:E-=-----1-1---:_-_-_-_,-=-F;A;;L:;s:;E:~~~::~~~;F~A;;L:;s:;E:~:__-~:;P;a=s:s.,_:~P;o:.::s:c.:-'-t:..::=-D=-==u=-r-=a=:.:.:.t=io:;n;:<;:_:_P-'-=r-=-e;D;u:;r-=a=t:;io:;n;:~~~-----1 ~-~-I 4.78 0.00 0.00 i _ _:_T.:..:R:.::Uc-::E,___--+-i __ .:_FA:..::=.LS=E-=-----+---'-F.:.:A=LS=-E=-----+P'-a=s:.::s_:_: '-Po=s__,t-=D=-=uc.::ra=ti=oc.:.n--=<'-'-P-'-re.=...=D-=u-=ra=ti-=-on'-'----______ -1 f---__ 8845 _ +-. 44. _.8893 I! 0o_.o00o ' 0.00 -1--TTRRUUEE FALSE FALSE Pass: Post Duration< Pre Duration 86 --+--1 · 4.94 0.00 0.00 ·--+--1 __ T.:_:R_:_U=-E-=-------l----'FF_:_AA-=LL=-=ss:.::EE=----+-----'FF:_:AA-=LL=ss=-=EE=-----+-P-=a=s=s::_:P_:o:_:::s_:_t =D=ur=-=a=-tio::.cn_:_<~P--=re:_D=-u=r-=a=tio=-'-n-'---------1 : 0.00 Pass: Post Duration < Pre Duration ~137--i-4.99 !, o.oo 0.00 TRUE ---f----_:._F_:_A=L=S-=E----+--~:;:;;F:_A;:L=s=-=E='-----_-_---1+-'-p'-=a=s:;s:;::_P-=o""-=-s-_,t:;D:;u:;'r=a=t=i=o-;_n:;<:;P:r::e~D:;u;:ra:-t-=i-=-o:;n:;:;:;:;:;:__·:;:;:;~:;~ = 88 5.05 +--__ 0_.0_0 ___ +--__ 0.00 TRUE ----1---_F_A_LS_E __ 1 __ .:_F=-:A=LS=E=--_--+P--=a=s=s"-: P'--o=s=t-=D_uc.-=ra=ti-=-on"----'<-'-P~re'-"-D-=-u-=ra~ti_:_on _____ ___, ._ _____ ~9 5.10 I 0.00__ 0.00 TRUE ---+1 ___ F_A_L_S_E ____ 1 ____ _:._F_:_A=L=S-=E __ -+-P=as=-=s=: -'-P-=-os=t-=D:_:ucc.ra,...t=io_:_n_<.:.:P~r-=-e-=D-=u __ ra=t-=io_n _____ ----1 ~-9. _0 __ .j 5.15 _ ~0.00 , 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 91 5.21 0.00 --, --0.00 I TRUE FALSE FALSE Pass: Post Duration < Pre Duration =~-2---~~ ~ I ~O-_,.O""O=--_+i ___ T:_:R_:_U=-=E~---+---'-F.:.A=L=S-=E,___~~-:_-:_-:_~'--'F-'-A~L:s:E~-:_-:_-:_~:P:a:s=s;:_:._P~o:s=t;D;u;r=a=t=i=o=n-:_-=<~~P-r-=e~=D;u=r=a;t:_:~~n-:_-:_-:_~---~ 93 5 31 0 00 0.00 TRUE FALSE FALSE Pass: Post Duration< Pre Duration -_.·.· 94 _-j 5:37 . -~ o:oo . _ o.oo _ -+-1. ___ T_R __ U_E __ -+I ------_--'-'-F'-A:_: =L=s:=E=-_-_-_---++-_-_--:-__ --'--'-F:A-;;L-'-s= =E=:_-_-_----++ =P~ =a=s_:s::_: _;:-p-'-o=s:t~D~u~ra:t'-'i"'o_::-n:;<:;P:r_e'-==D_::-u-=-ra::;t~i-'-o_n-_-_--::: ____ __, ~ .. 9956 ~ I 55._4427 o0._o0_.Q0__;_ 0.00 i TTRRUUEE FFAALLSSEE FFAALLSSEE Pass: Post Duration< Pre Duration -0-.0-0____ : Pass: Post Duration < Pre Duration ~-97 5.52 0.00-----r-o.oo , TRUE -----'-F-'-A=L=S-=E'----+---·--'-F-'-A=L-=s=E~---cc.P-=a=ss=:-=P-'o=s-'-t D-u-'-r-=a=tio"-'n-<_P_re_D_u'-r-'-at'-io'-n-~-------' =--98 J 5.58 0.00 ---+--o.oo TRUE FALSE _-_--++-_-_-:_-_-_:-'-F:;_A;;L'-=S-'-=E=___-_-_-_+'-'-P~a:s'::s-'-::_:'-P--=o:s:t:D-:_u-'r-=a".:ti=o='-n-'--<~_P'::__re-:_=D_-'-'-u--=r-'-a-:_ti-=-o'-_n_-_-_-~_-_-_-_-_-_-_-_~ 99 5.63 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 4/13/2017 11:33 AM 3/3 Excel Engineering USGS9217dPre.csv Duration Table Summary at Project Discharge Point -----------------------------------· ... -• -• -• -• - -• • - -• • • -• ... • , . • .. 4/13/2017 11:33 AM 1/2 • Excel Engineering USGS9217dPre.csv -• ---• -• -• -• -• -• -• -• • -• -• -• ·• .. • .... 4/13/2017 11:33 AM 2/2 • - • ---• • -• -• ·-• - -• -• -• -• -• -- - ·- -• Excel Engineering USGS9217dPostMitigated.csv Duration Table Summary at Project Discharge Point ______ .. file name: V:\16\16034\engineering\GPIP\current\Storm\SWMM\16-034 POST-DEV3 -Current.out time stamp: 4/13/2017 10:27:52 AM ... __ , --.. --------·------------r-·----------------------- DISCHARGE t' Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line --------r--------------·-.. ----~ -------i---------- 1 ~~ ·1 ~~O;, ' b,p ~ , <?:-~0 J"" +c!P(lj I <v+c!P(lj _,v~'Q I i.i:f' ~ q_ I 'I>,.~«; I . ~0 .~ ' , ~ ~ ~ # I # , I ~ ' ~ <J ~" ~ [ i.v0 I . ~ , ~ -= ~ :---± ~:!~!; __ =t-----~~5 ----+---~-.=±---~:~~: ---=-~ ! ~~~ g::~~~ _-_ jt ___ l~--;~~---=t-~:~~~ ___ 5____ 0.5860 ----40 --t 679 __ ~ 0.137 -------6 0.6392 _ _ 39 -----639 __j_ 0.128 _ 7 0.6923 51 600 0.121 --------------------8 0.7454 26 549 0.110 9 0.7985 ---· 52 ----523 0.105 -~= ~=~-g:~~1; -==-~---¥s---=t---:~~ g:g:~ --_ ~; --+~-~:~~~~ -=----1=-=-= ~ --E-~~~ -----------g:g~~ --- ----~:_ ~:~~;~ =-t=----*~-=1---;~: ~{~= ~:~;~ -- 16 I 1.1702 20 1 324 0.065 ~~ ----~:~~:! E-~~ --=E--~~~-------~:~~; --- --=y-=::+---~~~--~;_ ~+~ ~;~ _+--~:~~~ ---~i =l=-~:~i~ + ----r~--=+-----~~i--=t~ ig;!--- -----24----=t=--=-1.5951---~------11 -£--179 -±= 0.036 ---- .. -~~=+~ j[~ -j==t==t= l~-=-~ ~·~· ~·. -----~-~-±--1.8606---=---· ___ 8_ --------~_::c---132 ____ - _ 0.027 --------~----=E=: _ _ 1.9137 __ j== ____ ] ___ ---t---~---______ 0.025 --- ---_ 31 _ ----------1.9668 --, -----6 ----+----_ 121 ---------0.024 ----=--ii---------~:~i!g -=~ -----1: _-__ -~---__J}}---=t~-=--~i -----35 --~---_ 2.1793 --~----8 -_ t---97 ----~: -. -0.020 ----~~ --~±-~:~~~: -~--= -_J-__ =1-_-=:_:_-_--_=±_--~L--=- ::.__-:--__:::_;! ~ t~ ~::~-JE .. ....=--: .~ ~+ ~i~ ~J .. gg~~ = __ -___ :!--=r~ ~::i~~ ----,--, , ___ -_ i-·-. ... ··-~·. +-g:g~i ----- ~~-_JL-~ ~:~~;~ -==t==-L t--=-~ ---t~---~_L __ _ -_--· · .. ~ -. -r-iE.~ .1-___ -=--i ~ _f-~::.__ ~-+-~a- -=--~ i~ =--=t-~-H~i~,-·-I =-~-=L=~ ~1~_:: !!~~ 4/13/2017 11:33 AM 1/2 --Excel Engineering USGS9217dPostMitigated.csv -• I I i -• -52 3.0821 3 37 0.007 1-------------------------+-----------+----------I • 53 3.1352 4 34 0.007 ~· 54 3.1883 --~-----2---------+----------3-0 ------0.006 ------------------+---------55 3.2414 2 28 0.006 56 3.2945 2 26 0.005 1---------------------------------------------------+-------------• 57 3.3476 2 --+---____ 24 _____ C---___ 0_.0_0_5 __ _____, 58 3.4001 2 -+----2_2 ____ ---+ ____ o~.0~0_4 ____ _ 59 3.4538 0 20 0.004 ------------------------· ------.. ._ __ ··--60 3.5069 , 0 20 0.004 ~·-----£if' --------·---3.5600. ---4 20 0.004 .. 62 3.6131 2 16 0.003 ~. · 63 ·--3.6663 -· -------2-----+--------1-4 ______ .. __ -----·-0-.0-0_3 __ _ -64 3.7194 1 12 0.002 1------------+---------+-----------· -------·-···---j----------+-----~-----65 3.7725 0 11 0.002 • 66 3.8256 ---0 11 0.002 t-· 67 ---3.8787 -.. . 0 11 ---·-0.-00_2 ____ _ -68 3.9318 ----~-0 -~ . 11 0.002 -------------------· --------------69 3.9849 0 11 0.002 70 4.0380 2 --~ 11 0.002 ___ __,_ ________ ___, 71 4.0911 2 9 0.002 --------------------------72 4.1442 1 7 0.001 ---+----------+----------.I 73 4.1973 1 6 0.001 • 74 ---4.2504. -------0 5 0.001 -------~-----------------+----------! 75 4.3035 0 5 0.001 -76 4.3566 1 5 0.001 ------+-----------------+----------; 77 4.4097 0 4 ____ 1 -~-0.001 • 78 4.4629 1 4 I 0.001 ~----79 --4.5160 --------0 ____ 3 ______ 1 ___ 0 ___ 00_1 ___ _, ,------~---. -.. 80 4.5691 0 3 , 0.001 • 81 4.6222 0 I 3 _ --L___ 0.001 _ _ 82 4.6753 o . 3 I 0.001 83 4.7284 1 3 I 0.001 1------------+----------+------------------+---------------·-------·------ __ 84 ___ ..... --_ 4.7815 0 __ 2 ____ +---___ 0._0_00 ___ _, -• ii ::i!!! --+----i-=: .... _-----=,l'=-======-=--i--_ -_ -_ -_ -_-_-_-+--------_-----------~-:-~-~~~~~~-------= -- • 88 4.9939 0 I 2 -0.000 ---- 89 5.0470 --o ---I 2 0.000 ~-90 5.1001 0 --·--2--------0-.0-0_0 ___ _, .. - ---~; ----~:;~~: --------~ --i-' -----~----·-~!___ .. --~-:~-~~--- 93 _ 5.2595 --~-0 2 ,----0.000 94 5.3126 o 2 ------,----0-.·o~o~o -----9-5-----+---~5~.3-6-57 _____ -+-_-::-_-_-_-_-~-o-_-__ -----+-----2-----i---------0-.00_0_ --------- --------96 ------_ 5.4188 _____ -+-0 2 0.000 ----97 5.4719 · 0 2 0.000 -98 5.5250 --------0 2 0.000 99 5.5781 1 2 ---0.000 -.. -,_ _____ _ 100 5.6312 0 1 0.000 --------End of Data------------------ .... ... -4/13/2017 11:33 AM 2/2 • - Excel Engineering .,.,. -• .. • END OF STATISTICS ANALYSIS - • - - - - --- .... • • I I I • i • ' t I I I t • • I I i i I I I I I t l i i I I I I j I I I t Excel Engineering Underdrain and Drawdown Results The following table summarizes the underdrain coefficients used for each of the BMP units and translates the C factor coefficient to an equivalent round orifice diameter based on 1/16th inch increments. The drawdown equations are based on standard falling head drawdown theory. The primary drawdown number of interest is the surface drawdown based on vector concerns. The various soil and gravel storage layer calculations consider the void ratio and porosity of the respective layer. It should be noted that these drawdown calculations only consider the volume of water within the bioretention units. If the bioretention unit utilizes any storage above the berm height, then that storage drawdown is in addition to the values shown in the table below. Those calculations, if present, are shown elsewhere in the report. The derivation and explanation of the equations used to determine the values displayed in the chart are discussed in the following two sections of this portion of the report. * a, * E * i;::-* "' "' .!: 5 * "' ~ * z a, tl ;[ u "' Cl -Cl ]: .. e ~ G> ·= ,I!! "' a, u Q. < u U) u u 't: ..0 Cl Cl <.:: ... <.:: ::, ·o ::, 5~ 5 Cl "' "' VI :::; :::; :::, I-I- BMP-A BMP-A 3572.7 12 0.75 0.051540 6 18 BMP-B BMP-B 1664.99 8 0.5 0.049150 6 18 BMP-C BMP-C 2251.49 10 0.625 0.056790 6 18 BMP-D BMP-D 4749.53 12 0.75 0.038770 6 18 BMP-E BMP-E 4199.01 12 0.75 0.043850 6 18 BMP-F BMP-F 952.61 8 0.5 0.085910 6 18 BMP-G BMP-G 1156.6 8 0.5 0.070750 6 18 BMP-H BMP-H 559.18 8 0.5 0.146350 6 18 The character * in the column heading indicates that the values was read directly from the SWMM inp file. Assume: orifice coefficient Co= 0.60, void ratio for surface= 1.0, centroid of underdrain orifice is located at h=O Inp File Name: V:\16\16034\engineering\GPIP\current\Storm\SWMM\16-034 POST-DEV.inp File Date: 10/26/2016 6:16:44 AM ni ·o 0 * VI C: -;:-.. C: -;:-C: I C: * ,: :S ,: ,: :S ,: ~ ~ 0 a, 0 0 a, 0 ~ "C u "C "C Ill) "C .B ·o ! ! ~ ,: ,: "' ,: ~ ... -~ g ... -"' ... ::, ...... ...... I-C: a, Cl "' Cl :S Cl VI Cl :S 24 0.4 0.67 18.0 25.8 71.3 115.1 24 0.4 0.67 18.8 27.1 74.8 120.7 24 0.4 0.67 16.3 23.4 64.7 104.4 24 0.4 0.67 23.9 34.3 94.8 153 24 0.4 0.67 21.1 30.3 83.9 135.3 24 0.4 0.67 10.8 15.5 42.8 69.1 24 0.4 0.67 13.1 18.8 52.0 83.9 12 0.4 0.67 7.5 12.0 16.4 35.9 SWMM C Factor and Drawdown Results ---• -• - • -• - • -• -• -• ·-• ·-• ... --• -----• ---• -• Excel Engineering Underdrain C Factor Equations Based on the slotted drain example in the SWMM Drain Advisor (EPA SWMM 5.1 Help/Contents/Reference/Special Dialog Forms/LID Editors/LID Control Editor/LID Drain System/Drain Advisor) the underdrain coefficient C is the ratio of the orifice area (total slot area) to the LID area times a constant (60,000). SWMM Ex: If the drain consists of slotted pipes where the slots act as orifices, then the drain exponent would be 0.5 and the drain coefficient would be 60,000 times the ratio of total slot area to LID area. For example, drain pipe with five 1/4" diameter holes per foot spaced 50 feet apart would have an area ratio of 0.000035 and a drain coefficient of 2 . The 60,000 constant in the above example corresponds to the combined constants in the standard orifice equation: (Standard Orifice Equation) q=CoAo.fig-Jh. (cfs) and (SWMM Underdrain Equation (per unit area)) q=q/Auo or q=CoAo;Auo-fig -Jh. refs/sf) With a Co=0.6 and converting .fig to units of inches and hours the constant becomes 60,046. So the underdrain C factor per unit area of the LID becomes: C=60,046 Ac/Auo (in"1!2/hr) and q=C*h1;2 inp File Listing ---• • -• • -• -• -• -• -.. -• -• -• -• -- • -• -• Excel Engineering Drawdown Equations The drawdown equations presented in the chart are the drawdown times for the respective layers within the bioretention unit (only). If the bioretention unit includes storage ponding above the berm height, then the drawdown time for the storage portion is in addition to the values shown in the chart. Those calculations (if present) are shown elsewhere in the report. For most cases the storage drawdown time will be comparatively short as compared to the bioretention drawdown times . To derive a general formula that relates drawdown time for each layer of the bioretention unit in terms of the SWMM C factor, we set the change in water volume with respect to time equal to the standard orifice equation (found in the County Hydraulics manual): dh q = dt nAp = CoAo.J2gh Where n = porosity of the layer, Ap = area of the BMP unit, Co= orifice coefficient, Ao= area of the orifice, and g = gravity constant. The porosity n for the surface layer is 1.0, and the values for the soil and storage layers read from the SWMM LID definitions. Solving the definite integral from hl to h2 Solving for T: f h=hz lt=T CoAofig h-0·5dh = dt h=hl t=O nAp CoAofig 2(ill -ill)= nAp (T) Or 2n( ill -ill) = C (T) where: C = coAo,/zg (in"112/hr) Ap T 2n(-/h2.-../hf) ( = hr) C Where h2(in) is the total beginning head above the underdrain orifice at t=O and hl(in) is the total ending head above the orifice at t=T. Ex: h2 for surface = depth of gravel storage plus depth of soil layer plus berm height, and hl for surface = depth of gravel storage plus depth of soil layer. inp File Listing -V:\ 16\ 16034\engineering\GPJP\cu"ent\Storrn\SWMM\ 16-034 PRE-DEV3.inp • [PRE-DEVELOPMENT) -[OPTIONS) FLOW UNITS • INFILTRATION FLOW ROUTING -START DATE START TIME ill REPORT START DATE REPORT START TIME -END DATE END TIME SWEEP START SWEEP END DRY DAYS • REPORT STEP WET STEP -DRY STEP ROUTING STEP • ALLOW PONDING INERTIAL DAMPING -VARIABLE STEP \tlf LENGTHENING STEP MIN SURFAREA NORMAL FLOW LIMITED -SKIP STEADY STATE 111 FORCE_MAIN_EQUATION LINK OFFSETS -MIN SLOPE • [EVAPORATION) CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 01:00:00 01:00:00 0:01:00 NO PARTIAL 0.75 0 12.557 BOTH NO H-W DEPTH 0 ; ; Type Parameters .. i i ---------- • MONTHLY 0.08 0.05 0.05 DRY ONLY NO - • [RAINGAGES) • ; ;Name • Oceanside Rain Type 0.09 INTENSITY 0.13 0.19 0.25 Time Snow Data Intrvl Catch Source 1:00 1.0 FILE Station.dat" Oceanside IN - • [SUBCATCHMENTS) Pent. Curb Snow -; ; Name Raingage Outlet • Slope Length Pack . ·----------------------------------------------'' ------------------------- DMA-1 Oceanside POC-1 • 2 0 DMA-10 Oceanside POC-1 -0 0 DMA-11 Oceanside poc-1 -50 0 DMA-12 Oceanside poc-1 -50 0 -DMA-13 Oceanside poc-1 2 0 '-[SUBAREAS) • ;;Subcatchment N-Imperv N-Perv S-Imperv Pct Routed -, ,------------------------ -------------------- • -1- Thursday, April 13, 2017 2:46 F 0.29 0.30 0.27 0.21 0.14 "R:\Rain gage dat\Oceanside ALERT Total Pent. Area Imperv Width -------- ---------------- 8.038616 0 579 .166 0 10 0.085 0 100 1.325 0 100 0.107 0 20 S-Perv Pct Zero RouteTo ------------------------------ "-V:\ 16\ 16034\engineering\GPIP\current\Storrn\SWMM\ 16-034 PRE-DEV3.inp ----------.. DMA-1 0.012 0.1 0.05 0.1 -DMA-10 0.012 0.1 0.05 0.1 DMA-11 0.012 0.1 0.05 0.1 • DMA-12 0.012 0.1 0.05 0.1 DMA-13 0.012 0.1 0.05 0.1 -[ INFILTRATION] • ;;Subcatchment Suction HydCon IMDmax ; ; ------------------------------ • DMA-1 9 0.025 0.33 • DMA-10 9 0.025 0.33 DMA-11 9 0.025 0.33 ... DMA-12 9 0.025 0.33 DMA-13 9 0.025 0.33 • [OUTFALLS] '-Invert Outfall Stage/Table ; ;Name Elev. Type Time Series • . ·------------------------ --------------------------'' POC-1 0 FREE -• [CURVES] ; ; Name Type X-Value Y-Value i ; ---------- ---------------------CRV-1 Storage 0 730 • CRV-1 1 2408 CRV-1 2 4065 -CRV-1 3 6581 CRV-1 4 13072 • [REPORT] -INPUT NO • CONTROLS NO SUBCATCHMENTS ALL -NODES ALL LINKS ALL • [TAGS] -[MAP] -DIMENSIONS -2581.197 0.000 12581.197 10000.000 Units None ,,,. • [COORDINATES] ; ; Node X-Coord Y-Coord . ·--------------------------------------------------.. '' POC-1 -1977.429 9842.983 • [VERTICES] """" ; ; Link X-Coord Y-Coord ------------------ ------------------ I I .. [Polygons] ,. ;;Subcatchment X-Coord Y-Coord ------------------------------------I I -DMA-1 -1575.074 7674.190 DMA-1 -1533.366 7054.711 -DMA-1 -1491.658 6435.231 • DMA-1 -1408.243 5196.271 DMA-1 -1241.413 2718.351 ,. DMA-1 -495.584 3061.825 DMA-1 -83.415 3002.944 • DMA-1 210.991 2541.708 DMA-1 161.923 1118.744 -DMA-1 2340.530 775.270 • -2- Tide Gate NO 25 25 25 25 25 Thursday, April 13, 2017 2:46 F OUTLET OUTLET OUTLET OUTLET OUTLET -V:\ 16\ 16034\engineering\GPIP\cu"ent\Stonn\SWMM\ 16-034 PRE-DEV3.inp Thursday, April 13, 2017 2:46 F DMA-1 5068.695 677.134 -DMA-1 5804.711 1952.895 DMA-1 -6560.353 3022. 571 DMA-1 6678.116 3326.791 • DMA-1 7080.471 2806.673 DMA-1 7914.622 3856.722 -DMA-1 7767.419 4151.129 DMA-1 8945.044 5505.397 ,a DMA-1 8032.385 7173.700 DMA-1 7365.064 7419.038 -DMA-1 7445.081 7975.167 DMA-1 6423.114 8404. 967 -DMA-1 5785. 083 8577.036 DMA-1 5559.372 8773.307 DMA-1 4941.119 9214.917 till DMA-1 4234.544 9411.187 DMA-1 3282.630 9578.018 -DMA-1 2468.106 9656.526 DMA-1 1221.786 9489.696 • DMA-1 -181.551 8842.002 DMA-1 -1280.667 8331.698 -DMA-10 6060.172 8519.580 • DMA-10 7397.326 8070.678 DMA-10 7445.081 7707.736 DMA-10 7731.614 8166.189 -DMA-10 6709.647 9025.788 -DMA-10 6012.416 8481.375 DMA-11 -1317.601 2704.031 -DMA-11 -894.789 2930.187 DMA-11 -599.803 3048.181 • DMA-11 -117.994 3028.515 DMA-11 226.155 2536.873 -DMA-11 127. 827 1061.947 DMA-11 -137.660 275.320 • DMA-11 -1288.102 2704.031 DMA-12 157.325 1071.780 -DMA-12 1730.580 845.624 , .. DMA-12 5054.081 658.800 DMA-12 6647.001 3284.169 .. DMA-12 7138. 643 2566.372 DMA-12 5880.039 117.994 -DMA-12 3697.148 39.331 DMA-12 -137.660 304.818 DMA-12 157.325 1101.278 DMA-13 7325.467 7463.127 ... DMA-13 8043.265 7138.643 DMA-13 8957.719 5712.881 -DMA-13 8908.555 5417.896 ,. DMA-13 7728. 614 4208.456 DMA-13 7944.936 3913.471 , ... DMA-13 9272.370 5122. 911 DMA-13 9419.862 5339.233 ,. DMA-13 9469.027 5634.218 DMA-13 9252.704 6204.523 -DMA-13 8682.399 7040.315 DMA-13 8043.265 7777.778 -DMA-13 7718.781 8072.763 DMA-13 7404.130 7630.285 --[SYMBOLS] ; ;Gage X-Coord Y-Coord -I,-------------------------------------------------- Oceanside 1420.664 7416.974 illlll '-[BACKDROP] • -3- -V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-034 PRE-DEV3.inp Thursday, April 13, 2017 2:46 F •FILE "V:\16\16034\engineering\GPIP\current\Storm\SWMM\PRE.JPG" DIMENSIONS -2000.197 0.000 9581.197 10000.000 ·---- .... - - - - - ----- ---·- -• -• -4- -V:\ 16\ 16034\engineering\GP/P\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.inp • [POST DEVELOPMENT] _ [OPTIONS] FLOW UNITS • INFILTRATION FLOW ROUTING -START DATE START TIME • REPORT START DATE REPORT START TIME -END DATE • END_TIME SWEEP START SWEEP END DRY DAYS • REPORT STEP WET STEP "~ DRY STEP ROUTING STEP • ALLOW PONDING INERTIAL DAMPING ·-VARIABLE -STEP 8 LENGTHENING STEP MIN SURFAREA -NORMAL FLOW LIMITED SKIP STEADY STATE • FORCE_MAIN_EQUATION LINK OFFSETS -MIN SLOPE CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 01:00:00 01:00:00 0:01:00 NO PARTIAL 0.75 0 12.557 BOTH NO H-W DEPTH 0 • (EVAPORATION] ; ; Type Parameters .. ----------'' • MONTHLY 0.08 0.05 0.05 0.09 0.13 DRY ONLY NO - • [RAINGAGES] 0.19 0.25 Rain Type Time Snow Data -; ;Name Intrvl Catch Source ,,-------------- ._ Oceanside INTENSITY 1:00 1. 0 FILE Station.dat" Oceanside IN --[SUBCATCHMENTS] Pent. Curb Snow -; ; Name Raingage Outlet • Slope Length Pack ; ' --------------------------------------------------------- DMA-1 Oceanside BMP-A • 2 0 DMA-2 Oceanside BMP-B ·-0.5 0 • DMA-3 Oceanside BMP-C 2 0 DMA-4 Oceanside BMP-D ·-0.5 0 • DMA-5 Oceanside BMP-E 0.5 0 ·-DMA-6 Oceanside BMP-F 0.5 0 -DMA-7 Oceanside BMP-G 0.5 0 -DMA-8 Oceanside BMP-G • -1- Thursday, April 13, 2017 2:44 F 0.29 0.30 0.27 0.21 0.14 "R:\Rain gage dat\Oceanside ALERT Total Pent. Area Imperv Width ------------------------ 1.025 70 255.866 0. 7 92 74 87.98 1.083 92 148.766 1.187 88 162.7435 2.094 84 176 0.557 74 62.46 0.652 71 74 0.081 100 62. 46 -V:\16\16034\engineering\GP/P\current\Storm\SWMM\16-034 POST-DEV3 -Current.inp Thursday, April 13, 2017 2:44 F -0.5 0 DMA-9 Oceanside BMP-A 0.082 100 63.95 _ 0.5 0 DMA-10 Oceanside BMP-H 0.202 61 27.128 •7 0 DMA-11 Oceanside bmp-e 1.325 0 100 -50 0 DMA-12 Oceanside BMP-g 0.085 0 80 • 50 0 DMA-13 Oceanside bmp-a 0.107 0 20 -50 0 • DMA-14 Oceanside poc-1 0. 011 100 10 9.9 0 -BMP-A Oceanside poc-1 0.082018 0 60 0 0 -BMP-B Oceanside poc-1 0.038223 0 3.7 0 0 -BMP-C Oceanside poc-1 0.051687 0 24.3 0 0 -BMP-D Oceanside poc-1 0.109034 0 19.8 0 0 -BMP-E Oceanside poc-1 0.096396 0 13.6 • 0 0 BMP-F Oceanside poc-1 0.021869 0 4 -0 0 BMP-G Oceanside poc-1 0.026552 0 4 -0 0 BMP-H Oceanside poc-1 0.012837 0 6 -0 0 -[SUBAREAS) ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv Pct Zero Route To -PctRouted ,,------------------------------------------------------ --------------------• ---------- DMA-1 0.012 0.1 0.05 0.1 25 OUTLET -DMA-2 0.012 0.1 0.05 0.1 25 OUTLET -DMA-3 0.012 0.1 0.05 0.1 25 OUTLET DMA-4 0.012 0.1 0.05 0.1 25 OUTLET -DMA-5 0.012 0.1 0.05 0.1 25 OUTLET DMA-6 0.012 0.1 0.05 0.1 25 OUTLET ·& DMA-7 0.012 0.1 0.05 0.1 25 OUTLET DMA-8 0.012 0.1 0.05 0.1 25 OUTLET -DMA-9 0.012 0.1 0.05 0.1 25 OUTLET -DMA-10 0.012 0.1 0.05 0.1 25 OUTLET DMA-11 0.012 0.1 0.05 0.1 25 OUTLET DMA-12 -0.012 0.1 0.05 0.1 25 OUTLET DMA-13 0.012 0.1 0.05 0.1 25 OUTLET -DMA-14 0.012 0.1 0.05 0.1 25 OUTLET BMP-A 0.012 0.1 0.05 0.1 25 OUTLET -BMP-B 0.012 0.1 0.05 0.1 25 OUTLET BMP-C 0.012 0.1 0.05 0.1 25 OUTLET • BMP-D 0.012 0.1 0.05 0.1 25 OUTLET BMP-E 0.012 0.1 0.05 0.1 25 OUTLET ... BMP-F 0.012 0.1 0.05 0.1 25 OUTLET BMP-G 0.012 0.1 0.05 0.1 25 OUTLET • 0.012 0.1 0.05 0.1 25 OUTLET BMP-H ..... [ INFILTRATION] • ;;Subcatchment Suction HydCon IMDmax , ,---------------------------------------------DMA-1 9 0.01875 0.33 DMA-2 9 0.01875 0.33 .. DMA-3 9 0.01875 0.33 DMA-4 9 0.01875 0.33 -DMA-5 9 0.01875 0.33 • -2- · V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.inp Thursday, April 13, 2017 2:44 F DMA-6 9 0.01875 0.33 DMA-7 9 0.01875 0.33 ,.,. DMA-8 9 0.01875 0.33 DMA-9 9 0.01875 0.33 • DMA-10 9 0.01875 0.33 DMA-11 9 0.025 0.33 -DMA-12 9 0.025 0.33 DMA-13 9 0.01875 0.33 • DMA-14 9 0.01875 0.33 BMP-A 9 0.01875 0.33 -BMP-B 9 0.01875 0.33 BMP-C 9 0.01875 0.33 .. BMP-D 9 0.01875 0.33 BMP-E 9 0.01875 0.33 BMP-F 9 0.01875 0.33 -BMP-G 9 0.01875 0.33 BMP-H 9 0.01875 0.33 [LID_CONTROLS] .... Type/Layer Parameters --------------------, , ·-BMP-A BC .. BMP-A SURFACE 6 0.05 0 0 5 BMP-A SOIL 18 0.4 0.2 0.1 5 -5 1.5 BMP-A STORAGE 24 0.67 0 0 -BMP-A DRAIN 0.05154 0.5 3 6 -BMP-B BC BMP-B SURFACE 6 0.05 0.0 0.0 5 • BMP-B SOIL 18 0.4 0.2 0.1 5 5 1. 5 -BMP-B STORAGE 24 0.67 0 0 -BMP-B DRAIN 0.04915 0.5 3 6 BMP-C BC -BMP-C SURFACE 6 0.05 0.0 0 5 • BMP-C SOIL 18 0.4 0.2 0.1 5 5 1.5 -BMP-C STORAGE 24 0.67 0 0 BMP-C DRAIN 0.05679 0.5 3 6 .. BMP-D BC -BMP-D SURFACE 6 0.05 0.0 0 5 • BMP-D SOIL 18 0.4 0.2 0.1 5 5.0 1.5 BMP-D STORAGE 24 0.67 0 0 -BMP-D DRAIN 0.03877 0.5 3 6 -BMP-E BC -BMP-E SURFACE 6 0.05 0 0 5 BMP-E SOIL 18 0.4 0.2 0.1 5 • 5 1. 5 BMP-E STORAGE 24 0.67 0 0 -BMP-E DRAIN 0.04385 0.5 3 6 -BMP-F BC BMP-F SURFACE 6 0.05 0 0 5 -BMP-F SOIL 18 0.4 0.2 0.1 5 -5 1. 5 BMP-F STORAGE 24 0.67 0 0 -BMP-F DRAIN 0.08591 0.5 3 6 -BMP-G BC BMP-G SURFACE 6 0.05 0 0 5 ·-BMP-G SOIL 18 0.4 0.2 0.1 5 • -3- -V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.inp -5 1. 5 BMP-G STORAGE 24 0.67 0 _ BMP-G DRAIN 0.07075 0.5 3 • BMP-H BC BMP-H SURFACE 6 0.05 0 -BMP-H SOIL 18 0.4 0.2 5 1.5 • BMP-H STORAGE 12 0.67 0 BMP-H DRAIN 0.14635 0.5 3 ..,. [LID_USAGE] ;;Subcatchment LID Process Number Area ToPerv Report File ,,------------------------------- ~ ---------- BMP-A 0 BMP-B ..... 0 BMP-C 0 BMP-D 0 BMP-E 0 • BMP-F 0 BMP-G 0 • BMP-H 0 ·--[OUTFALLS] ; ; Name -,,---------------POC-1 -[REPORT] INPUT NO .. CONTROLS NO SUBCATCHMENTS -NODES ALL • LINKS ALL .... [TAGS] • [MAP] BMP-A 1 3572.70 BMP-B 1 1664.99 BMP-C 1 2251.49 BMP-D 1 4749.53 BMP-E 1 4199.01 BMP-F 1 952.61 BMP-G 1 1156. 60 BMP-H 1 559.18 Invert Outfall Stage/Table Elev. Type Time Series ------------------------------------ 0 FREE ALL DIMENSIONS -2682.073 0.000 12682.073 10000.000 -Units None ,,. [COORDINATES] ; ;Node -,,-------------- POC-1 -[VERTICES] -; ; Link . , ,-------------- -[Polygons] ;;Subcatchment -,,-------------- DMA-1 ,.. DMA-1 - X-Coord Y-Coord -1977.429 9842.983 X-Coord Y-Coord X-Coord 9406.281 9749.755 Y-Coord 7340.530 7271.835 -4- 0 6 0 0.1 0 6 Width ---------- 0 0 0 0 0 0 0 0 Tide Gate NO Thursday, April 13, 2017 2:44 F 5 5 InitSatur ---------- 0 0 0 0 0 0 0 0 Fromimprv ---------- 0 0 0 0 0 0 0 0 -V:\16\16034\engineering\GP/P\current\Storm\SWMM\16-034 POST-DEV3-Cu"ent.inp Thursday, April 13, 2017 2:44 F • DMA-1 10289.500 7124.632 DMA-1 11349.362 5917.566 -DMA-1 11516.192 5652.601 DMA-1 11545.633 5475.957 • DMA-1 11437.684 5260.059 DMA-1 9995.093 4082.434 -DMA-1 10210.991 3837.095 DMA-1 9190.383 2708.538 .-, DMA-1 8591.757 3199.215 DMA-1 8150.147 3277.723 -DMA-1 7639.843 3277. 723 1(11 DMA-1 7541.708 3395.486 DMA-1 7463.199 6172.718 DMA-1 -7522.080 6290.481 DMA-1 7561.335 6418.057 & DMA-1 7473.013 6584.887 DMA-1 7492.640 7203.140 -DMA-2 7836.676 7831.901 DMA-2 7541.708 7154.073 '* DMA-2 7541.708 7419.038 DMA-2 6629.048 7811.580 -DMA-2 5186.457 8331.698 • DMA-2 4126.595 8498.528 DMA-2 3007.851 8518.155 DMA-2 1702.650 8380.765 ,-DMA-2 103.042 7860.648 -DMA-2 -63.788 7566.241 DMA-2 -2124.632 7566.241 -DMA-2 -1898.921 8125.613 DMA-2 -917.566 8498.528 • DMA-2 750.736 9185.476 DMA-2 2026.497 9460.255 -DMA-2 3204.122 9558.391 • DMA-2 4156.035 9578.018 DMA-2 5284.593 9332.679 DMA-2 6629.048 8891.070 ·-DMA-2 7836.114 8321.884 -DMA-3 7580.962 7399.411 DMA-3 7266.928 7517.174 -DMA-3 6560.353 7860.648 DMA-3 5225.711 8331.698 -DMA-3 4077.527 8527. 969 DMA-3 4077.527 4298.332 '""" DMA-3 7482.826 4357.213 DMA-3 7531.894 6192.345 .. DMA-3 7561.335 6555.447 DMA-3 7463.199 6663.395 .. DMA-3 7580.962 7419.038 -DMA-4 4106.968 8518.155 DMA-4 2752.699 8518.155 -DMA-4 1496.565 8351.325 DMA-4 220.805 7929.342 ,. DMA-4 662.414 7173.700 DMA-4 672.228 4327. 772 ,-DMA-4 4106.968 4327. 772 DMA-4 4077.527 8518.155 • DMA-5 7512.267 4308.145 DMA-5 662.414 4278.705 -DMA-5 642.787 3120.707 -DMA-5 544.652 3052.012 DMA-5 53.974 2659.470 -DMA-5 220.805 2463.199 DMA-5 220.805 2021.590 -DMA-5 83.415 1040.236 DMA-5 1987.242 794.897 -DMA-5 6481.845 549.558 • -5- V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.inp Thursday, April 13, 2017 2:44 F DMA-5 6992.149 1432.777 DMA-5 8395.486 2806.673 DMA-5 8591.757 3179.588 DMA-5 8052.012 3316.977 DMA-5 7541.708 3297.350 DMA-5 7463.199 4376.840 DMA-6 269.872 7890.088 DMA-6 53.974 7782.139 DMA-6 -63.788 7566.241 DMA-6 -632.974 7615.309 DMA-6 -11 72. 718 7340.530 DMA-6 -1172.718 7291.462 DMA-6 -927.380 7222. 767 DMA-6 -711.482 3542.689 DMA-6 -927.380 3513.248 . DMA-6 -897.939 3395.486 DMA-6 230.618 3444.553 • DMA-6 495.584 3052.012 DMA-6 642.787 3120.707 1 DMA-6 662.414 7222. 767 DMA-6 220.805 7909.715 ·~ DMA-7 -603.533 7585.868 c<1lt DMA-7 -632.974 7536.801 DMA-7 -1153.091 7419.038 DMA-7 ,,,. -1202.159 7271.835 DMA-7 -947.007 7222.767 111111 DMA-7 -760.550 3542.689 DMA-7 -996.075 3542.689 -DMA-7 -976.447 3464.181 DMA-7 -897.939 3395.486 • DMA-7 181.551 3415.113 DMA-7 495.584 3101.079 .... DMA-7 73.602 2688. 911 .. DMA-7 -289.500 2983.317 DMA-7 -1123.651 2924.436 DMA-7 -1790.972 2561.335 -DMA-7 -2105. 005 7634.936 • DMA-7 -701.668 7585.868 DMA-8 1015.702 3346.418 -DMA-8 2036.310 3366.045 DMA-8 2036.310 2414.132 -DMA-8 1035.329 2414.132 DMA-8 1054.956 3326.791 -DMA-9 6118.744 3277.723 • DMA-9 7070.658 3366.045 DMA-9 7119. 725 2414.132 DMA-9 6167.812 2365.064 -DMA-9 6157.998 3316.977 -DMA-10 7569.245 7230.181 DMA-10 9145.177 7325.692 -DMA-10 9527.221 7831.901 DMA-10 9689.589 8070.678 • DMA-10 9145.177 8519.580 DMA-10 8123.209 9044.890 -DMA-10 7836.676 8376.313 • DMA-10 7836.676 7822.350 DMA-10 7569.245 7230 .181 DMA-11 -117.994 2851.524 -DMA-11 206.490 2409.046 • DMA-11 29.499 1061.947 DMA-11 1425.762 786.627 -DMA-11 6420.846 501.475 DMA-11 7089.479 1524.090 -DMA-11 8613.569 3126.844 DMA-11 9174.041 2684.366 -DMA-11 7256.637 58.997 !!1111 -6- V:\ 16\ 16034\engineering\GPIP\current\Storm\SWMM\ 16-034 POST-DEV3 -Current.inp Thursday, April 13, 2017 2:44 F DMA-11 5948.869 29.499 DMA-11 1435.595 9.833 DMA-11 -855.457 412.979 DMA-11 -196.657 2753.196 DMA-12 -1789.577 2586.037 DMA-12 -688.299 2930.187 DMA-12 -137.660 2881.023 DMA-12 -855.457 462.144 DMA-12 -1858.407 2635.202 DMA-13 9685.349 8072.763 DMA-13 9154.376 7335.300 DMA-13 9439.528 7354. 966 DMA-13 10324.484 7089.479 DMA-13 11465.093 5762.045 DMA-13 11533. 923 5565.388 , DMA-13 11533. 923 5437.561 DMA-13 11288.102 5122. 911 , DMA-13 10009.833 4090.462 DMA-13 10226.155 3765.978 1 DMA-13 12025.565 5054.081 DMA-13 12271.386 5299.902 '• DMA-13 12241.888 5614.553 DMA-13 11976.401 5988.201 DMA-13 10943.953 7207.473 DMA-13 9960. 669 8072.763 DMA-13 9695. 182 8072.763 ,11~ DMA-13 9154.376 7335.300 DMA-14 9142.319 8510.839 ,,. DMA-14 9688.973 8077. 286 DMA-14 9962. 300 8077.286 ,11• DMA-14 9142.319 8718.190 DMA-14 9142.319 8557. 964 'II. BMP-A 9641.806 6237.488 • BMP-A 10201.178 6257.115 BMP-A 10672.228 5795.878 BMP-A 9641.806 4912.659 -BMP-A 9671.246 6286.555 • BMP-B 328.754 8822.375 BMP-B 210.991 8920. 510 ·-BMP-B 691.855 9116.781 BMP-B 1751.717 9381.747 • BMP-B 2713.445 9499.509 BMP-B 3714.426 9528.950 ·-BMP-B 4970.559 9362.120 BMP-B 6707.556 8792.934 • BMP-B 6707.556 8724.239 BMP-B 5402.355 9185.476 -BMP-B 3910.697 9411.187 -BMP-B 2634.936 9381.747 BMP-B 1751.717 9283.611 -BMP-B 328.754 8792.934 BMP-B 230.618 8920.510 • BMP-C 4421.001 7978.410 BMP-C 4911.678 7929.342 -BMP-C 5794.897 7644.750 • BMP-C 6334.642 7389.598 BMP-C 5500.491 7419.038 BMP-C 5372. 915 7438.665 ··-BMP-C 4401.374 7595.682 • BMP-C 4440.628 8007.851 BMP-D 3832.188 8076.546 -BMP-D 2311. 089 8007.851 BMP-D 1054.956 7713.445 ,. BMP-D 966. 634 7419.038 BMP-D 2311.089 7419.038 -BMP-D 2360.157 7615.309 iilll -7- V:\ 16\ 16034\engineerfng\GPIP\current\Stonn\SWMMI 16-034 POST-DEV3 -Current.inp BMP-D 2625.123 7782. 139 BMP-D 3851.816 7566.241 BMP-D 3832.188 8056.919 BMP-E 907.753 1089.303 BMP-E 907.753 1040.236 BMP-E 2281.649 893.032 BMP-E 6315.015 794.897 BMP-E 6413.150 873.405 BMP-E 6452.404 922.473 BMP-E 6452.404 1040.236 BMP-E 6315.015 1059.863 BMP-E 907.753 1089.303 BMP-F -878.312 7291.462 BMP-F -780.177 7291.462 BMP-F -564.279 3562.316 I BMP-F -662.414 3493.621 BMP-F -848.871 7271. 835 I BMP-G -2006.869 7487.733 BMP-G -1977.429 7487.733 1 BMP-G -1741.904 2973.503 BMP-G -1840.039 2973.503 I BMP-G -2006.869 7517.174 BMP-H 8123.209 8997.135 BMP-H 8925.501 8586.437 BMP-H 8763.133 8376.313 BMP-H 8075.454 8739.255 •• BMP-H 8113. 658 9016.237 ·!· [SYMBOLS] ; ; Gage X-Coord Y-Coord ii. ;,--------------------------------------------------... ~-.. .. -• ... .. ----.... - ''1111 • - • - • Oceanside [BACKDROP) FILE DIMENSIONS -2939.156 8380.765 "V:\16\16034\engineering\GPIP\current\Storm\SWMM\POST.JPG" -2682.073 0.000 12682.073 10000.000 -8- Thursday, April 13, 2017 2:44 F DAT File for Rain gauge Station -Oceanside 8/28/19510.06 12/5/1951 O.o3 1/8/1952 0.05 3/1/1952 0.05 8/28/19510.11 12/5/1951 0.02 1/12/1952 0.01 3/1/1952 O.ol 8/28/19510.12 12/11/1951 0.03 1/13/1952 0.04 3/1/1952 0.04 8/28/19510.15 12/11/1951 0.02 1/13/1952 0.2 3/7/1952 0.04 8/28/19510.21 12/11/1951 0.01 1/13/1952 0.21 3/7/1952 0.03 8/28/19510.04 12/11/1951 0.08 1/13/1952 0.09 3/7/1952 0.04 8/28/19510.01 12/11/1951 0.23 1/13/1952 0.12 3/7/1952 0.12 8/28/19510.02 12/11/1951 0.06 1/13/1952 0.13 3/7/1952 0.11 8/28/19510.01 12/11/1951 0.05 1/13/1952 0.09 3/7/1952 0.04 8/28/19510.01 12/12/1951 0.07 1/13/1952 0.01 3/7/1952 0.06 8/28/19510.01 12/12/1951 0.12 1/13/1952 0.02 3/7/1952 0.01 8/28/1951 O.Ql 12/12/1951 0.03 1/13/1952 0.15 3/7/1952 0.1 8/29/19510.03 12/12/1951 0.01 1/13/1952 0.02 3/7/1952 0.25 8/29/19510.01 12/12/1951 0.02 1/13/1952 0.02 3/7/1952 0.2 8/29/19510.02 12/12/1951 0.01 1/16/1952 0.01 3/7/1952 0.2 8/29/19510.01 12/12/1951 0.01 1/16/1952 0.21 3/7/1952 0.15 8/30/1951 O.Ql 12/12/1951 0.01 1/16/1952 0.17 3/7/1952 0.1 i,filj 8/30/19510.01 12/12/1951 0.01 1/16/1952 0.2 3/7/1952 0.05 9/28/19510.02 12/12/1951 O.ol 1/16/1952 0.1 3/7/1952 0.03 1'1111 9/28/19510.01 12/19/1951 0.01 1/16/1952 0.15 3/7/1952 0.01 9/28/19510.03 12/19/1951 0.02 1/16/1952 0.69 3/7/1952 0.01 ,i111l 9/29/19510.01 12/19/1951 0.06 1/16/1952 0.2 3/7/1952 0.01 9/30/19510.01 12/19/1951 0.06 1/16/1952 0.14 3/8/1952 0.01 "• 10/1/19510.01 12/19/1951 0.1 1/16/1952 0.07 3/8/1952 0.01 10/2/1951 O.Ql 12/19/1951 0.02 1/16/1952 0.01 3/8/1952 0.07 ,11• 10/3/19510.02 12/19/1951 0.02 1/17/19520.01 3/8/1952 0.2 10/4/19510.02 12/19/1951 0.01 1/17/1952 0.01 3/10/1952 0.02 w 10/5/19510.03 12/28/1951 0.06 1/17/1952 0.04 3/10/1952 0.03 10/6/19510.02 12/28/1951 0.01 1/17/1952 0.05 3/10/1952 0.01 .. 10/7/1951 0.08 12/28/1951 0.01 1/17/1952 0.03 3/10/1952 0.01 10/8/1951 0.12 12/29/1951 0.02 1/17/1952 0.11 3/10/1952 0.02 ·-10/9/19510.02 12/29/1951 0.02 1/17/1952 0.16 3/10/1952 0.05 10/10/1951 0.11 12/29/1951 0.04 1/17/1952 0.12 3/10/1952 0.08 • 10/11/1951 0.02 12/29/1951 0.03 1/17/1952 0.09 3/10/1952 0.08 10/12/1951 0.01 12/29/1951 O.ol 1/17/1952 0.11 3/10/1952 0.02 -10/13/1951 O.ol 12/29/1951 0.01 1/18/1952 0.12 3/10/1952 0.03 10/14/1951 0.03 12/29/1951 0.01 1/18/1952 o. 06 3/11/1952 0.01 • 10/15/1951 0.1 12/29/1951 0.07 1/18/1952 0.22 3/11/1952 0.01 11/12/1951 0.01 12/29/1951 0.05 1/18/1952 0.2 3/11/1952 0.04 11/12/1951 0.02 12/29/1951 0.03 1/18/1952 0.07 3/11/1952 0.01 -11/12/1951 0.05 12/29/1951 0.02 1/18/1952 0.07 3/12/1952 0.15 • 11/13/1951 0.02 12/29/1951 0.02 1/18/1952 0.03 3/12/1952 0.04 11/19/1951 0.08 12/29/1951 0.01 1/18/1952 0.02 3/12/1952 0.05 11/20/1951 0.02 12/29/1951 0.05 1/25/1952 0.05 3/12/1952 0.06 .. 11/20/1951 0.01 12/29/1951 0.06 1/25/1952 0.09 3/12/1952 0.01 11/20/1951 O.ol 12/29/1951 0.13 1/25/1952 0.06 3/13/1952 0.04 • 11/20/1951 0.02 12/29/1951 0.26 1/25/1952 0.1 3/13/1952 0.09 11/20/1951 0.08 12/29/1951 0.08 1/25/1952 0.1 3/13/1952 0.01 .. 11/20/1951 0.02 12/29/1951 0.05 1/25/1952 0.08 3/13/1952 O.Ql 11/22/1951 0.03 12/30/1951 0.04 1/25/1952 0.12 3/15/1952 O.Q7 • 11/22/1951 0.02 12/30/1951 0.08 1/25/1952 0.03 3/15/1952 0.07 11/22/1951 0.02 12/30/1951 0.1 1/25/1952 0.06 3/15/1952 0.41 .. 11/22/1951 0.03 12/30/1951 0.1 1/25/1952 0.04 3/15/1952 0.13 11/23/1951 0.01 12/30/1951 0.21 1/25/1952 0.01 3/15/1952 0.14 -11/23/1951 0.09 12/30/1951 0.13 2/17/1952 0.01 3/15/1952 0.11 11/23/1951 0.25 12/30/1951 0.08 2/18/1952 0.02 3/15/1952 0.11 ·-12/1/19510.01 12/30/1951 0,03 2/29/1952 0.01 3/15/1952 0.1 12/1/1951 0.01 12/30/1951 0.09 2/29/1952 0.01 3/16/1952 0.04 • 12/1/19510.06 12/30/1951 0.07 2/29/1952 0.01 3/16/1952 0.01 12/2/19510.01 12/30/1951 0.04 2/29/1952 0.07 3/16/1952 0.26 -12/4/19510.05 12/30/1951 0.04 2/29/1952 0.21 3/16/1952 0.01 12/4/19510.08 12/30/1951 0.04 2/29/1952 0.05 3/16/1952 0.01 • 12/4/19510.06 1/7/1952 0.03 2/29/1952 0.03 3/16/1952 0.01 12/5/19510.01 1/7/1952 0.04 3/1/1952 0.04 3/16/1952 0.04 -12/5/19510.02 1/7/1952 0.01 3/1/1952 0.05 3/16/1952 0.02 12/5/1951 0.03 1/7/1952 0.01 3/1/1952 0.15 3/16/1952 0.05 - , . .. DAT File for Rain gauge Station -Oceanside 3/16/1952 0.05 11/30/1952 0.22 1/7/1953 0.01 10/22/1953 0.02 3/16/1952 0.05 11/30/1952 0.1 1/7/1953 0.03 10/22/1953 0.01 3/16/1952 0.05 11/30/1952 0.02 1/7/1953 0.04 10/22/1953 0.17 3/16/1952 0.08 11/30/1952 0.03 1/7/1953 0.04 10/22/1953 0.05 3/18/1952 0.02 12/1/1952 0.13 1/7/1953 0.02 10/22/1953 0.02 3/19/1952 0.02 12/1/1952 0.35 1/7/1953 0.01 10/22/1953 0.03 3/19/1952 0.01 12/6/1952 0.03 1/7/1953 0.01 11/5/1953 0.03 4/7/1952 0.11 12/6/1952 0.08 1/8/1953 0.03 11/5/1953 0.05 4/7/1952 0.01 12/6/1952 0.02 1/8/1953 0.02 11/5/1953 0.08 4/7/1952 0.05 12/17/1952 0.06 1/8/1953 0.01 11/5/1953 0.02 4/8/1952 0.03 12/17/1952 0.03 1/8/1953 0.01 11/5/1953 0.02 4/8/1952 0.01 12/17/1952 0.01 1/8/1953 0.01 11/6/1953 0.02 4/8/1952 0.01 12/17/1952 0.01 1/8/1953 0.01 11/6/1953 0.01 4/10/1952 0.04 12/17/1952 0.01 1/8/1953 0.01 11/6/1953 0.01 4/10/1952 0.05 12/17/1952 0.01 1/8/1953 0.01 11/14/1953 0.09 4/10/1952 0.04 12/17/1952 0.04 1/13/1953 0.03 11/14/1953 0.04 4/10/1952 O.Ql 12/17/1952 0.04 1/13/1953 0.02 11/14/1953 O.Q7 .1 4/10/1952 0.03 12/17/1952 0.01 1/13/1953 0.03 11/14/1953 0.1 4/10/1952 0.17 12/17/1952 0.01 1/13/1953 0.02 11/14/1953 0.05 ... 4/10/1952 0.09 12/20/1952 0.07 1/13/1953 0.02 11/14/1953 0.05 4/10/1952 0.08 12/20/1952 0.16 2/23/1953 0.2 11/14/1953 0.02 , ... 4/10/1952 0.02 12/20/1952 0.13 2/23/1953 0.07 11/14/1953 0.01 4/10/1952 0.04 12/20/1952 0.09 2/23/1953 0.09 11/15/1953 0.01 .... 4/10/1952 0.04 12/20/1952 0.09 2/23/1953 0.01 11/15/1953 0.01 4/25/1952 0.05 12/20/1952 0.01 2/23/1953 0.03 11/15/1953 0.05 -4/28/1952 0.04 12/20/1952 0.01 2/23/1953 0.02 11/15/1953 0.05 4/28/1952 0.01 12/28/1952 0.02 2/23/1953 0.01 11/20/1953 0.06 -4/28/1952 0.03 12/28/1952 0.06 2/23/1953 0.02 11/20/1953 0.02 4/28/1952 0.02 12/28/1952 0.14 2/28/1953 0.06 12/4/1953 0.04 • 6/6/1952 0.01 12/28/1952 0.02 3/1/1953 0.01 12/4/1953 0.1 6/6/1952 0.02 12/28/1952 0.01 3/1/1953 0.01 12/4/1953 0.02 -9/19/1952 0.07 12/28/1952 0.01 3/1/1953 0.01 1/11/1954 0.01 9/19/1952 0.02 12/28/1952 0.02 3/1/1953 0.28 1/11/1954 0.03 • 11/14/1952 0.23 12/28/1952 0.02 3/1/1953 0.02 1/11/1954 0.02 11/14/1952 0.12 12/30/1952 0.25 3/1/1953 0.04 1/11/1954 0.05 -11/14/1952 0.03 12/30/1952 0.03 3/1/1953 0.01 1/12/1954 0.01 11/15/1952 0.01 12/30/1952 0.07 3/20/1953 0.03 1/12/1954 O.Ql • 11/15/1952 0.01 12/30/1952 0.1 3/20/1953 0.01 1/12/1954 0.02 11/15/1952 0.01 12/31/1952 0.02 3/20/1953 0.01 1/12/1954 0.01 11/15/1952 0.05 12/31/1952 0.01 3/20/1953 0.01 1/12/1954 0.01 ... 11/15/1952 0.15 12/31/1952 0.02 3/20/1953 0.03 1/12/1954 0.01 • 11/15/1952 0.65 12/31/1952 0.02 3/20/1953 0.04 1/12/1954 0.02 11/15/1952 0.08 1/6/1953 0.05 3/20/1953 0.01 1/12/1954 0.01 11/15/1952 0.02 1/6/1953 0.03 3/20/1953 0.01 1/12/1954 0.05 .... 11/15/1952 0.15 1/6/1953 0.02 4/20/1953 0.02 1/12/1954 0.02 11/15/1952 0.1 1/6/1953 0.07 4/20/1953 0.15 1/12/1954 0.16 • 11/15/1952 0.05 1/6/1953 O.Q3 4/20/1953 0.01 1/12/1954 0. 02 11/15/1952 0.02 1/6/1953 0.04 4/21/1953 0.01 1/12/1954 0.01 ·-11/16/1952 0.11 1/6/1953 0.04 4/21/1953 0.05 1/12/1954 0.04 11/16/1952 0.05 1/6/1953 O.Ql 4/27/1953 0.01 1/13/1954 O.Ql -11/16/1952 0.02 1/6/1953 0.02 4/27/1953 0. 03 1/13/1954 0.02 11/16/1952 0.03 1/6/1953 0.04 4/27/1953 0.06 1/13/1954 O.Ql -11/16/1952 0.02 1/6/1953 0.05 4/27/1953 0.05 1/18/1954 0.03 11/16/1952 0.01 1/7/1953 0.06 4/27/1953 0.14 1/18/1954 0.02 -11/16/1952 0.01 1/7/1953 0.07 4/27/1953 0.06 1/18/1954 0.03 11/16/1952 0.01 1/7/1953 0.02 4/27/1953 0.04 1/18/1954 0.01 -11/16/1952 O.Ql 1/7/1953 0.01 4/27/1953 0.01 1/18/1954 0.01 11/22/1952 0.05 1/7/1953 0.01 4/29/1953 0.02 1/18/1954 0.09 .. 11/22/1952 0.25 1/7/1953 0.03 4/29/1953 0.01 1/18/1954 0.01 11/23/1952 0.05 1/7/1953 0.01 4/29/1953 0.02 1/18/1954 0.15 -11/23/1952 0.05 1/7/1953 0.02 4/29/1953 0.03 1/18/1954 O.Q7 11/23/1952 0.03 1/7/1953 0.01 4/29/1953 0.01 1/18/1954 0.08 .. 11/23/1952 0.02 1/7/1953 O.Q2 4/30/1953 0.01 1/18/1954 0.02 11/29/1952 O.Q7 1/7/1953 0.01 4/30/1953 0.01 1/18/1954 0.05 11/29/1952 0.38 1/7/1953 0.01 6/18/1953 0.02 1/19/1954 0.02 -11/30/1952 0.3 1/7/1953 0.01 6/18/1953 0.01 1/19/1954 0.01 -- • DAT File for Rain gauge Station -Oceanside 1/19/1954 0.06 3/17/1954 0.02 3/25/1954 0.18 1/1/1955 0.01 1/19/1954 0.14 3/17/1954 0.01 3/25/1954 0.01 1/2/1955 0.02 1/19/1954 0.05 3/17/1954 0.01 3/25/1954 0.05 1/2/1955 0.01 1/19/1954 0.05 3/17/1954 0.01 3/25/1954 0.01 1/2/1955 0.02 1/19/1954 0.05 3/17/1954 0.03 3/25/1954 O.Q2 1/2/1955 0.01 1/19/1954 0.01 3/20/1954 0.02 3/25/1954 0.01 1/6/1955 0.01 1/19/1954 0.08 3/20/1954 O.Q7 3/29/1954 0.01 1/6/1955 0.03 1/19/1954 0.31 3/20/1954 0.04 3/29/1954 0.02 1/6/1955 0.01 1/19/1954 0.3 3/20/1954 0.05 3/30/1954 0.02 1/10/1955 0.13 1/19/1954 0.12 3/20/1954 0.05 3/30/1954 0.06 1/10/1955 0.01 1/19/1954 0.04 3/20/1954 0.01 3/30/1954 0.24 1/10/1955 0.02 1/19/1954 0.23 3/20/1954 0.03 3/30/1954 0.01 1/10/1955 0.01 1/19/1954 0.01 3/21/1954 0.01 3/30/1954 0.02 1/10/1955 0.09 1/20/1954 O.Ql 3/21/1954 0.03 3/30/1954 O.Q2 1/10/1955 0.09 1/20/1954 0.09 3/21/1954 0.02 4/28/1954 O.Ql 1/10/1955 0.28 1/20/1954 0.06 3/21/1954 0.01 4/28/1954 0.01 1/10/1955 0.01 1/20/1954 0.02 3/21/1954 0.01 4/28/1954 0.02 1/10/1955 O.Ql 1/24/1954 0.01 3/21/1954 0.01 4/28/1954 0.03 1/10/1955 0.01 1/24/1954 0.02 3/21/1954 0.01 4/28/1954 0.02 1/10/1955 0.05 1/24/1954 0.01 3/21/1954 0.01 7/13/1954 0.03 1/16/1955 O.Q7 1/24/1954 0.01 3/21/1954 0.05 7/13/1954 0.06 1/16/1955 0.11 ,I 1/24/1954 0.01 3/21/1954 0.02 11/10/1954 0.02 1/16/1955 0.04 1/24/1954 0.04 3/21/1954 0.01 11/10/1954 0.1 1/16/1955 0.05 .... 1/24/1954 0. 05 3/21/1954 0.02 11/10/1954 0.1 1/16/1955 0.09 1/24/1954 0.1 3/21/1954 0.03 11/10/1954 0.03 1/16/1955 0.04 i,• 1/24/1954 0.11 3/21/1954 0.01 11/10/1954 O.Q2 1/16/1955 0.01 1/24/1954 0.09 3/21/1954 0.05 11/11/1954 0.4 1/16/1955 0.15 '~"' 1/24/1954 0.05 3/21/1954 0.03 11/11/1954 0.1 1/16/1955 0.01 1/24/1954 0.01 3/21/1954 0.03 11/11/1954 0.06 1/18/1955 0.09 • 1/24/1954 0.01 3/21/1954 0.08 11/11/1954 0.21 1/18/1955 0.2 1/24/1954 0.02 3/22/1954 O.Ql 11/11/1954 0.09 1/18/1955 0.27 -1/24/1954 0.01 3/22/1954 0.05 11/11/1954 0.14 1/18/1955 0.11 1/25/1954 0.05 3/22/1954 0.02 11/11/1954 0.09 1/18/1955 0.09 • 1/25/1954 O.Q3 3/22/1954 0.06 11/11/1954 0.09 1/18/1955 0.05 1/25/1954 0.08 3/22/1954 0.02 11/11/1954 0.11 1/19/1955 0.03 1/25/1954 0.04 3/22/1954 0.01 11/11/1954 0.02 1/19/1955 0.01 ... 1/25/1954 0.03 3/22/1954 0.01 11/11/1954 0.01 1/19/1955 0.04 • 1/25/1954 0.05 3/22/1954 0.01 11/11/1954 0,03 1/19/1955 0.01 1/25/1954 0.01 3/22/1954 0.01 11/11/1954 0.02 1/19/1955 0.01 1/25/1954 0.01 3/22/1954 0.06 11/12/1954 0.01 1/19/1955 0.01 -2/13/1954 0.08 3/22/1954 0.1 11/12/1954 0.03 1/20/1955 0.01 • 2/13/1954 0.11 3/22/1954 0.1 11/12/1954 O.Ql 1/20/1955 0.02 2/13/1954 0.06 3/22/1954 0.08 11/12/1954 O.Ql 1/20/1955 0.01 2/13/1954 0.16 3/22/1954 0.02 12/3/1954 0.04 1/30/1955 0.1 .. 2/13/1954 0.14 3/22/1954 0.01 12/3/1954 0.01 1/30/1955 0.05 • 2/13/1954 0.4 3/22/1954 0.04 12/3/1954 0.1 1/31/1955 0.01 2/13/1954 0.25 3/23/1954 0.08 12/3/1954 0.06 1/31/1955 0.04 2/13/1954 0.25 3/23/1954 0.12 12/9/1954 0.06 1/31/1955 0.1 .... 2/13/1954 0.1 3/23/1954 0.15 12/9/1954 0.02 1/31/1955 0.01 2/13/1954 0.04 3/23/1954 0.1 12/9/1954 0.27 2/16/1955 0.04 -2/13/1954 0.02 3/23/1954 0.02 12/9/1954 0.03 2/16/1955 0.04 2/13/1954 0.02 3/23/1954 0.01 12/9/1954 0.02 2/16/1955 0.05 ... 2/14/1954 0.12 3/23/1954 O.Ql 12/10/1954 0.01 2/16/1955 0.02 2/14/1954 0.01 3/23/1954 0.01 12/10/1954 O.Ql 2/17/1955 0.01 -2/14/1954 O.Ql 3/23/1954 0.04 12/10/1954 0.01 2/17/1955 0.01 2/14/1954 0.01 3/23/1954 0.05 12/10/1954 0.02 2/17/1955 0.05 -2/14/1954 0.02 3/23/1954 0.01 12/10/1954 0.01 2/17/1955 0.18 3/16/1954 0.02 3/23/1954 0.03 12/10/1954 0,03 2/17/1955 0.09 • 3/16/1954 0.06 3/23/1954 O.Ql 12/10/1954 0.01 2/17/1955 0.07 3/16/1954 0.44 3/23/1954 0.01 1/1/1955 0.01 2/17/1955 0.02 ,. 3/16/1954 0.06 3/24/1954 0.01 1/1/1955 0.02 2/17/1955 0.02 3/16/1954 0.05 3/24/1954 0.01 1/1/1955 0.01 2/17/1955 0.01 • 3/16/1954 0.03 3/24/1954 0.13 1/1/1955 0.02 2/17/1955 0.01 3/17/1954 0.02 3/24/1954 0.01 1/1/1955 0.11 2/18/1955 O.Ql 3/17/1954 0.02 3/24/1954 0.01 1/1/1955 0.05 2/18/1955 0.01 3/17/19540.01 3/24/1954 0.01 1/1/1955 0.03 2/18/1955 0.01 ""' - DAT File for Rain gauge Station -Oceanside 2/18/1955 0.01 11/14/1955 0.1 1/26/1956 0.11 5/9/1956 O.Ql 2/18/1955 0.01 11/14/1955 0.05 1/26/19560.14 5/17/1956 0.05 2/26/1955 0.09 11/14/1955 0.15 1/26/1956 0.11 10/4/1956 0.02 2/26/1955 0.01 11/17/1955 0.04 1/27/1956 0.15 10/4/1956 0.02 2/26/1955 0.01 11/17/1955 0.01 1/27/1956 0.18 10/4/1956 0.01 2/26/1955 0.01 11/17/1955 0.05 1/27/1956 0.02 10/23/1956 0.05 2/27/1955 0.09 11/17/1955 0.07 1/27/1956 0.03 10/23/1956 0.03 2/27/1955 0.06 11/17/1955 0.06 1/27/1956 0.05 12/5/1956 0.03 2/27/1955 0.03 11/17/1955 0.01 1/27/1956 0.07 12/5/1956 0.02 2/27/1955 0.07 11/17/1955 0.07 1/27/1956 0.05 12/5/1956 0.02 2/27/1955 0.15 11/21/1955 0.01 1/31/1956 0.01 12/5/1956 0.01 2/27/1955 0.2 11/21/1955 0.04 1/31/1956 0.01 12/5/1956 0.01 3/10/1955 0.01 11/21/1955 0.03 1/31/1956 0.01 12/6/1956 0.06 3/10/1955 0.01 11/21/1955 0.03 1/31/19560.17 12/6/1956 0.05 3/10/1955 0.02 12/1/1955 0.05 1/31/1956 0.1 12/6/1956 0.09 • 3/10/1955 0.05 12/1/1955 0.03 1/31/1956 0.02 1/5/1957 0.01 • 3/10/1955 0.01 12/1/1955 0.02 2/23/1956 0.02 1/5/1957 0.01 3/10/1955 0.1 12/1/1955 0.01 2/23/1956 0.02 1/5/1957 0.02 3/11/1955 0.16 12/4/1955 0.02 2/23/1956 0.01 1/5/1957 0.01 .. 3/11/1955 0.01 12/4/1955 0.01 2/23/1956 0.03 1/5/1957 0.03 3/11/1955 0.01 12/4/1955 0.01 2/23/19560.01 1/5/1957 0.23 • 4/18/1955 0.02 12/4/1955 0.05 2/23/1956 0.02 1/5/1957 0.03 4/18/1955 0.05 12/4/1955 0.03 2/23/1956 0.01 1/5/1957 0.12 1,,., 4/21/1955 0.02 12/6/1955 0.03 2/23/1956 0.01 1/5/1957 0.01 4/21/1955 0.04 12/6/1955 0.01 2/23/1956 0.01 1/5/1957 0.02 .,IJilllll 4/22/1955 0.02 12/6/1955 0.03 2/23/1956 0.02 1/7/1957 0.01 4/22/1955 0.05 12/7/1955 0.02 2/23/1956 0.01 1/7/1957 0.01 4/22/1955 0.1 1/20/1956 0.03 2/24/1956 0.04 1/7/1957 0.03 4/22/1955 0.17 1/20/1956 0.02 2/24/1956 0.13 1/7/1957 0.02 .. 4/22/1955 0.03 1/20/1956 0.03 2/24/1956 0.01 1/7/1957 0.01 4/22/1955 0.04 1/20/1956 O.Ql 2/24/1956 0.01 1/7/1957 0.01 -4/22/1955 0.02 1/20/1956 O.Ql 2/24/1956 0.02 1/7/1957 0.01 4/26/1955 0.02 1/20/1956 0.01 4/1/1956 0.05 1/7/1957 0.05 -4/26/1955 O.Q7 1/23/1956 0.02 4/10/1956 0.02 1/7/1957 0.1 4/26/1955 0.06 1/23/1956 O.Ql 4/10/1956 0.03 1/7/1957 0.13 -4/30/1955 0.01 1/23/1956 0.02 4/11/1956 0.03 1/7/1957 0.16 4/30/1955 0.17 1/25/1956 0.01 4/11/1956 0.02 1/7/1957 0.13 • 4/30/1955 0.13 1/25/1956 0.01 4/11/1956 0.04 1/7/1957 0.08 4/30/1955 0.12 1/25/1956 0.01 4/11/1956 0. 02 1/7/1957 0.03 4/30/1955 0.04 1/25/1956 0.07 4/12/1956 0.01 1/7/1957 0.02 -4/30/1955 0.01 1/25/1956 0.08 4/12/1956 0.02 1/7/1957 0.02 • 4/30/1955 O.Q7 1/25/1956 0.11 4/12/1956 0.02 1/7/1957 0.01 5/1/1955 0.11 1/25/1956 0.07 4/12/1956 0.13 1/7/1957 0.02 5/1/1955 0.01 1/25/1956 0.04 4/12/1956 0.2 1/8/1957 0.01 ,.,. 5/1/1955 0.04 1/25/1956 0.02 4/12/1956 0.16 1/8/1957 0.02 • 5/1/1955 0.04 1/25/1956 O.Q2 4/12/1956 0.16 1/8/1957 0.02 5/1/1955 0.03 1/25/1956 0.03 4/12/1956 0.03 1/9/1957 0.05 5/1/1955 0.02 1/25/1956 0.04 4/13/1956 0.02 1/9/1957 0.05 -5/1/1955 0.04 1/25/1956 0.03 4/13/1956 0.02 1/9/1957 0.09 5/2/1955 0.01 1/25/1956 0.02 4/13/1956 0.18 1/9/1957 0.04 • 5/2/1955 0.02 1/26/1956 0.01 4/13/1956 0.3 1/10/1957 0.05 5/2/1955 0.04 1/26/1956 0.04 4/13/1956 0.14 1/10/1957 0.05 ·-5/2/1955 0.03 1/26/1956 0.06 4/13/1956 0.2 1/10/1957 0.02 5/7/1955 0.01 1/26/1956 0.04 4/13/1956 0.1 1/10/1957 0.01 -5/7/1955 0.01 1/26/1956 0.03 4/13/1956 0.19 1/10/1957 0.08 5/7/1955 0.01 1/26/1956 0.02 4/13/1956 0.12 1/10/1957 0.01 -5/22/1955 0.01 1/26/1956 0.03 4/26/1956 0.04 1/10/1957 0.01 5/22/1955 0.01 1/26/1956 0.02 4/26/1956 O.Ql 1/10/1957 0.02 -5/22/1955 0.01 1/26/1956 0.01 4/27/1956 0.06 1/10/1957 0.02 5/24/1955 0.01 1/26/1956 0.01 4/27/1956 0.05 1/13/1957 0.07 -5/24/1955 0.01 1/26/1956 0.02 4/27/1956 0.01 1/13/1957 0.1 5/24/1955 0.01 1/26/1956 0.09 4/27/1956 0.04 1/13/1957 0.31 • 5/25/1955 0.01 1/26/1956 0.11 5/9/1956 0.04 1/13/1957 0.33 5/25/1955 0.02 1/26/1956 0.28 5/9/1956 0.04 1/13/1957 0.29 ~-11/14/1955 0.02 1/26/1956 0.11 5/9/1956 0.01 1/13/1957 0.2 11/14/1955 0.06 1/26/1956 0.13 5/9/1956 0.09 1/13/1957 0.05 • - c~~-~"'"""'*'·'•ef',.-,•«~ .. , ,._..,.., .... -·""""'----·-\·-·~·-··· ---DAT File for Rain gauge Station -Oceanside • 1/13/1957 0.02 3/1/1957 0.01 5/21/1957 O.Ql 11/16/1957 0.01 1/13/1957 0.01 3/1/1957 0.01 5/21/1957 0.01 11/16/1957 0.05 .. 1/13/1957 0.01 3/1/1957 0.15 5/21/1957 0.06 11/16/1957 0.01 1/13/1957 0.01 3/1/1957 0.19 5/21/1957 0.03 11/16/1957 0.01 • 1/20/1957 0.12 3/1/1957 O.Ql 5/21/1957 0.1 11/16/1957 0.02 1/20/1957 0.04 3/1/1957 0.01 5/21/1957 0.03 11/16/1957 0.01 1/21/1957 0.01 3/9/1957 0.02 6/9/1957 0.06 12/4/1957 0.05 1/21/1957 0.01 3/9/1957 0.03 6/10/1957 0.15 12/5/1957 0.08 -1/24/1957 0.02 3/9/1957 0.03 6/10/1957 0.1 12/5/1957 0.19 1/24/1957 0.01 3/9/1957 0.01 6/10/1957 0.08 12/5/1957 0.21 1/24/1957 0.01 3/9/1957 0.01 6/10/1957 0.01 12/5/1957 0.05 1/24/1957 0.01 3/16/1957 0.01 10/11/1957 0.02 12/5/1957 0.01 • 1/24/1957 0.04 3/16/1957 0.29 10/11/1957 0.01 12/5/1957 0.01 1/24/1957 0.01 3/16/1957 0.16 10/11/1957 0.01 12/5/1957 0.03 1/24/1957 0.02 3/16/1957 0.01 10/11/1957 0.02 12/5/1957 0.01 -1/24/1957 0.Dl 3/16/1957 0.01 10/11/1957 0.08 12/5/1957 0.07 • 1/26/1957 0.05 3/16/1957 0.02 10/11/1957 0.02 12/15/1957 0.05 1/26/1957 0.08 4/14/1957 0.05 10/11/1957 0.01 12/15/1957 0.03 1/26/1957 0.07 4/15/1957 0.02 10/13/1957 0.02 12/15/1957 0.06 -1/26/1957 0.04 4/15/1957 0.02 10/13/1957 0.03 12/15/1957 0.04 • 1/26/1957 0.13 4/15/1957 0.01 10/13/1957 0.01 12/15/1957 0.03 1/26/1957 0.01 4/17/1957 0.06 10/13/1957 0.05 12/15/1957 0.03 1/26/1957 0.02 4/18/1957 0.14 10/13/1957 0.04 12/15/1957 0.04 -1/27/1957 0.02 4/18/1957 0.01 10/14/1957 O.Ql 12/15/1957 0.01 1/27/1957 0.02 4/18/1957 0.02 10/14/1957 0.2 12/15/1957 0.01 • 1/27/1957 0.01 4/18/1957 0.01 10/14/1957 0.2 12/16/1957 0.02 1/27/1957 0.01 4/18/1957 0.02 10/14/1957 0.01 12/16/1957 0.01 -1/27/1957 0.03 4/20/1957 0.01 10/14/1957 0.03 12/16/1957 0.02 1/27/1957 0.08 4/20/1957 0.13 10/14/1957 0.01 12/16/1957 0.14 .. 1/28/1957 0.06 4/20/1957 0.16 10/14/1957 0.01 12/16/1957 0.01 1/28/1957 0.1 4/20/19570.17 10/14/1957 0.01 12/16/1957 0.01 -1/28/1957 0.04 4/20/1957 0.09 10/14/1957 0.01 12/16/1957 0.03 1/28/1957 O.Ql 4/20/1957 0.02 10/20/1957 0.04 12/16/1957 0.01 • 1/28/1957 0.03 4/21/1957 0.03 10/21/1957 0.01 12/17/1957 0.19 1/28/1957 0.17 4/21/1957 0.01 10/21/1957 0.1 12/17/1957 0.01 -1/28/1957 0.21 4/21/1957 0.01 10/21/1957 0.1 1/24/1958 0.05 1/29/1957 0.15 4/21/1957 0.01 10/21/1957 0.02 1/24/1958 0.01 • 1/29/1957 0.21 4/21/1957 O.Ql 10/30/1957 0.04 1/24/1958 0.04 1/29/1957 0.25 4/22/1957 0.01 10/30/1957 0.01 1/25/1958 0.1 1/29/1957 0.12 4/22/1957 0.09 10/30/1957 0.01 1/25/1958 0.2 -1/29/1957 0.07 4/22/1957 0.04 10/30/1957 0.04 1/25/1958 0.4 • 1/29/1957 0.16 4/22/1957 0.01 10/30/1957 0.19 1/25/1958 0.1 1/29/1957 0.02 5/10/1957 0.02 10/30/1957 0.05 1/25/1958 0.01 1/29/1957 0.06 5/10/1957 0.01 10/31/1957 0.06 1/25/1958 0.04 -1/29/1957 0.01 5/10/1957 0.04 10/31/1957 0.01 1/25/1958 0.05 .. 1/29/1957 0.02 5/10/1957 0.03 10/31/1957 0.01 1/25/1958 0.14 1/29/1957 0.02 5/10/1957 0.02 10/31/1957 0.01 1/25/1958 0.03 1/29/1957 0.06 5/10/1957 0.01 11/2/1957 0.01 1/25/1958 0.02 '-1/29/1957 0.13 5/10/1957 0.14 11/2/1957 0.01 1/26/1958 0.01 • 1/29/1957 O.Ql 5/10/1957 0.06 11/2/1957 0.01 1/26/1958 0.02 1/29/1957 0.01 5/10/1957 0.4 11/2/1957 0.01 1/26/1958 0.01 2/23/1957 0.05 5/11/1957 0.31 11/2/1957 0.03 1/26/1958 0.05 -2/23/1957 0.1 5/11/1957 0.11 11/2/1957 0.04 1/26/1958 0.29 2/23/1957 0.04 5/11/1957 0.01 11/4/1957 0.05 1/26/1958 0.06 • 2/23/1957 0.04 5/11/1957 0.02 11/4/1957 0.04 1/26/1958 0.01 2/23/1957 0.03 5/11/1957 0.04 11/4/1957 0.01 1/26/1958 O.Ql "" 2/23/1957 0.06 5/11/1957 0.01 11/4/1957 0.01 1/26/1958 0.05 2/23/1957 0.07 5/11/1957 0.03 11/4/1957 0.01 1/26/1958 0.02 • 2/28/1957 0.05 5/19/1957 0.02 11/5/1957 0.02 1/27/19580.03 2/28/1957 0.05 5/19/1957 0.05 11/5/1957 0.02 1/27/1958 0.02 -2/28/1957 0.02 5/19/1957 0.01 11/5/1957 0.01 1/27/1958 0.02 2/28/1957 0.03 5/19/1957 0.04 11/14/1957 0.01 1/30/1958 0.04 -2/28/1957 0.16 5/19/1957 0.1 11/14/1957 0.08 1/30/1958 0 .05 2/28/1957 0.04 5/19/1957 0.03 11/14/1957 0.01 2/3/1958 0.02 -2/28/1957 0.03 5/20/1957 0.03 11/14/1957 0.05 2/3/1958 0.28 2/28/1957 0.3 5/20/1957 0.02 11/15/1957 0.04 2/3/1958 0.08 -- • ,. II I DAT File for Rain gauge Station -Oceanside 2/3/1958 0.04 3/11/1958 0.09 3/30/1958 0.06 9/23/1958 0.03 2/3/1958 0.06 3/11/1958 0.04 3/31/1958 0.01 9/24/1958 0.02 I 2/3/1958 0.04 3/11/1958 0.02 3/31/1958 0.01 9/24/1958 0.29 2/3/1958 0.1 3/11/1958 0.02 3/31/1958 0.01 9/24/1958 0.02 2/3/1958 0.06 3/12/1958 0.02 3/31/1958 0.01 9/24/1958 O.Dl 2/3/1958 0.01 3/12/1958 0.02 3/31/1958 0.01 11/11/1958 0.11 I 2/3/1958 0.03 3/12/1958 0.01 4/1/1958 0.03 11/15/1958 0.02 2/3/1958 0.02 3/12/1958 0.05 4/1/1958 0.08 11/15/1958 0.01 2/3/1958 0.02 3/12/1958 0.02 4/1/1958 0.1 1/5/1959 0.03 2/3/1958 0.01 3/15/1958 0.02 4/1/1958 0.02 1/6/1959 O.Dl I 2/3/1958 0.1 3/15/1958 0.07 4/1/1958 0.05 1/6/1959 0.01 2/3/1958 0.17 3/15/1958 0.04 4/1/1958 0.05 1/6/1959 0.03 2/3/1958 0.03 3/15/1958 0.03 4/1/1958 0.11 1/6/1959 0.05 2/3/1958 0.05 3/15/1958 0.03 4/1/1958 0.02 1/6/1959 0.04 2/3/1958 0.01 3/15/1958 0.14 4/1/1958 0.02 1/6/1959 0.26 I 2/3/1958 0.13 3/15/1958 0.13 4/1/1958 0.68 2/7/1959 0.03 2/3/1958 0.04 3/15/1958 0.02 4/1/1958 0.02 2/8/1959 0.11 2/4/1958 0.19 3/15/1958 0.06 4/1/1958 0.31 2/8/1959 0.05 2/4/1958 0.77 3/15/1958 0.02 4/1/1958 0.15 2/8/1959 0.06 I 2/4/1958 0.13 3/15/1958 0.03 4/1/1958 0.13 2/8/1959 0.11 2/4/1958 0.1 3/15/1958 0.01 4/1/1958 0.01 2/8/1959 0.01 2/4/1958 0.01 3/16/1958 0.04 4/2/1958 0.01 2/8/1959 0.06 2/4/1958 O.Dl 3/16/1958 0.03 4/2/1958 0.05 2/8/1959 0.01 I 2/4/1958 0.03 3/16/1958 0.13 4/2/1958 0.1 2/8/1959 0.03 2/4/1958 0.11 3/16/1958 0.01 4/3/1958 0.05 2/8/1959 0.06 2/4/1958 0.04 3/16/1958 0.32 4/3/1958 0.05 2/8/1959 0.08 2/4/1958 0.01 3/16/1958 0.05 4/3/1958 0.05 2/8/1959 0.02 I 2/4/1958 0.01 3/16/1958 0.21 4/3/1958 0.11 2/8/1959 0.03 2/4/1958 0.09 3/16/1958 0.12 4/3/1958 0.25 2/8/1959 0.01 2/4/1958 0.04 3/16/1958 0.15 4/3/1958 0.14 2/8/1959 0.01 2/12/1958 0.04 3/16/1958 0.03 4/3/1958 0.03 2/8/1959 0.01 I 2/12/1958 0.01 3/16/1958 0.02 4/3/1958 0.02 2/9/1959 0.01 2/13/1958 0.05 3/20/1958 0.01 4/3/1958 0.01 2/9/1959 0.01 2/13/1958 0.07 3/20/1958 0.02 4/3/1958 0.01 2/11/1959 0.02 2/13/1958 0.04 3/20/1958 0.07 4/4/1958 0.01 2/11/1959 0.04 I 2/19/1958 0.05 3/20/1958 0.03 4/4/1958 0.01 2/11/1959 0.08 2/19/1958 0.04 3/20/1958 0.1 4/4/1958 0.08 2/11/1959 0.16 2/19/1958 0.1 3/20/1958 0.11 4/4/1958 0.04 2/11/1959 0.33 2/19/1958 0.14 3/20/1958 0.07 4/4/1958 0.01 2/11/1959 0.2 I 2/19/1958 0.09 3/20/1958 0.06 4/6/1958 0.23 2/11/1959 0.01 2/19/1958 0.07 3/21/1958 0.01 4/6/1958 0.04 2/11/1959 0.01 2/19/1958 0.17 3/21/1958 0.01 4/6/1958 0.03 2/11/1959 0.01 2/19/1958 0.41 3/21/1958 0.01 4/6/1958 0.03 2/11/1959 0.01 2/19/1958 0.1 3/21/1958 0.01 4/6/1958 0.02 2/11/1959 0.01 I 2/19/1958 0.04 3/21/1958 0.02 4/7/1958 0.25 2/11/1959 0.01 2/19/1958 0.02 3/21/1958 0.08 4/7/1958 0.2 2/12/1959 0.13 2/25/1958 0.14 3/21/1958 0.14 4/7/1958 0.23 2/12/1959 0.03 2/25/1958 0.16 3/21/1958 0.11 4/7/1958 0.07 2/12/1959 0.01 I 2/25/1958 0.22 3/21/1958 0.09 4/7/1958 0.02 2/12/1959 0.01 2/25/1958 0.05 3/21/1958 0.15 4/7/1958 0.02 2/16/1959 0.06 3/2/1958 0.05 3/21/1958 0.02 4/7/1958 0.09 2/16/1959 0.21 3/2/1958 0.01 3/21/1958 0.18 4/7/1958 0.12 2/16/1959 0.1 I 3/6/1958 0.2 3/21/1958 0.15 4/7/1958 0.02 2/16/1959 0.06 3/6/1958 0.18 3/22/1958 0.06 4/7/1958 0.03 2/16/1959 0.05 3/6/1958 0.02 3/22/1958 0.08 4/7/1958 0.22 2/16/1959 0.03 3/6/1958 0.05 3/22/1958 0.01 4/7/1958 0.13 2/16/1959 0.04 • 3/6/1958 0.04 3/22/1958 0.29 4/7/1958 0.02 2/16/1959 0.06 3/6/1958 0.09 3/22/1958 0.05 4/7/1958 0.01 2/16/1959 0.02 3/6/1958 0.03 3/22/1958 0.01 5/11/1958 0.02 2/16/1959 0.02 3/6/1958 0.02 3/22/1958 0.01 5/11/1958 0.15 2/16/1959 0.1 I 3/6/1958 0.03 3/22/1958 0.01 5/11/1958 0.05 2/16/1959 0.16 3/6/1958 0.05 3/22/1958 0.02 5/11/1958 0.01 2/16/1959 0.02 3/6/1958 0.09 3/27/1958 0.04 5/11/1958 0.04 2/16/1959 0.01 3/10/1958 0 .07 3/27/1958 0.18 9/23/1958 0.07 2/16/1959 0.01 I 3/10/1958 0.1 3/27/1958 0.09 9/23/1958 0.01 2/16/1959 0.01 3/11/1958 0.01 3/27/1958 0.02 9/23/1958 0.02 2/17/1959 0.01 .... --DAT File for Rain gauge Station -Oceanside • 2/17/1959 0.01 12/24/1959 0.33 2/10/1960 0.08 9/11/1960 0.12 2/21/1959 0.21 12/24/1959 0.11 2/10/1960 0.1 9/11/1960 0.08 -2/21/1959 0.16 12/24/1959 0.01 2/10/1960 0.07 9/11/1960 0.04 2/21/19590.19 12/24/1959 0.04 2/19/1960 0.02 9/11/1960 0.02 • 2/21/1959 0.09 12/24/1959 0.01 2/19/1960 0.01 10/23/1960 0.01 2/21/1959 0.01 12/25/1959 0.01 2/28/1960 0.05 10/23/1960 0.01 11111 2/21/1959 0.01 12/25/1959 0.01 2/28/1960 0.07 10/23/1960 0.04 2/21/1959 0.02 1/10/1960 0.07 2/28/1960 0.01 11/3/1960 0.05 • 2/21/1959 0.15 1/10/1960 0.07 2/28/1960 0.04 11/3/1960 0.05 2/21/1959 0.01 1/10/1960 0.04 2/28/1960 0. 07 11/3/1960 0.12 -2/21/1959 0.03 1/10/1960 0.02 2/28/1960 0.01 11/3/1960 0.08 2/21/1959 0.03 1/10/1960 0.02 2/28/1960 0.03 11/5/1960 0.01 • 2/21/1959 0.02 1/10/1960 0.09 2/28/1960 0.01 11/5/1960 0.28 4/25/1959 0.02 1/10/1960 0.06 2/28/1960 0.02 11/5/1960 0.06 4/25/1959 0.02 1/10/1960 0.08 2/28/1960 0.01 11/6/1960 0.01 -4/26/1959 0.01 1/10/1960 0.11 2/29/1960 0.07 11/6/1960 0.01 • 4/26/1959 0.13 1/10/1960 0.04 2/29/1960 0.03 11/6/1960 0.07 4/26/1959 0.17 1/10/1960 0.01 2/29/1960 0.14 11/6/1960 0.01 4/26/1959 0.24 1/10/1960 0.01 2/29/1960 0.1 11/6/19600.16 -4/26/1959 0.07 1/11/1960 0.01 2/29/19600.13 11/12/1960 0.03 5/26/1959 0.01 1/11/1960 0.02 2/29/1960 0.09 11/12/1960 0.22 • 6/28/1959 0.02 1/11/1960 0.09 2/29/1960 0.19 11/26/1960 0.1 7/21/1959 0.04 1/12/1960 0.14 2/29/1960 0.02 11/26/1960 0.12 -7/21/1959 0.01 1/12/1960 0.37 3/1/1960 0.32 11/26/1960 0.14 9/29/1959 0.05 1/12/1960 0.31 3/1/1960 0.03 11/26/1960 0.08 • 9/30/1959 0.01 1/12/1960 0.16 3/1/1960 0.02 11/26/1960 0.07 9/30/1959 0.01 1/12/1960 0.03 3/13/1960 0.13 12/2/1960 0.03 -9/30/1959 0.05 1/12/1960 0.14 3/23/1960 0.02 12/2/1960 0.01 10/1/1959 0.03 1/12/1960 0.01 3/23/1960 0.01 12/2/1960 0.01 • 10/1/1959 0.01 1/14/1960 0.02 3/23/1960 0.02 12/3/1960 0.01 10/1/1959 0.08 1/14/1960 0.09 3/23/1960 0.08 12/3/1960 O.Q7 -10/1/1959 0.03 1/14/1960 0.17 3/27/1960 0.02 12/3/1960 0.01 10/27/1959 0,03 1/14/1960 0.19 3/27/1960 0.04 12/8/1960 0.03 • 10/27/1959 0.02 1/14/1960 0.01 3/28/1960 0.04 12/8/1960 0.02 11/1/1959 0.05 1/14/1960 0.27 3/28/1960 0.01 1/26/19610.11 -11/1/1959 0.02 1/15/1960 0.03 3/28/1960 0.05 1/26/19610.13 12/8/1959 0.01 1/15/1960 0.06 3/28/1960 0.03 1/26/19610.08 • 12/8/1959 0.01 1/15/1960 0.01 4/23/1960 0.09 1/26/19610.2 12/8/1959 0.01 1/15/1960 0.01 4/23/1960 0.06 1/26/1961 0.2 -12/9/1959 0.01 1/15/1960 0.09 4/23/1960 0.01 1/26/19610.07 12/9/1959 0.05 1/25/1960 0.05 4/23/1960 0.01 1/26/19610.06 • 12/9/1959 0.03 1/25/1960 0.28 4/23/1960 0.01 1/26/1961 0,07 12/9/1959 0.15 1/25/1960 0.03 4/24/1960 0.01 1/26/19610.05 12/9/1959 0.04 1/25/1960 0.04 4/24/1960 0.05 1/26/19610.01 -12/9/1959 0.01 1/25/1960 0.05 4/24/1960 0.01 3/4/1961 0,03 • 12/10/1959 0.26 1/25/1960 0.03 4/27/1960 0.08 3/4/1961 0.01 12/10/1959 0.01 1/26/1960 0.01 4/27/19600.12 3/4/1961 0.02 12/10/1959 0.01 1/26/1960 0.02 4/27/1960 0.1 3/4/1961 0.02 -12/20/1959 0.03 2/1/1960 0.06 4/27/1960 0.04 3/15/19610.05 12/20/1959 0.09 2/1/1960 0.13 4/27/1960 0.11 3/15/1961 0.06 • 12/20/1959 0.03 2/1/1960 0.15 4/27/1960 0.24 3/15/19610.02 12/20/1959 0.01 2/1/1960 0.08 4/27/1960 0.46 3/15/1961 O.Ql -12/21/1959 0.04 2/1/1960 0.2 4/27/19600.1 3/24/19610.04 12/21/1959 0.03 2/1/1960 0.26 4/27/1960 0.04 3/24/19610.02 • 12/21/1959 0.01 2/1/1960 0.34 5/3/1960 0.01 3/25/19610.01 12/21/1959 0.06 2/1/1960 0.15 5/3/1960 0.04 3/27/19610.03 -12/21/1959 0.05 2/8/1960 0.01 5/3/1960 0.02 3/27/19610.03 12/21/1959 0.2 2/8/1960 0.01 5/3/1960 0.01 3/28/19610.03 • 12/21/1959 0.09 2/8/1960 0.06 5/3/1960 0.02 3/28/1961 O.Dl 12/21/1959 0.02 2/8/1960 0.11 5/4/1960 0.01 3/28/19610.01 -12/24/1959 0.01 2/8/1960 0.1 5/4/1960 0.01 3/28/19610.05 12/24/1959 0.04 2/8/1960 0.02 5/4/1960 0.01 3/28/19610.03 • 12/24/1959 0.05 2/8/1960 0.02 6/23/1960 0.03 3/28/19610.04 12/24/1959 0.07 2/9/1960 0.01 9/11/1960 0.14 3/28/19610.02 -12/24/1959 0.1 2/9/1960 0.02 9/11/1960 0.05 3/28/19610.04 12/24/1959 0.03 2/9/1960 0.03 9/11/1960 0.24 3/28/19610.01 • -• - • -DAT File for Rain gauge Station -Oceanside • 3/28/19610.02 1/20/1962 0.03 2/12/1962 0.01 3/18/1962 0.03 5/7/1961 0.05 1/20/1962 0.01 2/15/1962 0.13 3/18/1962 0.26 -5/7/1961 0.01 1/21/1962 0.01 2/15/1962 0.15 3/18/1962 0.08 10/8/19610.01 1/21/1962 0.01 2/15/1962 0.05 3/19/1962 0.08 • 10/8/1961 0.08 1/21/1962 0.02 2/15/1962 0.02 3/19/1962 0.02 11/20/1961 0.01 1/21/1962 0.01 2/15/1962 0.03 3/19/1962 0.03 -11/20/1961 0.04 1/21/1962 0.04 2/15/1962 0.01 3/19/1962 0.01 11/20/1961 0.12 1/21/1962 0.01 2/16/1962 0.01 3/20/1962 0.01 -11/20/1961 0.16 1/22/1962 0.01 2/16/1962 0.01 3/20/1962 0.03 11/20/1961 0.12 1/22/1962 0.04 2/16/1962 0.15 3/22/1962 0.05 11/20/1961 0.01 1/22/1962 0.11 2/16/1962 0.07 3/22/1962 0.09 11/20/1961 0.01 1/22/1962 0.06 2/16/1962 0.01 3/22/1962 0.01 M 11/20/1961 0.01 1/22/1962 0.03 2/16/1962 0.01 3/29/1962 0.01 11/24/1961 0.03 1/22/1962 O.Ql 2/17/1962 0.01 3/29/1962 0.05 11/24/1961 0.05 1/22/1962 0.02 2/19/1962 0.21 3/29/1962 0.02 11/25/1961 0.03 1/22/1962 0.02 2/19/1962 0.09 5/14/1962 0.07 11/25/1961 0.01 1/22/1962 0.09 2/19/1962 0.02 5/14/1962 0.01 Ill 11/25/1961 0.03 1/22/1962 0.01 2/19/1962 0.01 5/14/1962 0.09 11/25/1961 0.01 1/22/1962 0.03 2/19/1962 0.04 5/15/1962 0.04 .. 11/25/1961 O.Ql 1/22/1962 0.07 2/19/1962 0.07 5/15/1962 0.03 11/25/1961 0.01 1/22/1962 0.02 2/19/1962 0.01 5/26/1962 0.02 • 11/25/1961 0.1 1/22/1962 0.03 2/19/1962 O.Dl 5/26/1962 0.01 11/25/1961 0.13 2/7/1962 0.01 2/19/1962 0.08 5/27/1962 0.02 -11/25/1961 0.06 2/7/1962 0.01 2/19/1962 0.05 5/27/1962 0.01 11/25/1961 0.06 2/7/1962 0.02 2/19/1962 0.02 5/27/1962 0.01 • 11/25/1961 0.01 2/7/1962 0.01 2/19/1962 0.06 5/27/1962 0.1 11/25/1961 0.01 2/7/1962 0.02 2/20/1962 0.05 5/27/1962 0.03 -11/30/1961 0.02 2/7/1962 0.08 2/20/1962 0.02 5/27/1962 0.01 11/30/1961 0.02 2/7/1962 0.05 2/20/1962 0.01 6/14/1962 0.04 • 12/1/19610.02 2/7/1962 0.08 2/20/1962 0.01 6/14/1962 0.04 12/1/19610.13 2/7/1962 0.05 2/20/1962 0.1 6/15/1962 0.02 • 12/1/19610.07 2/7/1962 0.02 2/20/1962 0.02 6/15/1962 0.01 12/1/19610.25 2/7/1962 0.02 2/20/1962 0.01 6/15/1962 0.02 • 12/2/1961 0.16 2/8/1962 0.07 2/20/1962 0.02 6/15/1962 0.02 12/2/19610.04 2/8/1962 0.06 2/21/1962 0.01 10/14/1962 0.03 -12/2/19610.06 2/8/1962 0.08 2/21/1962 0.02 10/14/1962 0.02 12/2/1961 0.53 2/8/1962 0.05 2/21/1962 0.15 12/18/1962 0.01 • 12/2/19610.05 2/8/1962 0.04 2/21/1962 0.09 12/18/1962 0.04 12/2/19610.02 2/8/1962 0.07 2/21/1962 0.01 12/18/1962 0.03 12/2/19610.01 2/8/1962 0.13 2/21/1962 0.01 1/31/1963 0.02 ··-12/2/1961 0.16 2/8/1962 0.15 2/24/1962 0.02 1/31/1963 0.01 • 12/2/1961 0.01 2/8/1962 0.12 2/24/1962 0.01 1/31/1963 0.02 12/2/19610.01 2/8/1962 0.06 2/24/1962 0.07 1/31/1963 0.01 12/2/19610.01 2/8/1962 0.07 2/24/1962 0.05 2/9/1963 0.07 -12/3/19610.06 2/8/1962 0.08 2/24/1962 0.02 2/9/1963 0.13 12/3/19610.03 2/8/1962 0.17 2/26/1962 0.02 2/9/1963 0.15 -12/14/1961 0.01 2/8/1962 0.16 2/26/1962 0.01 2/9/1963 0.23 12/14/1961 0.01 2/8/1962 0.07 2/26/1962 0.04 2/9/1963 0.2 -12/14/1961 0.01 2/8/1962 0.04 3/2/1962 0.03 2/9/1963 0.09 12/14/1961 O.Ql 2/8/1962 0.03 3/2/1962 0.01 2/9/1963 0.15 -12/14/1961 0.02 2/8/1962 0.01 3/6/1962 0.12 2/9/1963 0.13 12/14/1961 0.01 2/8/1962 0.04 3/6/1962 0.12 2/9/1963 0.13 ·-12/14/1961 0.01 2/8/1962 0.02 3/6/1962 0.06 2/9/1963 0.09 12/14/1961 0.01 2/8/1962 0.03 3/6/1962 0.05 2/9/1963 0.04 • 1/12/1962 0.03 2/8/1962 0.05 3/6/1962 0.02 2/10/1963 0.04 1/12/1962 0.18 2/8/1962 0.04 3/6/1962 0.1 2/10/1963 0.03 -1/12/1962 0.04 2/9/1962 0.03 3/6/1962 0.12 2/10/1963 0.02 1/20/1962 0.1 2/9/1962 0.02 3/16/1962 0.01 2/10/1963 0 .01 -1/20/1962 0.19 2/9/1962 0.02 3/16/1962 0.02 2/10/1963 0.02 1/20/1962 0.18 2/10/1962 0.02 3/16/1962 0.02 2/10/1963 0.02 -1/20/1962 0.21 2/11/1962 0.01 3/18/1962 0.07 2/10/1963 0.01 1/20/1962 0.34 2/11/1962 0.02 3/18/1962 0.12 2/10/1963 0.02 • 1/20/1962 0.24 2/11/1962 0.05 3/18/1962 0.1 2/10/1963 0.03 1/20/1962 0.39 2/11/1962 0.03 3/18/1962 0.01 2/10/1963 0.02 ... 1/20/1962 0.29 2/11/1962 0.01 3/18/1962 0.01 2/10/1963 0.05 1/20/1962 0.13 2/12/1962 0.02 3/18/1962 0.01 2/10/1963 0.05 --• ._, '--""···------~-----DAT File for Rain gauge Station -Oceanside • 2/10/1963 0.02 5/28/1963 0.02 11/20/1963 0.04 3/23/1964 0.13 2/10/1963 0.05 5/31/1963 0.01 11/20/1963 0.12 3/24/1964 0.03 -2/10/1963 0.24 5/31/1963 0.02 11/20/1963 0.04 3/24/1964 0.01 2/10/1963 0.04 5/31/1963 0.03 11/20/1963 0.01 3/31/1964 0.02 • 2/10/1963 0.11 6/1/1963 0.02 11/20/1963 0.05 3/31/1964 0.01 2/10/1963 0.08 6/11/1963 0.02 11/20/1963 0.15 4/1/1964 0.04 -2/10/1963 0.01 6/11/1963 0.01 11/20/1963 0.1 4/1/1964 0.02 2/11/1963 0.01 6/11/1963 0.01 11/21/1963 0.09 4/1/1964 0.01 -2/11/1963 0.01 6/11/1963 0.01 11/21/1963 0.25 4/1/1964 0.01 2/11/1963 0.02 6/11/1963 0.08 11/21/1963 0.02 4/1/1964 0.01 2/11/1963 0,01 9/4/1963 0.01 11/21/1963 0.12 4/1/1964 0.03 2/11/1963 0.03 9/4/1963 0.03 12/9/1963 0.02 4/19/1964 0.01 -2/14/1963 0.02 9/4/1963 0.05 12/9/1963 0.03 5/16/1964 0.05 2/14/1963 0.05 9/4/1963 0.13 12/9/1963 0.09 6/9/1964 0.02 2/14/1963 0.11 9/4/1963 0.02 12/10/1963 0.01 6/9/1964 0.03 2/14/1963 0.02 9/4/1963 0.05 1/14/1964 0.01 6/9/1964 0.04 3/15/1963 0.05 9/4/1963 0.14 1/14/1964 0.03 6/9/1964 0.02 -3/15/1963 0.07 9/4/1963 0.03 1/14/1964 0.01 6/9/1964 0.01 3/15/1963 0.01 9/4/1963 0.02 1/14/1964 0.02 10/15/1964 0.03 3/16/1963 0.01 9/4/1963 0.02 1/18/1964 0.01 10/15/1964 0.18 3/16/1963 0.07 9/17/1963 0.02 1/18/1964 0.04 10/15/1964 0.04 ... 3/16/1963 0.24 9/17/1963 0.07 1/18/1964 0.01 11/9/1964 0.01 3/16/1963 0.55 9/17/1963 0.04 1/18/1964 0.06 11/9/19640.1 3/16/1963 0.2 9/17/1963 0.21 1/18/1964 0.02 11/9/1964 0.12 3/17/1963 0.14 9/17/19630.15 1/21/1964 0.04 11/9/1964 0.05 -3/17/1963 0.01 9/17/1963 0.1 1/21/1964 0.05 11/9/1964 0.01 3/17/1963 0.01 9/17/1963 0.05 1/21/1964 0.31 11/10/1964 0.01 ,,. 3/17/1963 0.01 9/17/1963 0.17 1/21/1964 0.18 11/10/1964 0.01 3/17/1963 0.1 9/17/1963 0.15 1/21/1964 0.01 11/10/1964 0.01 • 3/17/1963 0.01 9/17/1963 0.02 1/21/1964 0.14 11/10/1964 0.08 3/17/1963 0.02 9/17/1963 0.04 1/21/1964 0.02 11/10/1964 0.1 .... 3/23/1963 0.01 9/17/1963 0.01 1/21/1964 0.04 11/10/1964 0.01 3/23/1963 0.01 9/17/1963 0.01 1/22/1964 0.03 11/11/1964 0.02 -3/23/1963 0.01 9/18/1963 0.01 1/22/1964 0.02 11/12/1964 0.01 3/28/1963 0.05 9/18/1963 0.01 1/22/1964 0.08 11/12/1964 0.01 -3/28/1963 0.16 9/18/1963 0.02 1/22/1964 0.22 11/17/1964 0.01 3/28/1963 0.04 9/18/1963 0.34 1/22/1964 0.01 11/17/1964 0.01 • 3/28/1963 0.03 9/18/1963 0.1 1/22/1964 0.01 11/17/1964 0.01 3/28/1963 0.01 9/18/1963 0.41 1/22/1964 0.07 11/17/1964 0.02 3/28/1963 0.01 9/18/1963 0.18 1/22/1964 0.01 11/17/1964 0.06 .... 4/8/1963 0.01 10/16/1963 0.01 1/23/1964 0.05 11/17/1964 0.06 • 4/8/1963 0.07 10/16/1963 0.09 2/15/1964 0.03 11/17/1964 0.05 4/8/1963 0.01 10/16/1963 0.05 2/15/1964 0.05 11/17/1964 0.04 4/8/1963 0.02 10/16/1963 0.01 2/15/1964 0.05 11/17/1964 0.31 ... 4/8/1963 0.02 10/16/1963 0.01 2/15/1964 0.02 11/17/1964 0.13 4/14/1963 0.02 10/17/1963 0.03 2/15/1964 0.01 11/17/1964 0.06 • 4/14/1963 0.06 10/18/1963 0.06 2/29/1964 0.02 11/17/1964 0.01 4/14/1963 0.01 10/18/1963 0.01 2/29/1964 0.05 11/26/1964 0.02 -4/17/1963 0.01 11/6/1963 0.02 2/29/1964 0.09 11/26/1964 0.01 4/17/1963 0.14 11/6/1963 0.06 3/2/1964 0.01 11/26/1964 0,01 • 4/17/1963 0.11 11/6/1963 0.05 3/2/1964 0.05 11/26/1964 0.01 4/17/1963 0.05 11/6/1963 0.02 3/2/1964 0.1 12/23/1964 0.01 -4/17/1963 0.09 11/15/1963 0.07 3/12/1964 0.03 12/23/1964 0.02 4/17/1963 0.03 11/15/1963 0.19 3/12/1964 0.01 12/23/1964 0.01 • 4/17/1963 0.04 11/15/1963 0.01 3/12/1964 0.01 12/27/1964 0.08 4/21/1963 0.03 11/15/1963 0.18 3/12/1964 0.08 12/27/1964 0.07 -4/21/1963 0.02 11/15/1963 0.05 3/12/1964 0.01 12/27/1964 0.1 4/21/1963 0.01 11/19/1963 0.1 3/22/1964 O.Dl 12/27/1964 0.1 • 4/26/1963 0.28 11/20/1963 0.15 3/22/1964 0.01 12/27/1964 0.15 4/26/1963 0.04 11/20/1963 0.17 3/22/1964 0.03 12/27/1964 0.04 -4/26/1963 0.01 11/20/1963 0.07 3/22/1964 0.06 12/27/1964 0.05 4/26/1963 0.02 11/20/1963 0.04 3/22/1964 0.09 12/27/1964 0.01 • 5/27/1963 0.01 11/20/1963 0.09 3/22/1964 0.2 12/27/1964 0.02 5/28/1963 0.01 11/20/1963 0.2 3/23/1964 0.01 12/27/1964 0.06 ... 5/28/1963 0.01 11/20/1963 0.31 3/23/1964 0.02 12/27/1964 0.01 5/28/1963 0.01 11/20/1963 0.13 3/23/1964 0.09 12/27/1964 0.01 - , . .. -• -DAT File for Rain gauge Station -Oceanside • 12/28/1964 0.07 3/31/1965 0.01 4/10/1965 0.02 11/17/1965 0.03 12/28/1964 0.02 3/31/1965 0.02 4/12/1965 0.06 11/17/1965 0.03 -12/28/1964 0.06 4/1/1965 0.04 4/12/1965 0.04 11/18/1965 0.02 12/31/1964 0.16 4/1/1965 0.11 6/25/1965 0.01 11/18/1965 0.09 • 12/31/1964 0.04 4/1/1965 0.02 6/25/1965 0.01 11/18/1965 0.01 1/7/1965 0.04 4/1/1965 0.02 7/29/1965 0.01 11/18/1965 0.03 -1/7/1965 0.05 4/1/1965 0.06 7/29/1965 0.02 11/21/1965 0.01 1/7/1965 0.03 4/1/1965 0.12 7/29/1965 0.07 11/21/1965 0.02 -1/20/1965 0.01 4/1/1965 0.05 7/29/1965 0.03 11/21/1965 0.01 1/20/1965 0.02 4/1/1965 0.01 9/16/1965 0.01 11/22/1965 0.06 1/20/1965 0.03 4/1/1965 0.01 9/16/1965 0.08 11/22/1965 0.14 1/20/1965 0.04 4/1/1965 0.1 9/16/1965 0.05 11/22/1965 0.01 -1/24/1965 0.09 4/1/1965 0.1 9/16/1965 0.01 11/22/1965 0.01 1/24/1965 0.15 4/1/1965 0.01 9/16/1965 0.01 11/22/1965 0.02 1/24/1965 0.16 4/3/1965 0.02 9/16/1965 0.01 11/22/1965 0.14 1/24/1965 0.04 4/3/1965 0.29 9/16/1965 0.05 11/22/1965 0.06 1/24/1965 0.01 4/3/1965 0.04 9/17/1965 0.03 11/22/1965 0.01 • 2/5/1965 0.08 4/3/1965 0.01 9/17/1965 0.02 11/22/1965 0.1 2/5/1965 0.02 4/3/1965 0.05 9/17/1965 0.02 11/22/1965 0.15 -2/5/1965 0.05 4/3/1965 0.1 9/17/1965 0.02 11/22/1965 0.01 2/5/1965 0.1 4/4/1965 0.1 9/17/1965 0.03 11/22/1965 0.18 -2/6/1965 0.06 4/4/1965 0.01 9/17/1965 0.03 11/22/1965 0.02 2/6/1965 0.03 4/4/1965 0.01 9/17/1965 O.Dl 11/22/1965 0.04 -2/6/1965 0.01 4/4/1965 0.02 9/17/1965 0.01 11/22/1965 0.19 2/6/1965 0.01 4/4/1965 0.07 11/14/1965 0.01 11/22/1965 0.28 -2/6/1965 0.09 4/4/1965 0.02 11/14/1965 0.02 11/22/1965 0.11 2/6/1965 0.02 4/4/1965 0.01 11/14/1965 0.02 11/22/1965 0.1 ... 2/6/1965 0.01 4/4/1965 0.01 11/14/1965 0.01 11/22/1965 0.1 2/6/1965 0.02 4/4/1965 0.03 11/14/1965 0.02 11/22/1965 0.59 • 2/6/1965 0.01 4/4/1965 0.01 11/14/1965 0.01 11/22/1965 0.19 2/6/1965 0.01 4/4/1965 0.02 11/14/1965 0.02 11/22/1965 0.09 -2/6/1965 0.14 4/4/1965 0.02 11/14/1965 0.01 11/22/1965 0.17 2/6/1965 0.09 4/4/1965 0.01 11/14/1965 0.01 11/23/1965 0.16 • 2/6/1965 0.04 4/5/1965 0.01 11/14/1965 0.05 11/23/1965 0.15 2/6/1965 0.23 4/5/1965 0.02 11/14/1965 0.13 11/23/1965 0.04 -2/6/1965 0.07 4/7/1965 0.16 11/14/1965 0.07 11/23/1965 0.01 3/6/1965 0.01 4/7/1965 0.03 11/14/1965 0.13 11/23/1965 0.01 • 3/6/1965 0.11 4/7/1965 0.06 11/14/1965 0.12 11/25/1965 0.05 3/6/1965 0.01 4/7/1965 0.01 11/14/1965 0.17 11/25/1965 0.02 3/6/1965 0.01 4/7/1965 0.01 11/14/1965 0.12 11/25/1965 0.07 ,,. 3/12/1965 0.01 4/8/1965 0.02 11/14/1965 0.04 11/25/1965 0.01 • 3/12/1965 0.01 4/8/1965 0.04 11/14/1965 0.12 11/25/1965 0.02 3/12/1965 0.1 4/8/1965 0.05 11/15/1965 0.02 12/9/1965 0.04 3/12/1965 0.01 4/8/1965 0.05 11/15/1965 0.01 12/9/1965 0.05 -3/12/1965 0.09 4/8/1965 0.08 11/15/1965 0.02 12/9/1965 0.06 • 3/12/1965 0.06 4/8/1965 0.01 11/15/1965 0.04 12/9/1965 0.02 3/12/1965 0.08 4/8/1965 0.02 11/15/1965 0.02 12/9/1965 0.02 3/12/1965 0.05 4/8/1965 0.02 11/15/1965 0.01 12/9/1965 0.05 -3/12/1965 0.02 4/8/1965 0.08 11/15/1965 0.03 12/9/1965 0.03 3/12/1965 0.02 4/8/1965 0.15 11/16/1965 0.04 12/9/1965 0.09 • 3/13/1965 0.09 4/8/1965 0.17 11/16/1965 0.11 12/9/1965 0.05 3/13/1965 0.06 4/8/1965 0.18 11/16/1965 0.1 12/9/1965 0.03 -3/13/1965 0.01 4/8/1965 0.14 11/16/1965 0.06 12/9/1965 0.02 3/13/1965 0.03 4/8/1965 0.09 11/16/1965 0.06 12/9/1965 0.01 • 3/13/1965 0.02 4/8/1965 0.01 11/16/1965 0.16 12/9/1965 0.04 3/13/1965 0.01 4/8/1965 0.15 11/16/1965 0.18 12/10/1965 0.02 .... 3/13/1965 0.01 4/8/1965 0.27 11/16/1965 0.26 12/10/1965 0.14 3/31/1965 0.03 4/8/1965 0.02 11/16/1965 0.1 12/10/1965 0.01 -3/31/1965 0.08 4/9/1965 0.01 11/16/1965 0.29 12/10/1965 0.21 3/31/1965 0.17 4/9/1965 0.01 11/16/1965 0.04 12/10/1965 0.03 ... 3/31/1965 0.29 4/9/1965 0.03 11/17/1965 0.01 12/10/1965 0.4 3/31/1965 0.09 4/9/1965 0.05 11/17/1965 0.02 12/10/1965 0.1 • 3/31/1965 0.1 4/9/1965 0.06 11/17/1965 0.01 12/10/1965 0.02 3/31/1965 0.13 4/9/1965 0.02 11/17/1965 0.Dl 12/12/1965 0.1 -3/31/1965 0.03 4/9/1965 0.03 11/17/1965 0.01 12/13/1965 0.1 3/31/1965 0.01 4/9/1965 0.12 11/17/1965 0.04 12/14/1965 0.1 - 11111 • ·--·-DAT File for Rain gauge Station -Oceanside • 12/14/1965 0.1 2/7/1966 0.01 12/5/1966 0.16 3/13/1967 0.02 12/14/1965 0.1 2/7/1966 0.18 12/5/1966 0.08 3/13/1967 0.01 -12/15/1965 0.07 2/7/1966 0.3 12/5/1966 0.06 3/13/1967 0.04 12/15/1965 0.01 2/8/1966 0.01 12/5/1966 0.04 3/13/1967 0.08 -12/15/1965 0.02 2/10/1966 0.03 12/5/1966 0.07 3/13/1967 0.25 12/15/1965 0.03 2/10/1966 0.01 12/5/1966 0.02 3/13/1967 0.22 12/16/1965 0.11 2/24/1966 0.07 12/5/1966 0.01 3/13/1967 0.06 12/16/1965 0.08 2/25/1966 0.01 12/5/1966 0.02 3/13/1967 0.03 -12/16/1965 0.09 2/25/1966 0.02 12/5/1966 0.01 3/13/1967 0.01 12/16/1965 0.05 3/2/1966 0.01 12/5/1966 0.02 3/13/1967 0.08 12/16/1965 0.09 3/2/1966 0.04 12/5/1966 0.03 3/13/1967 0.12 12/16/1965 0.13 3/2/1966 0.02 12/6/1966 0.02 3/13/1967 0.35 -12/16/1965 0.08 3/2/1966 0.02 12/6/1966 0.01 3/13/1967 0.24 12/21/1965 0.02 10/10/1966 0.02 12/6/1966 0.02 3/14/1967 0.04 12/21/1965 0.05 10/10/1966 0.13 12/6/1966 0.01 3/14/1967 0.01 12/21/1965 0.04 10/10/1966 0.17 12/6/1966 0.01 3/14/1967 0.01 12/22/1965 0.05 10/10/1966 0.04 12/6/1966 0.02 3/29/1967 0.1 • 12/22/1965 0.05 10/10/1966 0.01 12/6/1966 0.01 3/31/1967 0.1 12/29/1965 0.02 11/7/1966 0.12 12/6/1966 0.02 3/31/1967 0.1 ·-12/29/1965 0.02 11/7/1966 0.1 12/6/1966 0.01 3/31/1967 0.1 12/29/1965 0.02 11/7/1966 0.25 12/6/1966 0.03 4/11/1967 0.03 -12/29/1965 0.06 11/7/1966 0.26 12/6/1966 0.14 4/11/1967 0.28 12/29/1965 0.05 11/7/1966 0.17 12/6/1966 0.21 4/11/1967 0.33 -12/29/1965 0.3 11/7/1966 0.03 12/6/1966 0.12 4/11/1967 0.12 12/29/1965 0.06 11/7/1966 0.02 12/6/1966 0.04 4/11/1967 0.14 • 12/31/1965 0.01 11/7/1966 0.03 12/6/1966 O.Ql 4/11/1967 0.02 12/31/1965 0.04 11/7/1966 0.09 12/6/1966 0.02 4/11/1967 0.01 -12/31/1965 0.02 11/7/1966 0.01 1/22/1967 0.01 4/11/1967 0.02 12/31/1965 0.1 11/8/1966 0.01 1/22/1967 0.01 4/11/1967 0.01 -12/31/1965 0.02 11/8/1966 0.01 1/22/1967 0.05 4/11/1967 0.01 1/19/1966 0.1 11/8/1966 0.01 1/22/1967 0.19 4/11/1967 0.04 -1/27/1966 0.03 11/8/1966 0.01 1/22/1967 0.18 4/18/1967 0.05 1/27/1966 0.05 11/20/1966 0.02 1/22/1967 0.41 4/18/1967 0.06 • 1/27/1966 0.06 12/2/1966 0.04 1/22/1967 0.07 4/18/1967 0.07 1/27/1966 0.01 12/3/1966 0.01 1/22/1967 0.11 4/18/1967 0.01 -1/27/1966 O.Ql 12/3/1966 0.14 1/22/1967 0.22 4/18/1967 0.01 1/27/1966 0.01 12/3/1966 0.01 1/22/1967 0.15 4/19/1967 0.04 • 1/27/1966 0.01 12/3/1966 0.01 1/22/1967 0.21 4/19/1967 0.01 1/27/1966 0.01 12/3/1966 0.33 1/22/1967 0.26 4/19/1967 0.01 .. 1/30/1966 0.01 12/3/1966 0.01 1/22/1967 0.05 4/19/1967 0.19 1/30/1966 0.26 12/3/1966 0.01 1/23/1967 0.09 4/19/1967 0.05 • 1/30/1966 0.11 12/3/1966 0.08 1/23/1967 0.01 4/19/1967 0.07 1/30/1966 0.04 12/3/1966 0.06 1/24/1967 0.01 4/19/1967 0.01 1/30/1966 0.03 12/3/1966 0.14 1/24/1967 0.06 4/20/1967 0.01 -1/30/1966 0.01 12/3/1966 0.09 1/24/1967 0.05 4/20/1967 0.01 -1/30/1966 0.23 12/3/1966 0.24 1/24/1967 0.02 4/21/1967 0.1 1/30/1966 0.01 12/3/1966 0.19 1/24/1967 O.D7 4/21/1967 0.16 1/30/1966 0.04 12/3/1966 0.07 1/24/1967 0.14 4/21/1967 0.02 -1/30/1966 0.02 12/3/1966 0.02 1/24/1967 0.11 4/21/1967 0.01 2/1/1966 0.01 12/3/1966 0.04 1/24/1967 0.11 4/22/1967 0.02 • 2/2/1966 0.01 12/3/1966 0.01 1/24/1967 0.09 4/22/1967 0.01 2/6/1966 0.03 12/3/1966 0.02 1/24/1967 0.09 4/22/1967 0.01 -2/6/1966 0.11 12/3/1966 0.01 1/24/1967 0.02 4/22/1967 0.02 2/6/1966 0.12 12/4/1966 0.01 1/30/1967 0.02 4/24/1967 0.03 • 2/6/1966 0.09 12/4/1966 0.02 1/30/1967 0.03 4/24/1967 0.01 2/6/1966 0.16 12/4/1966 0.01 1/30/1967 0.03 4/28/1967 0.03 -2/6/1966 0.16 12/4/1966 0.01 1/31/1967 0.03 4/28/1967 0.01 2/6/1966 0.04 12/4/1966 0.06 1/31/1967 0.02 4/29/1967 0.02 • 2/6/1966 0.06 12/4/1966 0.09 1/31/1967 0.01 4/29/1967 0.03 2/6/1966 0.02 12/5/1966 0.19 1/31/1967 O.Ql 5/10/1967 0.01 -2/6/1966 0.01 12/5/1966 0.23 3/4/1967 0.02 5/10/1967 0.01 2/6/1966 0.01 12/5/1966 0.11 3/4/1967 0.02 6/12/1967 0.02 • 2/6/1966 0.01 12/5/1966 0.03 3/4/1967 0.01 6/13/1967 0.03 2/7/1966 0.01 12/5/1966 0.16 3/12/1967 0.03 6/13/1967 0.01 2/7/1966 0.01 12/5/1966 0.32 3/13/1967 0.01 7/26/1967 0.01 -2/7/1966 0.01 12/5/1966 0.31 3/13/1967 0.02 7/26/1967 0.02 -... • --DAT File for Rain gauge Station -Oceanside -8/30/1967 0.03 2/10/1968 0.01 12/11/1968 0.01 1/20/1969 0.09 9/18/1967 0.01 2/12/1968 0.01 12/11/1968 0.02 1/20/1969 O.Ql -9/18/1967 0.01 2/13/1968 0.14 12/11/1968 0.03 1/20/1969 0.01 11/19/1967 0.4 2/13/1968 0.14 12/11/1968 O.Ql 1/20/1969 0.02 -11/19/1967 0.4 2/13/1968 0.12 12/11/1968 0.04 1/21/1969 0.01 11/19/1967 0.2 2/13/1968 0.01 12/20/1968 0.03 1/21/1969 0.02 11/19/1967 0.09 2/13/1968 0.02 12/20/1968 0.04 1/21/1969 0.03 11/19/1967 0.06 2/13/1968 0.04 12/20/1968 0.02 1/21/1969 0.02 -11/19/1967 0.25 3/7/1968 0.1 12/24/1968 0.01 1/21/1969 0.03 11/19/1967 0.1 3/7/1968 0.1 12/24/1968 0.01 1/21/1969 0.06 11/19/1967 0.05 3/7/1968 0.1 12/24/1968 0.01 1/21/1969 0.01 11/19/1967 0.07 3/7/1968 0.1 12/25/1968 0.01 1/21/1969 0.02 ... 11/19/1967 0.07 3/7/1968 0.2 12/25/1968 0.06 1/21/1969 0.01 11/20/1967 0.01 3/8/1968 0.2 12/25/1968 0.04 1/22/1969 0.01 11/20/1967 0.15 3/8/1968 0.1 12/25/1968 0.12 1/22/1969 0.01 11/21/1967 0.01 3/8/1968 0.2 12/25/1968 0.44 1/22/1969 0.04 -11/21/1967 0.17 3/8/1968 0.2 12/25/1968 0.01 1/24/1969 0.02 11/21/1967 0.24 3/8/1968 0.1 12/25/1968 0.05 1/24/1969 0.02 11/21/1967 0.01 3/8/1968 0.4 12/25/1968 0.01 1/24/1969 0.03 -11/21/1967 0.01 3/8/1968 0.3 12/25/1968 0.02 1/24/1969 0.15 11/21/1967 0.01 3/8/1968 0.4 12/26/1968 0.04 1/24/1969 0.05 -11/22/1967 0.01 3/8/1968 0.1 12/26/1968 0.01 1/24/1969 0.09 11/22/1967 0.02 3/8/1968 0.01 12/26/1968 0.02 1/24/1969 0.08 -11/26/1967 0.15 3/13/1968 0.03 12/26/1968 0.04 1/24/1969 0.2 11/30/1967 0.02 3/13/1968 0.01 1/13/1969 0.01 1/24/1969 0.04 -11/30/1967 0.1 3/13/1968 0.01 1/13/1969 O.Dl 1/24/1969 0.03 11/30/1967 0.37 3/13/1968 0.02 1/13/1969 0.06 1/24/1969 0.07 -12/7/19670.02 3/13/1968 0.01 1/13/1969 0.01 1/24/1969 0.05 12/7/1967 0.08 3/17/1968 0.01 1/13/1969 0.01 1/24/1969 0.03 • 12/7/1967 0.01 4/1/1968 0.02 1/13/1969 0.04 1/24/1969 0.05 12/7/1967 0.01 4/1/1968 0.37 1/13/1969 0.05 1/24/1969 0.08 ·-12/8/1967 0.01 4/1/1968 0.01 1/13/1969 0.07 1/24/1969 0.05 12/8/1967 0.02 4/1/1968 0.01 1/14/1969 0.06 1/24/1969 0.1 • 12/8/1967 0.04 4/2/1968 0.01 1/14/1969 0.11 1/24/1969 0.01 12/8/1967 0.01 4/2/1968 0.03 1/14/1969 0.02 1/24/1969 0.06 -12/8/1967 0.01 4/2/1968 0.02 1/14/1969 0.08 1/24/1969 0.06 12/16/1967 0.03 5/12/1968 0.04 1/14/1969 0.05 1/24/1969 0.03 • 12/16/1967 0.01 5/12/1968 0.01 1/14/1969 0.04 1/24/1969 0.06 12/16/1967 0.01 5/21/1968 0.01 1/14/1969 0.04 1/25/1969 0.1 12/16/1967 0.01 5/21/1968 0.01 1/14/1969 0.1 1/25/1969 0.06 -12/16/1967 0.02 5/21/1968 0.01 1/14/1969 0.05 1/25/1969 0.02 • 12/16/1967 0.01 7/7/1968 0.01 1/14/1969 0.03 1/25/1969 0.01 12/16/1967 0.01 7/7/1968 0.02 1/14/1969 0.05 1/25/1969 0.13 12/18/1967 0.05 7/7/1968 0.01 1/14/1969 0.01 1/25/1969 0.08 -12/18/1967 0.1 7/28/1968 0.03 1/18/1969 O.Dl 1/25/1969 0.1 • 12/18/1967 0.1 10/29/1968 0.01 1/18/1969 0.04 1/25/1969 0.12 12/18/1967 0.4 10/29/1968 0.02 1/18/1969 0.05 1/25/1969 0.25 12/18/1967 0.3 10/30/1968 0.01 1/18/1969 0.09 1/25/1969 0.2 -12/18/1967 0.2 10/30/1968 0.02 1/18/1969 0.02 1/25/1969 0.25 12/18/1967 0.1 10/30/1968 0.02 1/18/1969 0.04 1/25/1969 0.12 • 12/18/1967 0.1 10/30/1968 0.02 1/18/1969 0.03 1/25/1969 0.13 12/18/1967 0.1 10/30/1968 0.02 1/19/1969 0.02 1/25/1969 0.05 -12/18/1967 0.2 10/30/1968 0.01 1/19/1969 0.03 1/25/1969 0.06 12/19/1967 0.1 11/4/1968 0.03 1/19/1969 0.01 1/25/1969 0.02 • 12/19/1967 0.1 11/14/1968 0.05 1/19/1969 O.Dl 1/25/1969 O.Ql 12/19/1967 0.2 11/14/1968 0.14 1/19/1969 0.03 1/25/1969 0.01 -12/19/1967 0.1 11/14/1968 0.05 1/19/1969 0.01 1/26/1969 0.01 12/19/1967 0.01 11/14/1968 0.06 1/19/1969 0.01 1/26/1969 0.01 • 12/19/1967 0.05 11/14/1968 0.07 1/19/1969 0.02 1/26/1969 0.01 12/19/1967 0.01 11/14/1968 0.03 1/20/1969 0.06 1/26/1969 0.03 -12/20/1967 0.03 11/15/1968 0.02 1/20/1969 0.07 1/26/1969 0.22 12/20/1967 0.04 11/15/1968 0.02 1/20/1969 0.07 1/26/1969 0.06 • 1/27/1968 0.01 11/15/1968 0.01 1/20/1969 0.03 1/26/1969 0.04 1/27/19680.09 11/30/1968 0.03 1/20/1969 0.04 1/27/1969 0.02 -1/27/1968 0.05 11/30/1968 0.01 1/20/1969 0.01 1/27/19690.11 2/9/1968 O.Ql 11/30/1968 0.01 1/20/1969 0.01 1/28/1969 0.04 • -• --DAT File for Rain gauge Station -Oceanside • 1/28/1969 0.01 2/22/1969 0.05 3/10/1969 0.02 12/8/1969 0.02 1/28/1969 0.02 2/22/1969 0.01 3/10/1969 0.04 12/22/1969 0.01 -1/28/1969 0.01 2/22/1969 0.01 3/10/1969 0.03 1/9/1970 0.04 1/28/1969 0.02 2/22/1969 0.05 3/11/1969 0.01 1/9/1970 0.03 -1/28/1969 0.13 2/22/1969 0.02 3/12/1969 0.1 1/9/1970 O.Ql 1/28/1969 0.01 2/23/1969 0.01 3/13/1969 0.02 1/9/1970 0.02 1/28/1969 0.06 2/23/1969 O.Ql 3/13/1969 0.02 1/9/1970 0.02 1/28/1969 0.02 2/23/1969 0.02 3/13/1969 0.01 1/9/1970 0.04 -1/28/1969 0.01 2/23/1969 0.02 3/21/1969 0.11 1/9/1970 0.03 1/30/1969 0.01 2/23/1969 0.01 3/21/1969 0.15 1/9/1970 0.09 1/30/1969 0.03 2/23/1969 0.08 3/21/1969 0.24 1/10/1970 0.05 1/31/1969 0.01 2/23/1969 0.04 3/21/1969 0.14 1/10/1970 0.02 -1/31/1969 0.01 2/23/1969 0.08 3/21/1969 0.01 1/10/1970 0.02 2/5/1969 0.04 2/23/1969 0.15 3/21/1969 0.05 1/10/1970 0.01 2/5/1969 0.03 2/23/1969 0.05 4/2/1969 0.01 1/10/1970 0.01 -2/6/1969 0.01 2/24/1969 0.1 4/3/1969 0.05 1/10/1970 0.05 • 2/6/1969 0.01 2/24/1969 0.07 4/3/1969 0.02 1/10/1970 0.01 2/6/1969 0.01 2/24/1969 0.03 4/3/1969 0.01 1/11/1970 0.04 2/6/1969 0.01 2/24/1969 0.05 4/3/1969 0.08 1/11/1970 0.03 -2/6/1969 0.01 2/24/1969 0.09 4/3/1969 0.02 1/11/1970 0.03 2/6/1969 0.08 2/24/1969 0.16 4/3/1969 0.01 1/11/1970 0.02 -2/6/1969 0.24 2/24/1969 0.1 4/3/1969 0.02 1/11/1970 0.03 2/6/1969 0.33 2/24/1969 0.07 4/5/1969 0.06 1/11/1970 0.01 2/6/1969 0.05 2/24/1969 0.03 4/5/1969 0.23 1/11/1970 0.01 2/6/1969 0.04 2/24/1969 0.01 4/5/1969 0.01 1/12/1970 0.01 -2/6/1969 0.46 2/24/1969 0.01 5/5/1969 0.02 1/12/1970 0.01 2/6/1969 0.05 2/24/1969 0.01 5/5/1969 0.01 1/12/1970 O.Ql -2/6/1969 0.05 2/24/1969 0.03 5/5/1969 0.07 1/12/1970 0.01 2/6/1969 0.03 2/24/1969 0.05 5/5/1969 0.02 1/12/1970 O.Ql -2/6/1969 0.01 2/24/1969 0.02 5/6/1969 0.01 1/12/1970 0.01 2/6/1969 0.01 2/24/1969 0.04 5/6/1969 0.01 1/14/1970 O.Ql , ... 2/15/1969 0.02 2/24/1969 0.01 5/6/1969 0.03 1/14/1970 0.02 2/15/1969 0.02 2/24/1969 0.05 6/10/1969 0.01 1/16/1970 0.03 • 2/15/1969 0.01 2/24/1969 0.09 6/10/1969 0.02 1/16/1970 0.02 2/15/1969 0.02 2/25/1969 0.08 6/10/1969 0.01 1/16/1970 0.03 -2/15/1969 0.01 2/25/1969 0.05 6/17/1969 0.02 1/16/1970 0.02 2/15/1969 0.01 2/25/1969 0.11 6/17/1969 0.01 1/16/1970 0.08 • 2/15/1969 0.01 2/25/1969 0.09 6/17/1969 0.01 1/16/1970 0.12 2/18/1969 0.05 2/25/1969 0.06 11/6/1969 0.07 1/16/1970 0.1 ·-2/18/1969 0.18 2/25/1969 0.1 11/6/1969 0.04 1/16/1970 0.05 2/18/1969 0.19 2/25/1969 0.03 11/6/1969 0.14 1/16/1970 0.01 • 2/18/1969 0.07 2/25/1969 0.09 11/6/1969 0.05 1/16/1970 0.02 2/18/1969 0.06 2/25/1969 0.06 11/6/1969 O.Q7 1/16/1970 0.01 2/18/1969 0.01 2/25/1969 0.1 11/6/1969 0.07 2/9/1970 0.03 .. 2/18/1969 0.2 2/25/1969 0.05 11/6/1969 0.02 2/10/1970 0.12 • 2/18/1969 0.04 2/25/1969 0.1 11/6/1969 0.01 2/10/1970 0.05 2/18/1969 0.01 2/25/1969 0.25 11/6/1969 0.01 2/10/1970 0.05 2/18/1969 0.01 2/25/1969 0. 75 11/7/1969 0.02 2/10/1970 0.02 -2/18/1969 0.01 2/25/1969 0.21 11/7/1969 0.01 2/10/1970 0.04 2/18/1969 0.01 2/25/1969 0.24 11/7/1969 0.27 2/10/1970 0.03 • 2/19/1969 0.02 2/25/1969 0.19 11/7/1969 0.05 2/10/1970 0.02 2/19/1969 0.01 2/25/1969 0.09 11/9/1969 0.06 2/10/1970 0.03 -2/19/1969 0.06 2/25/1969 0.04 11/10/1969 0.1 2/10/1970 0.01 2/20/1969 0.03 2/28/1969 0.01 11/10/1969 0.07 2/10/1970 0.09 • 2/20/1969 0.05 2/28/1969 0.04 11/10/1969 0.01 2/10/1970 0.06 2/20/1969 0.2 3/8/1969 0.01 11/10/1969 0.01 2/10/1970 0.04 -2/20/1969 0.01 3/9/1969 0.09 11/10/1969 O.Ql 2/10/1970 0.03 2/21/1969 0.02 3/9/1969 0.01 11/15/1969 0.01 2/10/1970 0.14 -2/21/1969 0.01 3/9/1969 0.01 11/15/1969 0.02 2/10/1970 0.11 2/21/1969 0.01 3/9/1969 0.01 11/15/1969 O.Ql 2/10/1970 0.01 -2/22/1969 0.15 3/10/1969 0.03 11/15/1969 0.04 2/10/1970 O.Ql 2/22/1969 0.15 3/10/1969 0.01 11/15/1969 0.02 2/10/1970 0.11 • 2/22/1969 0.15 3/10/1969 0.01 11/15/1969 0.01 2/11/1970 0.05 2/22/1969 0.04 3/10/1969 0.05 12/8/1969 0.02 2/11/1970 0.05 -2/22/1969 0.06 3/10/1969 0.01 12/8/1969 0.11 2/28/1970 0.02 2/22/1969 0.03 3/10/1969 0.01 12/8/1969 0.05 2/28/1970 0.02 -, . • --DAT File for Rain gauge Station -Oceanside -2/28/1970 O.Ql 11/30/1970 0.21 4/26/1971 0.07 12/24/1971 0.03 2/28/1970 0.01 12/16/1970 0.05 4/26/19710.07 12/24/1971 0.06 -2/28/1970 0.02 12/16/1970 0.11 5/6/1971 0.01 12/24/1971 0.07 2/28/1970 0.33 12/16/1970 0.03 5/6/1971 0.01 12/24/1971 0.02 • 2/28/1970 0.01 12/16/1970 0.01 5/6/1971 0.02 12/24/1971 0.28 2/28/1970 0.17 12/17/1970 0.01 5/6/1971 0.03 12/24/1971 0.38 2/28/1970 0.31 12/17/1970 0.02 5/7/1971 0.02 12/24/1971 0.19 2/28/1970 0.16 12/17/1970 0.02 5/7/1971 0.02 12/25/1971 0.03 "'" 2/28/1970 0.02 12/17/1970 0.03 5/7/1971 0.03 12/25/1971 0.02 2/28/1970 0.01 12/17/1970 0.07 5/7/1971 0.05 12/25/1971 0.05 3/1/1970 O.Dl 12/17/1970 0.02 5/7/1971 0.04 12/25/1971 0.07 3/1/1970 0.05 12/17/1970 0.01 5/7/1971 0.01 12/25/1971 0.06 -3/1/1970 0.12 12/17/1970 0.02 5/7/1971 0.02 12/25/1971 0.02 3/1/1970 0.03 12/18/1970 0.05 5/29/1971 O.D3 12/25/1971 0.01 3/1/1970 O.Dl 12/18/1970 0.03 10/15/1971 0.03 12/25/1971 0.01 3/1/1970 0.24 12/18/1970 0.02 10/16/1971 0.02 12/25/1971 0.04 3/1/1970 0.08 12/18/1970 0.03 10/16/1971 0.04 12/25/1971 0.02 .. 3/1/1970 0.01 12/18/1970 0.01 10/16/1971 0.01 12/27/1971 0.02 3/1/1970 0.01 12/18/1970 0.05 10/16/1971 O.D3 12/27/1971 0.01 3/1/1970 0.01 12/19/1970 0.21 10/16/1971 0.15 12/27/1971 0.01 3/2/1970 0.04 12/19/1970 0.65 10/16/1971 0.08 12/27/1971 0.03 -3/2/1970 0.24 12/19/1970 0.08 10/16/1971 0.09 12/27/1971 0.06 3/2/1970 0.01 12/19/1970 0.06 10/17/1971 0.01 12/27/1971 0.09 -3/2/1970 O.Ql 12/19/1970 0.11 10/17/1971 0.03 12/27/1971 0.09 3/2/1970 0.01 12/19/1970 0.03 10/17/1971 0.02 12/27/1971 0.01 -3/4/1970 0.01 12/19/1970 0.18 10/17/1971 0.02 12/28/1971 0.03 3/4/1970 0.12 12/19/1970 0.06 11/12/1971 0.03 12/28/1971 0.14 -3/4/1970 0.13 12/19/1970 0.06 11/12/1971 0.04 12/28/1971 0.06 3/4/1970 0.12 12/19/1970 0.08 11/12/1971 0.03 12/28/1971 0.05 -3/4/1970 0.18 12/21/1970 0.05 12/2/1971 0.01 1/9/1972 0.1 3/4/1970 0.02 12/21/1970 0.02 12/2/19710.04 1/16/1972 0.1 -3/5/1970 0.01 12/21/1970 0.D7 12/2/1971 0.01 1/16/1972 0.1 3/5/1970 0.01 12/21/1970 0.26 12/2/19710.01 1/16/1972 0.2 -3/10/1970 0.01 12/21/1970 O.Ql 12/3/1971 0.1 1/16/1972 0.3 3/10/1970 0.03 12/21/1970 0.04 12/4/19710.1 1/16/1972 0.5 -3/10/1970 0.01 12/22/1970 0.08 12/6/19710.01 1/16/1972 0.1 4/16/1970 0.05 1/2/1971 0.04 12/6/19710.03 1/17/19720.1 ,. 4/16/1970 0.09 1/2/1971 0.04 12/7/19710.06 1/18/1972 0.1 4/16/1970 0.01 1/2/1971 0.02 12/13/1971 0.01 1/18/1972 0.2 4/16/1970 0.01 1/12/19710.05 12/13/1971 0.02 1/18/1972 0.1 -4/21/1970 0.05 1/12/19710.13 12/13/1971 0.04 1/18/1972 0.1 • 4/27/19700.1 1/12/19710.09 12/13/1971 0.04 1/18/1972 0.1 6/12/1970 0.01 1/12/19710.01 12/22/1971 0.04 1/19/1972 0.1 6/12/1970 O.Dl 1/12/19710.02 12/22/1971 0.03 1/19/1972 0.1 -6/12/1970 0.01 1/12/19710.03 12/22/1971 0.05 5/18/1972 0.01 11/28/1970 0.04 1/13/19710.03 12/22/1971 0.12 5/18/1972 0.02 • 11/28/1970 0.06 2/16/19710.04 12/22/1971 0.11 5/18/1972 0.02 11/28/1970 0.07 2/16/19710.09 12/22/1971 0.02 5/19/1972 0.03 ,,. 11/28/1970 0.09 2/16/19710.02 12/22/1971 0.09 5/20/1972 0.02 11/28/1970 0.03 2/17/1971 0.06 12/22/1971 0.04 6/6/1972 0.05 -11/28/1970 0.01 2/17/1971 0,07 12/22/1971 0.08 6/20/1972 0.02 11/28/1970 0.03 2/17/19710.27 12/22/1971 0.01 6/20/1972 0.02 -11/28/1970 0.04 2/17/19710.17 12/22/1971 0.06 6/20/1972 0.01 11/29/1970 0.02 2/17/19710.03 12/22/1971 0.08 9/3/1972 0.04 • 11/29/1970 0.01 2/23/19710.05 12/22/1971 0.02 9/5/1972 0.03 11/30/1970 0.17 2/23/19710.02 12/22/1971 0.02 9/6/1972 0.03 .... 11/30/1970 0.05 2/23/19710.19 12/22/1971 0.05 9/6/1972 0.01 11/30/1970 0.05 3/13/1971 O.Ql 12/22/1971 0.07 9/6/1972 0.04 -11/30/1970 0.02 3/13/19710.01 12/24/1971 0.1 9/6/1972 0.01 11/30/1970 0.04 3/13/19710.05 12/24/1971 0.2 10/17/1972 0.01 ... 11/30/1970 0.22 3/13/19710.13 12/24/1971 0.1 10/17/1972 0.05 11/30/1970 0.22 4/14/19710.05 12/24/1971 0.02 10/17/1972 0.06 • 11/30/1970 0.18 4/14/19710.23 12/24/1971 0.03 10/18/1972 0.01 11/30/1970 0.17 4/14/19710.34 12/24/1971 0.03 10/18/1972 0.02 11/30/1970 0.14 4/14/19710.06 12/24/1971 0.02 10/19/1972 0.06 -11/30/1970 0.01 4/14/19710.04 12/24/1971 0.02 10/19/1972 O.Ql • -• ---DAT File for Rain gauge Station -Oceanside -10/19/1972 0.09 2/3/1973 0.01 3/20/1973 0.01 3/2/1974 0.01 10/19/1972 0.08 2/3/1973 0.1 3/20/1973 0.09 3/3/1974 0.05 -10/20/1972 0.03 2/3/1973 0.07 3/20/1973 0.37 3/3/1974 0.03 10/20/1972 0.01 2/3/1973 0.01 3/20/1973 0.18 3/3/1974 0.01 ,.~ 11/7/1972 0.04 2/5/1973 0.01 3/20/1973 O.Q3 3/3/1974 O.ol 11/8/1972 0.02 2/6/1973 0.03 3/20/1973 0.07 3/7/1974 0.04 11/8/1972 0.03 2/6/1973 0.08 3/21/1973 0.02 3/7/1974 0.01 11/10/1972 0.02 2/7/1973 0.01 3/21/1973 0.04 3/7/1974 0.1 ~I 11/10/1972 0.01 2/7/1973 0.18 3/26/1973 0.09 3/7/1974 0.21 11/11/1972 0.04 2/11/1973 0.01 11/17/1973 0.1 3/7/1974 0.19 11/11/1972 0.01 2/11/1973 0.03 11/17/1973 0.1 3/8/1974 0.15 11/11/1972 0.02 2/11/1973 0.13 11/17/1973 0.02 3/8/1974 0.04 11/11/1972 0.2 2/11/1973 0.2 11/17/1973 0.03 3/8/1974 0.05 11/11/1972 0.1 2/11/1973 0.02 11/17/1973 O.ol 3/8/1974 0.13 11/11/1972 0.03 2/11/1973 0.03 11/18/1973 0.03 3/8/1974 0.13 11/14/1972 0.02 2/11/1973 0.1 11/18/1973 O.ol 3/8/1974 0.12 11/14/1972 O.Q7 2/11/1973 0.09 11/18/1973 0.04 3/8/1974 0.13 ..... 11/14/1972 0.33 2/11/1973 0.01 11/18/1973 0.06 3/8/1974 0.03 11/14/1972 0.17 2/12/1973 0.07 11/18/1973 0.1 3/8/1974 0.04 11/14/1972 0.01 2/12/1973 0.01 11/18/1973 0.1 3/8/1974 0.03 11/16/1972 0.01 2/12/1973 0.04 11/18/1973 0.1 3/8/1974 0.01 ·I,;! 11/16/1972 0.04 2/12/1973 0.06 11/18/1973 0.1 3/8/1974 0.02 11/16/1972 0.03 2/12/1973 0.2 11/22/1973 0.04 3/27/1974 0.23 -11/16/1972 0.09 2/12/1973 0.04 11/22/1973 0.01 3/27/1974 0.07 11/16/1972 0.12 2/13/1973 0.23 11/22/1973 0.03 4/1/1974 0.01 -11/16/1972 0.25 2/13/1973 0.03 11/22/1973 0.4 4/1/1974 0.01 11/16/1972 0.07 2/13/1973 0.01 11/22/1973 0.25 4/1/1974 0.01 -11/16/1972 0.03 2/15/1973 0.28 11/22/1973 0.07 4/1/1974 0.04 11/16/1972 0.1 2/15/1973 0.03 11/23/1973 0.02 4/1/1974 0.01 -11/17/1972 0.02 2/15/1973 0.01 12/1/1973 0.1 5/19/1974 0.15 11/17/1972 0.06 2/15/1973 0.01 1/1/1974 0.1 10/28/1974 0.01 -11/17/1972 0.3 2/27/1973 0.22 1/1/1974 0.1 10/28/1974 0.01 11/17/1972 0.04 2/28/1973 0.12 1/7/1974 O.Q7 10/28/1974 0.03 -11/17/1972 0.04 2/28/1973 0.1 1/7/1974 0.12 10/28/1974 0.02 11/17/1972 0.01 3/4/1973 0.06 1/7/1974 0.1 10/28/1974 0.02 -11/17/1972 0.02 3/5/1973 0.22 1/7/1974 0.1 10/28/1974 0.08 12/4/1972 0.03 3/5/1973 0.03 1/7/1974 0.19 10/28/1974 0.07 • 12/4/1972 0.01 3/6/1973 0.04 1/7/1974 O.Q7 10/28/1974 0.06 12/4/1972 0.09 3/6/1973 0.06 1/7/1974 0.02 10/28/1974 0.07 12/4/1972 0.08 3/6/1973 0.02 1/7/1974 0.03 10/28/1974 0.03 ""' 12/4/1972 0.12 3/6/1973 0.14 1/7/1974 0.01 10/28/1974 0.02 • 12/4/1972 0.12 3/6/1973 0.04 1/7/1974 0.06 10/29/1974 0.12 12/4/1972 0.05 3/8/1973 0.09 1/7/1974 0.13 10/29/1974 0.13 12/4/1972 0.07 3/8/1973 0.01 1/7/1974 0.04 10/29/1974 0.03 ·-12/4/1972 0.01 3/8/1973 0.13 1/8/1974 0.09 10/29/1974 0.06 12/7/1972 0.06 3/8/1973 0.2 1/8/1974 0.15 10/29/1974 0.09 • 12/7/1972 0.01 3/8/1973 0.02 1/8/1974 O.Q7 10/29/1974 0.07 12/7/1972 0.05 3/8/1973 0.05 1/8/1974 0.02 10/29/1974 0.1 -12/7/1972 0.06 3/10/1973 0.02 1/8/1974 0.03 11/1/1974 0.04 12/8/1972 0.02 3/11/1973 0.03 1/8/1974 0.02 11/21/1974 0.01 • 12/8/1972 O.Ql 3/11/1973 0.03 1/9/1974 0.01 11/21/1974 0.01 12/8/1972 0.04 3/11/1973 0.02 1/9/1974 0.01 11/21/1974 0.01 -12/8/1972 0.04 3/11/1973 0.01 1/9/1974 0.03 11/21/1974 0.01 12/8/1972 0.01 3/11/1973 0.01 1/9/1974 0.02 12/4/1974 0.02 • 12/8/1972 0.06 3/11/1973 0.03 1/9/1974 0.03 12/4/1974 0.03 12/8/1972 0.02 3/11/1973 0.04 1/20/1974 0.03 12/4/1974 0.06 .... 12/8/1972 0.02 3/11/1973 0.2 1/20/1974 0.02 12/4/1974 0.02 1/4/1973 0.03 3/11/1973 0.03 1/20/1974 0.01 12/4/1974 0.09 -1/4/1973 0.01 3/11/1973 0.03 1/20/1974 0.01 12/4/1974 0.16 1/9/1973 0.05 3/11/1973 0.04 1/20/1974 O.ol 12/4/1974 0.23 -1/9/1973 0.03 3/11/1973 0.1 2/19/1974 0.04 12/4/1974 0.29 1/9/1973 0.04 3/11/1973 0.2 2/19/1974 0.06 12/4/1974 O.Ql -1/9/1973 0.11 3/12/1973 0.13 3/2/1974 O.Q7 12/4/1974 O.Ql 1/30/1973 0.01 3/12/1973 0.04 3/2/1974 0.14 12/4/1974 0.03 1/30/1973 0.03 3/20/1973 0.01 3/2/1974 0.11 12/28/1974 0.08 ·-2/3/1973 0.01 3/20/1973 0.03 3/2/1974 0.09 12/28/1974 0.08 -- • --DAT File for Rain gauge Station -Oceanside -12/28/1974 0.04 3/8/1975 0.29 4/9/1975 0.01 2/4/1976 0.01 12/28/1974 0.1 3/8/1975 0.02 4/9/1975 0.04 2/4/1976 0.01 -12/28/1974 0.03 3/8/1975 0.15 4/9/1975 0.04 2/4/1976 0.01 12/28/1974 0.01 3/8/1975 0.05 4/16/1975 0.05 2/4/1976 0.01 -12/28/1974 0.01 3/10/1975 0.01 4/16/1975 0.01 2/4/1976 0.01 12/28/1974 0.03 3/10/1975 0.16 4/16/1975 0.04 2/4/1976 0.03 12/28/1974 0.02 3/10/1975 0.1 4/17/1975 0.01 2/4/1976 0.04 12/28/1974 0.03 3/10/1975 0.08 4/17/1975 0.03 2/5/1976 0.01 -12/28/1974 0.02 3/10/1975 0.06 4/17/1975 0.01 2/5/1976 0.08 12/28/1974 0.08 3/10/1975 0.01 4/17/1975 0.01 2/5/1976 0.01 12/29/1974 0.08 3/10/1975 0.03 4/17/1975 0.04 2/5/1976 0.03 12/29/1974 0.03 3/10/1975 0.03 4/17/1975 0.2 2/5/1976 0.01 12/29/1974 0.01 3/10/1975 0.14 4/25/1975 0.02 2/5/1976 0.03 12/29/1974 0.02 3/10/1975 0.1 4/25/1975 0.04 2/5/1976 0.01 12/29/1974 0.11 3/10/1975 0.08 4/25/1975 0.06 2/5/1976 0.02 12/29/1974 0.05 3/11/1975 0.03 4/25/1975 0.06 2/5/1976 0.09 12/29/1974 0.02 3/11/1975 0.01 5/20/1975 0.03 2/5/1976 0.02 .. 1/30/1975 0.04 3/11/1975 0.06 5/20/1975 0.02 2/6/1976 0.03 1/30/1975 0.05 3/11/1975 0.05 5/20/1975 0.03 2/6/1976 0.13 1/30/1975 0.06 3/11/1975 0.02 6/17/1975 0.02 2/6/1976 0.26 1/30/1975 0.04 3/11/1975 0.03 6/17/1975 0.01 2/6/1976 0.14 • 1/30/1975 0.01 3/13/1975 0.07 6/17/1975 0.03 2/6/1976 0.1 2/3/1975 0.02 3/14/1975 0.05 6/18/1975 0.01 2/6/1976 0.02 -2/3/1975 0.07 3/14/1975 0.01 6/18/1975 0.01 2/6/1976 0.04 2/3/1975 0.08 3/22/1975 0.1 10/7/1975 0.05 2/7/1976 0.04 -2/3/1975 0.04 3/22/1975 0.1 10/7/1975 0.02 2/7/1976 0.01 2/3/1975 0.04 3/22/1975 0.01 10/7/1975 0.03 2/7/1976 0.03 -2/3/1975 0.11 3/22/1975 0.01 10/30/1975 0.05 2/7/1976 0.03 2/3/1975 0.01 3/31/1975 0.02 11/27/1975 0.03 2/7/1976 0.05 • 2/3/1975 0.09 3/31/1975 0.02 11/27/1975 0.03 2/7/1976 0.1 2/3/1975 0.01 4/1/1975 0.01 11/27/1975 0.04 2/7/1976 0.05 """ 2/3/1975 0.01 4/1/1975 0.02 11/27/1975 0.1 2/7/1976 0.11 2/3/1975 0.09 4/5/1975 0.05 11/27/1975 0.15 2/7/1976 0.03 -2/3/1975 0.03 4/5/1975 0.05 11/27/1975 0.05 2/7/1976 0.01 2/4/1975 O.Q7 4/5/1975 0.02 11/27/1975 0.01 2/8/1976 0.02 -2/4/1975 0.03 4/5/1975 0.04 11/28/1975 0.01 2/8/1976 0.03 2/4/1975 0.05 4/5/1975 0.01 11/28/1975 0.03 2/8/1976 0.01 • 2/4/1975 0.01 4/6/1975 0.05 11/28/1975 0.03 2/8/1976 0.01 2/4/1975 0.01 4/6/1975 0.03 11/28/1975 0.01 2/8/1976 0.02 2/4/1975 0.03 4/6/1975 O.Ql 11/28/1975 0.13 2/8/1976 0.01 -2/9/1975 0.1 4/7/1975 0.02 11/28/1975 0.08 2/8/1976 0.05 • 2/9/1975 0.05 4/7/1975 0.04 11/28/1975 0.04 2/8/1976 0.02 2/9/1975 0.01 4/7/1975 0.01 11/28/1975 0.03 2/8/1976 0.04 2/9/1975 0.02 4/8/1975 0.03 12/12/1975 0.03 2/8/1976 0.12 -2/9/1975 0.01 4/8/1975 0.01 12/12/1975 0.05 2/8/1976 0.07 2/9/1975 0.01 4/8/1975 0.04 12/12/1975 0.02 2/8/1976 0.03 .. 2/9/1975 0.07 4/8/1975 0.08 12/12/1975 0.09 2/8/1976 0.07 2/9/1975 0.03 4/8/1975 0.13 12/20/1975 0.07 2/8/1976 0.12 -2/9/1975 0.1 4/8/1975 0.1 12/20/1975 0.13 2/8/1976 0.05 2/9/1975 0.07 4/8/1975 0.07 12/20/1975 0.07 2/8/1976 0.02 • 2/9/1975 0.02 4/8/1975 0.07 12/20/1975 0.01 2/8/1976 0.11 2/9/1975 0.01 4/8/1975 0.07 12/20/1975 0.02 2/8/1976 0.03 -2/9/1975 0.05 4/8/1975 0.03 12/20/1975 0.03 2/9/1976 0.12 2/10/1975 0.01 4/8/1975 0.03 2/3/1976 0.03 2/9/1976 0.02 • 2/10/1975 0.01 4/8/1975 0.05 2/3/1976 0.02 2/9/1976 O.Ql 2/14/1975 0.02 4/8/1975 0.18 2/3/1976 0.02 2/9/1976 0.02 -2/14/1975 0.03 4/8/1975 0.34 2/4/1976 0.03 2/9/1976 0.02 2/14/1975 0.02 4/8/1975 0.13 2/4/1976 0.03 2/9/1976 0.06 -2/14/1975 0.02 4/8/1975 0.1 2/4/1976 0.12 2/9/1976 0.06 2/14/1975 0.01 4/8/1975 0.1 2/4/1976 0.03 2/9/1976 0.01 .. 3/6/1975 0.04 4/8/1975 0.09 2/4/1976 0.01 2/9/1976 0.02 3/6/1975 0.01 4/8/1975 0.08 2/4/1976 0.01 2/9/1976 0.01 • 3/6/1975 0.02 4/8/1975 0.06 2/4/1976 0.02 2/9/1976 0.05 3/8/1975 0.08 4/8/1975 0.07 2/4/1976 0.06 2/10/1976 0.02 3/8/1975 0.2 4/9/1975 0.04 2/4/1976 0.03 2/10/1976 0.04 -3/8/1975 0.18 4/9/1975 0.06 2/4/1976 0.06 2/10/1976 0.04 - • • --DAT File for Rain gauge Station -Oceanside -2/10/1976 0.1 9/10/1976 0.1 3/24/1977 0.1 12/28/1977 0.1 2/10/1976 0.15 9/10/1976 0.1 3/24/1977 0.1 12/29/1977 0.4 -2/10/1976 0.05 9/10/1976 0.2 3/24/1977 0.2 12/29/1977 0.1 2/10/1976 0.03 9/10/1976 0.1 3/25/1977 0.1 12/29/1977 0.1 -2/10/1976 0.02 9/10/1976 0.1 3/25/1977 0.1 12/30/1977 0.1 2/10/1976 O.Ql 9/10/1976 0.1 3/25/1977 0.1 1/3/1978 0.1 2/10/1976 O.Ql 9/10/1976 0.1 5/7/1977 0.2 1/3/1978 0.1 3/1/1976 0.1 9/10/1976 0.1 5/7/1977 0.1 1/3/1978 0.1 '-'• 3/1/1976 0.03 9/11/1976 0.1 5/8/1977 0.1 1/3/1978 0.1 3/1/1976 0.24 11/11/1976 0.1 5/8/1977 0.1 1/4/1978 0.1 3/1/1976 0.28 11/12/1976 0.1 5/8/1977 0.1 1/4/1978 1.1 3/1/1976 0.1 11/12/1976 0.1 5/8/1977 0.1 1/4/1978 0.7 3/1/1976 0.12 11/27/1976 0.1 5/8/1977 0.1 1/4/1978 0.1 3/1/1976 0.06 12/30/1976 0.1 5/8/1977 0.1 1/4/1978 0.1 3/2/1976 0.12 12/30/1976 0.2 5/8/1977 0.2 1/5/1978 0.1 3/2/1976 0.02 12/30/1976 0.1 5/8/1977 0.1 1/5/1978 0.1 3/3/1976 0.03 12/30/1976 0.2 5/8/1977 0.1 1/6/1978 0.1 -4/4/1976 0.03 12/30/1976 0.1 5/8/1977 0.1 1/6/1978 0.1 4/4/1976 0.13 12/31/1976 0.1 5/8/1977 0.1 1/9/1978 0.1 4/4/1976 0.02 12/31/1976 0.1 5/9/1977 0.2 1/9/1978 0.2 4/4/1976 0.01 1/2/1977 0.1 5/9/1977 0.1 1/9/1978 0.1 4/4/1976 0.04 1/2/1977 0.1 5/9/1977 0.1 1/9/1978 0.1 4/4/1976 0.03 1/2/1977 0.1 5/12/1977 0.1 1/9/1978 0.1 ... 4/12/1976 0.03 1/3/1977 0.1 5/24/1977 0.2 1/9/1978 0.2 4/12/1976 0.06 1/3/1977 0.1 5/24/1977 0.1 1/9/1978 0.1 • 4/12/1976 0.01 1/3/1977 0.3 7/14/1977 0.1 1/10/1978 0.3 4/13/1976 0.03 1/5/1977 0.1 7/15/1977 0.1 1/10/1978 0.1 -4/13/1976 0.07 1/5/1977 0.1 7/20/1977 0.1 1/10/1978 0.1 4/13/1976 0.08 1/5/1977 0.2 7/22/1977 0.1 1/10/1978 0.1 • 4/13/1976 0.01 1/5/1977 0.1 7/27/1977 0.1 1/10/1978 0.1 4/13/1976 0.04 1/5/1977 0.1 8/16/1977 0.1 1/10/1978 0.1 -4/13/1976 0 .03 1/5/1977 0.1 8/16/1977 0.1 1/10/1978 0.1 4/13/1976 0.03 1/6/1977 0.1 8/16/1977 0.1 1/10/1978 0.1 -4/13/1976 0.07 1/6/1977 0.1 8/16/1977 0.3 1/14/1978 0.1 4/13/1976 0.02 1/6/1977 0.1 8/17/1977 0.5 1/14/1978 0.1 -4/15/1976 0.1 1/6/1977 0.1 8/17/1977 0.5 1/14/1978 0.2 4/15/1976 0.2 1/6/1977 0.1 8/17/1977 0.1 1/14/1978 0.1 • 4/16/1976 0.1 1/6/1977 0.1 8/17/1977 0.1 1/14/1978 0.1 5/6/1976 0.1 1/6/1977 0.2 8/17/1977 0.1 1/14/1978 0.1 6/1/1976 0.1 1/6/1977 0.1 8/17/1977 0.1 1/14/1978 0.1 • 6/10/1976 0.1 1/6/1977 0.1 8/17/1977 0.1 1/14/1978 0.2 • 6/30/1976 0.1 1/6/1977 0.1 8/17/19770.1 1/14/1978 0.2 7/8/1976 0.1 1/6/1977 0.2 8/17/19770.1 1/14/1978 0.3 7/8/1976 0.3 1/6/1977 0.1 8/17/19770.1 1/14/1978 0.1 -7/8/1976 0.3 1/6/1977 0.1 9/5/1977 0.1 1/15/1978 0.4 7/8/1976 0.2 1/6/1977 0.1 9/9/1977 0.1 1/15/1978 0.1 • 7/15/1976 0.1 1/6/1977 0.1 10/5/1977 0.1 1/15/1978 0.1 7/15/1976 0.2 1/7/1977 0.1 12/17/1977 0.1 1/15/1978 0.1 -7/15/1976 0.1 1/7/1977 0.1 12/18/1977 0.2 1/16/1978 0.1 7/15/1976 0.2 1/25/1977 0.1 12/18/1977 0.1 1/16/1978 0.1 -7/15/1976 0.2 1/28/1977 0.1 12/23/1977 0.1 1/16/1978 0.1 7/15/1976 0.1 1/29/1977 0.1 12/25/1977 0.1 1/16/1978 0.3 -7/22/1976 0.2 2/21/1977 0.1 12/25/1977 0.1 1/16/1978 0.3 7/22/1976 0.3 2/22/1977 0.1 12/25/1977 0.1 1/16/1978 0.5 • 7/22/1976 0.2 2/24/1977 0.1 12/26/1977 0.1 1/16/1978 0.1 7/22/1976 0.2 2/24/1977 0.1 12/26/1977 0.1 1/16/1978 0.1 , .. 7/26/1976 0.1 3/16/1977 0.1 12/26/1977 0.1 1/17/19780.1 7/26/19760.1 3/16/1977 0.1 12/26/1977 0.1 1/19/1978 0.1 .. 8/30/1976 0.1 3/16/1977 0.1 12/26/1977 0.1 1/19/1978 0.2 8/30/1976 0.2 3/17/1977 0.1 12/26/1977 0.1 1/19/1978 0.1 -8/30/1976 0.2 3/18/1977 0.1 12/26/1977 0.1 1/30/1978 0.1 8/30/1976 0.1 3/19/1977 0.1 12/27/1977 0.1 1/30/1978 0.1 -9/9/1976 0.1 3/20/1977 0.1 12/28/1977 0.1 1/30/1978 0.1 9/9/1976 0.1 3/21/1977 0.1 12/28/1977 0.1 1/30/1978 0.1 9/10/1976 0.1 3/22/1977 0.1 12/28/1977 0.1 2/5/1978 0.2 -9/10/1976 0.4 3/24/1977 0.2 12/28/1977 0.1 2/5/1978 0.2 --• -DAT File for Rain gauge Station -Oceanside -2/5/1978 0.2 3/9/1978 0.1 1/5/1979 0.4 3/19/1979 0.1 2/5/1978 0.1 3/11/1978 0.1 1/5/1979 0.2 3/19/1979 0.1 2/6/1978 0.1 3/11/1978 0.1 1/5/1979 0.1 3/19/1979 0.1 2/6/1978 0.2 3/11/1978 0.2 1/5/1979 0.1 3/19/1979 0.1 -2/6/1978 0.1 3/11/1978 0.1 1/5/1979 0.1 3/20/1979 0.2 2/6/1978 0.1 3/12/1978 0.1 1/5/1979 0.1 3/20/1979 0.1 2/7/1978 0.1 3/12/1978 0.1 1/5/1979 0.2 3/21/1979 0.1 2/7/1978 0.2 3/12/1978 0.2 1/5/1979 0.2 3/27/1979 0.1 -2/7/1978 0.1 3/22/1978 0.1 1/5/1979 0.1 3/27/1979 0.1 2/7/1978 0.1 3/22/1978 0.1 1/6/1979 0.3 3/27/1979 0.1 2/8/1978 0.1 3/23/1978 0.1 1/6/1979 0.3 3/27/1979 0.1 2/8/1978 0.2 3/30/1978 0.1 1/6/1979 0.3 3/27/1979 0.1 2/8/1978 0.1 3/30/1978 0.4 1/6/1979 0.4 3/27/1979 0.1 W,•,f 2/8/1978 0.1 3/30/1978 0.1 1/6/1979 0.1 3/27/19790.1 2/8/1978 0.1 3/31/1978 0.1 1/6/1979 0.1 3/27/19790.1 2/9/1978 0.1 3/31/1978 0.2 1/9/1979 0.1 3/27/19790.1 2/10/1978 0.2 3/31/1978 0.1 1/9/1979 0.1 3/27/1979 0.1 -2/10/1978 0.3 3/31/1978 0.1 1/9/1979 0.1 3/28/1979 0.1 2/10/1978 0.6 3/31/1978 0.1 1/14/1979 0.1 3/28/1979 0.2 2/10/1978 0.2 4/2/1978 0.1 1/15/1979 0.1 5/7/1979 0.1 2/10/1978 0.1 4/6/1978 0.1 1/15/1979 0.1 8/19/1979 0.1 -2/11/1978 0.1 4/8/1978 0.1 1/15/1979 0.1 10/4/1979 0.1 2/11/1978 0.1 4/8/1978 0.1 1/15/1979 o. 7 10/19/1979 0.1 ... 2/12/1978 0.1 4/15/1978 0.1 1/15/19791 10/20/1979 0.1 2/12/1978 0.1 4/15/1978 0.1 1/15/1979 0.1 10/20/1979 0.1 • 2/12/1978 0.3 4/25/1978 0.1 1/15/1979 0.1 10/20/1979 0.1 2/12/1978 0.2 9/5/1978 0.2 1/16/1979 0.1 10/20/1979 0.1 -2/13/1978 0.1 9/5/1978 0.2 1/17/19790.1 10/20/1979 0.1 2/13/1978 0.1 9/5/1978 0.5 1/18/1979 0.1 10/20/1979 0.1 • 2/13/1978 0.3 9/5/1978 0.2 1/18/1979 0.1 10/20/1979 0.1 2/13/1978 0.1 9/5/1978 0.1 1/18/1979 0.1 11/4/1979 0.1 -2/13/1978 0.1 9/6/1978 0.1 1/19/1979 0.1 11/7/1979 0.5 2/27/1978 0.1 9/6/1978 0.1 1/25/1979 0.1 11/7/1979 0.1 -2/27/1978 0.1 9/6/1978 0.1 1/30/1979 0.1 11/8/1979 0.1 2/27/1978 0.1 9/16/1978 0.1 1/30/1979 0.1 11/12/1979 0.1 -2/27/1978 0.2 11/10/1978 0.1 1/31/1979 0.1 12/21/1979 0.1 2/27/19780.1 11/11/1978 0.1 1/31/1979 0.1 12/21/1979 0.1 • 2/27/1978 0.1 11/11/1978 0.1 1/31/1979 0.2 12/21/1979 0.1 2/28/1978 0.1 11/11/1978 0.1 1/31/1979 0.1 12/25/1979 0.1 2/28/1978 0.1 11/11/1978 0.1 2/1/1979 0.1 1/7/1980 0.1 -2/28/1978 0.1 11/12/1978 0.1 2/2/1979 0.1 1/8/1980 0.1 • 2/28/1978 0.1 11/13/1978 0.1 2/2/1979 0.1 1/9/1980 0.1 2/28/1978 0.2 11/15/1978 0.1 2/2/1979 0.1 1/9/1980 0.2 2/28/1978 0.2 11/21/1978 0.1 2/2/1979 0.1 1/9/1980 0.2 """' 2/28/1978 0.2 11/21/1978 0.2 2/14/1979 0.2 1/9/1980 0.1 3/1/1978 0.1 11/21/1978 0.1 2/14/1979 0.1 1/9/1980 0.1 • 3/1/1978 0.3 11/24/1978 0.1 2/14/1979 0.1 1/9/1980 0.4 3/1/1978 0.3 11/24/1978 0.1 2/20/1979 0.1 1/9/1980 0.1 -3/1/1978 0.1 11/24/1978 0.1 2/20/1979 0.1 1/9/1980 0.2 3/1/1978 0.7 12/1/1978 0.1 2/21/1979 0.2 1/10/1980 0.1 -3/1/1978 0.2 12/16/1978 0.1 2/21/1979 0.1 1/10/1980 0.1 3/1/1978 0.1 12/16/1978 0.2 2/22/1979 0.1 1/10/1980 0.2 -3/1/1978 0.1 12/16/1978 0.2 2/23/1979 0.1 1/10/1980 0.3 3/2/1978 0.1 12/16/1978 0.2 3/1/1979 0.1 1/10/1980 0.1 • 3/2/1978 0.1 12/17/1978 0.1 3/1/1979 0.2 1/11/1980 0.1 3/2/1978 0.1 12/17/1978 0.1 3/1/1979 0.1 1/11/1980 0.1 .. 3/2/1978 0.1 12/17/1978 0.1 3/1/1979 0.1 1/11/1980 0.4 3/3/1978 0.1 12/17/1978 0.1 3/1/1979 0.1 1/11/1980 0.2 • 3/4/1978 0.1 12/17/1978 0.1 3/1/1979 0.1 1/11/1980 0.2 3/4/1978 0.1 12/17/1978 0.1 3/17/1979 0.1 1/11/19800.2 -3/4/1978 0.1 12/18/1978 0.1 3/17/1979 0.1 1/11/1980 0.2 3/4/1978 0.2 12/18/1978 0.1 3/17/1979 0.4 1/11/19800.1 -3/4/1978 0.1 12/18/1978 0.1 3/17/1979 0.1 1/12/1980 0.1 3/4/1978 0.1 12/19/1978 0.1 3/17/1979 0.1 1/12/1980 0.1 3/5/1978 0.1 12/19/1978 0.1 3/18/1979 0.1 1/12/1980 0.2 -3/9/1978 0.3 12/19/1978 0.1 3/19/1979 0.3 1/12/1980 0.2 • -• -DAT File for Rain gauge Station -Oceanside -1/12/1980 0.1 2/19/1980 0.4 12/7/1980 0.2 11/26/1981 0.1 1/12/1980 0.1 2/19/1980 0.1 12/7/19800.1 11/26/1981 0.1 1/13/1980 0.1 2/19/1980 0.1 1/11/19810.1 11/27/1981 0.2 1/17/1980 0.1 2/19/19800.1 1/12/1981 0.1 11/28/1981 0.4 1/18/1980 0.1 2/19/1980 0.1 1/28/1981 0.1 11/28/1981 0.2 1/18/19800.2 2/19/19800.1 1/28/19810.3 11/28/1981 0.2 1/18/1980 0.1 2/20/1980 0.1 1/28/19810.1 11/28/1981 0.1 1/18/1980 0.1 2/20/1980 0.1 1/28/19810.1 11/28/1981 0.1 1/18/1980 0.1 2/20/1980 0.1 1/28/19810.1 11/28/1981 0.1 1/18/1980 0.1 2/20/1980 0.1 1/29/19810.1 11/28/1981 0.3 1/27/19800.1 2/20/1980 0.1 1/29/19810.1 11/28/1981 0.1 1/28/1980 0.1 2/20/1980 0.2 1/29/19810.3 11/28/1981 0.1 1/28/1980 0.1 2/20/1980 0. 7 1/29/19810.1 12/20/1981 0.1 1/28/1980 0.1 2/20/1980 0.1 1/30/19810.1 12/30/1981 0.1 1/28/1980 0.1 2/21/1980 0.2 1/30/19810.1 12/30/1981 0.2 1/28/1980 0.1 3/2/1980 0.1 2/8/1981 0.1 12/30/1981 0.2 1/28/1980 0.2 3/2/1980 0.3 2/8/1981 0.1 12/30/1981 0.1 ,w 1/28/1980 0.3 3/2/1980 0.7 2/8/1981 0.1 12/30/1981 0.1 1/28/1980 0.2 3/2/1980 0.1 2/8/1981 0.1 12/31/1981 0.1 1/28/1980 0.2 3/2/1980 0.1 2/8/1981 0.1 1/1/1982 0.1 1/28/1980 0.2 3/3/1980 0.1 2/8/1981 0.1 1/1/1982 0.1 """ 1/28/1980 0.3 3/3/1980 0.1 2/8/1981 0.1 1/1/1982 0.1 1/29/1980 0.4 3/3/1980 0.1 2/9/1981 0.1 1/1/1982 0.1 1/29/1980 0.5 3/3/1980 0.2 2/9/1981 0.2 1/1/1982 0.3 1/29/1980 0.1 3/3/1980 0.1 2/9/1981 0.1 1/1/1982 0.1 -1/29/1980 0.2 3/5/1980 0.1 2/25/19810.2 1/2/1982 0.1 1/29/1980 0.1 3/5/1980 0.3 2/25/1981 0.1 1/2/1982 0.1 1/29/1980 0.1 3/5/1980 0.1 2/25/19810.1 1/2/1982 0.1 1/29/1980 0.2 3/6/1980 0.1 2/25/19810.1 1/5/1982 0.1 -1/29/1980 0.1 3/6/1980 0.3 2/25/19810.1 1/5/1982 0.1 1/29/19800.1 3/6/1980 0.1 2/28/19810.1 1/5/1982 0.1 -1/29/1980 0.1 3/10/1980 0.1 2/28/19810.1 1/5/1982 0.1 1/29/19800.1 3/10/1980 0.1 3/1/1981 0.1 1/5/1982 0.2 -1/29/1980 0.1 3/10/1980 0.2 3/1/1981 0.1 1/5/1982 0.1 1/29/1980 0.1 3/18/1980 0.1 3/1/1981 0.1 1/5/1982 0.1 -1/30/1980 0.1 3/21/1980 0.1 3/1/1981 0.2 1/5/1982 0.1 1/30/1980 0.1 3/21/1980 0.1 3/1/1981 0.1 1/10/1982 0.2 • 2/13/1980 0.1 3/21/1980 0.1 3/2/1981 0.1 1/10/1982 0.1 2/13/1980 0.2 3/25/1980 0.1 3/2/1981 0.2 1/11/1982 0.1 2/13/1980 0.1 3/25/1980 0.1 3/2/1981 0.1 1/20/1982 0.1 ... 2/13/1980 0.1 3/25/1980 0.2 3/2/1981 0.2 1/20/1982 0.1 • 2/13/1980 0.1 3/25/1980 0.1 3/2/1981 0.1 1/20/1982 0.3 2/13/1980 0.2 4/1/1980 0.1 3/4/1981 0.1 1/20/1982 0.1 2/13/1980 0.2 4/21/1980 0.1 3/5/1981 0.2 1/20/1982 0.1 ·-2/14/1980 0.3 4/22/1980 0.1 3/5/1981 0.2 1/20/1982 0.2 2/14/1980 0.3 4/23/1980 0.1 3/5/1981 0.1 1/20/1982 0.1 -2/14/1980 0.3 4/23/1980 0.1 3/5/1981 0.1 1/20/1982 0.1 2/15/1980 0.1 4/23/1980 0.2 3/5/1981 0.1 1/21/1982 0.1 ·-2/15/1980 0.1 4/28/1980 0.1 3/10/1981 0.1 1/21/1982 0.1 2/16/1980 0.1 4/29/1980 0.1 3/14/1981 0.1 1/21/1982 0.1 -2/16/1980 0.1 5/2/1980 0.1 3/18/19810.1 1/28/1982 0.1 2/16/1980 0.6 5/8/1980 0.1 3/19/19810.2 1/28/1982 0.1 ... 2/16/1980 0.2 5/9/1980 0.1 3/19/19810.5 1/28/1982 0.2 2/16/1980 0.1 5/10/1980 0.1 3/19/19810.1 2/8/1982 0.1 -2/16/1980 0.1 10/16/1980 0.3 3/20/19810.1 2/9/1982 0.1 2/17/19800.1 10/16/1980 0.1 4/2/1981 0.1 2/10/1982 0.1 ... 2/17/19800.1 10/16/1980 0.1 4/2/1981 0.1 2/10/1982 0.1 2/17/1980 0.1 12/4/1980 0.1 4/18/19810.1 2/10/1982 0.1 -2/17/19800.1 12/4/1980 0.1 4/19/19810.1 2/10/1982 0.1 2/17/1980 0.1 12/4/1980 0.1 4/19/19810.1 2/10/1982 0.2 .. 2/18/1980 0.1 12/4/1980 0.1 4/26/19810.1 2/10/1982 0.1 2/18/1980 0.2 12/4/1980 0.1 5/1/1981 0.1 2/10/1982 0.1 -2/18/1980 0.4 12/4/1980 0.1 10/11/1981 0.1 2/10/1982 0.1 2/18/1980 0.2 12/5/1980 0.1 11/16/1981 0.1 2/16/1982 0.1 -2/18/1980 0.1 12/5/1980 0.1 11/26/1981 0.1 3/14/1982 0.2 2/19/1980 0.1 12/7/1980 0.1 11/26/1981 0.1 3/14/1982 0.1 --- -· DAT File for Rain gauge Station -Oceanside -3/14/1982 0.1 11/29/1982 0.1 3/2/1983 0.1 4/29/1983 0.1 3/14/1982 0.2 11/29/1982 0.1 3/2/1983 0.2 4/29/1983 0.1 3/14/1982 0.1 11/29/1982 0.1 3/2/1983 0.3 5/1/1983 0.1 3/14/1982 0.2 11/30/1982 0.1 3/2/1983 0.1 5/2/1983 0.1 -3/14/1982 0.2 11/30/1982 0.1 3/2/1983 0.2 5/6/1983 0.1 3/17/1982 0.2 11/30/1982 0.1 3/2/1983 0.1 8/6/1983 0.1 3/17/1982 0.1 11/30/1982 0.1 3/2/1983 0.1 8/18/1983 0.1 3/17/1982 0.1 11/30/1982 0.1 3/3/1983 0.1 8/18/1983 0.1 -3/17/1982 0.1 12/7/1982 0.2 3/3/1983 0.2 9/29/1983 0.1 3/17/1982 0. 7 12/7/1982 0.2 3/3/1983 0.3 9/29/1983 0.1 3/17/1982 0.2 12/7/1982 0.3 3/3/1983 0.1 9/29/1983 0.3 3/17/1982 0.1 12/7/1982 0.2 3/3/1983 0.1 9/29/1983 0.1 3/17/1982 0.1 12/22/1982 0.1 3/4/1983 0.2 9/30/1983 0.1 3/17/1982 0.1 12/22/1982 0.1 3/4/1983 0.1 9/30/1983 0.1 3/17/1982 0.6 12/22/1982 0.6 3/4/1983 0.1 9/30/1983 0.5 3/17/19820.1 12/23/1982 0.1 3/4/1983 0.1 10/1/19831.1 3/17/1982 0.1 12/29/1982 0.1 3/6/1983 0.2 10/1/1983 0.1 -3/17/1982 0.2 12/29/1982 0.1 3/6/1983 0.1 10/1/1983 0.1 3/17/1982 0.1 12/29/1982 0.1 3/16/1983 0.1 10/7/1983 0.1 -3/17/1982 0.1 1/5/1983 0.1 3/17/1983 0.1 10/8/1983 0.1 3/17/1982 0.1 1/17/19830.1 3/17/1983 0.1 11/11/1983 0.1 11111 3/17/1982 0.1 1/18/1983 0.1 3/17/1983 0.2 11/11/1983 0.1 3/17/1982 0.1 1/19/1983 0.1 3/17/1983 0.1 11/11/1983 0.1 -3/18/1982 0.1 1/22/1983 0.1 3/17/1983 0.1 11/11/1983 0.1 3/18/1982 0.1 1/23/1983 0.1 3/18/1983 0.1 11/11/1983 0.1 -3/18/1982 0.1 1/23/1983 0.1 3/18/1983 0.2 11/11/1983 0.1 3/18/1982 0.1 1/24/1983 0.1 3/18/1983 0.1 11/12/1983 0.1 -3/25/1982 0.1 1/25/1983 0.1 3/18/1983 0.1 11/12/1983 0.1 3/25/1982 0.1 1/27/1983 0.2 3/18/1983 0.1 11/12/1983 0.2 -3/26/1982 0.1 1/27/1983 0.4 3/18/1983 0.1 11/12/1983 0.1 3/26/19820.1 1/27/1983 0.2 3/18/1983 0.1 11/12/1983 0.2 -3/28/1982 0.1 1/27/1983 0.2 3/18/1983 0.1 11/12/1983 0.1 3/28/1982 0.1 1/27/1983 0.1 3/21/1983 0.1 11/17/1983 0.1 -4/1/1982 0.3 1/28/1983 0.1 3/21/1983 0.2 11/20/1983 0.1 4/1/1982 0.2 1/28/1983 0.6 3/21/1983 0.1 11/20/1983 0.1 -4/1/1982 0.1 1/28/1983 0.2 3/21/1983 0.1 11/20/1983 0.1 4/1/1982 0.1 1/29/1983 0.1 3/22/1983 0.1 11/20/1983 0.1 -4/4/1982 0.1 1/29/1983 0.1 3/22/1983 0.1 11/24/1983 0.1 4/11/1982 0.1 2/2/1983 0.1 3/22/1983 0.1 11/24/1983 0.1 5/6/1982 0.1 2/2/1983 0.1 3/24/1983 0.1 11/24/1983 0.2 -6/17/1982 0.1 2/2/1983 0.1 3/24/1983 0.3 11/24/1983 0.4 9/15/1982 0.1 2/2/1983 0.1 3/24/1983 0.1 11/24/1983 0.1 • 9/16/1982 0.1 2/3/1983 0.1 3/24/1983 0.1 12/3/1983 0.1 9/16/1982 0.1 2/6/1983 0.1 3/25/1983 0.1 12/3/1983 0.1 -9/17/1982 0.1 2/6/1983 0.1 3/28/1983 0.1 12/3/1983 0.2 9/17/19820.1 2/7/1983 0.1 4/12/1983 0.1 12/3/1983 0.1 -9/26/1982 0.1 2/7/1983 0.1 4/12/1983 0.1 12/3/1983 0.1 9/26/1982 0.2 2/8/1983 0.2 4/12/1983 0.1 12/9/1983 0.2 -9/26/1982 0.1 2/23/1983 0.1 4/12/1983 0.1 12/15/1983 0.1 9/26/1982 0.1 2/24/1983 0.1 4/12/1983 0.1 12/19/1983 0.1 -9/26/1982 0.1 2/24/1983 0.1 4/13/1983 0.1 12/24/1983 0.1 10/26/1982 0.1 2/24/1983 0.1 4/17/1983 0.1 12/24/1983 0.5 -11/9/1982 0.1 2/26/1983 0.1 4/18/1983 0.1 12/24/1983 0.2 11/9/1982 0.1 2/26/1983 0.1 4/18/1983 0.1 12/25/1983 0.1 • 11/9/1982 0.1 2/26/1983 0.2 4/18/1983 0.2 12/25/1983 0.4 11/9/1982 0.1 2/26/1983 0.1 4/20/1983 0.3 12/25/1983 0.1 '-11/9/1982 0.1 2/27/1983 0.1 4/20/1983 0.3 12/25/1983 0.1 11/9/1982 0.2 2/27/1983 0.1 4/20/1983 0.1 12/25/1983 0.4 -11/9/1982 0.1 2/27/1983 0.6 4/20/1983 0.1 12/25/1983 0.2 11/10/1982 0.1 2/27/1983 0.1 4/21/1983 0.1 12/26/1983 0.1 -11/10/1982 0.1 2/28/1983 0.1 4/21/1983 0.1 12/26/1983 0.1 11/18/1982 0.1 3/1/1983 0.3 4/29/1983 0.1 12/27/1983 0.1 -11/18/1982 0.1 3/1/1983 0.4 4/29/1983 0.1 12/27/1983 0.1 11/19/1982 0.1 3/1/1983 0.3 4/29/1983 0.1 1/4/1984 0.1 11/19/1982 0.1 3/1/1983 0.2 4/29/1983 0.2 1/15/1984 0.1 -11/20/1982 3/2/1983 0.2 4/29/1983 0.1 1/16/1984 0.1 0.1 -·-.. DAT File for Rain gauge Station -Oceanside 2/10/1984 0.1 2/9/1985 0.1 2/7/1986 0.1 9/25/19860.3 4/27/1984 0.2 2/9/1985 0.2 2/7/1986 0.1 10/9/1986 0.2 4/27/19840.1 2/9/1985 0.1 2/8/1986 0.1 10/9/1986 0.1 7/15/1984 0.1 2/20/1985 0.1 2/8/1986 0.1 10/9/19860.1 10/17/1984 0.1 3/27/1985 0.1 2/8/1986 0.1 10/9/1986 0.1 10/17/1984 0.3 3/27/1985 0.1 2/8/1986 0.1 10/9/1986 0.1 10/17/1984 0.1 3/27/19850.1 2/8/1986 0.1 10/11/1986 0.1 11/8/1984 0.1 3/28/1985 0.1 2/13/1986 0.1 11/5/1986 0.1 11/13/1984 0.2 4/21/1985 0.1 2/13/1986 0.1 11/17/1986 0.1 11/16/1984 0.1 9/18/1985 0.1 2/13/1986 0.1 11/17/1986 0.1 11/23/1984 0.1 9/18/1985 0.1 2/14/1986 0.1 11/17/1986 0.1 11/24/1984 0.1 10/6/1985 0.1 2/14/1986 0.2 11/18/1986 0.1 11/24/1984 0.1 10/7/1985 0.1 2/14/1986 0.5 11/18/1986 0.4 ,,r,~ 11/24/1984 0.2 10/21/1985 0.2 2/14/1986 0.4 11/18/1986 0.4 11/24/1984 0.2 11/11/1985 0.2 2/15/1986 0.3 11/18/1986 0.1 12/3/1984 0.1 11/11/1985 0.1 2/15/1986 0.1 11/18/1986 0.1 12/3/1984 0.1 11/11/1985 0.7 2/15/1986 0.4 11/18/1986 0.1 "" 12/7/1984 0.2 11/11/1985 0.1 2/15/1986 0.2 12/6/1986 0.1 12/7/1984 0.2 11/11/1985 0.2 2/15/1986 0.1 12/6/1986 0.1 12/7/19840.1 11/11/1985 0.1 2/17/19860.1 12/6/1986 0.1 12/10/1984 0.1 11/11/1985 0.1 2/23/1986 0.1 12/6/1986 0.1 12/11/1984 0.1 11/11/1985 0.1 3/1/1986 0.1 12/6/1986 0.1 12/11/1984 0.1 11/11/1985 0.1 3/8/1986 0.2 12/6/1986 0.1 12/12/1984 0.1 11/11/1985 0.1 3/8/1986 0.1 12/7/19860.1 12/16/1984 0.1 11/12/1985 0.1 3/8/1986 0.1 12/7/1986 0.1 -12/16/1984 0.2 11/12/1985 0.1 3/8/1986 0.1 1/5/1987 0.04 12/18/1984 0.1 11/12/1985 0.1 3/8/1986 0.1 1/5/1987 0.04 ·-12/18/1984 0.1 11/24/1985 0.1 3/10/1986 0.1 1/5/1987 0.04 12/18/1984 0.1 11/24/1985 0.1 3/10/1986 0.1 1/6/1987 0.1 -12/18/1984 0.2 11/24/1985 0.1 3/10/1986 0.2 1/6/1987 0.2 12/18/1984 0.1 11/24/1985 0.1 3/10/1986 0.2 1/6/1987 0.1 -12/19/1984 0.1 11/24/1985 0.1 3/10/1986 0.1 1/6/1987 0.2 12/19/1984 0.1 11/24/1985 0.2 3/10/1986 0.1 1/6/1987 0.1 • 12/19/1984 0.2 11/25/1985 0.1 3/10/1986 0.2 1/7/1987 0.2 12/19/1984 0.1 11/25/1985 0.3 3/11/1986 0.1 1/28/1987 0.1 12/20/1984 0.1 11/25/1985 0.1 3/12/1986 0.1 2/3/1987 0.1 -12/20/1984 0.1 11/25/1985 0.1 3/12/1986 0.1 2/5/1987 0.1 -12/26/1984 0.1 11/29/1985 0.1 3/13/1986 0.1 2/13/1987 0.04 12/26/1984 0.1 11/29/1985 0.2 3/13/1986 0.1 2/13/1987 0.04 12/26/1984 0.1 11/29/1985 0.2 3/13/1986 0.1 2/13/1987 0.04 -12/27/1984 0.2 11/29/1985 0.2 3/14/1986 0.1 2/13/1987 0.08 12/27/1984 0.1 11/29/1985 0.3 3/15/1986 0.2 2/13/1987 0.08 -12/27/1984 0.1 11/29/1985 0.1 3/15/1986 0.5 2/13/1987 0.04 12/27/1984 0.1 11/29/1985 0.1 3/15/1986 0.1 2/15/1987 0.04 -12/27/1984 0.1 11/29/1985 0.2 3/16/1986 0.1 2/18/1987 0.04 12/27/1984 0.1 11/29/1985 0.2 3/16/1986 0.1 2/23/1987 0.04 -12/27/1984 0.2 12/2/1985 0.1 3/16/1986 0.1 2/23/1987 0.04 12/27/1984 0.2 12/2/1985 0.1 3/17/19860.1 2/23/1987 0.04 ·-12/27/1984 0.1 12/2/1985 0.1 4/1/1986 0.1 2/23/1987 0.04 12/27/1984 0.1 12/2/1985 0.1 4/5/1986 0.1 2/24/1987 0.04 -1/7/1985 0.1 12/2/1985 0.1 4/6/1986 0.1 2/24/1987 0.04 1/7/1985 0.1 12/11/1985 0.1 4/6/1986 0.1 2/24/1987 0.04 -1/7/1985 0.1 12/11/1985 0.2 4/6/1986 0.1 2/24/1987 0.04 1/8/1985 0.1 12/11/1985 0.3 4/6/1986 0.1 2/24/1987 0.04 -1/28/1985 0.1 12/11/1985 0.2 4/6/1986 0.1 2/24/1987 0.04 1/28/1985 0.1 12/11/1985 0.1 4/6/1986 0.1 2/24/1987 0.04 ·-1/28/1985 0.1 12/11/1985 0.1 9/23/1986 1.1 2/24/1987 0.08 1/28/1985 0.1 1/30/1986 0.1 9/23/1986 0.1 2/24/1987 0.23 -2/2/1985 0.1 1/30/1986 0.1 9/24/1986 0.1 2/25/1987 0.04 2/2/1985 0.1 1/30/1986 0.1 9/24/1986 0.1 2/25/1987 0.04 ... 2/2/1985 0.1 1/30/1986 0.2 9/24/1986 0.1 2/25/1987 0.08 2/3/1985 0.1 1/30/1986 0.1 9/24/1986 0.1 3/5/1987 0.1 .. 2/9/1985 0.1 1/30/1986 0.1 9/24/1986 0.1 3/5/1987 0.1 2/9/1985 0.1 1/31/1986 0.2 9/24/1986 0.1 3/6/1987 0.1 2/9/1985 0.1 1/31/1986 0.1 9/25/1986 0.2 3/6/1987 0.1 ,.,.. 2/9/1985 2/7/1986 0.1 9/25/1986 0.1 3/15/1987 0.1 0.1 ... ·-- ~' DAT File for Rain gauge Station -Oceanside -3/15/1987 0.1 1/5/1988 0.1 12/15/1988 0.2 1/16/1990 0.2 3/21/1987 0.1 1/5/1988 0.1 12/15/1988 0.1 1/17/1990 0.1 3/21/1987 0.1 1/17/1988 0.1 12/15/1988 0.1 1/17/19900.1 3/22/1987 0.1 1/17/1988 0.3 12/15/1988 0.1 1/18/1990 0.1 .. 3/24/1987 0.1 1/17/19880.4 12/16/1988 0.1 1/22/1990 0.1 3/25/1987 0.1 1/17/19880.1 12/16/1988 0.1 1/30/1990 0.2 -3/25/1987 0.1 1/17/19880.1 12/16/1988 0.1 1/30/1990 0.1 4/4/1987 0.1 1/17/1988 0.1 12/16/1988 0.2 2/4/1990 0.1 • 4/4/1987 0.3 1/17/19880.1 12/16/1988 0.1 2/4/1990 0.1 4/4/1987 0.1 1/17/1988 0.1 12/16/1988 0.1 2/4/1990 0.1 -7/17/19870.1 2/1/1988 0.1 12/18/1988 0.1 2/17/19900.1 7/17/19870.1 2/1/1988 0.1 12/18/1988 0.1 2/17/1990 0.1 • 8/14/1987 0.1 2/2/1988 0.1 12/18/1988 0.1 2/17/1990 0.3 10/11/1987 0.1 2/2/1988 0.1 12/20/1988 0.1 2/17/19900.1 10/11/1987 0.2 2/2/1988 0.1 12/21/1988 0.2 2/17/1990 0.4 -10/11/1987 0.2 2/2/1988 0.1 12/21/1988 0.2 2/17/19900.1 -10/11/1987 0.1 2/2/1988 0.1 12/21/1988 0.1 2/18/1990 0.1 10/12/1987 0.1 2/2/1988 0.1 12/21/1988 0.3 2/18/1990 0.1 10/12/1987 0.1 2/2/1988 0.1 12/22/1988 0.1 2/18/1990 0.1 -10/12/1987 0.3 2/2/1988 0.1 12/22/1988 0.1 4/4/1990 0.2 10/12/1987 0.3 2/2/1988 0.1 12/24/1988 0.1 4/4/1990 0.3 • 10/12/1987 0.2 2/2/1988 0.1 12/24/1988 0.1 4/4/1990 0.1 10/12/1987 0.1 2/2/1988 0.1 12/24/1988 0.2 4/4/1990 0.1 -10/12/1987 0.2 2/29/1988 0.1 12/24/1988 0.2 4/4/1990 0.1 10/12/1987 0.1 4/14/1988 0.1 12/24/1988 0.4 4/16/1990 0.1 -10/12/1987 0.1 4/14/1988 0.1 12/27/1988 0.1 4/17/19900.1 10/12/1987 0.1 4/14/1988 0.3 12/28/1988 0.1 4/17/1990 0.1 -10/23/1987 0.1 4/14/1988 0.1 1/5/1989 0.1 4/17/19900.1 10/27/1987 0.1 4/14/1988 0.1 1/7/1989 0.1 4/17/1990 0.1 • 10/31/1987 0.1 4/14/1988 0.2 1/7/1989 0.1 5/13/1990 0.1 10/31/1987 0.1 4/14/1988 0.1 1/23/1989 0.1 5/28/1990 0.1 .... 10/31/1987 0.1 4/14/1988 0.1 1/23/1989 0.1 5/28/1990 0.1 10/31/1987 0.1 4/18/1988 0.1 2/2/1989 0.1 5/28/1990 0.1 • 10/31/1987 0.1 4/19/1988 0.1 2/2/1989 0.1 5/28/1990 0.1 11/2/1987 0.1 4/19/1988 0.1 2/3/1989 0.1 5/28/1990 0.1 -11/4/1987 0.1 4/20/1988 0.1 2/4/1989 0.1 5/28/1990 0.1 11/4/19870.1 4/20/1988 0.1 2/4/1989 0.1 6/9/1990 0.1 • 11/5/1987 0.1 4/20/1988 0.1 2/9/1989 0.1 6/9/1990 0.1 11/5/1987 0.1 4/20/1988 0.1 2/9/1989 0.1 6/10/1990 0.1 11/13/1987 0.1 4/20/1988 0.3 2/9/1989 0.1 6/10/1990 0.1 -11/17/1987 0.1 4/20/1988 0.1 2/10/1989 0.1 6/10/1990 0.1 ·• 12/4/1987 0.1 4/20/1988 0.1 3/2/1989 0.1 6/10/1990 0.1 12/4/1987 0.4 4/20/1988 0.1 3/2/1989 0.1 8/15/1990 0.1 12/4/1987 0.1 4/21/1988 0.2 3/2/1989 0.1 12/20/1990 0.1 ·-12/11/1987 0.1 4/21/1988 0.1 3/25/1989 0.1 1/3/1991 0.1 12/16/1987 0.1 4/22/1988 0.1 3/25/1989 0.1 1/9/1991 0.1 • 12/16/1987 0.1 4/23/1988 0.1 3/25/1989 0.2 1/9/1991 0.4 12/16/1987 0.1 4/23/1988 0.1 3/25/1989 0.1 1/9/1991 0.1 -12/16/1987 0.1 5/29/1988 0.1 3/25/1989 0.2 2/27/19910.7 12/16/1987 0.1 8/24/1988 0.3 3/25/1989 0.1 2/27/1991 0.2 -12/16/1987 0.1 8/24/1988 0.1 3/26/1989 0.1 2/27/1991 0.3 12/16/1987 0.1 11/10/1988 0.1 5/14/1989 0.1 2/28/1991 0.3 -12/16/1987 0.2 11/11/1988 0.1 5/14/1989 0.1 2/28/19910.4 12/16/1987 0.3 11/14/1988 0.3 5/15/1989 0.1 2/28/19910.5 -12/16/1987 0.1 11/14/1988 0.2 5/15/1989 0.1 3/1/1991 0.3 12/16/1987 0.1 11/14/1988 0.1 6/4/1989 0.1 3/1/1991 0.3 -12/17/1987 0.3 11/23/1988 0.1 11/26/1989 0.1 3/1/1991 0.5 12/17/1987 0.1 11/24/1988 0.1 12/1/1989 0.1 3/11/19910.1 -12/17/1987 0.1 11/25/1988 0.2 1/2/1990 0.1 3/13/19910.1 12/17/1987 0.1 11/25/1988 0.1 1/2/1990 0.1 3/15/19910.1 ·-12/17/1987 0.1 11/25/1988 0.2 1/13/1990 0.1 3/15/1991 0.1 12/19/1987 0.1 11/25/1988 0.4 1/14/1990 0.1 3/18/19910.4 -12/29/1987 0.1 11/25/1988 0.1 1/14/1990 0.1 3/18/19910.2 12/30/1987 0.1 12/15/1988 0.1 1/14/1990 0.1 3/19/19910.1 -1/5/1988 0.1 12/15/1988 0.1 1/16/1990 0.1 3/19/1991 0.1 1/5/1988 0.1 12/15/1988 0.1 1/16/1990 0.3 3/20/19910.3 - DAT File for Rain gauge Station -Oceanside -3/20/19910.1 2/6/1992 0.2 12/7/1992 0.08 1/12/1993 0.04 3/20/19910.2 2/6/1992 0.1 12/7/1992 0.04 1/12/1993 0.08 3/20/19910.1 2/6/1992 0.1 12/7/1992 0.16 1/12/1993 0.04 3/20/19910.1 2/6/1992 0.2 12/7/1992 0.08 1/12/1993 0.04 -3/20/19910.1 2/6/1992 0.1 12/7/1992 0.28 1/13/1993 0.2 3/21/19910.1 2/6/1992 0.1 12/7/1992 0.04 1/13/1993 0.24 -3/21/19910.1 2/6/1992 0.1 12/8/1992 0.04 1/14/1993 0.04 3/21/19910.1 2/7/1992 0.1 12/11/1992 0.04 1/14/1993 0. 72 • 3/21/19910.1 2/7/1992 0.1 12/17/1992 0.16 1/14/1993 0.04 3/25/19910.2 2/9/1992 0.1 12/27/1992 0.04 1/15/1993 0.04 3/25/1991 0.4 2/10/1992 0.1 12/27/1992 0.04 1/15/1993 0.04 3/25/19910.1 2/12/1992 0.1 12/27/1992 0.04 1/15/1993 0.04 lll!I. 3/25/19910.1 2/12/1992 0.1 12/27/1992 0.12 1/15/1993 0.04 3/25/19910.1 2/12/1992 0.5 12/27/1992 0.16 1/15/1993 0.04 3/25/19910.1 2/12/1992 0.1 12/27/1992 0.04 1/15/1993 0.04 3/25/19910.1 2/12/1992 0.1 12/27/1992 0.12 1/15/1993 0.04 3/26/19910.1 2/12/1992 0.2 12/27/1992 0.08 1/15/1993 0.16 -3/26/19910.1 2/12/1992 0.1 12/28/1992 0.04 1/15/1993 0.2 3/26/19910.1 2/13/1992 0.2 12/28/1992 0.04 1/15/1993 0.12 3/26/19910.1 2/13/1992 0.4 12/29/1992 0.12 1/15/1993 0.36 3/26/19910.1 2/15/1992 0.2 12/29/1992 0.04 1/15/1993 0.08 ,,,,. 3/26/19910.1 2/15/1992 0.4 12/29/1992 0.04 1/15/1993 0.16 3/27/19910.4 2/15/1992 0.1 1/2/1993 0.04 1/15/1993 0.12 -3/27/19910.1 2/15/1992 0.1 1/2/1993 0.08 1/15/1993 0.08 3/27/19910.1 2/16/1992 0.1 1/2/1993 0.04 1/15/1993 0.2 • 3/27/19910.1 3/2/1992 0.1 1/2/1993 0.04 1/16/1993 0.04 7/31/19910.1 3/2/1992 0.1 1/2/1993 0.04 1/16/1993 0.04 .... 10/26/1991 0.2 3/2/1992 0.1 1/2/1993 0.04 1/16/1993 0.08 10/26/1991 0.1 3/2/1992 0.2 1/2/1993 0.04 1/16/1993 0.08 i. 10/27/1991 0.1 3/2/1992 0.1 1/5/1993 0.08 1/16/1993 0.04 12/9/19910.1 3/2/1992 0.1 1/6/1993 0.04 1/16/1993 0.36 ·-12/18/1991 0.1 3/2/1992 0.1 1/6/1993 0.2 1/16/1993 0.24 12/19/1991 0.1 3/2/1992 0.1 1/6/1993 0.08 1/16/1993 0.08 -12/27/1991 0.1 3/2/1992 0.1 1/6/1993 0.16 1/16/1993 0.08 12/28/1991 0.1 3/7/1992 0.2 1/6/1993 0.08 1/16/1993 0.04 -12/28/1991 0.1 3/8/1992 0.1 1/6/1993 0.16 1/16/1993 0.16 12/29/1991 0.3 3/20/1992 0.1 1/6/1993 0.04 1/16/1993 0.04 -12/29/1991 0.3 3/20/1992 0.3 1/6/1993 0.24 1/16/1993 0.12 12/29/1991 0.1 3/20/1992 0.4 1/6/1993 0.24 1/16/1993 0.08 12/29/1991 0.2 3/21/1992 0.1 1/6/1993 0.12 1/16/1993 0.2 -12/29/1991 0.1 3/22/1992 0.1 1/6/1993 0.12 1/16/1993 0.32 • 12/29/1991 0.6 3/22/1992 0.2 1/6/1993 0.04 1/16/1993 0.04 12/30/1991 0.1 3/23/1992 0.2 1/6/1993 0.04 1/16/1993 0.28 1/3/1992 0.1 3/23/1992 0.1 1/6/1993 0.08 1/16/1993 0.08 1/4/1992 0.1 3/23/1992 0.1 1/6/1993 0.04 1/16/1993 0.04 1/5/1992 0.1 3/27/1992 0.2 1/6/1993 0.12 1/17/1993 0.08 ·-1/5/1992 0.2 3/29/1992 0.1 1/7/1993 0.12 1/17/1993 0.04 1/5/1992 0.1 3/31/1992 0.1 1/7/1993 0.04 1/17/1993 0.04 .. 1/5/1992 0.1 5/5/1992 0.1 1/7/1993 0.12 1/17/1993 0.12 1/5/1992 0.2 5/17/1992 0.1 1/7/1993 0.08 1/18/1993 0.04 -1/5/1992 0.2 8/13/1992 0.04 1/7/1993 0.04 1/18/1993 0.52 1/5/1992 0.1 8/13/1992 0.04 1/7/1993 0.04 1/18/1993 0.08 -1/5/1992 0.2 10/23/1992 0.04 1/7/1993 0.04 1/18/1993 0.2 1/5/1992 0.2 10/23/1992 0.04 1/7/1993 0.04 1/18/1993 0.24 .. 1/5/1992 0.1 10/30/1992 0.04 1/7/1993 0.16 1/18/1993 0.08 1/6/1992 0.1 10/30/1992 0.04 1/7/1993 0.04 1/18/1993 0.04 ... 1/7/1992 0.1 10/30/1992 0.04 1/7/1993 0.08 1/18/1993 0.04 1/7/1992 0.1 11/22/1992 0.04 1/7/1993 0.08 1/30/1993 0.32 • 1/7/1992 0.2 12/3/1992 0.04 1/8/1993 0.04 1/30/1993 0.28 1/7/1992 0.2 12/3/1992 0.04 1/8/1993 0.04 2/7/1993 0.04 .. 1/7/1992 0.2 12/4/1992 0.04 1/9/1993 0.04 2/7/1993 0.04 1/7/1992 0.1 12/4/1992 0.04 1/10/1993 0.12 2/7/1993 0.04 -1/8/1992 0.1 12/7/1992 0.12 1/10/1993 0.08 2/7/1993 0.16 2/6/1992 0.1 12/7/1992 0.12 1/12/1993 0.04 2/7/1993 0.08 .. 2/6/1992 0.1 12/7/1992 0.08 1/12/1993 0.04 2/7/1993 0.08 2/6/1992 0.1 12/7/1992 0.16 1/12/1993 0.12 2/7/1993 0.16 • .... • ._,...,,. DAT File for Rain gauge Station -Oceanside -2/7/1993 0.48 12/11/1993 0.04 3/19/1994 0.16 1/7/1995 0.12 2/8/1993 0.12 12/11/1993 0.04 3/19/1994 0.08 1/7/1995 0.2 2/8/1993 0.04 12/11/1993 0.08 3/19/1994 0.04 1/7/1995 0.04 2/8/1993 0.04 12/14/1993 0.04 3/20/1994 0.2 1/7/1995 0.08 -2/8/1993 0.28 12/14/1993 0.04 3/20/1994 0.12 1/7/1995 0.12 2/8/1993 0.04 12/14/1993 0.04 3/24/1994 0.04 1/7/1995 0.08 ·-2/8/1993 0.04 12/14/1993 0.04 3/24/1994 0.12 1/8/1995 0.2 2/8/1993 0.04 12/15/1993 0.04 3/24/1994 0.36 1/8/1995 0.12 • 2/8/1993 0.08 12/19/1993 0.04 3/24/1994 0.36 1/8/1995 0.12 2/9/1993 0.04 1/24/1994 0.2 3/24/1994 0.16 1/8/1995 0.08 2/18/1993 0.04 1/24/1994 0.16 3/24/1994 0.12 1/8/1995 0.04 -2/18/1993 0.04 1/24/1994 0.08 3/25/1994 0.04 1/8/1995 0.04 -2/18/1993 0.68 1/25/1994 0.12 3/25/1994 0.04 1/8/1995 0.04 2/18/1993 0.04 1/25/1994 0.08 3/25/1994 0.04 1/10/1995 0.08 2/19/1993 0.04 1/25/1994 0.04 3/25/1994 0.04 1/10/1995 0.12 .. 2/19/1993 0.12 1/25/1994 0.08 3/25/1994 0.04 1/10/1995 0.04 • 2/19/1993 0.4 1/26/1994 0.08 4/24/1994 0.08 1/10/1995 0.04 2/19/1993 0.12 1/26/1994 0.04 4/24/1994 0.04 1/10/1995 0.04 2/19/1993 0.12 1/27/19940.2 4/24/1994 0.04 1/10/1995 0.08 -2/20/1993 0.04 2/3/1994 0.04 4/25/1994 0.04 1/10/1995 0.16 2/20/1993 0.12 2/3/1994 0.12 4/26/1994 0.04 1/10/1995 0.2 -2/20/1993 0.04 2/3/1994 0.28 4/26/1994 0.04 1/10/1995 0.04 2/20/1993 0.04 2/3/1994 0.04 4/27/1994 0.04 1/11/1995 0.16 -2/20/1993 0.04 2/4/1994 0.12 5/8/1994 0.04 1/11/1995 0.08 2/23/1993 0.04 2/4/1994 0.04 5/11/1994 0.04 1/11/1995 0.12 -2/23/1993 0.04 2/4/1994 0.04 5/15/1994 0.04 1/11/1995 0.04 2/23/1993 0.08 2/4/1994 0.56 10/4/1994 0.04 1/11/1995 0.04 -2/23/1993 0.08 2/4/1994 0.12 11/10/1994 0.08 1/11/1995 0.04 2/23/1993 0.12 2/4/1994 0.04 11/10/1994 0.12 1/12/1995 0.36 -2/23/1993 0.04 2/7/1994 0.08 11/10/1994 0.04 1/12/1995 0.12 2/24/1993 0.04 2/7/1994 0.08 11/10/1994 0.04 1/12/1995 0.2 -2/24/1993 0.04 2/7/1994 0.04 11/16/1994 0.04 1/12/1995 0.08 2/26/1993 0.08 2/7/1994 0.04 11/16/1994 0.04 1/12/1995 0.12 -2/26/1993 0.04 2/7/1994 0.2 11/18/1994 0.04 1/12/1995 0.08 3/25/1993 0.28 2/7/1994 0.12 12/13/1994 0.04 1/12/1995 0.04 ·-3/25/1993 0.16 2/8/1994 0.04 12/13/1994 0.04 1/14/1995 0.04 3/25/1993 0.08 2/8/1994 0.08 12/22/1994 0.04 1/14/1995 0.04 -3/26/1993 0.08 2/8/1994 0.08 12/24/1994 0.04 1/15/1995 0.04 3/26/1993 0.08 2/17/19940.04 12/24/1994 0.08 1/15/1995 0.04 3/26/1993 0.04 2/17/1994 0.04 12/24/1994 0.04 1/16/1995 0.16 -3/26/1993 0.04 2/17/19940.2 12/25/1994 0.08 1/16/1995 0.04 -3/26/1993 0.04 2/17/1994 0.24 12/25/1994 0.04 1/17/1995 0.04 3/26/1993 0.04 2/17/19940.24 1/3/1995 0.08 1/21/1995 0.08 3/26/1993 0.04 2/17/1994 0.04 1/3/1995 0.04 1/21/1995 0.08 '-3/27/1993 0.04 2/18/1994 0.04 1/3/1995 0.04 1/21/1995 0.12 3/28/1993 0.24 2/18/1994 0.04 1/3/1995 0.04 1/22/1995 0.04 -3/28/1993 0.16 2/20/1994 0.04 1/3/1995 0.12 1/23/1995 0.04 6/5/1993 0.04 2/20/1994 0.04 1/3/1995 0.04 1/23/1995 0.12 -6/5/1993 0.44 2/21/1994 0.04 1/4/1995 0.04 1/23/1995 0.04 6/5/1993 0.08 3/6/1994 0.04 1/4/1995 0.04 1/23/1995 0.16 -6/5/1993 0.04 3/6/1994 0.04 1/4/1995 0.08 1/24/1995 0.04 6/5/1993 0.08 3/6/1994 0.04 1/4/1995 0.04 1/24/1995 0.04 -10/16/1993 0.04 3/6/1994 0.04 1/4/1995 0.12 1/24/1995 0.04 11/1/1993 0.04 3/6/1994 0.08 1/4/1995 0.12 1/24/1995 0.04 -11/12/1993 0.04 3/6/1994 0.28 1/4/1995 0.28 1/25/1995 0.16 11/22/1993 0.04 3/7/1994 0.2 1/4/1995 0.4 1/25/1995 0.04 -11/22/1993 0.04 3/7/1994 0.08 1/4/1995 0.48 1/25/1995 0.04 11/22/1993 0.04 3/7/1994 0.12 1/4/1995 0.48 1/25/1995 0.16 -11/23/1993 0.04 3/7/1994 0.16 1/4/1995 0.72 1/25/1995 0.04 11/23/1993 0.04 3/7/1994 0.04 1/4/1995 0.96 1/25/1995 0.04 .. 11/30/1993 0.08 3/19/1994 0.28 1/5/1995 0.04 1/26/1995 0.32 11/30/1993 0.4 3/19/1994 0.04 1/7/1995 0.08 2/13/1995 0.04 -11/30/1993 0.04 3/19/1994 0.2 1/7/1995 0.12 2/13/1995 0.04 12/11/1993 0.04 3/19/1994 0.12 1/7/1995 0.04 2/13/1995 0.04 12/11/1993 0.12 3/19/1994 0.04 1/7/1995 0.08 2/13/1995 0.04 -12/11/1993 0.08 3/19/1994 0.08 1/7/1995 0.04 2/14/1995 0.04 --- DAT File for Rain gauge Station -Oceanside -2/14/1995 0.04 4/16/1995 0.24 2/1/1996 0.16 11/22/1996 0.04 2/14/1995 0.16 4/16/1995 0.08 2/1/1996 0.04 12/5/1996 0.04 2/14/1995 0.04 4/16/1995 0.04 2/3/1996 0.08 12/5/1996 0.04 2/14/1995 0.08 4/16/1995 0.08 2/3/1996 0.04 12/5/1996 0.04 -2/14/1995 0.08 4/16/1995 0.04 2/12/1996 0.04 12/5/1996 0.08 2/14/1995 0.04 4/17/1995 0.04 2/12/1996 0.08 12/6/1996 0.08 -2/14/1995 0.08 4/17/1995 0.04 2/20/1996 0.04 12/6/1996 0.04 2/14/1995 0.04 4/18/1995 0.08 2/20/1996 0.04 12/6/1996 0.04 • 2/14/1995 0.04 4/18/1995 0.28 2/20/1996 0.08 12/6/1996 0.04 3/3/1995 0.04 4/18/1995 0.16 2/21/1996 0.04 12/9/1996 0.04 3/3/1995 0.08 4/18/1995 0.04 2/21/1996 0.04 12/9/1996 0.04 -3/3/1995 0.16 4/18/1995 0.08 2/21/1996 0.04 12/9/1996 0.04 • 3/3/1995 0.04 4/18/1995 0.04 2/21/1996 0.2 12/9/1996 0.08 3/4/1995 0.04 4/18/1995 0.08 2/21/1996 0.04 12/9/1996 0.16 3/4/1995 0.04 5/1/1995 0.12 2/21/1996 0.04 12/9/1996 0.04 ... 3/5/1995 0.12 5/13/1995 0.04 2/21/1996 0.12 12/9/1996 0.04 -3/5/1995 0.04 5/13/1995 0.04 2/25/1996 0.08 12/10/1996 0.08 3/5/1995 0.24 6/15/1995 0.04 2/25/1996 0.04 12/10/1996 0.08 3/5/1995 0.12 6/15/1995 0.16 2/25/1996 0.08 12/11/1996 0.04 -3/5/1995 0.16 6/15/1995 0.04 2/25/1996 0.04 12/11/1996 0.04 3/5/1995 0.04 6/16/1995 0.08 2/25/1996 0.04 12/11/1996 0.04 tit'! 3/5/1995 0.12 6/16/1995 0.04 2/25/1996 0.04 12/11/1996 0.04 3/5/1995 0.12 6/16/1995 0.04 2/26/1996 0.2 12/11/1996 0.08 -3/5/1995 0.04 6/16/1995 0.04 2/26/1996 0.12 12/11/1996 0.08 3/5/1995 0.04 7/16/1995 0.04 2/27/19960.12 12/11/1996 0.16 • 3/5/1995 0.04 7/16/1995 0.04 2/27/1996 0.16 12/11/1996 0.08 3/5/1995 0.2 11/1/1995 0.04 3/4/1996 0.04 12/11/1996 0.08 -3/5/1995 0.08 11/1/1995 0.04 3/4/1996 0.04 12/11/1996 0.04 3/5/1995 0.08 11/1/1995 0.04 3/4/1996 0.04 12/11/1996 0.08 -3/5/1995 0.12 12/12/1995 0.04 3/4/1996 0.08 12/11/1996 0.08 3/5/1995 0.24 12/13/1995 0.04 3/4/1996 0.04 12/11/1996 0.08 -3/5/1995 0.32 12/13/1995 0.04 3/12/1996 0.08 12/11/1996 0.08 3/5/1995 0.04 12/13/1995 0.04 3/12/1996 0.08 12/11/1996 0.04 • 3/5/1995 0.04 12/13/1995 0.04 3/12/1996 0.08 12/11/1996 0.04 3/5/1995 0.04 12/13/1995 0.04 3/13/1996 0.04 12/12/1996 0.04 -3/6/1995 0.04 12/13/1995 0.04 3/13/1996 0.12 12/27/1996 0.04 3/6/1995 0.04 12/15/1995 0.04 3/13/1996 0.04 12/27/1996 0.08 • 3/6/1995 0.04 12/23/1995 0.12 3/13/1996 0.04 12/27/1996 0.12 3/10/1995 0.24 12/23/1995 0.04 3/13/1996 0.08 12/27/1996 0.04 3/11/1995 0.32 1/16/1996 0.04 3/13/1996 0.04 12/27/1996 0.04 -3/11/1995 0.28 1/16/1996 0.12 4/2/1996 0.04 12/27/1996 0.08 -3/11/1995 0.12 1/16/1996 0.08 4/17/1996 0.04 12/27/1996 0.04 3/11/1995 0.16 1/16/1996 0.04 4/17/1996 0.04 12/28/1996 0.08 3/11/1995 0.24 1/19/1996 0.04 4/18/1996 0.08 12/28/1996 0.04 -3/11/1995 0.32 1/21/1996 0.16 4/18/1996 0.04 12/28/1996 0.04 3/11/1995 0.12 1/21/1996 0.04 10/1/1996 0.12 12/31/1996 0.04 .. 3/11/1995 0.04 1/21/1996 0.04 10/2/1996 0.08 1/2/1997 0.1 3/11/1995 0.04 1/22/1996 0.16 10/3/1996 0.04 1/3/1997 0.1 -3/11/1995 0.52 1/22/1996 0.04 10/30/1996 0.12 1/3/1997 0.1 3/11/1995 0.08 1/25/1996 0.04 10/30/1996 0.24 1/3/1997 0.1 .. 3/11/1995 0.04 1/25/1996 0 .08 10/30/1996 0.24 1/12/1997 0.1 3/21/1995 0.08 1/25/1996 0.04 10/30/1996 0.08 1/12/1997 0.2 -3/21/1995 0.08 1/28/1996 0.04 10/30/1996 0.04 1/12/1997 0.1 3/21/1995 0.08 1/28/1996 0.04 10/30/1996 0.04 1/12/1997 0.4 -3/21/1995 0.04 1/28/1996 0.04 11/21/1996 0.32 1/12/1997 0.2 3/21/1995 0.12 1/31/1996 0.04 11/21/1996 0.32 1/12/1997 0.1 -3/21/1995 0.04 1/31/19960.16 11/21/1996 0.12 1/12/1997 0.1 3/23/1995 0.04 1/31/1996 0.04 11/21/1996 0.12 1/12/1997 0.1 -3/23/1995 0.08 1/31/1996 0.08 11/21/1996 0.2 1/12/1997 0.1 3/23/1995 0.08 1/31/1996 0.08 11/21/1996 0.28 1/13/1997 0.1 -3/23/1995 0.08 1/31/1996 0.04 11/21/1996 0.16 1/13/1997 0.2 3/23/1995 0.04 1/31/1996 0.08 11/21/1996 0.16 1/13/1997 0.4 -3/23/1995 0.08 1/31/1996 0.04 11/21/1996 0.2 1/13/1997 0.1 4/16/1995 0.04 1/31/1996 0.16 11/21/1996 0.32 1/13/1997 0.1 -4/16/1995 0.16 1/31/1996 0.04 11/22/1996 0.28 1/13/1997 0.1 4/16/1995 0.04 2/1/1996 0.04 11/22/1996 0.08 1/15/1997 0.1 ... - • -·-DAT File for Rain gauge Station -Oceanside -1/15/1997 0.1 12/7/1997 0.01 1/9/1998 0.04 1/29/1998 0.02 1/15/1997 0.3 12/7/1997 0.01 1/9/1998 0.05 1/29/1998 O.Ql ·-1/15/1997 0.2 12/7/1997 0.02 1/9/1998 0.18 1/29/1998 0.01 1/15/1997 0.1 12/7/1997 0.07 1/9/1998 0.03 1/29/1998 O.Ql • 1/15/1997 0.04 12/7/1997 0.01 1/9/1998 0.02 1/30/1998 0.01 1/21/1997 0.08 12/7/1997 0.01 1/9/1998 0.01 1/31/1998 0.01 -1/22/1997 0.04 12/7/19970.01 1/9/1998 0.01 2/3/1998 0.03 1/23/1997 0.04 12/18/1997 0.01 1/9/1998 0.01 2/3/1998 0.03 • 1/23/1997 0.08 12/18/1997 O.Ql 1/9/1998 0.01 2/3/1998 0.03 1/23/1997 0.12 12/18/1997 0.01 1/9/1998 0.01 2/3/1998 0.03 1/23/1997 0.08 12/18/1997 0.01 1/9/1998 0.01 2/3/1998 0.03 -1/23/1997 0.04 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.03 • 1/23/1997 0.12 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.04 1/25/1997 0.04 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.04 1/25/1997 0.08 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.04 -1/25/1997 0.08 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.05 1/25/1997 0.08 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.05 -1/25/1997 0.04 12/18/1997 0.01 1/10/1998 0.01 2/3/1998 0.07 1/25/1997 0.12 12/18/1997 0.02 1/10/1998 0.01 2/3/1998 0.08 -1/25/1997 0.12 12/18/1997 0.03 1/10/1998 0.01 2/3/1998 0.12 1/25/1997 0.2 12/18/1997 0.11 1/10/1998 0.01 2/3/1998 0.17 ii* 1/26/1997 0.16 12/18/1997 0.02 1/10/1998 0.01 2/3/1998 0.6 1/26/1997 0.04 12/18/1997 O.ol 1/10/1998 0.02 2/3/1998 0.1 -1/26/1997 0.2 12/18/1997 0.01 1/10/1998 0.02 2/3/1998 0.06 1/26/1997 0.08 12/18/1997 0.01 1/10/1998 0.03 2/3/1998 0.05 .. 1/26/1997 0.04 12/18/1997 0.01 1/10/1998 0.12 2/3/1998 0.04 1/26/1997 0.04 12/18/1997 O.Ql 1/10/1998 0.02 2/3/1998 0.03 -1/26/1997 0.04 12/21/1997 0.01 1/10/1998 0.01 2/3/1998 0.03 1/26/1997 0.04 12/22/1997 0.01 1/10/1998 0.01 2/3/1998 0.03 -1/27/1997 0.04 1/3/1998 0.01 1/10/1998 0.01 2/3/1998 0.03 1/27/1997 0.04 1/3/1998 0.01 1/10/1998 0.01 2/4/1998 0.01 -2/10/1997 0.04 1/3/1998 0.01 1/10/1998 0.01 2/4/1998 0.01 2/10/1997 0.08 1/3/1998 0.01 1/10/1998 0.01 2/4/1998 0.01 • 2/10/1997 0.04 1/3/1998 0.01 1/11/1998 0.01 2/4/1998 0.04 2/10/1997 0.04 1/3/1998 0.01 1/13/1998 0.01 2/4/1998 0.01 2/27/1997 0.04 1/3/1998 0.01 1/13/1998 0.01 2/6/1998 0.01 -2/27/1997 0.04 1/3/1998 0.01 1/13/1998 0.01 2/6/1998 0.01 • 4/3/1997 0.08 1/3/1998 O.Ql 1/13/1998 0.04 2/6/1998 O.Ql 4/3/1997 0.04 1/3/1998 0.02 1/13/1998 0.01 2/6/1998 O.Ql 12/6/1997 0.01 1/3/1998 0.03 1/16/1998 0.01 2/6/1998 0.01 -12/6/1997 0.01 1/3/1998 0.09 1/19/1998 0.01 2/6/1998 0.01 12/6/1997 0.01 1/3/1998 0.01 1/19/1998 0.01 2/6/1998 0.01 • 12/6/1997 0.01 1/3/1998 0.01 1/19/1998 0.01 2/6/1998 0.01 12/6/1997 0.01 1/3/1998 O.Ql 1/19/1998 0.04 2/6/1998 0.01 ... 12/6/1997 0.01 1/3/1998 0.01 1/19/1998 0.01 2/6/1998 O.Ql 12/6/1997 0.02 1/3/1998 O.Ql 1/20/1998 0.01 2/6/1998 0.01 • 12/6/1997 0.02 1/4/1998 0.01 1/29/1998 0.01 2/6/1998 0.02 12/6/1997 0.02 1/4/1998 0.01 1/29/1998 0.01 2/6/1998 0.03 -12/6/1997 0.02 1/4/1998 0.01 1/29/1998 0.01 2/6/1998 0.11 12/6/1997 0.02 1/4/1998 0.01 1/29/1998 0.01 2/6/1998 0.02 -12/6/1997 0.03 1/4/1998 0.05 1/29/1998 0.01 2/6/1998 0.01 12/6/1997 0.03 1/4/1998 0.01 1/29/1998 0.02 2/6/1998 0.01 -12/6/1997 0.05 1/4/1998 0.01 1/29/1998 0.02 2/6/1998 0.01 12/6/1997 0.07 1/9/1998 0.01 1/29/1998 0.02 2/6/1998 0.01 .. 12/6/1997 0.25 1/9/1998 0.01 1/29/1998 0.02 2/6/1998 0.01 12/6/1997 0.04 1/9/1998 0.01 1/29/1998 0.02 2/7/1998 O.Ql -12/6/1997 0.02 1/9/1998 0.01 1/29/1998 0.02 2/7/1998 0.01 12/6/1997 0.02 1/9/1998 0.01 1/29/1998 0.03 2/7/1998 0.01 .. 12/6/1997 0.02 1/9/1998 0.01 1/29/1998 0.04 2/7/1998 0.01 12/6/1997 0.01 1/9/1998 0.01 1/29/1998 0.05 2/7/1998 0.01 ·-12/6/1997 0.01 1/9/1998 0.01 1/29/1998 0.08 2/7/1998 0.01 12/6/1997 0.01 1/9/1998 0.01 1/29/1998 0.28 2/7/1998 0.01 -12/6/1997 0.01 1/9/1998 0.02 1/29/1998 0.04 2/7/1998 0.02 12/7/1997 0.01 1/9/1998 0.02 1/29/1998 0.03 2/7/1998 0.02 12/7/1997 0.01 1/9/1998 0.02 1/29/1998 0.02 2/7/1998 0.02 ... 12/7/1997 0.01 1/9/1998 0.02 1/29/1998 0.02 2/7/1998 0.02 -.,.. • DAT File for Rain gauge Station -Oceanside . .,. 2/7/1998 0.03 2/16/1998 0.01 2/19/1998 0.01 2/24/1998 0.01 2/7/1998 0.03 2/16/1998 0.01 2/19/1998 0.01 2/24/1998 0.01 2/7/1998 0.05 2/16/1998 0.01 2/20/1998 0.01 2/24/1998 0.01 2/7/1998 0.07 2/16/1998 0.01 2/22/1998 0.02 2/24/1998 0.01 -2/7/1998 0.24 2/16/1998 0.01 2/22/1998 0.02 2/24/1998 O.Dl 2/7/1998 0.04 2/16/1998 0.01 2/22/1998 0.02 3/9/1998 0.01 2/7/1998 0.02 2/16/1998 0.01 2/22/1998 0.02 3/13/1998 0.01 2/7/1998 0.02 2/16/1998 0.02 2/22/1998 0.02 3/13/1998 0.01 .... 2/7/1998 0.01 2/16/1998 0.02 2/22/1998 0.02 3/13/1998 0.01 2/7/1998 0.01 2/16/1998 0.03 2/22/1998 0.03 3/13/1998 0.01 2/7/1998 0.01 2/16/1998 0.04 2/22/1998 0.03 3/13/1998 0.01 2/7/1998 0.01 2/16/1998 0.14 2/22/1998 0.03 3/13/1998 0.01 """· 2/7/1998 0.01 2/16/1998 0.02 2/22/1998 0.04 3/13/1998 O.Ql 2/8/1998 0.01 2/16/1998 0.01 2/22/1998 0.04 3/13/1998 0.01 2/8/1998 0.01 2/16/1998 0.01 2/22/1998 0.05 3/13/1998 O.Ql 2/8/1998 0.01 2/16/1998 0.01 2/22/1998 0.06 3/13/1998 O.Dl 2/8/1998 0.01 2/16/1998 0.01 2/22/1998 0.09 3/13/1998 O.Ql -2/8/1998 0.01 2/16/1998 0.01 2/22/1998 0.12 3/13/1998 0.02 2/8/1998 0.02 2/16/1998 0.01 2/22/1998 0.43 3/13/1998 0.03 2/8/1998 0.02 2/16/1998 0.01 2/22/1998 0.07 3/13/1998 0.11 2/8/1998 0.02 2/17/19980.02 2/22/1998 0.04 3/13/1998 0.02 .. 2/8/1998 0.02 2/17/1998 0.02 2/22/1998 0.03 3/13/1998 0.01 2/8/1998 0.02 2/17/1998 0.03 2/22/1998 0.03 3/13/1998 0.01 -2/8/1998 0.02 2/17/1998 0.03 2/22/1998 0.02 3/13/1998 0.01 2/8/1998 0.03 2/17/19980.03 2/22/1998 0.02 3/13/1998 0.01 * 2/8/1998 0.04 2/17/1998 0.03 2/22/1998 0.02 3/13/1998 0.01 2/8/1998 0.05 2/17/19980.03 2/22/1998 0.02 3/14/1998 O.Dl -2/8/1998 0.07 2/17/1998 0.04 2/23/1998 0.02 3/14/1998 0.01 2/8/1998 0.26 2/17/1998 0.04 2/23/1998 0.03 3/14/1998 0.01 • 2/8/1998 0.04 2/17/1998 0.04 2/23/1998 0.03 3/14/1998 0.01 2/8/1998 0.03 2/17/1998 0.05 2/23/1998 0.03 3/14/1998 0.01 -2/8/1998 0.02 2/17/1998 0.06 2/23/1998 0.03 3/14/1998 O.Dl 2/8/1998 0.02 2/17/19980.07 2/23/1998 0.03 3/14/1998 0.01 -2/8/1998 0.02 2/17/1998 0.1 2/23/1998 0.03 3/14/1998 0.01 2/8/1998 0.01 2/17/1998 0.15 2/23/1998 0.04 3/14/1998 0.01 -2/8/1998 0.Dl 2/17/1998 0.53 2/23/1998 0.04 3/14/1998 0.02 2/8/1998 0.01 2/17/19980.08 2/23/1998 0.05 3/14/1998 0.03 -2/9/1998 0.01 2/17/1998 0.05 2/23/1998 0.05 3/14/1998 0.09 2/14/1998 0.02 2/17/1998 0.04 2/23/1998 0.07 3/14/1998 0.01 2/14/1998 0.02 2/17/1998 0.03 2/23/1998 0.08 3/14/1998 0.01 -2/14/1998 0.02 2/17/19980.03 2/23/1998 0.11 3/14/1998 0.01 • 2/14/1998 0.02 2/17/1998 0.03 2/23/1998 0.16 3/14/1998 0.01 2/14/1998 0.03 2/17/19980.02 2/23/1998 0.56 3/14/1998 0.01 2/14/1998 0.03 2/17/1998 0.02 2/23/1998 0.09 3/25/1998 0.01 ... 2/14/1998 0.03 2/19/1998 0.01 2/23/1998 0.06 3/25/1998 O.Dl 2/14/1998 0.03 2/19/1998 0.01 2/23/1998 0.04 3/25/1998 0.01 • 2/14/1998 0.03 2/19/1998 0.01 2/23/1998 0.04 3/25/1998 0.01 2/14/1998 0.04 2/19/1998 0.01 2/23/1998 0.03 3/25/1998 0.01 ... 2/14/1998 0.04 2/19/1998 0.Dl 2/23/1998 0.03 3/25/1998 0.01 2/14/1998 0.06 2/19/1998 0.01 2/23/1998 0.03 3/25/1998 0.Dl -2/14/1998 0.06 2/19/1998 0.01 2/23/1998 0.02 3/25/1998 0.01 2/14/1998 0.09 2/19/1998 0.01 2/24/1998 O.Dl 3/25/1998 0.01 -2/14/1998 0.13 2/19/1998 0.01 2/24/1998 0.01 3/25/1998 0.01 2/14/1998 0.47 2/19/1998 0.01 2/24/1998 0.01 3/25/1998 0.02 -2/14/1998 0.08 2/19/1998 O.Dl 2/24/1998 0.01 3/25/1998 0.02 2/14/1998 0.05 2/19/1998 0.02 2/24/1998 0.01 3/25/1998 0.02 -2/14/1998 0.04 2/19/1998 0.02 2/24/1998 O.Dl 3/25/1998 0.03 2/14/1998 0.03 2/19/1998 0.03 2/24/1998 0.01 3/25/1998 0.05 • 2/14/1998 0.03 2/19/1998 0.04 2/24/1998 0.01 3/25/1998 0.17 2/14/1998 0.02 2/19/1998 0.14 2/24/1998 0.01 3/25/1998 0.03 ... 2/14/1998 0.02 2/19/1998 0.02 2/24/1998 0.01 3/25/1998 0.02 2/14/1998 0.02 2/19/1998 0.01 2/24/1998 0.01 3/25/1998 0.01 .. 2/16/1998 0.01 2/19/1998 0.01 2/24/1998 0.02 3/25/1998 0.01 2/16/1998 0.01 2/19/1998 0.01 2/24/1998 0.03 3/25/1998 0.01 2/16/1998 0.01 2/19/1998 O.Ql 2/24/1998 0.11 3/25/1998 0.01 2/16/1998 0.01 2/19/1998 0.01 2/24/1998 0.02 3/25/1998 O.Dl - -DAT File for Rain gauge Station -Oceanside -.. 3/25/1998 0.01 3/31/1998 0.01 5/6/1998 0.01 12/5/1998 0.04 3/26/1998 0.01 3/31/1998 0.01 5/6/1998 0.01 12/6/1998 0.04 -3/26/1998 0.01 3/31/1998 0.01 5/6/1998 0.01 12/6/1998 0.12 3/26/1998 0.01 3/31/1998 0.01 5/6/1998 0.02 12/6/1998 0.12 .. 3/26/1998 0.01 3/31/1998 0.01 5/6/1998 0.07 12/19/1998 0.08 3/26/1998 0.01 4/1/1998 0.01 5/6/1998 0.01 12/19/1998 0.04 -3/26/1998 0.01 4/1/1998 0.01 5/6/1998 0.01 1/20/1999 0.04 3/26/1998 0.01 4/1/1998 0.01 5/6/1998 O.ol 1/20/1999 0.04 • 3/26/1998 0.01 4/1/1998 0.01 5/8/1998 0.01 1/20/1999 0.04 3/26/1998 0.01 4/1/1998 0.05 5/12/1998 0.01 1/20/1999 0.08 3/26/1998 0.01 4/1/1998 0.01 5/12/1998 0.01 1/20/1999 0.04 -3/26/1998 0.01 4/1/1998 0.01 5/12/1998 0.01 1/21/1999 0.04 -3/26/1998 0.02 4/2/1998 0.01 5/12/1998 0.01 1/25/1999 0.08 3/26/1998 0.02 4/2/1998 0.01 5/12/1998 0.01 1/25/1999 0.08 3/26/1998 0.03 4/2/1998 0.03 5/12/1998 0.01 1/25/1999 0.12 -3/26/1998 0.04 4/3/1998 O.ol 5/12/1998 0.01 1/25/1999 0.08 3/26/1998 0.13 4/7/1998 0.01 5/12/1998 0.01 1/25/1999 0.08 -3/26/1998 0.02 4/7/1998 O.ol 5/12/1998 0.02 1/25/1999 0.04 3/26/1998 0.01 4/7/1998 0.01 5/12/1998 0.02 1/25/1999 0.04 -3/26/1998 0.01 4/7/1998 0.04 5/12/1998 0.02 1/25/1999 0.04 3/26/1998 0.01 4/7/1998 0.01 5/12/1998 0.02 1/25/1999 0.04 .. 3/26/1998 0.01 4/11/1998 0.01 5/12/1998 0.03 1/25/1999 0.04 3/26/1998 0.01 4/11/1998 0.01 5/12/1998 0.04 1/26/1999 0.08 -3/26/1998 O.ol 4/11/1998 0.01 5/12/1998 0.06 1/26/1999 0.04 3/26/1998 0.01 4/11/1998 O.ol 5/12/1998 0.21 1/26/1999 0.04 • 3/27/1998 0.01 4/11/1998 0.01 5/12/1998 0.03 1/26/1999 0.08 3/27/1998 0.01 4/11/1998 0.01 5/12/1998 0.02 1/26/1999 0.04 ·-3/27/1998 0.01 4/11/1998 0.01 5/12/1998 0.02 1/26/1999 0.04 3/27/1998 0.04 4/11/1998 0.01 5/12/1998 0.01 1/26/1999 0.08 • 3/27/1998 0.01 4/11/1998 0.01 5/12/1998 0.01 1/26/1999 0.04 3/28/1998 0.01 4/11/1998 0.01 5/12/1998 0.01 1/26/1999 0.36 -3/28/1998 0.01 4/11/1998 0.01 5/12/1998 0.01 1/26/1999 0.04 3/28/1998 0.01 4/11/1998 0.02 5/12/1998 0.01 1/27/1999 0.04 • 3/28/1998 0.01 4/11/1998 0.02 5/13/1998 0.01 1/31/1999 0.12 3/28/1998 0.01 4/11/1998 0.03 5/13/1998 0.01 2/1/1999 0.04 3/28/1998 0.02 4/11/1998 0.04 5/13/1998 0.03 2/4/1999 0.04 -3/28/1998 0.07 4/11/1998 0.14 6/12/1998 0.01 2/4/1999 0.04 • 3/28/1998 O.ol 4/11/1998 0.02 6/12/1998 0.01 2/4/1999 0.04 3/28/1998 0.01 4/11/1998 0.01 6/12/1998 0.03 2/4/1999 0.08 3/28/1998 0.01 4/11/1998 0.01 6/16/1998 0.01 2/4/1999 0.12 -3/29/1998 0.01 4/11/1998 0.01 6/16/1998 O.ol 2/4/1999 0.12 • 3/29/1998 0.01 4/11/1998 0.01 6/16/1998 0.03 2/4/1999 0.04 3/29/1998 0.01 4/11/1998 0.01 8/31/1998 0.08 2/4/1999 0.04 3/29/1998 0.01 4/11/1998 0.01 9/3/1998 0.04 2/5/1999 0.04 -3/29/1998 0.05 4/11/1998 0.01 9/3/1998 0.04 2/5/1999 0.04 3/29/1998 0.01 4/13/1998 0.01 9/26/1998 0.04 2/7/1999 0.04 -3/29/1998 0.01 4/13/1998 O.ol 11/8/1998 0.08 2/9/1999 0.04 3/31/1998 0.01 4/13/1998 0.01 11/8/19980.16 2/9/1999 0.04 ·-3/31/1998 0.01 4/13/1998 0.04 11/8/1998 0.36 3/3/1999 0.04 3/31/1998 0.01 4/13/1998 0.01 11/8/1998 0.04 3/6/1999 0.04 .. 3/31/1998 0.01 4/15/1998 0.01 11/8/1998 0.04 3/7/1999 0.04 3/31/1998 O.ol 4/15/1998 0.01 11/8/1998 0.04 3/11/1999 0.04 ... 3/31/1998 0.01 4/15/1998 0.01 11/8/1998 0.04 3/11/1999 0.04 3/31/1998 0.01 4/15/1998 0.01 11/11/1998 0.04 3/11/1999 0.04 • 3/31/1998 0.01 4/15/1998 0.05 11/11/1998 0.04 3/11/1999 0 .04 3/31/1998 0.01 4/15/1998 0.01 11/28/1998 0.12 3/15/1999 0.08 • 3/31/1998 0.01 4/15/1998 0.01 11/28/1998 0.04 3/25/1999 0.12 3/31/1998 0.02 5/5/1998 0.01 11/28/1998 0.08 3/25/1999 0.16 • 3/31/1998 0.02 5/5/1998 0.01 11/28/1998 0.04 3/25/1999 0.08 3/31/1998 0.02 5/5/1998 0.01 11/28/1998 0.04 3/25/1999 0.08 .. 3/31/19980.03 5/5/1998 0.01 12/1/1998 0.04 3/25/1999 0.08 3/31/1998 0.05 5/5/1998 0.05 12/1/1998 0.16 3/25/1999 0.04 • 3/31/1998 0.17 5/5/1998 0.01 12/1/1998 0.04 4/1/1999 0.04 3/31/1998 0.03 5/5/1998 0.01 12/1/1998 0.04 4/1/1999 0.04 3/31/1998 0.02 5/6/1998 0.01 12/3/1998 0.04 4/1/1999 0.08 -3/31/1998 0.01 5/6/1998 12/4/1998 0.04 4/6/1999 0.01 0.04 --- --DAT File for Rain gauge Station -Oceanside • 4/6/1999 0.04 2/11/2000 0.01 2/20/2000 0.02 3/4/2000 0.01 4/7/1999 0.04 2/11/2000 0.01 2/20/2000 0.03 3/4/2000 0.02 ... 4/7/1999 0.08 2/11/2000 0.01 2/20/2000 0.04 3/4/2000 0.07 4/8/1999 0.04 2/11/2000 0.01 2/20/2000 0.05 3/4/2000 0.01 • 4/11/1999 0.04 2/12/2000 0.01 2/20/2000 0.19 3/4/2000 0.01 4/11/1999 0.04 2/12/2000 0.01 2/20/2000 0.03 3/4/2000 O.Ql 4/11/1999 0.08 2/12/2000 0.01 2/20/2000 0.02 3/5/2000 0.01 4/11/1999 0.08 2/12/2000 0.01 2/20/2000 0.01 3/5/2000 0.01 -4/11/1999 0.08 2/12/2000 0.01 2/20/2000 0.01 3/5/2000 0.01 4/11/1999 0.04 2/12/2000 0.01 2/20/2000 0.01 3/5/2000 0.01 4/11/1999 0.08 2/12/2000 0.02 2/20/2000 0.01 3/5/2000 O.Ql 4/11/1999 0.08 2/12/2000 0.02 2/20/2000 O.Ql 3/5/2000 0.01 .. 4/12/1999 0.12 2/12/2000 0.08 2/20/2000 O.Ql 3/5/2000 0.01 4/12/1999 0.08 2/12/2000 0.01 2/21/2000 0.01 3/5/2000 0.02 5/22/1999 0.04 2/12/2000 0.01 2/21/2000 0.01 3/5/2000 0.02 -6/1/1999 0.12 2/12/2000 0.01 2/21/2000 0.01 3/5/2000 0.02 6/2/1999 0.08 2/12/2000 0.01 2/21/2000 0.01 3/5/2000 0.02 -6/2/1999 0.04 2/13/2000 0.01 2/21/2000 0.01 3/5/2000 0.03 6/3/1999 0.12 2/13/2000 0.01 2/21/2000 0.01 3/5/2000 0.03 -6/3/1999 0.04 2/13/2000 0.01 2/21/2000 0.01 3/5/2000 0.05 7/5/1999 0.04 2/13/2000 0.01 2/21/2000 0.01 3/5/2000 0.07 • 7/18/1999 0.08 2/13/2000 0.01 2/21/2000 0.01 3/5/2000 0.24 9/18/1999 0.16 2/13/2000 0.01 2/21/2000 0.02 3/5/2000 0.04 -9/21/1999 0.04 2/13/2000 0.01 2/21/2000 0.02 3/5/2000 0.02 12/10/1999 0.04 2/13/2000 0.01 2/21/2000 0.02 3/5/2000 0.02 • 1/1/2000 0.01 2/13/2000 0.01 2/21/2000 0.03 3/5/2000 0.02 1/1/2000 0.01 2/13/2000 0.01 2/21/2000 0.04 3/5/2000 0.01 -1/1/2000 0.03 2/13/2000 0.01 2/21/2000 0.05 3/5/2000 0.01 1/2/2000 0.01 2/13/2000 0.02 2/21/2000 0.19 3/5/2000 0.01 • 1/16/2000 0.01 2/13/2000 0.02 2/21/2000 0.03 3/5/2000 0.01 1/16/2000 0.02 2/13/2000 0.03 2/21/2000 0.02 3/6/2000 0.01 -1/25/2000 0.01 2/13/2000 0.04 2/21/2000 0.02 3/6/2000 0.01 1/25/2000 0.01 2/13/2000 0.16 2/21/2000 0.01 3/6/2000 0.01 • 1/25/2000 0.01 2/13/2000 0.02 2/21/2000 0.01 3/6/2000 0.01 1/25/2000 0.01 2/13/2000 0.02 2/21/2000 0.01 3/6/2000 0.05 -1/25/2000 0.01 2/13/2000 0.01 2/21/2000 0.01 3/6/2000 0.01 1/25/2000 0.02 2/13/2000 0.01 2/21/2000 0.01 3/7/2000 0.01 • 1/25/2000 0.06 2/13/2000 0.01 2/22/2000 0.01 3/7/2000 0.01 1/25/2000 0.01 2/13/2000 0.01 2/22/2000 0.02 3/7/2000 0.01 1/25/2000 O.Ql 2/13/2000 0.01 2/23/2000 0.01 3/7/2000 0.04 -1/26/2000 0.01 2/13/2000 0.01 2/23/2000 0.01 3/7/2000 0.01 .. 1/26/2000 0.01 2/14/2000 O.Ql 2/23/2000 0.01 3/8/2000 0.01 1/26/2000 0.03 2/14/2000 0.01 2/23/2000 0.01 3/8/2000 0.01 1/31/2000 O.Ql 2/14/2000 0.01 2/23/2000 0.01 3/8/2000 O.Ql -1/31/2000 0.01 2/14/2000 0.01 2/23/2000 0.01 3/8/2000 0.01 1/31/2000 0.04 2/14/2000 0.05 2/23/2000 0.01 3/8/2000 0.01 • 1/31/2000 0.01 2/14/2000 0.01 2/23/2000 0.02 3/8/2000 0.02 2/10/2000 0.01 2/14/2000 0.01 2/23/2000 0.02 3/8/2000 0.06 -2/10/2000 0.01 2/16/2000 0.01 2/23/2000 0.09 3/8/2000 0.01 2/10/2000 0.03 2/16/2000 0.01 2/23/2000 0.01 3/8/2000 O.Ql • 2/11/2000 O.Ql 2/16/2000 0.03 2/23/2000 0.01 4/14/2000 0.04 2/11/2000 0.01 2/17/2000 0.01 2/23/2000 0.01 4/17/20000.04 -2/11/2000 0.01 2/17/20000.01 2/23/2000 0.01 4/17/2000 0.2 2/11/2000 0.01 2/17/2000 0.04 2/24/2000 0.01 4/17/2000 0.12 -2/11/2000 0.01 2/17/2000 0.01 2/24/2000 0.01 4/17/20000.08 2/11/2000 0.01 2/20/2000 0.01 2/24/2000 0.03 4/17/20000.04 -2/11/2000 0.01 2/20/2000 0.01 2/27/20000.01 4/18/2000 0.12 2/11/2000 0.01 2/20/2000 0.01 2/27/2000 0.02 4/18/2000 0.04 • 2/11/2000 0.01 2/20/2000 0.01 2/28/2000 O.Ql 4/21/2000 0.04 2/11/2000 0.01 2/20/2000 0.01 2/28/2000 O.Ql 9/7/2000 0.04 , .. 2/11/2000 O.Ql 2/20/2000 0.01 2/28/2000 0.03 9/22/2000 0.04 2/11/2000 0.02 2/20/2000 0.01 3/4/2000 O.ol 9/22/2000 0.08 • 2/11/2000 0.03 2/20/2000 0.01 3/4/2000 O.ol 9/22/2000 0 .04 2/11/2000 0.11 2/20/2000 0.01 3/4/2000 0.01 10/4/2000 0.04 -2/11/2000 0.02 2/20/2000 0.02 3/4/2000 0.01 10/6/2000 0.04 2/11/2000 O.Ql 2/20/2000 0.02 3/4/2000 0.01 10/11/2000 0.04 - , . • .,.---,,,~---·,,,e<-,~,.a,~.·-'""""'"''""'""""""'-______ ,_, --DAT File for Rain gauge Station -Oceanside -10/26/2000 0.16 2/12/20010.01 2/20/20010.01 2/26/2001 0.01 10/26/2000 0.04 2/12/2001 0.03 2/20/20010.01 2/26/2001 0.01 10/27/2000 0.04 2/12/20010.01 2/20/20010.01 2/26/20010.Dl 10/27/2000 0.08 2/13/2001 0.01 2/20/20010.01 2/27/2001 O.Dl -10/27/2000 0.16 2/13/20010.Dl 2/23/20010.01 2/27/20010.01 10/27/2000 0.12 2/13/20010.01 2/23/20010.01 2/27/20010.01 10/29/2000 0.04 2/13/20010.01 2/23/20010.01 2/27/20010.01 10/29/2000 0.12 2/13/20010.01 2/23/20010.01 2/27/20010.01 -10/29/2000 0.75 2/13/2001 0.02 2/23/20010.01 2/27/2001 O.Dl 10/29/2000 0.16 2/13/20010.02 2/23/20010.01 2/27/20010.01 10/30/2000 0.12 2/13/2001 0.02 2/23/20010.01 2/27/20010.01 11/10/2000 0.04 2/13/20010.02 2/23/20010.01 2/27/20010.01 11/10/2000 0.04 2/13/20010.02 2/23/20010.01 2/27/2001 O.Dl 11/10/2000 0.08 2/13/20010.02 2/23/20010.02 2/27/20010.01 11/10/2000 0.04 2/13/2001 0.03 2/23/20010.03 2/27/20010.02 11/11/2000 0.04 2/13/2001 0.04 2/23/20010.09 2/27/20010.02 11/30/2000 0.16 2/13/2001 0.05 2/23/20010.01 2/27/20010.03 1/8/2001 0.04 2/13/2001 0.07 2/23/20010.01 2/27/20010.04 1/8/2001 0.08 2/13/20010.27 2/23/20010.01 2/27/20010.14 1/8/2001 0.04 2/13/20010.04 2/23/20010.01 2/27/20010.02 1/10/2001 0.04 2/13/20010.03 2/23/20010.01 2/27/20010.01 1/10/20010.08 2/13/20010.02 2/25/20010.01 2/27/20010.01 1/10/2001 0.04 2/13/20010.02 2/25/20010.01 2/27/2001 0.01 1/10/20010.04 2/13/20010.02 2/25/20010.01 2/27/2001 0.01 1/10/2001 0.04 2/13/20010.01 2/25/20010.01 2/27/20010.01 1/10/20010.04 2/13/20010.01 2/25/20010.02 2/27/20010.01 1/11/20010.12 2/13/20010.01 2/25/20010.02 2/27/2001 0.01 1/11/20010.08 2/14/2001 0.02 2/25/20010.02 2/28/20010.01 1/11/2001 0.35 2/14/2001 0.02 2/25/20010.02 2/28/2001 0.01 1/11/20010.16 2/14/20010.02 2/25/20010.02 2/28/20010.01 1/11/20010.12 2/14/20010.02 2/25/20010.02 2/28/20010.01 1/11/20010.04 2/14/20010.02 2/25/20010.03 2/28/2001 0.01 1/11/20010.04 2/14/20010.02 2/25/20010.03 2/28/20010.02 1/11/20010.08 2/14/20010.02 2/25/20010.04 2/28/20010.07 1/11/2001 0.04 2/14/20010.03 2/25/20010.06 2/28/2001 O.Dl 1/11/20010.08 2/14/2001 0.03 2/25/20010.08 2/28/20010.01 1/12/20010.04 2/14/20010.03 2/25/20010.29 2/28/20010.01 -1/12/20010.16 2/14/20010.04 2/25/20010.05 3/6/2001 0.01 1/12/20010.04 2/14/20010.05 2/25/20010.03 3/6/2001 0.01 1/12/20010.04 2/14/20010.05 2/25/20010.02 3/6/2001 0.01 -1/12/20010.16 2/14/20010.08 2/25/20010.02 3/6/2001 0.01 -1/24/20010.04 2/14/20010.11 2/25/20010.02 3/6/2001 0.01 1/24/20010.04 2/14/20010.39 2/25/20010.01 3/6/2001 0.01 1/26/20010.16 2/14/20010.06 2/25/20010.01 3/6/2001 0.01 ,_ 1/26/20010.04 2/14/2001 0.04 2/25/20010.01 3/6/2001 0.01 1/26/20010.47 2/14/20010.03 2/26/20010.01 3/6/2001 0.01 .. 1/26/20010.04 2/14/20010.02 2/26/2001 0.01 3/6/2001 0.01 1/26/20010.2 2/14/20010.02 2/26/20010.01 3/6/2001 0.01 -1/27/20010.04 2/14/2001 0.02 2/26/20010.01 3/6/2001 0.02 1/27/20010.01 2/14/20010.02 2/26/20010.01 3/6/2001 0.02 • 1/27/20010.01 2/14/20010.02 2/26/20010.01 3/6/2001 0.03 1/27/20010.01 2/20/20010.Dl 2/26/20010.01 3/6/2001 0.04 -l/27 /20010.01 2/20/20010.01 2/26/20010.02 3/6/2001 0.13 1/27/2001 0.01 2/20/2001 0.01 2/26/20010.02 3/6/2001 0.02 • 1/27/20010.01 2/20/20010.01 2/26/2001 0.02 3/6/2001 0.01 1/27/2001 0.01 2/20/20010.01 2/26/20010.02 3/6/2001 0.01 -1/27/20010.02 2/20/20010.01 2/26/20010.03 3/6/2001 0.01 1/27/20010.02 2/20/20010.01 2/26/20010.03 3/6/2001 0.01 • 1/27/20010.08 2/20/20010.01 2/26/20010.05 3/6/2001 0.01 1/27/20010.01 2/20/20010.01 2/26/20010.07 3/6/2001 0.01 -1/27/20010.01 2/20/20010.01 2/26/20010.23 3/6/2001 0.01 l/27 /20010.01 2/20/20010.02 2/26/2001 0.04 3/7/2001 O.Dl -l/27 /20010.01 2/20/2001 0.03 2/26/20010.02 3/7/2001 0.01 2/10/20010.01 2/20/20010.1 2/26/20010.02 3/7/2001 0.01 -2/10/20010.02 2/20/2001 0.02 2/26/20010.01 3/7/2001 0.01 2/12/20010.01 2/20/2001 0.01 2/26/20010.01 3/7/2001 0.01 • -- • ~~-----~-rl=·--· -• -DAT File for Rain gauge Station -Oceanside • 3/7/2001 0.01 4/10/20010.02 11/29/2001 0.09 12/30/2001 0.01 3/7/2001 0.01 4/10/2001 0.02 11/29/2001 0.01 12/30/2001 0.01 -3/7/2001 0.02 4/10/20010.08 11/29/2001 O.Ql 12/30/2001 0.04 3/7/2001 0.02 4/10/2001 0.01 11/29/2001 0.01 12/30/2001 0.01 • 3/7/2001 0.09 4/10/20010.01 11/29/2001 0.01 1/3/2002 0.01 3/7/2001 0.01 4/10/20010.01 11/29/2001 0.01 1/24/2002 0.03 3/7/2001 0.01 4/10/20010.01 12/3/20010.01 1/28/2002 0.03 3/7/2001 0.01 4/12/20010.01 12/3/20010.01 1/28/2002 0.03 .. 3/7/2001 0.01 4/20/2001 0.04 12/3/20010.01 1/28/2002 0.03 3/10/20010.01 4/20/20010.04 12/3/20010.04 1/28/2002 0.03 3/10/20010.01 4/21/20010.04 12/3/2001 O.Dl 1/29/2002 0.03 3/10/20010.01 4/21/20010.04 12/4/20010.01 2/17/2002 0.01 -3/10/20010.01 4/21/20010.04 12/4/20010.01 2/17/2002 0.01 3/10/20010.01 5/29/20010.04 12/4/20010.01 2/17/2002 0.01 3/10/20010.01 11/4/20010.01 12/4/20010.01 2/17/2002 0.01 3/10/2001 0.01 11/12/2001 0.01 12/4/20010.01 2/17/2002 0.01 3/10/20010.01 11/12/2001 0.01 12/4/20010.01 2/17/2002 0.01 ..... 3/10/2001 0.01 11/12/2001 O.Dl 12/4/20010.02 2/17/2002 0.01 3/10/20010.01 11/12/2001 0.01 12/4/20010.02 2/17/2002 0.02 3/10/20010.01 11/12/2001 0.01 12/4/20010.08 2/17/2002 0.02 3/10/20010.01 11/12/2001 0.01 12/4/20010.01 2/17/2002 0.09 "'" 3/10/20010.02 11/12/2001 0.02 12/4/20010.01 2/17/2002 0.01 3/10/20010.02 11/12/2001 0.02 12/4/20010.01 2/17/2002 O.Dl 3/10/20010.03 11/12/2001 0.08 12/9/20010.01 2/17/2002 0.01 3/10/20010.12 11/12/2001 0.01 12/9/20010.01 2/17/2002 0.01 -3/10/20010.02 11/12/2001 0.01 12/9/20010.01 3/1/2002 0.03 3/10/20010.01 11/12/2001 0.01 12/9/20010.01 3/1/2002 0.03 ... 3/10/20010.01 11/13/2001 0.01 12/9/20010.01 3/7/2002 0.03 3/10/20010.01 11/13/2001 0.01 12/9/20010.01 3/7/2002 0.03 .. 3/10/20010.01 11/13/2001 0.01 12/9/20010.01 3/7/2002 0.03 3/10/20010.01 11/13/2001 0.04 12/9/20010.02 3/17/2002 0.07 -3/10/20010.01 11/13/2001 0.01 12/9/20010.02 3/17/2002 0.07 3/10/20010.01 11/24/2001 0.01 12/9/20010.02 3/17/2002 0.03 • 4/4/2001 0.02 11/24/2001 O.Dl 12/9/20010.02 3/18/2002 0.07 4/7/2001 0.01 11/24/2001 O.Dl 12/9/20010.03 3/23/2002 0.03 4/7/2001 0.01 11/24/2001 0.01 12/9/20010.03 3/23/2002 0.03 -4/7/2001 0.01 11/24/2001 0.01 12/9/20010.05 3/23/2002 0.03 • 4/7/2001 0.01 11/24/2001 0.01 12/9/2001 O.D7 4/15/2002 0.03 4/7/2001 0.01 11/24/2001 0.01 12/9/20010.24 4/15/2002 0.07 4/7/2001 0.02 11/24/2001 0.02 12/9/20010.04 4/24/2002 0.03 ... 4/7/2001 0.02 11/24/2001 0.02 12/9/20010.02 4/24/2002 0.03 • 4/7/2001 0.02 11/24/2001 0.02 12/9/20010.02 4/24/2002 O.D7 4/7/2001 0.02 11/24/2001 0.02 12/9/20010.01 4/26/2002 0.03 4/7/2001 0.02 11/24/2001 0.03 12/9/20010.01 4/26/2002 0.03 -4/7/2001 0.02 11/24/2001 0.03 12/9/20010.01 4/26/2002 0.03 4/7/2001 0.03 11/24/2001 0.04 12/9/20010.01 5/20/2002 0.07 • 4/7/2001 0.04 11/24/2001 0.06 12/9/20010.01 9/20/2002 0.01 4/7/2001 0.05 11/24/2001 0.22 12/14/2001 0.01 9/20/2002 0.01 -4/7/2001 0.08 11/24/2001 0.04 12/14/2001 0.01 9/20/2002 0.03 4/7/2001 0.28 11/24/2001 0.02 12/14/2001 0.01 9/29/2002 0.01 • 4/7/2001 0.04 11/24/2001 0.02 12/14/2001 0.04 9/29/2002 0.01 4/7/2001 0.03 11/24/2001 0.01 12/14/2001 0.01 9/29/2002 0.01 -4/7/2001 0.02 11/24/2001 O.Dl 12/20/2001 0.01 9/29/2002 0.01 4/7/2001 0.02 11/24/2001 0.01 12/20/2001 0.01 9/29/2002 0.01 • 4/7/2001 0.02 11/24/2001 0.01 12/20/2001 0.01 9/29/2002 0.02 4/7/2001 0.Dl 11/24/2001 0.01 12/20/2001 0.04 9/29/2002 0.07 -4/7/2001 0.01 11/29/2001 0.01 12/20/2001 0.01 9/29/2002 0.01 4/7/2001 0.01 11/29/2001 0.01 12/21/2001 0.01 9/29/2002 0.01 • 4/9/2001 0.01 11/29/2001 0.01 12/21/2001 0.01 9/29/2002 0.01 4/9/2001 0.02 11/29/2001 0.01 12/21/2001 0.01 11/8/2002 0.02 -4/10/20010.01 11/29/2001 0.01 12/21/2001 0.01 11/8/2002 0.02 4/10/20010.01 11/29/2001 0.01 12/21/2001 0.05 11/8/2002 0.02 -4/10/20010.01 11/29/2001 0.01 12/21/2001 0.01 11/8/2002 0.02 4/10/2001 0.01 11/29/2001 0.01 12/21/2001 0.01 11/8/2002 0.02 4/10/20010.01 11/29/2001 0.02 12/23/2001 0.01 11/8/2002 0.02 -4/10/20010.01 11/29/2001 0.03 12/30/2001 0.01 11/8/2002 0.03 • - • -• DAT File for Rain gauge Station -Oceanside -• 11/8/2002 0.03 12/20/2002 0.04 2/12/2003 0.02 2/25/2003 0.05 11/8/2002 0.03 12/20/2002 0.06 2/12/2003 0.02 2/25/2003 0.04 .. 11/8/2002 0.04 12/20/2002 0.08 2/12/2003 0.02 2/25/2003 0.04 11/8/2002 0.04 12/20/2002 0.29 2/12/2003 0.02 2/25/2003 0.03 • 11/8/2002 0.05 12/20/2002 0.05 2/12/2003 0.02 2/26/2003 0.01 11/8/2002 0.06 12/20/2002 0.03 2/12/2003 0.02 2/26/2003 0.01 -11/8/2002 0.09 12/20/2002 0.02 2/12/2003 0.03 2/26/2003 O.Dl 11/8/2002 0.12 12/20/2002 0.02 2/12/2003 0.03 2/26/2003 O.Ql • 11/8/2002 0.43 12/20/2002 0.02 2/12/2003 0.03 2/26/2003 0.01 11/8/2002 0.07 12/20/2002 O.Dl 2/12/2003 0.04 2/26/2003 0.01 11/8/2002 0.04 12/20/2002 0.01 2/12/2003 0.04 2/26/2003 0.01 -11/8/2002 0.03 12/20/2002 0.01 2/12/2003 0.05 2/26/2003 0.01 • 11/8/2002 0.03 12/21/2002 0.01 2/12/2003 0.06 2/26/2003 0.02 11/8/2002 0.02 12/21/2002 0.01 2/12/2003 0.09 2/26/2003 0.03 11/8/2002 0.02 12/21/2002 0.01 2/12/2003 0.12 2/26/2003 0.09 -11/8/2002 0.02 12/21/2002 0.01 2/12/2003 0.43 2/26/2003 0.01 • 11/8/2002 0.02 12/21/2002 0.01 2/12/2003 0.07 2/26/2003 0.01 11/9/2002 0.01 12/21/2002 0.01 2/12/2003 0.04 2/26/2003 0.01 11/9/2002 0.01 12/21/2002 0.01 2/12/2003 0.03 2/26/2003 0.01 .. 11/9/2002 0.01 12/21/2002 0.01 2/12/2003 0.03 2/26/2003 0.01 11/9/2002 0.04 12/21/2002 0.02 2/12/2003 0.02 2/27/2003 0.01 • 11/9/2002 0.01 12/21/2002 0.03 2/12/2003 0.02 2/27/2003 0.01 11/29/2002 0.01 12/21/2002 0.09 2/12/2003 0.02 2/27/2003 0.01 -11/29/2002 0.01 12/21/2002 0.01 2/12/2003 0.02 2/27/2003 0.01 11/29/2002 0.01 12/21/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 • 11/29/2002 0.04 12/21/2002 O.Dl 2/13/2003 0.01 2/27/2003 0.01 11/29/2002 0.01 12/21/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 -12/16/2002 0.01 12/21/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 12/16/2002 0.01 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 • 12/16/2002 0.01 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 12/16/2002 0.01 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.01 -12/16/2002 0.01 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.02 12/16/2002 0.01 12/29/2002 0.05 2/13/2003 0.01 2/27/2003 0.03 • 12/16/2002 0.02 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.11 12/16/2002 0.02 12/29/2002 0.01 2/13/2003 0.01 2/27/2003 0.02 12/16/2002 0.02 1/20/2003 0.01 2/13/2003 0.02 2/27/2003 0.01 -12/16/2002 0.02 1/20/2003 0.01 2/13/2003 0.03 2/27/2003 0.01 -12/16/2002 0.02 1/20/2003 0.01 2/13/2003 0.11 2/27/2003 0.01 12/16/2002 0.03 1/20/2003 0.01 2/13/2003 0.02 2/27/2003 0.01 12/16/2002 0.04 1/20/2003 0.05 2/13/2003 0.01 2/27/2003 0.01 -12/16/2002 0.05 1/20/2003 0.01 2/13/2003 0.01 3/4/2003 0.01 • 12/16/2002 0.07 1/20/2003 0.01 2/13/2003 0.01 3/15/2003 0.02 12/16/2002 0.26 2/11/2003 0.01 2/13/2003 0.01 3/15/2003 0.02 12/16/2002 0.04 2/11/2003 0.01 2/13/2003 0.01 3/15/2003 0.02 ,,.. 12/16/2002 0.03 2/11/2003 0.02 2/14/2003 0.01 3/15/2003 0.02 12/16/2002 0.02 2/11/2003 0.02 2/24/2003 0.01 3/15/2003 0.02 .. 12/16/2002 0.02 2/11/2003 0.02 2/25/2003 0.03 3/15/2003 0.02 12/16/2002 0.01 2/11/2003 0.02 2/25/2003 0.04 3/15/2003 0.02 -12/16/2002 0.01 2/11/2003 0.02 2/25/2003 0.04 3/15/2003 0.03 12/16/2002 0.01 2/11/2003 0.02 2/25/2003 0.04 3/15/2003 0.03 -12/16/2002 0.01 2/11/2003 0.02 2/25/2003 0.04 3/15/2003 0.03 12/17/2002 0.01 2/11/2003 0.03 2/25/2003 0.05 3/15/2003 0.04 -12/17/2002 0.01 2/11/2003 0.03 2/25/2003 0.05 3/15/2003 0.05 12/17/2002 0.03 2/11/2003 0.04 2/25/2003 0.06 3/15/2003 0.05 • 12/20/2002 0.01 2/11/2003 0.04 2/25/2003 0.06 3/15/2003 0.08 12/20/2002 O.Dl 2/11/2003 0.06 2/25/2003 0.07 3/15/2003 0.11 -12/20/2002 0.01 2/11/2003 0.09 2/25/2003 0.07 3/15/2003 0.39 12/20/2002 0.01 2/11/2003 0.32 2/25/2003 0.1 3/15/2003 0.06 -12/20/2002 0.02 2/11/2003 0.05 2/25/2003 0.11 3/15/2003 0.04 12/20/2002 0.02 2/11/2003 0.03 2/25/2003 0.16 3/15/2003 0.03 -12/20/2002 0.02 2/11/2003 0.02 2/25/2003 0.23 3/15/2003 0.02 12/20/2002 0.02 2/11/2003 0.02 2/25/2003 0.82 3/15/2003 0.02 • 12/20/2002 0.02 2/11/2003 0.02 2/25/2003 0.13 3/15/2003 0.02 12/20/2002 0.02 2/11/2003 0.02 2/25/2003 0.08 3/15/2003 0.02 12/20/2002 0.03 2/11/2003 0.01 2/25/2003 0.06 3/15/2003 0.02 -12/20/2002 0.03 2/11/2003 0.01 2/25/2003 0.05 3/16/2003 0.01 -,,.. - -• DAT File for Rain gauge Station -Oceanside -.. 3/16/2003 0.01 5/3/2003 0.01 2/22/2004 0.4 10/27/2004 0.24 3/16/2003 O.Dl 5/3/2003 0.01 2/22/2004 0.08 10/27/2004 0.12 ... 3/16/2003 0.01 5/3/2003 0.01 2/22/2004 0.2 10/27/2004 0.04 3/16/2003 0.01 5/3/2003 O.Dl 2/22/2004 0.28 10/27/2004 0.08 • 3/16/2003 0.01 5/3/2003 0.02 2/22/2004 0.08 10/27/2004 0.04 3/16/2003 0.01 5/3/2003 0.03 2/22/2004 0.12 10/27/2004 0.12 -3/16/2003 0.01 5/3/2003 0.09 2/23/2004 0.04 10/28/2004 0.04 3/16/2003 0.01 5/3/2003 0.01 2/23/2004 0.08 10/28/2004 0.04 • 3/16/2003 0.01 5/3/2003 0.01 2/23/2004 0.12 10/28/2004 0.12 3/16/2003 0.01 5/3/2003 0.01 2/23/2004 0.04 10/28/2004 0.04 3/16/2003 0.02 5/3/2003 0.01 2/25/2004 0.08 11/8/2004 0.04 -3/16/2003 0.02 5/3/2003 0.01 2/25/2004 0.04 11/12/2004 0.04 • 3/16/2003 0.03 5/7/2003 0.01 2/25/2004 0.08 11/21/2004 0.16 3/16/2003 0.04 5/7/2003 O.Dl 2/26/2004 0.04 11/21/2004 0.08 3/16/2003 0.16 5/7/2003 0.03 2/26/2004 0.12 11/29/2004 0.04 ... 3/16/2003 0.03 6/23/2003 0.01 2/26/2004 0.2 12/4/2004 0.04 • 3/16/2003 0.02 6/23/2003 0.01 2/26/2004 0.2 12/4/2004 0.04 3/16/2003 O.Dl 6/23/2003 0,03 2/26/2004 0.2 12/5/2004 0.04 3/16/2003 0.01 7/30/2003 0.04 2/26/2004 0.32 12/5/2004 0.08 -3/16/2003 0.01 8/20/2003 0.04 2/26/2004 0.2 12/5/2004 0.12 3/16/2003 0.01 11/1/2003 0.04 2/26/2004 0.04 12/5/2004 0.04 • 3/16/2003 0.01 11/1/2003 0.04 2/27/2004 0.04 12/5/2004 0.08 3/16/2003 0.01 11/1/2003 0.04 3/1/2004 0.04 12/5/20040.12 -3/22/2003 0.01 11/3/2003 0.04 3/1/2004 0.04 12/5/2004 0.04 3/22/2003 0.01 11/3/2003 0.04 3/1/2004 0.16 12/8/2004 0.04 • 3/22/2003 0.01 11/12/2003 0.08 3/2/2004 0.04 12/8/2004 0.04 3/22/2003 0.01 11/12/2003 0.08 3/2/2004 0.04 12/8/2004 0.04 ... 3/22/2003 0.05 11/12/2003 0.04 3/26/2004 0.08 12/28/2004 0.08 3/22/2003 0.01 11/12/2003 0.04 3/26/2004 0.04 12/28/2004 0.24 .. 3/22/2003 0.01 11/13/2003 0.04 3/26/2004 0.04 12/28/2004 0.36 4/13/2003 0.01 11/15/2003 0.04 4/1/2004 0.32 12/28/2004 0.4 -4/14/2003 0.05 11/15/2003 0.04 4/1/2004 0.16 12/28/2004 0.04 4/14/2003 0.05 11/16/2003 0.04 4/17/2004 0.12 12/28/2004 0.08 • 4/14/2003 0.06 12/7/2003 0.04 6/19/2004 0.04 12/28/2004 0.04 4/14/2003 0.06 12/7/2003 0.04 8/30/2004 0.08 12/29/2004 0.08 4/14/2003 0.06 12/7/2003 0.04 10/17/2004 0.16 12/29/2004 0.2 -4/14/2003 0.07 12/17/2003 0.04 10/17/2004 0.04 12/29/2004 0.08 • 4/14/2003 0.07 12/24/2003 0.08 10/17/2004 0.04 12/29/2004 0.04 4/14/2003 0.08 12/24/2003 0.2 10/18/2004 0.44 12/29/2004 0.04 4/14/2003 0.09 12/25/2003 0.08 10/18/2004 0.04 12/29/2004 0.08 -4/14/2003 0.1 12/25/2003 0.04 10/18/2004 0.04 12/29/2004 0.28 • 4/14/2003 0.11 12/25/2003 0.04 10/18/2004 0.04 12/29/2004 0.16 4/14/2003 0.14 12/25/2003 0.04 10/19/2004 0.08 12/29/2004 0.04 4/14/2003 0.16 12/25/2003 0.04 10/19/2004 0.12 12/29/2004 0.04 -4/14/2003 0.24 12/25/2003 0.32 10/19/2004 0.04 12/29/2004 0.04 4/14/2003 0.33 12/25/2003 0.04 10/19/2004 0.04 12/30/2004 0.04 -4/14/20031.2 1/2/2004 0.04 10/19/2004 0.08 12/31/2004 0.12 4/14/2003 0.19 1/2/2004 0.04 10/19/2004 0.04 12/31/2004 0.44 -4/14/2003 0.12 1/2/2004 0.04 10/19/2004 0.12 12/31/2004 0.12 4/14/2003 0.09 1/3/2004 0.04 10/19/2004 0.04 1/1/2005 0.08 • 4/14/2003 0.08 1/19/2004 0.04 10/20/2004 0.04 1/3/2005 0.12 4/14/2003 0,07 1/25/2004 0.04 10/20/2004 0.12 1/3/2005 0.08 -4/14/2003 0.06 1/28/2004 0.04 10/20/2004 0.6 1/3/2005 0.08 4/14/2003 0.05 1/28/2004 0.04 10/20/2004 0.28 1/3/2005 0.32 • 4/14/2003 0.05 2/2/2004 0.04 10/20/2004 0.2 1/3/2005 0.32 4/15/2003 0.01 2/2/2004 0.28 10/20/2004 0.04 1/3/2005 0.12 -4/15/2003 0.Dl 2/2/2004 0.08 10/20/2004 0.12 1/3/2005 0.04 4/15/2003 0.01 2/2/2004 0.04 10/20/2004 0.16 1/3/2005 0.08 -4/15/2003 0.04 2/3/2004 0.08 10/20/2004 0.04 1/4/2005 0.12 4/15/2003 0.01 2/3/2004 0.04 10/20/2004 0.04 1/4/2005 0.08 -4/17/2003 0.01 2/3/2004 0.04 10/26/2004 0.12 1/4/2005 0.04 4/23/2003 0.01 2/18/2004 0.08 10/27/2004 0.44 1/4/2005 0.04 • 5/3/2003 0.01 2/18/2004 0.04 10/27/2004 0.12 1/4/2005 0.08 5/3/2003 0.01 2/21/2004 0.04 10/27/2004 0.76 1/4/2005 0.08 5/3/2003 0.01 2/21/2004 0.04 10/27/2004 0.2 1/4/2005 0.04 ,,. 5/3/2003 0.01 2/22/2004 0.12 10/27/2004 0.16 1/4/2005 0.08 ,. ... !If ,!!ft DAT File for Rain gauge Station -Oceanside 'illt•I 1/5/2005 0.04 2/11/2005 0.08 3/19/2005 0.04 2/28/2006 0.08 1/7/2005 0.04 2/11/2005 0.08 3/20/2005 0.04 3/3/2006 0.08 111Jf 1/7/2005 0.08 2/11/2005 0.08 3/22/2005 0.08 3/3/2006 0.04 1/7/2005 0.12 2/11/2005 0.16 3/22/2005 0.12 3/6/2006 0.04 •01111 1/7/2005 0.04 2/11/2005 0.04 3/22/2005 0.04 3/6/2006 0.04 1/7/2005 0.08 2/12/2005 0.04 3/22/2005 0.08 3/6/2006 0.04 ·-1/7/2005 0.12 2/12/2005 0.08 4/24/2005 0.04 3/10/2006 0.12 1/7/2005 0.08 2/12/2005 0.08 4/28/2005 0.04 3/10/2006 0.04 • 1/7/2005 0.08 2/12/2005 0.04 4/28/2005 0.08 3/10/2006 0.08 1/7/2005 0.08 2/12/2005 0.08 4/28/2005 0.64 3/10/2006 0.04 1/7/2005 0.28 2/12/2005 0.04 4/28/2005 0.08 3/11/2006 0.04 -1/7/2005 0.04 2/12/2005 0.04 9/20/2005 0.16 3/11/2006 0.04 • 1/8/2005 0.04 2/13/2005 0.08 9/20/2005 0.04 3/11/2006 0.32 1/8/2005 0.04 2/17/2005 0.04 10/16/2005 0.16 3/11/2006 0.04 1/8/2005 0.08 2/18/2005 0.04 10/16/2005 0.08 3/11/2006 0.08 -1/8/2005 0.04 2/18/2005 0.08 10/16/2005 0.08 3/17/20060.04 • 1/8/2005 0.04 2/18/2005 0.2 10/16/2005 0.04 3/17/2006 0.04 1/8/2005 0.04 2/18/2005 0.12 10/17/2005 0.08 3/18/2006 0.04 1/9/2005 0.04 2/18/2005 0.04 10/17/2005 0.12 3/20/2006 0.04 -1/9/2005 0.04 2/18/2005 0.12 10/17/2005 0.04 3/20/2006 0.16 1/9/2005 0.2 2/18/2005 0.16 10/18/2005 0.04 3/21/2006 0.04 • 1/9/2005 0.12 2/18/2005 0. 72 10/18/2005 0.12 3/21/2006 0.04 1/9/2005 0.04 2/18/2005 0.16 10/18/2005 0.08 3/28/2006 0.04 -1/9/2005 0.04 2/18/2005 0.08 10/18/2005 0.04 3/28/2006 0.04 1/9/2005 0.12 2/19/2005 0.04 10/25/2005 0.04 3/28/2006 0.24 • 1/9/2005 0.2 2/19/2005 0.12 12/2/2005 0.04 3/28/2006 0.12 1/9/2005 0.04 2/21/2005 0.08 12/2/2005 0.08 3/28/2006 0.04 ·-1/9/2005 0.08 2/21/2005 0.24 12/31/2005 0.08 3/29/2006 0.08 1/9/2005 0.04 2/21/2005 0.16 12/31/2005 0.08 3/29/2006 0.04 ... 1/9/2005 0.28 2/21/2005 0.08 12/31/2005 0.08 4/1/2006 0.04 1/9/2005 0.28 2/21/2005 0.04 12/31/2005 0.04 4/4/2006 0.16 -1/9/2005 0.16 2/21/2005 0.08 12/31/2005 0.04 4/4/2006 0.08 1/9/2005 0.36 2/21/2005 0.32 12/31/2005 0.04 4/4/2006 0.12 • 1/9/2005 0.16 2/21/2005 0.12 1/1/2006 0.04 4/4/2006 0.04 1/10/2005 0.04 2/21/2005 0.16 1/1/2006 0.12 4/4/2006 0.16 ... 1/10/2005 0.04 2/21/2005 0.04 1/1/2006 0.04 4/4/2006 0.08 1/10/2005 0.04 2/21/2005 0.16 1/2/2006 0.08 4/4/2006 0.16 • 1/10/2005 0.04 2/21/2005 0.12 1/2/2006 0.04 4/5/2006 0.08 1/10/2005 0.04 2/21/2005 0.04 1/2/2006 0.16 4/5/2006 0.04 1/10/2005 0.04 2/22/2005 0.4 1/2/2006 0.04 4/5/2006 0.04 -1/10/2005 0.08 2/22/2005 0.04 1/2/2006 0.04 4/14/2006 0.04 • 1/10/2005 0.12 2/22/2005 0.12 1/2/2006 0.08 4/14/2006 0.08 1/10/2005 0.24 2/22/2005 0.04 1/2/2006 0.04 4/14/2006 0.04 1/11/2005 0.4 2/22/2005 0.24 1/3/2006 0.04 4/14/2006 0.04 ·-1/11/2005 0.08 2/22/2005 0.16 1/30/2006 0.04 4/15/2006 0.04 -1/11/2005 0.16 2/22/2005 0.12 2/1/2006 0.04 4/15/2006 0.04 1/11/2005 0.12 2/22/2005 0.04 2/17/20060.04 5/22/2006 0.12 1/11/2005 0.04 2/22/2005 0.12 2/17/2006 0.04 5/22/2006 0.16 -1/12/2005 0.04 2/22/2005 0.08 2/18/2006 0.04 5/22/2006 0.12 1/28/2005 0.08 2/22/2005 0.12 2/18/2006 0.04 5/22/2006 0.04 .. 2/7/2005 0.04 2/23/2005 0.4 2/19/2006 0.2 5/22/2006 0.08 2/7/2005 0.04 2/23/2005 0.2 2/19/2006 0.08 5/27/20060.04 -2/10/2005 0.12 2/23/2005 0.04 2/19/2006 0.04 8/4/2006 0.04 2/11/2005 0.12 2/23/2005 0.08 2/19/2006 0.08 10/13/2006 0.16 • 2/11/2005 0.12 2/25/2005 0.04 2/19/2006 0.04 10/13/2006 0.52 2/11/2005 0.04 3/4/2005 0.08 2/27/2006 0.08 11/27/2006 0.08 -2/11/2005 0.04 3/4/2005 0.04 2/27/2006 0.08 11/27/2006 0.04 2/11/2005 0.04 3/4/2005 0.04 2/27/2006 0.04 12/9/2006 0.04 • 2/11/2005 0.12 3/4/2005 0.08 2/27/20060.04 12/9/2006 0.04 2/11/2005 0.16 3/4/2005 0.04 2/27/2006 0.08 12/9/2006 0.32 .... 2/11/2005 0.16 3/5/2005 0.04 2/27/2006 0.16 12/10/2006 0.04 2/11/2005 0.04 3/18/2005 0.04 2/27/2006 0.04 12/10/2006 0.04 • 2/11/2005 0.08 3/18/2005 0.04 2/28/2006 0.08 12/10/2006 0.04 2/11/2005 0.04 3/19/2005 0.04 2/28/2006 0.08 12/16/2006 0.08 -2/11/2005 0.08 3/19/2005 0.04 2/28/2006 0.04 12/16/2006 0.04 2/11/2005 0.2 3/19/2005 0.04 2/28/2006 0.2 12/17/2006 0.04 • - • DAT File for Rain gauge Station -Oceanside 12/17/2006 0.04 12/8/2007 0.04 2/20/2008 0.08 12/22/2006 0.08 12/8/2007 0.04 2/20/2008 0.04 12/27/2006 0.16 12/8/2007 0.04 2/20/2008 0.04 1/30/2007 0.08 12/8/2007 0.04 2/20/2008 0.04 1/30/2007 0.08 12/8/2007 0.04 2/21/2008 0.04 1/30/2007 0.6 12/18/2007 0.08 2/22/2008 0.24 1/30/2007 0.04 12/18/2007 0.04 2/22/2008 0.32 1/31/2007 0.04 12/18/2007 0.04 2/22/2008 0.24 2/11/2007 0.04 12/19/2007 0.08 2/22/2008 0.48 2/11/2007 0.16 12/19/2007 0.04 2/22/2008 0.44 2/11/2007 0.08 12/19/2007 0.12 2/22/2008 0.32 2/11/2007 0.04 12/19/2007 0.04 2/22/2008 0.2 2/13/2007 0.04 12/19/2007 0.04 2/22/2008 0.04 2/13/2007 0.08 12/19/2007 0.04 2/22/2008 0.04 2/18/2007 0.04 1/4/2008 0.04 2/22/2008 0.04 2/19/2007 0.04 1/5/2008 0.08 2/24/2008 0.08 2/19/2007 0.04 1/5/2008 0.12 2/24/2008 0.08 2/19/2007 0.08 1/5/2008 0.24 2/24/2008 0.08 2/19/2007 0.04 1/5/2008 0.2 2/24/2008 0.12 2/22/2007 0.04 1/5/2008 0.16 2/24/2008 0.04 2/22/2007 0.12 1/5/2008 0.24 5/23/2008 0.04 2/28/2007 0.08 1/5/2008 0.04 5/23/2008 0.04 2/28/2007 0.16 1/5/2008 0.04 5/23/2008 0.04 -2/28/2007 0.08 1/5/2008 0.04 5/23/2008 0.04 3/21/2007 0.04 1/6/2008 0.08 ,,q 3/27/2007 0.04 1/6/2008 0.2 4/20/2007 0.12 1/6/2008 0.04 ,,,,. 4/20/2007 0.08 1/6/2008 0.04 4/20/2007 0.4 1/6/2008 0.08 • 4/20/2007 0.04 1/6/2008 0.16 4/22/2007 0.04 1/6/2008 0.52 -4/22/2007 0.08 1/6/2008 0.24 4/22/2007 0.04 1/6/2008 0.04 • 8/26/2007 0.16 1/7/2008 0.04 8/26/2007 0.28 1/7/2008 0.08 -9/22/2007 0.08 1/7/2008 0.04 9/22/2007 0.04 1/22/2008 0.08 • 9/28/2007 0.04 1/22/2008 0.04 10/13/2007 0.04 1/23/2008 0.04 10/13/2007 0.04 1/23/2008 0.08 -10/13/2007 0.08 1/23/2008 0.04 • 10/13/2007 0.04 1/23/2008 0.08 11/30/2007 0.2 1/24/2008 0.04 11/30/2007 0.08 1/24/2008 0.04 ,. 11/30/2007 0.36 1/26/2008 0.04 11/30/2007 0.24 1/26/2008 0.04 -11/30/2007 0.04 1/26/2008 0.24 11/30/2007 0.12 1/27/20080.16 -11/30/2007 0.08 1/27/2008 0.6 11/30/2007 0.08 1/27/2008 0.04 • 11/30/2007 0.24 1/27/2008 0.2 11/30/2007 0.36 1/27/20080.08 -11/30/2007 0.12 1/27/2008 0.04 11/30/2007 0.28 1/28/2008 0.08 • 11/30/2007 0.24 2/3/2008 0.08 11/30/2007 0.04 2/3/2008 0.04 -11/30/2007 0.04 2/3/2008 0.08 11/30/2007 0.04 2/3/2008 0.08 • 12/7/2007 0.04 2/3/2008 0.08 12/7/2007 0.04 2/3/2008 0.04 -12/7/2007 0.12 2/3/2008 0.04 12/7/2007 0.08 2/3/2008 0.04 • 12/7/2007 0.08 2/4/2008 0.04 12/7/2007 0.08 2/14/2008 0.04 -12/7/2007 0.04 2/14/2008 0.08 12/8/2007 0.08 2/20/2008 0.04 • .... • ... .,. • -• - -• -• ---• - ... • - • ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary DesignlPlanninglCEQA level submittal: Attachment 3 must identify: Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: J Iii Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) J Iii How to access the structural BMP(s) to inspect and perform maintenance J Iii Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) J Iii Manufacturer and part number for proprietary parts of structural BMP(s) when applicable J Iii Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) J Iii Recommended equipment to perform maintenance J Iii When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management -• -• .. • ATTACHMENT 3 -• -• --- -• • - •• • -- - - -• ---• Attachment 3 Operation and Maintenance Information • ---- -• . ,. • ·• -- - ... - • -• -• -• - - - - • - -• - - • -• ·--- -- -- ,,.. ATTACHMENT 3 1.1 Operations, Maintenance and Inspection 1.1.1 Structural BMP Ownership and responsible party for permanent O&M The parties responsible for maintenance during the construction phase of the BMPs identified and Source Controls specified in this document. Maintenance Funding Mechanism: Funding Source or sources for long-term operation and maintenance of each BMP identified in this document. By certifying the PDP SWQMP the applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. Address: Whiptail Loop East, Lot 24 City: Carlsbad, CA 92029 Email Address: adam{tUrafuacificae:roup.com Phone Number: (760)743-0300 Address: Whiptail Loop East, Lot 24 1.1.2 Expected Maintenance actions for the Bioftltration BMP 1. Watering plants daily 2. Removing sediment, thrash and debris 3. Re-mulching areas as necessary 4. Treat diseased vegetation or replace 5. Mowing turf areas (6" grass height optimum) 6. Repairing erosion at inflow points 7. Repairing outflow structures 8. Un-clog the orifice plate located at the box and the underdrain -- • -- • -- .... • -• -• - - - - - 1.1.3 Operation and Maintenance (O&M) Plan An O&M Plan will be prepared for the proposed project and submitted for approval by the City of Carlsbad prior to grading permit issuance. The O&M Plan describes the designated responsible party to manage the stormwater BMP(s), employee's training program and duties, operating schedule, maintenance frequency, routine service schedule, specific maintenance activities, copies of resource agency permits, and any other necessary activities. At a minimum, maintenance agreements shall require the inspection and servicing of all structural BMPs per manufacturer or engineering specifications. Parties responsible for the O&M Plan shall retain records for at least 5 years. These documents shall be made available to the City for inspection upon request at any time. While the PDP SWQMP must include general O&M requirements for structural BMPs, the PDP SWQMP may not be the final O&M Plan. 1.1.4 Project BMP Verification The applicant's Engineer of Record must verify through inspection of the site that the BMPs have been constructed and implemented as proposed in the approved SWQMP. The inspection must be conducted and City approval must be obtained prior to granting a certificate of occupancy. This approval may be verified through signatures on the as-built plans, specifically on the BMP sheet . 1.1.5 Annual BMP Operation and Maintenance Verification The BMP owner must verify annually that the O&M Plan is being implemented by submitting a self-certification statement to the City. The verification must include a record of inspection of the BMPs prior to the rainy season (October 1st of each year) . 1.2 Requirements for Construction Plans 1.2.1 BMP Identification and Display on Construction Plan Plans for construction of the project (grading plans, improvement Plans, and landscaping plans) must show all permanent site design, source control, and structural BMPs, and must congruent with the PDP SWQMP. -• -• Structural BMP Summary -BMP CityBMPID Latitude; APN BMPType Effective • Name number Longitude Provided Area (Sq.Ft) - • A 209-120-18 Biofiltration 3572.70 -B 209-120-18 Biofiltration 1665.00 -C 209-120-18 Biofiltration 2251.49 --D 209-120-18 Bio filtration 4749.53 -E 209-120-18 Biofiltration 4199.00 • F 209-120-18 Biofiltration 952.60 -• G 209-120-18 Bio filtration 1156.60 -H 209-120-18 Biofiltration 559.16 • -• -• -• -• • -• '- i It i 11 11 II It II It II II 11 11 11 t I I I I I I I I I 1.2.2 Structural BMP Maintenance Information on Construction Plans Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions) for structural BMPs. BMPTYPE Biofiltrat:ion/ TC-32 INSPECTION Inspect soil and repair eroded areas monthly Inspect semi-annually for damage to vegetation and prior to October 1 to schedule summer maintenance. Inspect before major rainfall events to ensure the Biofiltration pond are ready for runoff. Perform additional inspections after periods of heavy runoff. Check for debris and litter, and areas of sediment accumulation semi-annually MAINTENANCE Water plans daily for 2 weeks at project completion. Remove sediment, trash and debris Remulch areas as necessary Treat diseased vegetation or replace Mow turf areas (6" grass height optimum) Repair erosion at inflow points. Repair outflow structures. Unclog the underdrain especially the low flow orifice. Refer to TC-32 CASQA literature for more detail. 11 Ii It II 11 la II II If•• 11 Ii ii Ii t I l I I t - 1.2.3 Structural BMP Maintenance Information on Construction Plans Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions) for structural BMPs. TRAINING EQUIPMENT MAINTENANCE INSPECTION No specialized training, -Equipment shall -Access to Bmp shall be entered from the -Visual inspections will be done from or certifications lS include but not be parking lots to each BMP the parking lot of the BMP. required limited to lawn -Cones can be used to block off temporarily -Inspection of trash and debris of and shrub care parking stalls adjacent to BMP to allow for BMP and when applicable measure equipment better access riser from bottom of basin to top -Trash collecting equipment insure measurement agrees with A1 -Tools necessary for access to BMP dimension on plans -Gloves for removing catch basin grates and -Check top of grates and inside catch wier structure basins, if any debris is in catch basin -Chain and lift for lifting wier if lifted then remove. uniformly, and evenly. --- -• -• • -OPERATION & MAINTENANCE (O&M) PLAN • -- ... • -• --- • .. - - - -- • -• .. • - - - - -... -• ... • - - • - • .... Contents 1. PROJECT DESCRIPTION .................................................................................................. 1 2. OPERATION & MAINTENANCE PLAN ......................................................................... 1 3. Operation & Maintenance of BMP'S .................................................................................. 1 A. Training .............................................................................................................. 2 B. Landscaping ....................................................................................................... 2 C. Irrigation System ................................................................................................ 5 D. Roof Drains ........................................................................................................ 5 E. Trash Storage Areas .......................................................................................... 5 F. Storm Water Conveyance System Stenciling and Signing ................................. 5 G. Biofiltration ......................................................................................................... 6 H. Outlet Structures ................................................................................................ 6 I. Vector Management Control Requirements ....................................................... 6 ATTACHMENTS A. O&M Exhibit Al. Inspection & Maintenance Schedule Bl. Cost Estimate Cl. BMP Training Log Dl. Inspection & Maintenance Log El. Maintenance Indicators (Table 7-2) -i- - • --- - • -• - -• -• -• • -• - - - 1. PROJECT DESCRIPTION The purpose of the project is to build an industrial building with amenities, a parking lot with landscaping and several biofiltration facilities (Biofiltration). 2. OPERATION & MAINTENANCE PLAN The Operation and Maintenance Plan (O&M) needs to address construction and post-construction concerns as shown in the Storm Water Quality Management Plan. Refer to this project's Storm Water Quality Management Plan for Information on specific BMPs. 3. Operation & Maintenance of BMP'S It shall be the responsibility of the owner to train all employees for the maintenance and operation of all BMPs, to achieve the maximum pollutant reduction, as addressed in the approved Project's SWQMP. The following schedule of (O&M's) must be followed to satisfy the Conditions of Concern and the Pollutants of Concern as addressed in the approved Project's SWQMP and the City's BMP Manual. This schedule shall include periodic inspections of all Source Control and Treatment Control BMP' s. All maintenance records for training, inspection and maintenance shall be retained and provided to the city upon request. All BMPs shall be inspected 30 days prior to October 1st each year and certified to the City Engineering Department as to their readiness to receive runoff from the annual rainfall season . The owner will also provide to the City, as part of the maintenance and operation agreement, an executed maintenance and access easement that shall be binding on the land throughout the life of the project. 1 - - --• • -- • ----- • -• - - - Responsible Party for O&M and For Training-Property Owner A. Training RAF GROUP LOT 24, LLC c/o Adam Robinson 1010 S. Coast Hwy 101 Suite 103 Encinitas, CA 92024 Phone:(760)473-0300 Training of Operation and Maintenance personnel is of primary importance to provide knowledge of the operation and maintenance of BMPs. Proper training shall provide information that will enable employees to have in place an effective preventive maintenance program as described in this O & M manual. The responsible party mentioned above should take the course provided by the "BULDING INDUSTRIES ASSOCIATION of SAN DIEGO COUNTY" to be trained in the purpose and use of BMPs and the maintenance thereof. Proper preventive maintenance will prevent environmental incidents that may be a health and safety hazard . New employees should be trained as to the purpose and proper maintenance within the first week of their employment. Employee training shall include receiving a copy of this O & M manual; a discussion on the location and purpose of site specific BMPs, such as Source Control and Treatment Control BMPs; training on how to inspect and report maintenance problems and to whom they report to; They shall be trained in site specific Pollutants of Concern so that they can evaluate the functioning of all on-site BMPs . These Pollutants are identified in section 2 of this report . A log of all training and reported inspections and maintenance problems along with what was done to correct the problem shall be keep on the premises at all times. Employees shall be periodically trained, at a minimum of once a year, to refresh their abilities to Operate and Maintain all on-site BMPs. B. Landscaping Operational and maintenance needs include: • Vegetation management to maintain adequate hydraulic functioning and to limit habitat for disease-carrying animals . • Animal and vector control. • Periodic sediment removal to optimize performance . • Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal. • Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. • Erosion and structural maintenance to prevent the loss of soil and maintain the performance of all landscaping. 2 - - -• • - -• -• -• -- • Inspection Frequency The facility will be inspected and inspection visits will be completely documented: • Once a month at a minimum. • After every large storm (after every storm monitored or these storms with more than 0.50 inch of precipitation.) • On a weekly basis during extended periods of wet weather. Inspect for proper irrigation and fertilizer use, and ensure that all landscaped areas have minimum of 80% coverage. Aesthetic Maintenance The following activities will be included in the aesthetic maintenance program: Grass Trimming: Trimming of grass will be done on all landscaped areas, around fences, at the inlet and outlet structures, and sampling structures. Weed Control. Weeds will be removed through mechanical means. Herbicide will not be used because these chemicals may impact the water quality monitoring. Functional Maintenance Functional maintenance has two components: • Preventive maintenance • Corrective maintenance Preventive Maintenance Preventive maintenance activities to be instituted for landscaped areas are: • Grass Mowing: Vegetation seed, mix within the landscaped areas, are to be designed to be kept short to maintain adequate hydraulic functioning and to limit the development of faunal habitats. • Trash and Debris: During each inspection and maintenance visit to the site, debris and trash removal will be conducted to reduce the potential for inlet and outlet structures and other components from becoming clogged and inoperable during storm events. • Sediment Removal: Sediment accumulation, as part of the operation and maintenance program at of landscaped areas, will be monitored once a month during the dry season, after every large storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level at or near plant height, or could interfere with flow or operation, the sediment shall be removed. If accumulation of debris or sediment is determined to be the cause of decline in design performance, prompt action (i.e., within ten working days) will be taken to restore the landscaped areas to design performance standards. Actions will include using additional vegetation and/or removing accumulated sediment to correct channeling or ponding. Characterization and Appropriate disposal of sediment will comply with applicable local, county, state, or federal requirements. • Landscaped areas will be re-graded, if the flow gradient has been altered. This should be a sign that the BMP is failing and the soil matrix may need to be replaced. 3 - - -.. - -• --• ----- -- • Removal of Standing Water: Standing water must be removed if it contributes to the development of aquatic plant communities or mosquito breeding areas. • Fertilization and Irrigation: fertilization and irrigation is to be keep at a minimum. • Elimination of Mosquito Breeding Habitats. The most effective mosquito control program is one that eliminates standing water over a period less than 96 hours. Corrective Maintenance Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of all landscaped areas. Corrective maintenance activities include: • Removal of Debris and Sediment: Sediment, debris, and trash, which impede the hydraulic functioning of landscaping and prevent vegetative growth, will be removed and properly disposed. Temporary arrangements will be made for handling the sediments until a permanent arrangement is made. Vegetation will be re-established after sediment removal. • Structural Repairs: Once deemed necessary, repairs to structural components of landscaping will be done within IO working days. Qualified individuals (i.e., the designers or contractors) will conduct repairs where structural damage has occurred. • Embankment and Slope Repairs: Once deemed necessary, damage to the embankments and slopes of landscaped areas will be repaired within IO working days. • Erosion Repair: Where a reseeding program has been ineffective, or where other factors have created erosive conditions (i.e., pedestrian traffic, concentrated flow, etc.), corrective steps will be taken to prevent loss of soil and any subsequent danger to the performance and use of landscaped areas as BMPs. There are a number of corrective actions than can be taken. • These include erosion control blankets, riprap, or reducing flow velocity . • Consult with an engineer and contractor to address frequently occurring erosion problems. • Elimination of Animal Burrows: animal burrows will be filled and steps taken to remove the animals if burrowing problems continue to occur (filling and compacting). If the problem persists, vector control specialists will be consulted regarding removal steps. This consulting is necessary as the threat of rabies in some areas may necessitate the animals being destroyed rather than relocated. If the BMP performance is affected, abatement will begin. Otherwise, abatement will be performed annually in September . • General Facility Maintenance: In addition to the above elements of corrective maintenance, general corrective maintenance will address the overall facility and its associated components. If corrective maintenance is being done to one component, other components will be inspected to see if maintenance is needed. Maintenance Frequency The maintenance indicators for selected BMPs are included in Attachment Al. 4 - ... -.. Debris and Sediment Disposal Waste generated onsite is ultimately the responsibility of the Owner. Disposal of sediments, debris, and trash will comply with applicable local, county, state, and federal waste control programs. Hazardous Waste Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes generated onsite will be handled and disposed of according to applicable local, state, and federal regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in the CCR, Title 22, Article 11. C. Irrigation System Inspection Frequency and Procedure The Irrigation system shall be checked each week as a minimum. The following items shall be checked to insure that they are functioning properly: • Shut-off devices. • All piping and sprinkler heads to insure there are no leaks and that proper water spread is maintained. • All flow reducers. • Check for overspray/runoff D. RoofDrains All roof drains shall be inspected 30 days prior to October 1st of each year to insure that they are clean and free from trash and in good repair. They shall be flushed and any leaks or damages piping shall be either replaced or repaired. Where roof drains flow onto grass areas splash structures and or rock rip- rap shall be maintained so the flow from the roof drains do not cause erosion or damage to the grass area. During the rain season roof drains shall be inspected weekly and after each rain storm to insure that there is no trash and or silt build up that will restrict the run-off flow from the roof. All trash and/or silt build up shall be removed immediately. E. Trash Storage Areas • All trash storage areas shall be inspected daily to insure that they are clean from trash. Also the following shall be inspected annually 30 days prior to October 1st of each year . • Pavement is in good repair. • Drainage will not run-off onto adjacent areas. • That they remain screened or walled to prevent off-site transport of trash. • That all lids are closed and/or awnings are in good repair to minimize direct precipitation . F. Storm Water Conveyance System Stenciling and Signing • Signage/stenciling are to be inspected for legibility and visual obstruction and shall be Repaired and cleared of any obstruction within 5 working day of inspection. 5 .... -- --• --- .. • ... • Inspection Frequency: Semi-annually, 30 days prior to October 1st each year, and monthly during rainy season. G. Biofiltration Operational and maintenance needs include: • Vegetation management to maintain adequate hydraulic functioning and to limit habitat for disease-carrying animals. • Animal and vector control. • Periodic sediment removal to optimize performance. • Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal. • Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. • Erosion and structural maintenance to prevent the loss of soil and maintain the performance of all landscaping. • Outlet maintenance: maintain trash free; remove silt; clear clogged outlets and standing Water after 96 hours. • Signs Posted at each bmp that state the following words " PERMANENT WATER QUALITY TREATMENT FACILITY" "KEEPING OUR WATERWAYS CLEAN"" MAINTAIN WITH CARE -NO MODIFICATIONS WITHOUT AGENCY APPROVAL" H. Outlet Structures All outlet structures shall be kept functional at all times. Routine inspection and corrective maintenance shall include removal of trash sediment and debris and repair of any structural damage or clogging of orifice outlets. The minimum maintenance frequency shall be 30 days prior to October 1st each year, weekly during rainy season or within 24 hours prior to forecasts. To clean lower orifice in the event of clogging • This activity will require workers to open catch basin grates to remove debris from the lower orifice plate. • Remove grate and visually inspect lower orifice plate and blockage • Remove debris from inside of catch basin and around orifice plate • Replace grate when orifice plate and inside of catch basin are free of debris I. Vector Management Control Requirements Due to Clean Water Act requirements and mandates imposed by the Water Quality Control Board, large quantities of stormwater will be detained onsite in above ground and underground storage facilities for treatment and storage. These storage facilities are required to dewater or discharge at a very small flow rate in order to comply with these requirements. The outlet structure for the underground storage and biofiltration facility had to be sized (which varies per BMP, between 0.625" and 0.875") in order to maintain the maximum allowed discharge flow. The facility was designed to dewater in less than 96 hours. However, due to its small size and if not properly maintained regularly, it is anticipated that the outlet might have a tendency to clog frequently. Consequently, the facility may not drain within 96 hours and possibly take substantially longer time. This creates an increased risk for onsite Vector Issues and bringing their potential for severe harm to human health. 6 - - - -- r ... ----- -- In order to implement vector controls including minimizing the risk for mosquito-borne disease transmission, It is the responsibility of the Owner to regularly maintain the outlet structures and monitor the site after every storm event to ensure that the system ( comprising of above ground storage facilities) is dewatered in less than 96 hours. Otherwise the owner will be required to implement a vector control plan in accordance with California Department of Public Health. General guidelines to help create a project specific vector control plan for your project: 7 I a I I TYPE BMP Routine Action Landscaping & Proper irrigation irrigation & Fertilizer. Trash storage Trash free and areas removal of silt Roof drain Trash free and removal of silt, sedimentation & Debris Biofiltration Trash free and removal of silt. Clear Clogged outlets and Standing Water. Storm Water Must be legible at Conveyance all times and have system a clear view. Stenciling & Signing Outlet Must be kept Structures functional at all times. Clear Clogged outlets and Standing Water. Sweeping Removal of silt and debris on driveways and parking areas I I ATTACHMENT "Al" INSPECTION & MAINTENANCE SCHEDULE PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION Maintenance Maintenance Frequency MAINTENANCE Indicator ACTIVITY Less than 80% 30 days prior to October 1st each Re-seed or Re-plant. coverage year and Monthly Repair Irrigation system with-in 5-days. Visual Inspection Daily inspection Remove trash and silt Daily. Silt build up of more 30 days prior to October 1st Remove all trash and silt than 1 " no trash each year and weekly during and repair any damage to rain season. roof drains, Silt build up of more Bl-annual health evaluation of Remove trash and silt - than 2" no trash, trees and shrubs. repair and reseed exposed Exposed soils, dead areas, maintain grass height vegetation, ponded Visual inspection so as not be shorter than 2" water, and excessive 30 days prior to October 1"1, each or higher than 5" remove all vegetation year, in addition Bl-Monthly ponded water weekly (see TC-32) surface inspection (possibly more inspections, (See TC-32) during rainy season, and after Storm Event), Maintain as Needed. Fading of paint or Semi-annually, Repair Done 30 Repaint stenciling and/or illegible letters or days prior to October 1st each replace signs 30 days prior year and frequency will vary to October 1 st. according to usage and visual inspection. Silt, debris, trash 30 days prior to October 1st each Silt, debris, trash accumulation, Ponding year and weekly during rainy accumulation and repair Water season or within 24 hours prior to any structural damage to rain forecasts. the outlet structures. Silt, debris, trash 30 days prior to October 1 st each Sweep debris from areas accumulation year. Inspection and frequency will vary according to usage and visual inspection SITE-SPECIFIC REQUIREMENTS All slopes and landscaped areas are to have a minimum coverage of 80% All trash storage areas to be free from trash and silt at all times All Roof to be free from trash and silt and in good repair All bio-filters to be free from trash and silt at all times, grass area to be free from exposed soil and maintained to proper height, ponding of water for more than 72 hours maintenance will be required Applicable to all stenciling and signs All outlet structures shall be kept functional at all times. Keep driveway and parking areas clear. TABLE 7-3. Maintenance Indicators and Actions for VegetatedBMPs -Typical Maintenance Indicator(s) Maintenance Actions for Vegetated BMPs ..... Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without debris damage to the vegetation. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. -Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable ( e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated irrigation Repair/re-seed/re-plant eroded areas and adjust the irrigation flow system. Erosion due to concentrated storm Repair/ re-seed/ re-plant eroded areas, and make appropriate water runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, The County must be contacted prior to any additional repairs or reconstruction. Standing water in vegetated swales Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, County staff in the Watershed Protection Program must be contacted prior to any additional repairs or reconstruction. Standing water ill biofiltration, Make appropriate corrective measures such as adjusting irrigation • biofiltration with partial retention, or system, removing obstructions of debris or invasive vegetation, biofiltration areas, or flow-through clearing underdrains (where applicable), or repairing/ replacing -planter boxes for longer than 96 hours clogged or compacted soils. following a storm event* • ... Obstructed inlet or outlet structure Clear obstructions. .. Damage to structural components such Repair or replace as applicable. -as weirs, inlet or outlet structures *These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. .. - --9 I l I j I I l I I I I I I I I I I • I j f f ' I I I a Accessing BMPS for Maintenance BMP to access Access Equipment BMPA Parking Lot Access Encompassing BMP Lawn and vegetation care equipment. Power washer equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPB Parking Lot Access to East side of BMP Lawn and vegetation care equipment. Power washer from the parking lot. equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPC Parking Lot Access from the West side of Lawn and vegetation care equipment. Power washer the BMP equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPD Parking Lot Access from the West side of Lawn and vegetation care equipment. Power washer the BMP equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPE Parking Lot Access to East side of BMP Lawn and vegetation care equipment. Power washer from the parking lot. equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPF Parking Lot Access Encompassing BMP Lawn and vegetation care equipment. Power washer equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPG Parking Lot Access from the North side of Lawn and vegetation care equipment. Power washer theBMP equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. BMPH Driveway Access from North side ofBMP Lawn and vegetation care equipment. Power washer equipment for cleaning structure. Brooms for sweeping up debris. Bags for trash collection. -- • --.. .. • - • -• - .. -• • -• ·- ·- -• .... .... --- ATTACMENT "81" Annual Estimate to Maintain all BMPs Landscaping & Biofiltration Maintenance oflandscaping and bio-filters is already included in the property management responsibilities. Additional cost: Irrigation System: Inspection and maintenance of the irrigation system is already included in the property management responsibilities, Additional cost: Roof Drains: Roof drain inspection and maintenance is already included in the property management responsibilities . Training: Once a year & training of new employees within their first week of employment. TotalEstimatedAnnualCosttoMaintainBMPs 11 Annual 10-Year $200 $2,000 $100 $1,000 $100 $1,000 $400 -ATTACHMENT "C1" BMP TRAINING LOG • Personnel Date Type of Training Trained Trainer Mo/Day/Yr • - - • • --- - - -.. 12 -ATTACHMENT "D1" • INSPECTION AND MAINTENANCE LOG -BMPTYP& DATE Name of Description of BMP Date Repair made -LOCATION M/D/Y Person Condition/ Description repair and Description repair Inspecting required if any made and by who -• - - - - • - .. • • ... .. - • ... • - 13 ATTACHMENT 3 STRUCTURAL BMP MAINTENANCE INFORMATION ATTACHMENT El. MAINTENANCE INDICATORS TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs Typical Maintenance Indicator(s) . . for Vegetated BMPs Mamtenance Actions Accumulation of sediment, litter, or debris Poor vegetation establishment Overgrown vegetation Erosion due to concentrated irrigation flow Remove and properly dispose of accumulated materials, without damage to the vegetation. Re-seed, re-plant, or re-establish vegetation per original plans. Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Typical Maintenance . . lndicator(s) for Vegetated BMPs Maintenance Actions Erosion due to concentrated storm water runoff flow Standing water in vegetated swales Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, Make appropriate corrective measures such as adjusting irrigation biofiltration with partial retention, or system, removing obstructions of debris or invasive vegetation, biofiltration areas, or flow-through clearing underdrains (where applicable), or repairing/replacing planter boxes for longer than 96 hours clogged or compacted soils. following a storm event* Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such Repair or replace as applicable. as weirs, inlet or outlet structures *These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. TABLE 7-3. Maintenance Indicators and Actions for Non-Vegetated Infiltration BMPs Typical Maintenance lndicator(s) for Non-Vegetated Infiltration Maintenance Actions BMPs Accumulation of sediment, litter, or debris in infiltration basin, pretreatment device, or on permeable pavement surface Standing water 1J1 infiltration basin without subsurface infiltration gallery for longer than 96 hours following a storm event Standing water in subsurface infiltration gallery for longer than 96 hours following a storm event Standing water in permeable paving area Remove and properly dispose accumulated materials. Remove and replace clogged surface soils. This condition requires investigation of why infiltration is not occurring. If feasible, corrective action shall be taken to restore infiltration (e.g. flush fine sediment or remove and replace clogged soils). BMP may require retrofit if infiltration cannot be restored. If retrofit is necessary, the [City Engineer] shall be contacted prior to any repairs or reconstruction. Flush fine sediment from paving and subsurface gravel. Provide routine vacuuming of permeable paving areas to prevent clogging. Note: When inspection or maintenance indicates sediment is accumulating in an infiltration BMP, the DMA draining to the infiltration BMP should be examined to determine the source of the sediment, and corrective measures should be made as applicable to minimize the sediment supply. TABLE 7-4. Maintenance Indicators and Actions for Filtration BMPs Typical Maintenance In<licator(s) for Maintenance Actions Filtration BMPs Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials. Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. Damage to components of the filtration Repair or replace as applicable. system Note: For proprietary media filters, refer to the manufacturer's maintenance guide. 0 DMA-4 1.28 AC11£S IJIPERl40()SN£'SS=87X DMA-3 1.16 At1/£S IJIP£:R/40USNESS=92X ,I /I /' --------~-/ -DMA-"11 1.JI ACIIES !MJ5ER140()SN£SS=0X ----------------.,.. ANTICIPA!EO ANO PO/ENT/AL POL.LUTAN!S CEN£RA1W BY LANO {!SE TYPE PER AIOO£l BAIP 0£S/CN AIAN{JAL .J{Jf/£ 20!5 Pll!a/YTY H<AVY ~ !TUSH Onr;[N a!., &IC!l»A PRO.ECT SEDIIIO{T Ml!TIIEN!S ., OEIWllJ#'IC vu= CA!£=s VETAI.S C{NPOlWIJS Of!JHfS S/IIJS/AJ(CES 61?£ASc ., mt/SES ~ IJ£1flCY'AIENT I'(!) P(I) ,I' P(2) /( P(5) ,I' P(J) P(s) > IJ'IC ACRE" .JIUV~Ql'f"I NM I iPMl'OVClOTJ P{I) P(I} ,I' ,I' P(!} ,I' P(I) IA"• "'"'wr" ,;;.v IP = POTfNllAL I) A POTENTIAL Pr:l'.ltlTANT IF lANOSCAl'IJVC D:JS!S IJ'ISIIE '2) A POTENllAI. Pa.ltlTANT IF 11(£ PRO.ECT /NCll/OCS IA'fC01£11fl) PA/IKNC ~S: :1) A f'OTENlW. Pai.VTANT IF I.AN{) l1S£ b\lla .CS f"IXJO M ANNAL lfAS!E ffi'OOIICTS ,! ~) INCll.llYNC f'Clli'({E///,/ HitNIOCAl/fKJVS. '5)/Nal.llYNC~l£N!S. lf°Cf:TA!ll) ~Cl'l" -SUW'A<Z' PLAN 14£JII f'OOIPR!NT NOT fl)SCAL£ 1" &ISIN LWA T/FC' T>P£CT8'1f' MAINS TO OIIA-1,9,/J BNP-A l!KYZTHATK:W Oi/A-2 81/P-8 8'tn',11?A!Tav OilA-J BNf'-C 8'CnTHA!Tav OIIA-1 BNP-0 8IIYZTHAT1(¥{ OIIA-5JI BNf'-E 8'Cn!NAT1(¥{ OIIA-6,8 8'11'-f" IJl(R,ll/ATK:W LWA-7,12 BNf'-C /1ttnl1?ATK:W Oi/A-10 8'/P-11 Bltnll?A!Tav LWA-U -0£ N/NIJIIS I l I I· ___ T __ _ /NffJINCABU' llN£ll (20-JO Nil R:111? lNE11} DEV 2016-0032/ SDP 2016-0001 6 • fllEE1!0Allf) OE? l1f OIOI CATCH BASIN 61/ATE llEYAlllJ'I 1'11/JlCT B/0RL11i'A110N BASIN SEC110N Tl1'ICAI. S£Cl1(¥{ NOT TO SCA/.£ CATCH BASIN 0£TAIL NOT TO SCALE NO/E' Ail BNYll TKATK:W AH£.IS llllL HAI£ A SlClV f'OSl[l} TO l1E 11Sllll£ AT Ail TM/ES: PERMANENT WATER QUALITY TREATMENT FACILITY .-CIUlll-nltWA'l'la.£UI """"'/IIIHWIYHCMl:•NOWOOlf'oCAt~lflllnO.IT.IIOINCY~ 120' 6' PJIC PIPE PERFORA !ION LAYOUT 0£TA/L NOT TO SCALE rrr~~;==c==!==jl""''<>---LWJU MF/CC Ha£ AT OR/RC£ OETAIL NOT TO SCALE flOHIINC CT EM) CAP (!ill'E f'£1I 81'0-&ISIN 0£TM) f'Jf/ESTONE f'lff BOOT M EOl)IVAI.ENT TO SE.Al f'lff f'ENElllA lllJ'I lHIIWCII INf'fJlifOIIS llMJ? 1• l'!il 61/Alfl FllffR CW1/S£ Hltk'raOQCAL, ,mi: CROt/f' 1H£ H/WaOGICAL 5!;l'l 61/0tlP ,Oli' n,s !ilff JS nPE (OJ tltllI:.:, B1().8A$IN SUMMARY TABLE All'lll2,la/Aff0£1'11fl[) 6Kr)(N)lfAIEll IS CIIEAlUI lllAN ;rJ' EllcClll< Al A2 AJ 8 C AH£.! (NCH) (NCH) (INCH) (M:H) (INCH) TQO(T CUAN llPffH (S(fl) !lfSOi' &ISIN OflT atiffl(E llrn'A J572.7 10 12.0 10.0 -18 1665.0 6 12.0 6.0 -ltJ 2219.0 6 12.0 6.0 -18 "6.J7.7 6 12.0 6.0 -18 1199.0 6 12.0 6.0 -18 952.6 6 12.0 6.0 -18 1156,6 6 12.0 6.0 -18 559.2 6 12.0 6.0 -18 ------ 80.l'MSEN / 0 O/,£f/f/,Olf ('N(:11) C ST!lt)C/lH FCFT S1Z£ 61/Alfl (INCMS) 21 2.5 J6)'J6 21 1.5 J6A'J6 21 1.5 J6J(J6 21 1.5 J6A'J6 21 1.5 JUJ6 21 1.5 J6,l'J6 21 1.5 JUJ6 !J 1.5 21,1'2/ --- a/lRCES IJIAJIC7EJI /RPO/ [011{!( (IKH} (NC}{) -0.75 -aso -Q62.S -Q75 -0.75 -aso -aso -aso -- /Nf'OIIICA8t£ LINER! lf'S lf'S lf'S lf'S lf'S lf'S lf'S lf'S - -------0 IO 8tJ 120 1$0 DMA EXHIBIT FOR CARLSBAD OAKS LOT 24 1t'<al#I ENGINEERING Llfl!~·-·fflllG 4«l STA[ 11-'lI, &!1111\ Cl !lll!1t Al (llo)74Hlll fl {)!1))7~1890 Appendix E: BMP Design Fact Sheets If These Sources Will Be on the Project Site··· ... Then Your SWQMP Must Consider These Source Control BMPs 1 Potential Sources of unoff Pollutants A. Onsite storm drain inlets D Not AppLicable 2 Permanent Controls-Show on Drawings 3 Pennanent Controls-List in Table and Narrative Mark all inlets with the words "No Dumping! Flows to Bay" or similar. See stencil template provided in Appendix I-4 E-4 4 Operational BMPs-Include in Table and Narrative Maintain and periodically repaint • /Jr replace inlet markings. \{ Provide storm water pollution prevention information to new ite owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, "Drainage System Maintenance," in the CASQA Storm Water Quality Handbooks at www .casqa.org/resources /bmp- handbooks /municipal-bmp- • fiandbook. ¥ Include the following in lease agreements: "Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains." February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be on the Project Site . . . Tl y SWQl\1P ·d Th S c I Bl\1P . . . 1cn our must cons1 er ese ource ontro s 1 Potential Sources of Runoff Pollutants D B. Interior floor drains and elevator • ~haft sump pumps V Not Applicable D C. Interior parking .. _/garages Y Not Applicable / V D1. Need for future indoor & structural pest control D Not Aoolicable 2 Permanent Controls-Show on Drawings 3 Permanent Controls-List in Table and Narrative D State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer. D State that parking garage floor drains will be plumbed to the sanitary sewer. / V Note building design features that discourage entry of pests. E-5 4 Operational BMPs-Include in Table and Narrative D Inspect and maintain drains to prevent blockages and overflow. D Inspect and maintain drains to prevent blockages and overflow. / \{ Provide Integrated Pest Management information to owners, lessees, and operators. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be on the Project Site · · · ... Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of unoff Pollutants D2. Landscape/ Outdoor Pesticide Use 0 Not Applicable 2 Permanent Controls-Show on Drawings locations of existing trees or areas of shrubs and ground cover to be undisturbed and retained. 0 Show self-retaining landscape .. /areas, if any. V Show storm water treatment facilities. 3 Permanent Controls-List in Table and Narrative State that final landscape plans will . ac<J"llplish all of the following. V Preserve existing drought tolerant trees, shrubs, and ground cover to the . _.lhlaximum extent possible. V Design landscaping to nunuruze irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to _ /Storm water pollution. V Where landscaped areas are used to retain or detain storm water, specify plants that are tolerant of periodic .. /saturated soil conditions. ¥ Consider using pest-resistant plants, especially adjacent to hardscape. To ensure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. E-6 4 Operational BMPs-Include in Table and Narrative Maintain landscaping using . ruumum or no pesticides. V See applicable operational BMPs in Fact Sheet SC-41, "Building and Grounds Maintenance," in the CASQA Storm Water Quality Handbooks at www.casga.org/resources/bmp -handbooks /municipal-bmp- andbook. Provide IPM information to new owners, lessees and operators. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be on the Project Site··· ... Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants D E. Pools, spas, ponds, decorative fountains, and other . faater features. V Not Applicable . D/'f'.Food service "1f Not Applicable D 2 Permanent Controls-Show on Drawings Show location of water feature and a sanitary sewer cleanout in an accessible area within 10 feet. 3 Permanent Controls-List in Table and Narrative D If the local municipality reqwres pools to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. D For restaurants, grocery stores, D Describe the location and features of the designated cleaning area. and other food service operations, show location 0 (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. D On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. Describe the items to be cleaned in this facility and how it has been sized to ensure that the largest items can be accommodated. E-7 4 Operational BMPs-Include in Table and Narrative D See applicable operational BMPs in Fact Sheet SC-72, "Fountain and Pool Maintenance," in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources /bm p-handbooks/municipal- bmp-handbook . February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be on the Project Site T y SWQMP ·d Th S C B p . . . hen our n1ust cons1 er ese ourcc ontrol M s 1 Potential Sources / of ¥ G. Refuse areas D Not Applicable 2 Permanent Controls-Show / on Drawings ~ Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and • rther details of refuse areas. V If dumpsters or other receptacles are outdoors, show how the designated area will be covered, graded, and paved to prevent run- on and show locations of berms to prevent runoff from the area. Also show how the designated area will be protected from wind • / dispersal. 'rtf Any drains from dumpsters, compactors, and tallow bin areas must be connected to a grease removal device before discharge to sanitary sewer. 3 Permanent Controls-List in Table and Narrative Cl State how site refuse will be handled and provide supporting detail to what . ,)5 shown on plans. V' State that signs will be posted on or near dumpsters with the words ''Do not dump hazardous materials here" or similar. E-8 4 Operational BMPs-Include in Table and Narrative \vf State how the following will be implemented: Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/ prevent dumping of liquid or hazardous wastes. Post "no hazardous materials" signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control materials available on-site. See Fact Sheet SC-34, "Waste Handling and Disposal" in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bmp- handbooks/municipal-bmp-handbook. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be . h P . s· ... Then Your SWQMP must consider These Source Control BMPs on t e roJcct 1tc ... 1 Potential Sources of Runoff Pollutants processes. D Not Applicable 0 I. Outdoor storage of equipment or materials. (See row s J and K for source control measures for vehicle cleaning, repair, and maintenance.) 2 Permanent Controls-Show on Drawings 0 a Show process area. Show any outdoor storage areas, including how materials will be covered. Show how areas will be graded and bermed to prevent run-on or runoff from area and protected from wind dispersal. Storage of non-hazardous liquids must be covered by a roof and/ or drain to the sanitary sewer system, and be contained by berms, dikes, liners, or vaults. 0 Storage of hazardous materials and wastes must be in compliance with the local hazardous materials ordinance and a Hazardous Materials Management Plan for the site. 3 Permanent Controls-List in Table and Narrative If industrial processes are to be located onsite, state: 'All process activities to be performed indoors. No processes to drain to exterior or to storm drain system." D Include a detailed description of materials to be stored, storage areas, and structural features to prevent pollutants from entering storm drains. Where appropriate, reference documentation of compliance with the requirements of local Hazardous Materials Programs for: • Hazardous Waste Generation • Hazardous Materials Release Response and Inventory • California Accidental Release Prevention Program • Aboveground Storage Tank • Uniform Fire Code Article 80 Section 103(b) & (c) 1991 • Underground Storage Tank E-9 4 Operational BMPs-lnclude in Table and Narrative Table and Narrative See Fact Sheet SC-10, ''Non- Storm Water Discharges" in the CASQA Storm Water Quality Handbooks at https://www.casqa.org/resou rces bm -handbooks. 0 See the Fact Sheets SC-31, "Outdoor Liquid Container Storage" and SC-33, "Outdoor Storage of Raw Materials" in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bm p-handbooks/municipal-bmp- handbook. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Wil1 Be . h P . s· ... Then Your SWQMP must consider These Source Control BMPs on t e ro1ect Jte ... 1 Potential Sources of Runoff Pollutants D J. Vehicle and _ /Equipment Cleaning V Not Applicable 2 Permanent Controls-Show on Drawings D Show on drawings as appropriate: (1) Commercial/industrial facilities having vehicle / equipment cleaning needs must either provide a covered, bermed area for washing activities or discourage vehicle/ equipment washing by removing hose bibs and installing signs prohibiting such uses. (2) Multi-dwelling complexes must have a paved, bermed, and covered car wash area (unless car washing is prohibited onsite and hoses are provided with an automatic shut- off to discourage such use). (3) Washing areas for cars, vehicles, and equipment must be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. ( 4) Commercial car wash facilities must be designed such that no runoff from the facility 1s discharged to the storm drain system. Wastewater from the facility must discharge to the sanitary sewer, or a wastewater reclamation system must be installed. E-10 3 Permanent Controls-List in Table and Narrative D If a car wash area is not provided, describe measures taken to discourage onsite car washing and explain how these will be enforced. 4 Operational BMPs-Include in Table and Narrative Describe operational measures to implement the following (if applicable): D Washwater from vehicle and equipment washing operations must not be discharged to the storm drain system. D Car dealerships and similar may rinse cars with water only. D See Fact Sheet SC-21, ''Vehicle and Equipment Cleaning," tn the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bm p-handbooks/municipal-bmp- handbook. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be ... Then Your SWQMP must consider These Source Control BMPs on the Project Site ... 1 Potential Sources of Runoff Pollutants 1:1 K. Vehicle/Equipment Repair and _)naintenance 'ti/' Not Applicable 1:1 1:1 2 Permanent Controls-Show on Drawings Accommodate all vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to protect from rainfall, run-on runoff, and wind dispersal. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid- containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains must not be installed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems pnor to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained. 3 4 Permanent Controls-List in Table and Narrative Operational BMPs-Include in Table and Narrative 1:1 1:1 State that no vehicle repair or In the report, note that all of the following maintenance will be done restrictions apply to use the site: outdoors, or else describe the 1:1 No person must dispose of, nor permit required features of the the disposal, directly or indirectly of outdoor work area. vehicle fluids, hazardous materials, or State that there are no floor rinsewater from parts cleaning into drains or if there are floor storm drains. drains, note the agency from 1:1 No vehicle fluid removal must be which an industrial waste performed outside a building, nor on discharge permit will be asphalt or ground surfaces, whether obtained and that the design inside or outside a building, except in meets that agency's such a manner as to ensure that any requirements. spilled fluid will be m an area of 1:1 State that there are no tanks, secondary containment. Leaking containers or sinks to be used vehicle fluids must be contained or for parts cleaning or rinsing drained from the vehicle immediately. or, if there are, note the 1:1 No person must leave unattended drip agency from which an parts or other open containers industrial waste discharge containing vehicle fluid, unless such permit will be obtained and containers are in use or in an area of that the design meets that secondary containment. agency's requirements. E-11 February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be . h P . s· ... Then Your SWQ.l\t[P must consider These Source Control BMPs on t c roJect Jte ... 1 Potential Sources of Runoff Pollutants Cl L. Fuel Dispensing _ preas V Not Applicable 2 Permanent Controls-Show on Drawings n F lin 16 h 1..1 ue g areas must ave impermeable floors (i.e., portland cement concrete or equivalent smooth impervious surface) that are (1) graded at the minimum slope necessary to prevent ponding; and (2) separated from the rest of the site by a grade break that prevents run-on of storm water to the MEP. Cl Fueling areas must be covered by a canopy that extends a minimum of ten feet m each direction from each pump. [Alternative: The fueling area must be covered and the cover's minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area 1.] The canopy [or cover] must not drain onto the fueling area. 3 Permanent Controls-List in Table and Narrative 4 Operational BMPs-lnclude in Table and Narrative Cl The property owner must dry sweep the fueling area routinely. Cl See the Business Guide Sheet, "Automotive Service-Service Stations" in the CASQA Storm Water Quality Handbooks at https://www.casqa.org/resources/b mp-handbooks. 16 The fueling area must be defined as the area extending a minimum of 6.5 feet from the comer of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater. E-12 February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be . h P . s· ... Then Your SWQMP must consider These Source Control BMPs on t e roJect tte ... 1 Potential Sources of Runoff Pollutants I M~oading Docks W' Not Applicable 2 Permanent Controls-Show on Drawings D Show a preliminary design for the loading dock area, including roofing and drainage. Loading docks must be covered and/ or graded to minimize run-on to and runoff from the loading area. Roof downspouts must be positioned to direct storm water away from the loading area. Water from loading dock areas should be drained to the sanitary sewer where feasible. Direct connections to storm drains from depressed loading docks are prohibited. D Loading dock areas draining directly to the sanitary sewer must be equipped with a spill control valve or equivalent device, which must be kept closed during periods of operation. D Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. 3 Permanent Controls-List in E-13 4 Operational BMPs-Include in Table and Narrative D Move loaded and unloaded items indoors as soon as possible. D See Fact Sheet SC-30, "Outdoor Loading and Unloading," in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources /bmp- handbooks /municipal-bmp-handbook. February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be . h P . s· ... Then Your SWQMP must consider These Source Control BMPs on t c roJect 1te ... 1 Potential Sources of )lunoff Pollutants ~ N. Fire Sprinkler Test Water D Not Applicable 0. Miscellaneous Drain or Wash Water D yoiler drain lines V Condensate drain . faes V Rooftop equipment D pramage sumps V' Roofing, gutters, and trim D Not Applicable 2 Permanent Controls- Show on Drawings 3 Permanent Controls-List in Table and ~ Narrative V Provide a means to drain fire sprinkler test water to the sanitary sewer. D Boiler drain lines must be directly or indirectly connected to the sanitary sewer system and may _ /not discharge to the storm drain system. V' Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. Condensate drain lines . /may not discharge to the storm drain system. V Rooftop mounted equipment with potential to produce pollutants must be roofed and/ or have secondary containment. D Any drainage sumps onsite must feature a sediment sump to reduce the quantity of • /sediment in pumped water. V Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. E-14 4 Operational BMPs-Include in / Table and Narrative W' See the note in Fact Sheet SC- 41, "Building and Grounds Maintenance," in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bm p-handbooks/municipal-bmp- handbook February 26, 2016 Appendix E: BMP Design Fact Sheets If These Sources Will Be . I P . s· ... Then Your SWQMP must consider These Source Control BMPs on t 1e toJect 1te ... 1 Potential Sources of )lunoff Pollutants 'e{ P. sidewalks, parking lots. D Not Applicable Plazas, and 2 Permanent Controls-Show on Drawings 3 Permanent Controls-List in Table and Narrative E-15 4 Operational BMPs-Include in / Table and Narrative IV Plazas, sidewalks, and parking lots must be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing must be collected to prevent entry into the storm drain system. Washwater containing any cleaning agent or degreaser must be collected and discharged to the sanitary sewer and not discharged to a storm drain. February 26, 2016 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.} ATTACHMENT 4 ATTACHMENT 4 SINGLE SHEET BMP PLAN CARLSBAD OAKS LOT 24 \ ----- PERMANENT WATER OUAUTY !REA WENT FACILITY ~a,•a•11a£M MMITMi••t:MC-AOllltXllrJl»tJ•HVTAfDIIC'f~ DETAIL WA 1Eli' QUALITY SICN-PLACED AT EACH 8/(Y'/L TRA new BASIN NO!£-All 8KYll.mATION AIIEAS lltL1 HAI!° A S/CN POSIEIJ TO 8£ l,fSJ(ft_£ AT Ali. fMl£S. E OE TAIL iVO OUAIPINC" AT CATCH BASINS NOff.· All CAKH BASINS //Ill( r&llcS SHALL 8£ STENCllEIJ #fl/( OTY R£atl/ED l!EJI POI ADOif° 0£TAII.: (DAS JIANIFACllA'IINC /fSlJO ON Et:XAVALENT} Ol£RFI.Olf'Sl'A'/ICfllllr AN() J/A/1>'/EVANCE AIXE:SS Cl£AI( ()tlT -i ,, ~-/') I' ~ "I 0 O O ,> ~JQ SfO'l. rL, 'kr~~~~--,..,--=·~·~·_..,~--r-l ifA/fR.... ,I#. '-l CA TCII BASIN DETAIL NOT l1J SCALE 60tW tfrl51W8lt' m c sr: Slllf' 200 fNQVTA S: 04 !l2Q2f ffl2 STAlf 8 C?'AVIMXt CA 9202!1 PHtW£ Ml lQ6-lf5.8/BR BOTl/111 tT 8ASlN lH£SE BJ/PS A/IE J/MDATCWY TO 8£ WSTAllf]) ffN "AIU"ACTll1£R'S l/ll:(Ml£M),<ITQ</S ON lH£SE PIANS. 2. NO OWHiCS TO lH£ PRt:POS£1J IMPS CW !HS S1llT Jll!H{)(IT ~ AAt'WOVAl mcMI lH£ QTY .(J,/(;lf,,fER. .1 NO SlBSH!l/TKl'IS lD TH£ MAIENfAi. ON f'YP£S CW ff.ANIINC nP£S W!HOUT A0tW Al'PHOVAl /"Na,/ lH£ OT'!' £NGINEIR. ~ NO ~AM:"Y lllt.l. 8£ GRANTED lW1Z 11E QTY NSPCCllCW ST,<ff HAS WSffClClJ MS PflO.Et'T FON Afl'fla'fl1ATE 81/P t:a,/SlT/VCTlON AN() WSTA/ll. TlON. S H£FUi RJ IIAIN!CNANa' ACR£Dl£Nl tJOall,IO(T, 6. SE£ PRO.CCT SM#' l7JI? AOal!CWAI. N'tRMA nav. BMPTABLE 8/111'1 8MP TYPE SYMBOL CASQ41 DRAW/NO I SHEETl(S) INSPECTION MAlNTENANCE FREQUENCY FREQCIENCY VA!i'!6 BIOflLlRAllC.W BASIN SECllC.W TIF'ICAl S<CTKN IIOT l1J SCALE 5 • Pl,f;' PIPE PERFCWAllCW LAYOUT DETAIL SCN NJ PH': 1H1£A«lJ EMJ CAP (!l'T) :;===,==,j,===jr""lf--Of/Z.L twn::E 1/a.E AT J/IN. J" !ZO#tM tT EN} CAP I . • . (YZE POI -BASIN frlAL) \..;us, I ffJ1JI Sf/ll/,lf:T [Aru/ &/f1CE DETAIL HYOROMOOIFICATION 6 TREii TMENTCONTROL 00 Btrn.lllATKN tl ,,,,.;, ~-J2 LOW I/If PACT DESIGN (LlO.) 0 HOO" /JRA/1( ro WVDSCAP!Nt; 0 SD-II SOtlRCE CONTROL @ w Sl)-J2 @ ,t/,4 SC-50 @ SIIEE1'JNC N/,< S£-7 Ill.IS? sr CJ-C5 OIMll!EJII.Y SOII-Al>'M/Ail y II £A. CJ-C5 MMbtllY ANM/AI.J. y ia CJ-C5 OIMl/1&1. y OIMll/'El/J.Y 2J£A. OIMll/'El/J. y lfA'i'l'.Y 5 £A. #ED(ly #EDO.Y SCALEl-.50' 9 -------I/XI ISO NOT TO SCALE I Sli1EET I CITY OF CARLSBAD I SHE1ETS I l----+--1----------------+---l----t---+---i ENGINEERJNG DEPARTMENT l----+--1----------------+---1----t---+---i 0A1E INlllAL DATE INITIAL DATE INITIAL ENQHEER Of WORK REVISION DESCRIPTION oTH£R APPROVAL cnv APPROVAL. SINGLE SHEET BllP SITE PLAN CARLS8AO OAKS LOT 2.f RECORD COPY lt.lTIAI. DATE PROJECT NO. SlJP 15-2.J DRAWING NO. owe 502-2A ~ J ' ' ' ,, ' ' '\ ' \ ' ' \ ' . -=·-::--,::_ ___ _ "' -:·. -::,~--.. .= ·-:- '\ ' \ ,, ' ' ' \ ' ' '\ '\ '\ ' \ \ ', ', \ ' \ ATTACHMENT 4 24 ' ',, \ ', ' ' \ \ \ \ PERMANENT WATER OUALITY TREATMENT FAC/L/ TY KE£PINC O{Jfr WAil ii' WAYS CLEAN AIAIWTA,Ji i#TH CAR£ -NO IJ(Y.)/f!CA!10NS /f!TJ-!OlJT A/ENCY APMOVAL OE TAIL WA!ER QUALITY SIGN-PLACED AT EACH BIORL lRA llON BASIN NOTE· ALL BIORL 17i'A 170N AREAS llfLL HA 1£ A S/CN POS!FO TO BE VISIBLE AT ALL TlMES. E DISTANCE FROM TOE OF SLOPE TO LINER 6' FREEBOARO DEPTH OJ/ER CATCH BASIN CRA!E ELEJ/AllON FSELEV PER PLAN OE TAIL iVO DUMPING" AT CATCH BASINS NOT£· ALL CATCH BASINS 111TH GRA!FS SHALL BE S!FNCILEO 111TH CITY REClUIREO /!FM PER ABO!£ DETAIL: (OAS MANUFACT/JRING .fSOO OR EClUIJIALENl) 0/IERFLOIY STRUCT/JRE ANO MAIN!ENANCE ACCESS CLEAN 0/JT 1.5' MIN DEPTH-~"'"' (//AR/ABLE 1110TH) TOPSOIL MIX 4' OF PEA GRAftZ f1L!ER COURSE V4RIABLE OEP 1H 2 "-MIN/JS GRA ftZ STORAGE LA YER 8/lfP# 8/lfPTYPE PARTY RESPONS/Bf.£ FOR NAIN!ENANCE:' NAM£· RAF !NltESTJ{ENTS CONTAC!: ADAM ROBl!NSON ADDRESS:-111 CST. S/1/!E 200 ENCINITAS. CA 92024 PHONE NO. {760) 473-0300 PLAN PREPARED 8'!;- NAM£· COMPAN't: ROBFRTOENllNO £)(CEZ ENGINEERING ADDRESS.· 440 STAIE PL ESCONDIDO. CA 92029 PHONE NO. 706.745.8188 CERllf1CA l/ON: R. C.£ 45629 BNP NOTES: 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACT/JRER's RECOMMENOAl/ONS OR llfESE PLANS. 2. NO CHANGES TO llfE PROPOSED BMPS ON llf/S SHEET /lfllfOUT PRIOR APPROVAL FROM llfE CITY ENGINEER, 3. NO SUBSl/1/Jl/ONS TO llfE MATERIAL OR Tl'PES OR PLANl/NG Tl'PES 1111HOUT PRIOR APPROVAL FROM llfE CITY ENGINEER. 4, NO OCCUPANCY llfLL BE CRANTEO UNllL llfE CITY INSPECl/ON STAff HAS INSPECTED llf/S PROJECT FOR APPROPRIATE BMP CONSTRUCllON ANO INSTALLA l/ON. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWMP FOR AOO!l/ONAL INFORMA l/ON BMPTABLE SYMBOL CASQ4 # QUANTITY DRAWING# SHEET#(SJ INSPECTION FREQUENCY MAINTENANCE FREQUENCY (SEE TABLE FOR GRAftZ DEPTHS) HYOROMOOIFICATION & TREATMENT CONTROL 6' PERFORA !EO PJIC /JNOERORA!N PIPE MINIMUM .J' AGGREGA 1E BELO/I' UNOERORAIN //ARIES BIORLTRAllON BASIN SECllON TYPICAL SEC 170N '. 0; NOT TO SCALE ~ _A .J ,. 6" PVC PIPE PERFORAllON LAYOUT DETAIL 7/J SCALE ~'.J\4~ .. TJ. ~--\-. _/_._v-_ .. [--CATCH BASIN 1 \_'< \ , , PER PLAN Cf A './l{fl ' /iWACE SCH 40 P/IC MALE !"-\ (----\\ ,( ": AOAP!ER (Mi!PxSoC) "-6" PVC I SCH 40 PVC THREADED OSUBORAIN O ENO CAP (FPl) mc==ii'::"irr3~==11--=Lf---oR/LL OR/RCE HOLE AT FL OM/NE OF ENO CAP (SIZE PER BIO-BASIN OETA/1) 0-0 8/0FIL TRA l/ON ;; ~;;;; ~ ;~~;~; ~;~;;;~; '.: ~; ~; AREA LOW IMPACT DESIGN (LLD.) 0 ROOF DRAIN TO LANDSCAPING 0 SOURCE CONTROL ® TRASH ENCLOSURE [U)J ® INLET STENCIL/NC N/,4 @ SIIEEPING N/,4 TC-32 18,157 SF C.J-C5 QUARTERLY SEMI-ANNUALLY SO-ff ff EA, C.J-C5 ANNUALLY ANNUALLY S0-32 1 EA, C.J-C5 QUARTERLY QUARTERLY SC-50 23 EA QUARTERLY /FARLY S£-7 5EA. 1/EEKLY 1/EEKL Y SCALE 1"=50' -------0 50 100 150 200 ORIRCE DETAIL NOT TO SCALE l---+----,f--------------+---+--+---+-------1 I SH1EET I CITY OF CARLSBAD I SHE1ETS I ENGINEERING DEPARTMENT :===='.-==:================::::_:::===; SINGLE SHEET BMP SITE PLAN CARLSBAD OAKS LOT 24 RECORD COPY PROJECT NO. SOP 16-23 DA1E INITIAL DA 1E INlllAL DA 1E INITIAL DRAWING NO, ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL INITIAL DATE OWG 502-2A 3 Attachment 5 Trash Capture SWQMP per Form E-35A TABLE OF CONTENTS Site Information Summary of Trash Capture Structural BMPs Attachment 1: Backup for Trash Capture BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs Attachment 1c: Trash Capture BMP Design Calculations Attachment 2: Trash Capture BMP Maintenance Thresholds and Actions Attachment 3: Single Sheet BMP (SSBMP) Exhibit SITE INFORMATION CHECKLIST Project Summary Information Project Name Project ID Project Address Assessor's Parcel Number(s) (APN(s)) Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area ________ Acres (____________ Square Feet) MilliporeSigma Phase 2A 2827 Whiptail Loop, Carlsbad, CA 92010 476,54610.94 209-120-26 TBA Description of Existing Site Condition and Drainage Patterns Select applicable Land Use Category: High Density Residential  R-23 (15-23 du/ac)  R-30 (23-30 du/ac) Industrial  PI (Planned Industrial) Commercial  CF (Community Facilities)  GC (General Commercial)  L (Local Shopping Center)  R (Regional Commercial)  V-B (Village-Barrio)  VC (Visitor Commercial)  O (Office)  VC/OS (Visitor Commercial/Open Space) Mixed Urban  PI/O (Planned Industrial/Office)  Public Transportation Stations Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: 1. The existing drainage conveyance is urban. 2. The private storm drain system at the industrial site at 2827 Whiptail Loop consists of series of 4"-30" PVC pipe, inlets, and curb cuts that that collect runoff from and around the building including adjacent hardscape areas and roof areas. Flows are routed to biofiltration basins for treatment, HMP, and flood control. Biofiltration basins are generally located around the perimeter of the site and building along the landscaping strips between parking spaces. Runoff generally flows away from the building in each respective direction and is captured and directed towards the southwest corner of the lot, where the system connects to an existing storm drain on Whiptail Loop. 3. No runoff from offsite is conveyed through the site. Runoff from the north and east slopes is collected and treated onsite before discharging to public storm drain system as described above. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: Does the project include grading and changes to site topography?  Yes  No Description / Additional Information: Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?  Yes  No Description / Additional Information: Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. The project will remove the existing abandoned equipment enclosure as well as the adjacent 3 parking spaces and reduce hardscape curb depth at southwest corner of the building 5781 to allow access to new poll-up door that serves as loading entrance for a building 5781 internal reconstruction project. The project does not change the existing drainage pattern therefore no new drainage system is needed. The project consist of minor construction for the expansion of the existing utility yard. Proposed improvements will match existing grades. SUMMARY OF TRASH CAPTURE BMPS Trash Capture BMPs All projects subject to trash capture requirements must implement trash capture BMPs (see Chapter 4 of the BMP Design Manual). Selection of trash capture BMPs must be based on the selection process described in Chapter 4. Trash capture BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the trash capture BMPs (see Section 1.12 of the BMP Design Manual). Trash capture BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for trash capture BMP implementation at the project site in the box below. Then complete the trash capture BMP summary information sheet for each trash capture BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each trash capture BMP). Describe the general strategy for trash capture BMP implementation at the site. This information must describe how the steps for selecting and designing trash capture BMPs presented in Section 4.4 of the BMP Design Manual were followed, and the results (type of BMPs selected). 1. Identify the project boundary. 2. Per City of Carlsbad BMP Design Manual 4.2.2, all areas within the project’s property boundary are subject trash capture requirements including DMAs excluded from DCV calculations as discussed in Section 5.2. If the city’s right-of-way adjacent to a self-mitigating area (or i.e. de minimis area), contains sufficient BMPs for trash capture per the city’s Trash Capture Program, the self-mitigating area (or i.e. de minimis area) may be excluded from trash capture requirements subject to discretion of the City Engineer. 3. The de minimis area (0.01 ac) at the driveway at Whiptail Loop drains to the city's ROW. Sufficient Trash Capture BMPs for this area are assumed to exist and thus this area is excluded from this Trash Capture SWQMP. [Continued from previous page – This page is reserved for continuation of description of general strategy for trash capture BMP implementation at the site.] 4. All existing/proposed (where applicable) inlets/catch basins within the project boundary are subject to Trash Capture Requirements. 5. Conduct site visit to identify the dimension and location of all subjected inlets/catch basins and whether Trash Capture devices have been installed on any of these existing inlets/catch basins. Field notes were corroborated with as-builts (DWG 502-31; SDP 2016-0001; Carlsbad Oaks North Lot 24; Sheets 01-17). See Attachment included with this report. 6. Create DMA exhibit to identify tributary area for each inlet, perform the Trash Capture BMP sizing calculation (per City of Carlsbad BMP Design Manual, J.2.1) and Q100 year peak flow calculation (per San Diego County Hydrology Manual). 7. Select Trash Capture BMP per the calculations and inlet/catch basin type. 8. Compile Trash Capture SWQMP report. CD 2019-0024 2 EA W WT-6 WATERLINE IMPROVEMENTS CONT. (ALL PUBLIC UNLESS NOTED) SHEET 16 - 17 - TIER 2 SWPPP SI-14 "DECLARATION OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR OF THIS PROJECT, THAT I HAVEEXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OFTHE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENTSTANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OFCARLSBAD DOE SNOT RELIEVE ME AS ENGINEER OF WORK, OF MY RESPONSIBLITIES FOR PROJECTDESIGN. MICHAEL BAKER INTERNATIONAL 9755 CLAIREMONT MESA BLVD., SUITE 100 SAN DIEGO, CA 92124 (858) 614-5000 BY:____________________________________ DATE:_______________ BRIAN OLIVER RCE 45045 EXP 03/31/22 OR PROJECT DS-4 CONCRETE PAVEMENT 4,042 SF TRENCH & TRENCH RESURFACING CMWD GS-25 283 SF 26 SF 625 SF 415 SF 1,530 SF 54,558 SF 19,383 SF 31,859 SF 206 SF 2" WATER COPPER SERVICE WT-7 4" DOMESTIC WATER SERVICE (PVT) CMWD W-2, W-4 CMWD W-2, W-15,W-19 W 31 SF 214 SF 602 SF DS-5 AC PAVEMENT 139 SF 2 EA 7,419 SQFT 374,762 SQFT & MICHAEL BAKER INT. (MBI) ON OCT. 22, 2019 MBI BASIS OFBEARINGS IS CALCULATED BETWEEN SAIDCONTROL STATIONS 97 & 98. I.E. N 0°30'28" W CARLSBAD DWG 502-3A CARLSBAD OAK NORTH LOT 24 REVISED SHEETS 1, 3, 5-6, 9, & 11 TO INCLUDE NEW WATER SERVICE CONNECTION, BUILDING EXTENSION, UPDATED QUANTITIES & INFO, & BIO-FILTRATION BASIN EXTENSION. ADDED NEW DEC. OF RESPONSIBLE CHARGE BLOCK. ADD SHEETS 16 & 17 - TIER 2 SWPPP 11/13/2020 BKO11/13/2020 17 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2           CRAOINC NOTES (IN A00/110N TO !HE REO/J!REMENTS OF CHAPffR 15. !ti OF !HE CARLSBAD MUNICIPAL COO£) 1. !HIS PLAN SUPERSEDES ALL OTHER PLANS PRE/40/JSLY APPRO/IFO BY THE CITY OF CARLSBAD RECARO!NC CRAOINC SHOHN ON !HIS SET OF PLANS: 2. APPROVAL OF !HIS PLAN DOES NOT LESSEN OR WAI/IF ANY PORllON OF THE CARLSBAD MUNICIPAL CODE, RESO/.UllON OF CONO!llONAL APPROVAL, CITY SfANOAROS OR OTHER AOO!llONAL OOCUMENTS LIS!£0 HEREON AS !HEY MAY PERTAIN TO !HIS PROJECT. THE ENC/NEER IN RESPONSIBLE CHARGE SHALL RE/45£ THESE PLANS WHEN NON-CONFORMANCE IS 0/SCO/IFREO. J. CITY APPROVAL OF PLANS DOES NOT RELIE/IF THE DEVELOPER OR ENC/NEER-OF- WORK FROM RESPONSIBILITY FOR THE CORRECT10N OF ERROIIS ANO C.WIS510NS 0/SCO/IFREO OUR/NC CONSTRUCT10N. All PLAN REW510NS SHALL BE PRC.WP!l. Y SUBM!TlllJ TO THE CITY ENC/NIIR FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM !HE CITY ENC/NEER Hfll BE REOIJIREO tOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSLIANCE; A CERl/F!CATE OF INSURANCE AS WELL AS AOO!l70NAL INSUREO ENOORSEMENT MUST BE flLEO NAM/NC !HE CITY OF CARLSBAD AS AN AOO!llONAL INSURED ON THE PERM/TffE's POI.ICY IN THE MINIMUM AMOUNT OF , l!.000,000.00 FOR EACH OCCURRANCE OF LIABILITY. !HE!NSIJJ?ANCECOMl'ANY . /lfi'lllNG THE POLICY MUST HA~. A RA llNC OF '.'.4-. OR BETffR ANO A SIZE CA!ECORY OF CLASS 141 OR BET!l!I AS ESTABLISHED BY "BESTS.'KEY RAllNC.Cl//0£ 5. NO WORK SHALL BE CC.WMENCEO UNT1L ALL PERMITS HA/IF BEEN OBTAINED FROM THE CITY ANO OTHER APPROf'RIA!t AGENCIES 6. APPROVAL OF !HESE PLANS BY !HE CITY ENC/NEER DOES NOT AUTHORIZE ANY WORK OR CRAOINC TO BE PERFORMED UN11L THE PROPERTY OHNER's PERMISSION HAS BEEN OBTAINED ANO A VAL/0 MAO/NC PERMIT HAS BEEN ISSUED. 7. NO RE/4S/ONS Hfll BE MADE TO THESE PLANS HfTHO/JT THE 1/f?/TTEN APPROVAL OF THE Cl TY ENC/NEER, NO ffO WI THIN THE RE/4SION BLOCK, ON THE APPROf'RIA TE SHEET OF THE PLANS ANO THE 111lE SHEET. 8. ORIGINAL ORAHfNCS SHALL B£C(]l,IE THE PROPERTY OF THE CITY UPON BE/NC SIGNED BY THE Cl TY ENC/NEER. 9. !HE ORICINAI ORAMNC SHALL BE REl1SEO TO REfZECT AS-BUil T CON0l770NS BY THE ENC/NEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 10. AClcSS tOII FIRE ANO OlHEJ? EMEJ?CENCY V{H/CLES SHALL BE MAINTAIN{/) TO THE PROJECT SITE AT All 11!.IES /)/JR/NC CONSTRUCT10N. 11. WHERE TRENCHES ARE Hf/HIN CITY EASEMENTS, A SOILS REPORT COMPRISED Of':· (A) SUMMARY .SHEET, (8) LABOIMTORY WORK SHEETS ANO (C) COMPACTION CUR/IFS, SHALL BE SUBMITTED BY A PROFESSIONAi ENC/NEER OF THE STA!E OF CALIFORNIA, PRINCll'All Y DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPOl/1 ·Hfll BE SUBM/Tl[[) TO THE CITY ENC/NEER/NC INSPECTOR M THIN /mJ WOR/!7NC DA 15 OF THE COMPIETION OF FIEZO TESTS 12. A SOILS COMPAC770N REPORT ANO COMPLIANCE 1£/i'IF!CA TION REGAROINC AOHERENCE TO RECOMMENOAllONS OUll!NEO IN !HE SOILS REPORT IS REl)U!REO PRIOR TO THE ISSUANCE OF A BU/LO/NC PERMIT. ALL CONTROi.LEO GRA/)/NG SHALL BE OONE UNDER 1HE DIRECTION OF A PROFESSIONAL ENC/NEER OF THE S/:4 7E · OF CALIFORNIA PR/NC/PALLY OOINC BUSINESS IN THE F/[l/) OF APPLIED SOILS MECHANICS. All FILL OR FUTURE FILL AREAS SHALL BE CONSTRUC!EO IN ACCORDANCE WITH 1HE CITY OF CARLSBAD STANDARD SPECIFICAllONS ANO THE " EAR TH WORK SPECIF/CATIONS " A TTACHEO TO THE PREZ/MINAR Y SOILS INVES77CA710N. DAILY F!ElO COMPACllON REPORJS HfLL BE SUBMIT!EO TO THE PROJECT INSPtC TOIi. !J. A /'RECONSTRUCTION VEFJlNG SHAii BF HEW AT !HE SITE PRIOR TO !HF BFC/NNING OF HQRK ANO 'iHAfl BF A TTFNOFO BY ALI RFPRFSENTA !7/ES RESPONSIBIE FOR CONSTRUC710N. INSPEC770N. SL!PERll/510N. ffSllNC ANO All Oll/ER ASPFCTS OF !HE //ORK THE CONTRACTOR SHALL REOIJEST A PRECONSTRUCT10N MEET1NC BY CAIL/NC THE INSPEC !!ON LINE AT (760) 4J8-.J89I AT IEAST F!/IF(5) WORl!7NC OA 15 PRIOR 77} START1NC CONSTRUCTION. THE CON!RACTOR HfLL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A OA!E ANO TIME FOR THE PREC(JNS!RUCTION MEETING. APPRO/IFO ORA/JfNCS All/ST BE AVAILABLE PRIOR TO SCHEOUL/NC. THE CRAOING PERMIT HfLL BE PR0/40EO BY !HE PROJECT INSPECTCW A11HE ME£71NC. 14. ALI INSPFCllON RFOIIFS!S OIHFR THAN fQR PRFCONSTRUCllON //FETING MIi BF 4{4QF BY CALLING 1HF fNC/NF.CRINC. 21 HOUR IM'iPFCOQN RfOl/fST ((NE AT ll6il) 438~3891. IN'if'ECTIQN REQUEST MUST Q( R£C£/i,fl! PRIOR 10 2: 00 P.M. ON 1/fE DAY BEFORE !HE INSPEC170N IS NEEOEO. !NSPECllONS Hfll BE MAOE THE NEXT WORK DAY UNLESS YOU REOIIEST OTHERWISE. REl)UESTS MAOE Al"ffR 2.· 00 P.M. Will BE SCH£0//I.EO FOR l7l(J FULL WORK OA 15 LA ff//. 15. THE OHNER ANO/CW APPLICANT !HROUCH THE OEVEZOPER ANO/OR CONTRACTOR SHALL OESICN, CONS!ll//CT ANO MAINTAIN ALL SAFETY OE11CES, INCL/JO/NC SHOR/NC, ANO SHALL BE SOI.EL Y RESPONSIBi.E FOR CONfORMINC TO All I OCAL, STATE ANO fTDERAL SAFETY ANO HEALTH STANDARDS, LAWS ANO RECLILA770NS. 16. THE CONTRACTOR SHALL CONFORM TO LABO/I COOE SECTlON 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENC/NEER ANO/OR CONCERNED AGENCY SHOW/NC THE OES/GN OF SHO!i'!NC, BRACING SLOP/NC OR OTHER PR0/4S!ONS TO BE MADE OF WORKER PROTECTlON FROM THE HAZARO OF CA/4NG CROUNO OUR/NC THE EXCAVATION OF SI/CH TRENCH CW TRENCHES OR OUR/NC THE PIPE INSTALlA 110N !HEREIN. THIS PLAN MUST BE PRcPAREO FOR ALL TRENCHES Fl/IF FEET (5) OR MORE IN DEPTH ANO l,PPRO/IFO BY THE CITY ENC/NEER ANO/OR CONlcRNEO AGENCY PRIOR TO EXDIVA710N. IF THE PLAN m&'B FRO/I THE SHORING srs![M . S[ANOAROS ESTABLISHEO BY THE CONSTRUC170N SAFEO'. ORDERS, 1/llE 8 CAL/Fql'NIA ADI.IIN/$11/A llvf CQDF !HE PLAN SHAii BE PREPAREO . BY A R(C/$/ERED ENCIN(ER AT IH( CONlRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE S//BMITTEO TO THE INSPECTOR PRIOR TO EXCAVATION. 17. NO BLASTING SHALL BE PERFORMED UNT1L A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARI.SBAO. SUBMIT APPL/CATION FOR Bi.ASllNC PERMIT llfll IN AOVANC£ OF THE SCHEDULING OF BLASllNC 0PERAT10NS. 18. IF ANY ARCHAEOIOC/CAI RESOURCES ARE OISCQv(REO Hf/HIN ANY l!f?RK AREA OUR/NC CONSTRUCTION, OPERAllQNS . Will CEASE IMMEOIAmY. ANO THE PERMITffE Will NOTIFY THE CITY ENC/NEER. OPERAT10NS Mll NOT RESTART UNTIL !HE PERMIT/EE HAS RECE/vEO ff'R/TffN AUTHORITY FROM THE CITY ENC/NEER TO 00 SO. 19. All OPERATIONS CONDUCTED ON THE SITE OR AO.JACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, OEPAR 1/JRE OR OPERATION OF TRUCKS, EARTHM0/4NC EOIJIPMENT, CONSTRUCllON EOIIIPMENT ANO ANY OTHER ASSXIA 7£0 CRAOINC £1)/J/PMENT SHALL BE UM!Tt!J TO THE PER/00 BETWEEN 7:/)() A.M. ANO 6.·00 P.M. EACH OA Y, MONOAY !HR// IR!OAY ANO NO EAR!HM014NG CW GRADING OPERATIONS SHALL BE CONOUC!El} Div WEEKENOS 0/i' HOI.IOA /5. (A UST OF CITY HOI.IOA 15 IS AVAILABLE AT THE ENGINEER/NC OEPARll.lENT COUNTER.) 20. ALL Of(~Slft; HA/II RO/J?(S SHALL B( SUBMITTED SY THE CONTRACTOR TO !HE CITY ENC/NE£REQR.APPROVAI TWO /"/Al WORKING OA/5 PRIOR TO BWNNINC OF WORK. 21. IMPORT MATERIAL SHALL BE OBTAINED FRQY, ANO WAS!F MAffRIAL SHALL BE OEPOSITEO AT, A Silt APPRO/IFO BY TH£ CITY ENGINEER. !HE CON!l/ACTOR SHAU BERESPONSIBLEFOR ANY DEBRIS lW OAMAG( OCC//RR/NC ALONG THE HAUi ROUTES OR AOJACENT STREETS AS A RESULT OF THE CRAOING C¥'EJ?A 110N. 22. BRUSH SHALL BE REMOITTJ ONLY HfTHIN !HE AREA TO BE CRAOEO. NO TREES AR£ TO BE REMO/IFO UNLESS SPECIF/CALLY NOW ON THE PLAN. 23. All AREAS SHAU BE CRAOEO TO DRAIN. CRAOINC RESUL TINC IN !HE PONO/NC OF WATER IS NOT PERMITTED. All EAR/HEN SWALES ANO DITCHES SHALL HAI£ A MINIMUM ONE PERCENT SLOP£ 24. THESE PLANS ARE SUBJECT TO A SIGNE/) ANO APPROl£0 SM'PP ANO/a? SET OF EROSION CONTROi. PIANS. EROSION CON!RO!. SHALL BE AS SHOIIN ANO AS APPROl£0 BY THE CITY ENC/NEER OR AS OIRECTEO BY THE PROJECT INSPECTOR. 25. ALL SloPES SHALL BE TRIMMED TO A FINISH GRADE TO PROOUCE A UNIFORM SURFACE' ANO CROSS SECllON. THE 51ff SHALL 8£ LEFT IN A NEAT ANO ORDERLY CONO!l/ON. ALL STOlvES. ROOTS OR OTHER Ot8RIS SHALL BE REM01£0 ANO DISPOSED OF AT A SITE APPRO/IFO OF BY THE CITY ENC/NEER. 26. ALL SLOPES SHALL BE IRRIGAffO, STABILIZED, PLANTEO ANO/OR Hr[JROSEEOEO WITHIN TEN (10) OA 15 OF !HE 11!.IE WHEN EACH SLOPE IS BROUGHT TO CRAOE AS SHOIIN ON THE APPRO/IFO CRAO/NG PLANS: 27. LANOSCAPINC SHALL BE ACCOMPLISHED Div ALL SLOPES ANO PAOS AS RE/)/JIREO . " BY THE.CITY OF CARISBAO LANDSCAPE MANUAL, THE LANDSCAPING PLANS · FOR lf!!S . l'ROJECT, ORAWINC NO St>,kJL, ANO/OR AS OIRECTEO BY !HE CITY ENC/NEER OR PLANNING OIi/EC TOR. 28. !HE /)ffN£R/APPLICANT SHALL INSURE THAT All CONTRACTORS SHALL COOROINA TE THE HW?K OF THESE MAO/NG Pl.ANS M1H !HAT SHOWN ON BO!H !HE LANDSCAPE ANO !RRICAT10N PLANS ANO !HE !MPROl/£!.IENT PLANS AS REO/J/REO FOR THIS WORK IN ACCOIIOANlc M!H THE LANOSCAPE MANUAL llAIE REOUIREM£NTS. ---•-,•-••••-•-----~---•~•---"••-•• ••-~•H-•-••••----•----•• -•------- WORK TO B£ DONE . . . . . . !HE CRAOINC WORK SHALL CONSIST OF THE CONSTRUCT10N OF ALL curs ANO FILLS, REMEDIAL GRAOINC, DRAINAGE FACILITIES. EROSION CONTROi. FAC/Ul/ES, P REC I S E G .RAD I N G P. LAN F o R ANO PLANT1NC OF PERMANENT LANOSCAPINC ANO PREPARATION OF AS-BUILT GRAOING PLANS. AS-BU/IT GEO/.OCIC MAPS ANO REPORTS. /1.Ll AS SHOWN OR -REOUIREO ON THIS SET OF PLANS ANO THE CITY STANDARDS, SPECIF/CA llONS, REOIJIREMENTS. RESOl//llONS ANO OROINANCES CITEO ON 1HESE PLANS. .. . THE CRAOINC WORK SHALL BE PERFORMED IN ACCOROANlc MTH. THE FOILOHfNG OOC//MENTS. CURRENT AT THE 71!.IE OF CONSTRUCT10N, AS OIRECTEO BY THE CITY ENC/NEER. 29. WHERE AN E)(!SllNC PIPE LINE IS TO BE ABANOONEO AS A RESULT OF THE CR AO/NG OPERA 77,:W, IT SHALL BE REMOvEO WITHIN TWENTY !YET OF BU/LO/NG OR STREET AREAS ANO REPLAlcO MTH Pl/oPERLY COAIPACl<O . SOILS IN OTHER AREAS THE PIPE MLL BE PL//CCEO Wl!H CONCRE!E OR REMOW AS APPR01£0 BY !HE Cl Tr ENC/NEER. JO. THE CONTRACTOR SHALL /IFRIFY THE LOCA l/ON OF ALL £»STING FACILITIES ( ABO/IF CRO/JNO ANO 1/NOER CROUNO } WI THIN !HE PROJECT SI!£ SL!FflCIEN 1l Y AHEAD OF CRAOING TO PERMIT THE RE/4$/0N OF !HE CRAOINC PIANS IF IT IS FOLINO THAT THE ACTUAL LOCAT10NS ARE IN CONFLICT MTH THE PROPOSED WORK. CARLSBAD OAKS NORTH LOT 24~ 4. CARLSBAD MUNICIPAL COOE CITY OF CARLSBAD ENC/NEERING STANOAROS THIS SET OF PLANS Sl!F OE/IFLOPMENT PLAN (SOP 20!ti-OOJ2/ PROJECT /0 20!ti-OOJ2) APPROVAL LET/ER OATEO 01-24-17 JI. THE CONTl?ACTOR SHALL NOl/FY AffECTllJ //71L/TY COMPANIES (SE£ BELOJ/1) AT /EAST 2 fllll WORl!7NC DA 15 PRIOR TO STARllNG CRAOINC NEAR THEIR FACILITIES ANO SHALL C00/10/NATE !HE WORK Hf1H A COMPANY REPRESENTATII/£ UNOERGROUNO SERl1CE' ALERT (OIG ALERT) so= AT&-T SPEC !RUM CABLE COX COMMUN/CATIONS CITY OF CARLSBAO(STREE!S &-STORM DRAIN) 'Cl!Y OF CARlSBAO(SEWER, WA !ER &-RECLA/MEO WATER) 'SAN OIECUITO WATER OIS!R!CT 'LEUCAOIA WASTEWAffR 0/S!R!CT 'VALLEC/TOS WATER DISTRICT 'Of.l/lFNHAIN WA 1ER 0/S!R!CT 'BUENA SAN/IA llON O!S!ll!CT 'AS APPROPRIA ff J2. PERM! T COMPLIANCE REOIJIREMEN !S: A. FOR CON!ROl.LEO CRAOINC -THE APPLICANT HIRES A C//4L ENGINEER, SOILS ENC/NEER, ANO/OR GEO/.OCIS1 TO Cl/IF !tCHNICAL A0/4CE, OBSER/IF ANO CONTROi. THE WORK IN PROGRESS /!5J6. 120 A.8/ CARISBAO MUNICIPAi COO£ B. PRIOR TO FINAL APPROVAL OF A C/?AOINC PERMIT -THE FOi.LOWiNG REPORTS MUST 8E SUBM/TffO TO THE CITY ENC/NEER 11A THE PRO.IECT INSPECTOR /15. 16.120 A.10/ CARLSBAD MUNICIPAL COO£: (I) FINAL REPORT 8Y SUPERWSINC CRAO/NC ENC/NEER STA77NC ALL GRAD/NC IS COMPLE!E ALL ER0510N CONTROi., SLOPE PLANTING ANO /RR/CATION ARE INSTALLED IN CONFORMANCE Wl!H CITY COO£ ANO THE APPRO/IFO PLANS ( OBTAIN SAMPLE OF COMPLIANCE LETTER FROM Cl TY ENGINEERING OEPAR TMEN 1). (2) AS-BUILT GRAD/NC Pt.AN. (J) REPORT FROM THE SOILS ENC/NEER, WI-I/CH /NCLUOES RECOMMENOEO SOIL BEAR/NC CAPAC/llES, A STATEMENT AS TO !HE EXPAN-51/£ /)/JAi/TY OF !HE SOIL, ANO SUMMARIES OF fl[lO ANO LABORATORY TESTS THE REPORT SHALL ALSO INCLUDE A STAffMENT BY THE SOILS ENC/NEER THAT !HE CRAOINC WAS OONE IN ACCOROANlc W/1H THE REl)UIREMENJS ANO RECOMMENOA710NS OU!l.!NEO IN !HE PREUMINARY SOILS REPORT ANO ANY S//PPLEMENJS !HERETO. (4) Rf:PORT Wl!H AS-BUILT CEOIOG!C PLAN, IF REOUIREO BY THE CITY. JJ. UNLESS A Cl/AO/NG PERMIT FOR THIS PROJECT IS ISSUE/) HfTHIN ONE(!) YEAR AFffR THE CITY ENC/NElR's APPROVAL, !HESE PIANS MAY BE REOIJIREO TO BE RESUBM!TTEO FOR PLANCHECK. PLANCHECK /£ES WILL BE REOUIREO FOR ANY SUCH RECHECK. J4. IN ACCORDANCE MTH THE CITY STORM WA lER STANOAROS, ALL STORM ORA!N INLEJS CONSTR//CTEO BY THIS PLAN SHALL INCLUDE "SffNC/LS" 8E AOOEO TO PROHIBIT WASffWA TEii 0/SCHARCE DOWNSTREAM. STENCIIS SHAil Bf: AOOEO ro THE SATISFACTION OF THE ClfY ENC/NEER. "o£CLAli'A 110N OF RESPONSIBLE CHARC£» I HERE8 Y OE CLARE !HAT I AM THE ENC/NEER Of' WORK FOIi !HIS PROJECT, !HA t I HAI£ EXERCISED RESPONSIBLE CHARGE 0/IFR THE OESICN OF THE PROJECT AS OEFINEO IN SECT10N 670J OF THE BU51NESS ANO PROFESSIONS COOE, ANO !HAT THE OcS/CN IS CONSISTENT HflH CURRENT STANOAROS EXCEL ENC/NEER/NC 440 STA ff PLAlc ESCON0/00, (A 92029 (760) 745-8118 BY,~oV~ ... R. "RT 0. OENllNO RCE 45ti29 EXPIRES 12-Jl-!8 SOILS £NC/N££R's C£R17FICAT£ I, JESSE 0. BEARFIELD, A REC/STEREO C/141. ENC/NEER OF THE STA ff OF CALIFORNIA, PR/NC/PALLY OOINC BUSINESS IN !HE FIEZO OF APPLIED SO/IS MECHANICS, HEREBY CERT1FY THAT A SAMPLING ANO ST/JOY OF THE SOIL CONO/llONS PREVALENT WITHIN THIS 51ff WAS MAO£ BY ME OR UNDER MY 0/REC TION. THE RESLIL JS ARE SHOltN IN THE REPORT DA ffC MC /6; £'01§, 11"-'L l•, JOB NUMB.ER 20lti472 TWO COPIES OF THE SOLS l?EPORT COMP/LEO tpl°1 fR(]l,I THIS Sll/OY, HfTH MY RECOMMENOAT10NS, HAS BEEN SLIBAIITTEO TO THE . Off/CE SJ THE CIT~ER .. s;c;::~ BEA&zO'b{) . CEC NO.: 843. 1 1 OA!E· o\ 1/CENSE EXP/RA 770N OA ff: SIGNED.· j:ff J,. 14ea Jt{;,l BRYAN M(Ll~ICKS P. C. NO.: 41.JO, / / OA!E· .. ,{/'l-7/ 7 LICENSE EXP/RATION DA TE: -!y_,__7~L-'t~-~- OH-N£R 's C£R17FICATE I (WE) HEREBY CERTIFY !HAT . A REC/STEREO GEO/. OCIS T HAS BEEN OR Hfll BE RETAINED TO SU, GRADING AC7111TY ANO AOWSE ON THE COMPACTION ANO STABILITY OF THIS $/ff. IF THIS PROJEC!/l}Ef£ZOPMENT IS SLIB.JECT TO A STAff- RECULA!tO SIIPPP, I (WE) ALSO AGREE A 0//ALIFIEO SIIPPP PRAC11110NER (OSP) HAS BEEN OR. H!LI BE RETAINED TO S//PER14SE !MPLEMcNTA TION OF THE SIIPPP IN ACCOR/)ANCE HfTH !HE CALIFORNIA CONSlli'UCTION OROER ANO MUN/Cl/?, PER. , .LATEST /IFRS/ON. /1~.,,·••·· I, I\ I ~ ~:~:::: As::c:g:::::o:c:::~;cN::::,K~go;::::1Jrr,C/!~mf~°:kcT NO 2016472 eevlS6D l'r.,ll'-'l» , ~"'~ · 7. THE SAN OIEGO REGIONAL STANDARD ORAMNCS ANO AS MAY BE MOO!FIEO BY THE CITY OF CARLSBAO STANOAROS. 8. EN14RONMENTAL APPROVAL OOC//MENTS APPROITTJ 01/RING THE CARLSBAD OAKS NORTH SPECIFIC PLAN (Ell/ 98-08) STORM WAffR POLLUTION PRE/IFNT10N PLAN PREPARED BY EXCEL ENC/NEERING OATEO fTBR//ARY 10, 2017. Mi/0 No._l_J'?C!-,J!J03.J.-'5'~-- ----- .85' APN 209-120-14 MAP NO. ;5.5r;5 LOT 14 SDILE l"=/00' 0 !00 200 JOO VICINITY MAP CITY OF OCEANSIDE HIGHWA.Y 7B CITY OF ENCINITAS L£CAL O£SCRIP 17ON TOPOGRAPHY SHOltN ON !HESE Pi.ANS WAS LOT 24 OF CARLSBAD TRACT NO. 97-/J-OJ, CARLSBAD OAKS GENERATED BY F!ElO SUR/lfY METHODS FROM i::,_ NoR.'H PHASE J, IN THE CITY OF CARLSBAD, COUNTY OF SAN /NFORMAT10N GA1_0'~~~~~~~~Y''<"'n~O!ECO, STATE OF CALIFORNIA, ACCOROINC TO MAP THEREOF EXCEL ENC/NEER. . . I u flLEO IN THE OFfla-OF THE CO/IN Tr RECORDER OF TOPOGRAPHY SHO SAN 0/ECO COUNTY, OCTOBER 13, 2016. TO NATIONAL MAP ACCURACY STANDARDS ADDRESS ====----PROJECT LOCA 170N THIS PROJECT IS LOCA!EO WITHIN ASSESSORS PARCEZ NUMBER($) 209-120-2/i, !HE CALIFORNIA COOROINAff INDEX OF THIS PROJECT IS N J57, E lti95 WHIP TA IL LOOP WEST (LOT 24) CARLSBAD, CA 92008 EARTHWORK OUANTIT1£S (THIS AREA INCL//OES BUT ~ OFF-SITE WORK INCL/JO/NC PUBLIC /AIPRO/IFMENTS ANO ffMPORAI? Y /)/STIJRBANCE SL/CH AS /IFHICLE ANO EOIJIPAIENT STAG/NC AREAS, CONSTRUCTION FILL: 22400 CY WORKER tOOT lRAFflc, SOIL/CRA //EL PILES, Ulll/TY 0. STORM WA!ER DUALITY MANAGEMENT PLAN PREPARED BY EXCEZ ENC/NEER/NC OATEO FEBRl/ARY 10, 2017, REl1SEO APRIL 10, 2017 !. CAL!tORNIA STORM WATER 0//ALITYASSOCIATION BAIP CONSTRUCTION HANDBOOK ANO CAL TRANS CONSTRUC770N SITE Bl.IP MANUAL. HYOROIOCYSll/OYPREPAREOBYEXlcl ENCINEERINGOA!El}FEBRUARY/0, 2017 REvrsED l~fR1L 10, :LOl7 400 NOT TO SCALE L£C£NO 'ROPER TY BOUNDARY 1/T SLOP£ 2· / MAX ONTOUR INOEX ONTOUR INTERMEOIA!F ZOW LINE OR fl.OW OIRECT10N ·-,-. -X/SllNG CONTOUR EXIST1NG S!REET LIGHT 0------<e .--',___.,.. "'-CUT/FILL LINE .___,,-- TOP OF CURB ELEVATION FINISH SURFACE ELEVA 770N FLOW LINE INVERT ELEVAT10N TOP OF CRA lE ELEVA 170N FINAL GRAOE ELEVA 110N 400.0 TC 400.0 Fs'" 400.0 FZ--- ~ 4000 re' 4000 FG' EXIST1NC STORM ORAIN EXIS llNG WA !FR LINE __ .,.,,, ___ ·'jj ---w---- -0£At.OL/170N CONSTR.~'UC~TA;:::;a;::w;;;=M:;;'.'O~TE..=S~===1~miitfm'ilill.~----SI/RFACE WPROICIIENT OEJIO(J "v-, _ 11£1 Ulll/TY 0£JIOU77t1'1 IOS-1 I SAWCUTL/NE !J!}LF i::,_ IOW-1 I STORMORAINREMOVAL J51F I 0$-:? I CONCRETE CURB M "t,c I OW-2 I CATCH BASIN REMOVAL I EA ) ~·1 re em, -__JI I OW-JI REZOCATE E»STING IRRICA110N CONTROi (SEE ALSO, LANOSDIPE PLANS) STANDARD DRAW/NC -::=:~~~~~~~~~:i}_a~wCM~a~v.~'IA~~~V~A~~~~~A~iJAN.~~51__~sr1.1Bm ISY::0/ I 3-t-" AC OvER,1fr" CLASS 2 BASE (TRI/CK ROUTE) rl. =6" 19-021 f AC OvER f" CLASS 2 BASE (PARK/NC&: AUTO T.I. =4.5 ANO 5" J $ ORI/IF LANES) ISi-OJi 7' PCC OITT? NATlvE (UNLESS OTHERWISE SHOIIN ON PLANS) • VAL/IFS PRIVATE 1s;~o11 1s;-os1 1.9~~061 IS!-oTI 6" CURB T.l.=ti" (5" THICK P.C.C T.l.=4.5) SORSO G-1 SOI/SO C-2 ======J8J21F ISl-081 ISl-09! 6" CURB &: CUTTER o· CURB 2 O' CURB OPENING MTH vi:lOCITY 0/SS!PATER FLOW CHANNEZ PCC SIDEWALK RETAINING WALL (MASONRY TYPE) PEDESTRIAN RAMP SEE OETAIL (SHEET J) SORSO C-7 SORSO C-/i, SEE SPECIFICAT10NS (SHEET 7) PER 1100/FIEO SORSO C-29 SEE ADA (SHEET 14) ~::;::;::::::=::::::::;:;;; 2, 5tJ8 LF 65 LF 41 EA 10 EA TRASH ENCLOSURE W/ 7.5• PCC 0/IFR NAT1/IF SOIL CITY sro. owe GS-lti 2EA J05 LF BROW 0/TCH (TYPE PER PIAN) SORS[} 0-75 BIO-FILTRATION BA51N .,., ' ' , ,. PR/VA TE ORA/NACE IMPRO/.£M£NTS r z z z 21 - I NOS l2x/2" CATCH BA51N I Sl1-0.i1 NOS !8'x!8' CATCH BASIN iSl1-0J1 24,r24" CATCH BASIN ISl1-04I Jti"xJti' CATCH BASIN I Sl)-@ Jti"x.JtJ" CLEANOUT I SV-@j 48"x48' CLEANOUT I Sl)-Oll 4. Pvt; STORM DRAIN lSV-@1 ti" pvt; STORM ORAIN I Sl)-0.91 8" PVC STORM DRAIN SOI/ARE CA SOI/ARE CATCH BA51N 1800 (OR EOIJIVALENI) JENSEN 012424 (OR EOIJ/VALENT)"' SEE BEZOW JENSEN OIJ6.JtJ (OR EOIJIVALEN!J'" SEE BEZOW JENSEN O/J6Jti (OR EOIJIVALEN!J"' SEE BEZOW JENSEN 0/4848 (OR EOUIVALEN!J'" S£E BELOW Ill i!J I]) [!:J [9] 2EA 2EA ?EA SEA I EA 54 LF 44{) LF l6l tF 77LF S££ SH££T 2 FOR £ROS/ON CONTROL ANO TEMPORARY £ROS/ON CONTROL, PLAN17NC ANO !RR/CATION NO TES C//T: 17.000 CY TRENCHES, BACKFILL curs ANO SL~~,l'Hlt~l-y-y--y--,r-, I S[}-101 12· Pvt; srORu DRAIN I SV-11 I 18" Pitr' STORM ORAIN INSTALLATION ANO BEOO/NC OF FLE»BLE PIPE PER MAN//FACll/RE's RECOMMENOA llONS INDEX OF SH££TS ! -TITZE SHEET 2 -NOTES ANO SECTIONS J -DETAILS IMPORT: · 5.400 . EXPORT: N/21 REM£01AL: 27,66Q CY CY CY TOTAi REPLACED IMPERl40US AREA TOTAi PROPOSED IMPERWO/JS AR[; BENCH MARK OE SCRIP TION.· FD. 2• ALUMINUM OISK IN AC. CPS CONTROi POINT 2001 NAMEO "CPS CONTROi PT. 200!" LOCA!lON.· BASIS OF B£ARINCS iSV-121 24" Pitr' STORM DRAIN ~ JO" Pitr' STORM DRAIN ~ vELOCITY 0/SSIPAffR SEE DETAIi (SHEET J) ~I sv=--,s=1 NOS TRENCH DRAIN NOS MOOEZ OS-09N -·------- 5tiJ LF 578 LF lti5 LF 1,162 SF =-=-=-= 145 LF ISV-161 SIOEWAIK UNOERORAIN 1100/F/EO S/JRS/J 0-25 SEE DETAIi (SHEET J) 7EA I-Sl2:c/7! ti" PVC STORM DRAIN CLEANOUT CARLSBAD Sil) owe S-ti ISl1-18I STORM ORAIN CLEANO/JT-TYPE 8 SORS/J 0-10 PRIVATE SEWER /MPRO/.£MENTS . 10 EA I EA PUBLIC ti9J SF 154 IF 190 LF 2EA SHEET SHEET SHEET SHEET SHEET SHEET SHEET SHEET SHEET 4 -GRAOING NOR TH 5 -GRAO!NC !.I/DOLE 6 -Cl/AO/NC SOUTH 7 -RETAINING WALL PIAN &-PROFILE 8 -HORIZONTAL CONTROi. NORTH 9 HORIZONTAL CON!ROL MIDDLE - RECORD FROM: EZEVA TION.· IN AC IN THE MIOOLE OF S. MEZROSE OR/VE AT SOU!H ENO, 400 FT. SOUTH OF ASPEN WAY IN !HE Cl TY OF 14S TA. /?OS 1727! (PT. NO. 79 OF CITY OF CARLSBAD SUR/IFY CONTROi.) 40299ti OA 1/JM.· NCi-V 29 !HE BASIS OF BEARINGS FOR THIS S//Rl/£Y IS THE CCS 8.J, ZONE ti COORO/NA ffS ANO (NA08J) CEOOETIC POS/llONS, GR/0 G 8, BEARIM 'lT/ffEN STAT10N "ll.?001" ANO ISS-l I 8" P. V. C. SOR-J5 •-•- iSS-.i' I SEWER LAffRAL CARISBAO Sil) owe $-7 f--s-5 ---@ I SS-J I SEWER CLEANO//T CARLSBAD SW om:; S-ti a--, -s - L1(;1,._1 ~F-'lo',' L,F' I EA ~.ieA SHEET 10 -HORIZONTAL CONTROi. S. '' ''''' \'' '\,\'' '''' ,,,,,,,' ."cLSB-098' CITY OF CARLSBAD (BOTH SH£ET 11 -//71LI llES NOR TH -, HA 14NC A CAL/FOi/NiA COOROINA lF VALUE SHEET 12 -Ul1U77ES !I/DOLE -, OF flRST ORDER ACCURACY OR BET!£//) SHE£T IJ -U71UT1ES SOU!H _, I SHEET 14 -ADA DETAILS -0 . ' . -• <v• • , ""' ry. ' ,r ... -,mLL DETAIi ,1 I --SO//!H 67' 24' 5J" WEST. ' . ' ' ' -' . \ -~l lllllll' llll' 1 '' \ \ \ •~-•-• \ I ' :<.y:y-:-~-~-~---:_,-~-r~-;°~\-~ \ ~ POST CONSTRUCTION BIIP TABLE ~ PR/VA!F FIHEl.lNE' IIIPR()m/EN,S (PER ~4/i'A, STORMWA T[R R[QUIR[M[NTS THAT APPLY: EXEMPT FROM HYDROMODJFJCA TION? ' ~ ~ f DOUBLE OEffC TOIi CHECK VAi /IF ASSE!/81 Y 1/:. STANDARD STOF/MWATER REQUIREMENTS YES (sn; SIIMP FOR DOCUMENTA TJON) PRIORITY PROJECT REQUIREMENTS NO PR/VAT£ flRE LINE PVC. OR/4 C-900 12" MAINTENANCE MAINTENANCE ( FIRE HYORANT ASSEMBLY TYPE DESCRIPTION OllNERSHIP AGREEIIENT SHEET NO. FREQUENCY (PE'R. Si=PE:RATE FIRE: { DEPT. PERMIT) 8/0FIL !RA 110N TC-J2 PVT CC&-R &-Bl.IP .J-6, Bl MON THL Y (SURFACE ~.>~\~\._).__.lo.. j,_,\,~\J--.A->--A..J BA51N MA/NT. AGREEMENT W/ CIT/ 11-IJ INSPECTION Ju (AS NEEOEO WATERLINE IMPROVEMENTS (ALL PUBLIC UNLESS OTHERWISE NOTED) I £A i::,_ ~ I wr-11 2· IRR1CA110N METER sm. owe. c1.1w w-4 =o--- ' WT-21 2· OOMEST1C WAffR METER sm. owe. C!.(llf) lf-4 =o--- 1 WT-JI 2" WATER SERl4CE LINE IPRIVAff} Pitr' C-900 -•- i WT-41 2· IRRICAT10N BACK.FLOW PRE/IFNffR sm. owe. C!.tllf) W-20 ---c:i-- -,yw..sT'<]i•oiJMESllC B.ljCKFLOW PRE/IFNTER (PR/VA TE) sm. owe. C!.(llf) W-20 --0-- 1£ f1R(f.l£PT. PEWIT) ) .. Pl/ELIN/NARY PA ',0/ENT S!RIJCT/IRAL. S£cnav NOTES A S!D. owe. CMM! W-22 ) 1:~-1ff--.:i !. FINAL STRUCTURAL SECTION TO BE OETERMINEO BY R~VAL//E lESl!NC ON ). _ --·•· -" -·--THE S//BCRAOE SOILS AFTER COMPLETION OF CRAOING. 17L~ ) . 7••....,•""CA~ll:lf~84-Sl'Nu,,,NO~=~=="'"""'==----------sm. 01/C. CAI/I/) W-12 j ~& !. INSTALL BOX AS SPECIFIED PER LEGEND. 2. INSTALL SOLID 80)( COvER W/YANHOI.E LIO FOR BOXES SHOWN ON PLAN W/ A "RIM" CALLOUT FOR RIM EZEVA TION. . ') J. INSTALL OPEN BOX W/FRAME &-CRAff FOR BOXES SHOIIN ON PIAN W/ \.>J.._}.J.__>.__,,~-"JJ ·re· CALLOUT FOR TOP OF GRATE EZEVA 110N. t: I,. /tq ~j) L!.:y -I/ Mt I . "!HE FIL 1tR PORTION OF THE S/5ffAI SHALL BE MIXED ONCE E/l[RY .J-5 '!rAIIS (MIN) -----------+--t----1-----t-------i LLl CIINIINE~!NG ~b~~~N~AD 0£1/£LOP£R/ OH-N£R RAt GROUP LOT 24, LLC II! C. ST. SU/ff 200 ENC/NI TAS, CA 92024 (7ti0) 47J-OJOO A TIN: ADAM ROBINSON R£F£R£NC£ ORA WINCS CARLSBAD owe 415-9 ' CARLSBAD OAKS NORTH PHASE 2 (STREET WATER, SEWER, REC. WA!tR, &: STORM DRAIN) DIRLSBAO owe 415-91 CARLSBAD OAKS NORTH PHASE 2 (CRAO/NC PIAN$ &-OESII TAT10N BASIN) CARISBAO owe 415-9 WHIPTAIL IOOP rv"'-~"" 7? &-STORM Ol?AIN PREPARED UNDER MY SUPER/4S/,:W, BY . ,~c_.'./~- /208ERT 0. DENTINO R.C.E. NO.: 45tJ29 FIRM.· EXCEL ENC/NEERING AOORESS.· 440 STA ff PLACE CITY, ST.: ESCONDIDO, CALIFORNIA 1ELEPHON£· (760/745-81/8 OA!E· 7/<> ~/,- EXPIRA770N.· !2-Jl-18 If AS BUILT" ~0_..:52 . 7 RCE 't$ G l-'I EXP. ;z../'3', /4,,. i ; REVIEl.'ED BY , DATE {)i~-----~-.2::'." . {{, ').S~Jo/ INSPECTOR DATE t[, DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OlliER APPROVAL CITY APPROVAL GRADING PLANS FOR: CARLSBAD OAKS NORTH LOT 24 DWN BY: CHKD BY· vi. RVWO BY· /?LJt:J (\\1-ilPTAIL LOOP EAST) i::,_ ------ TITLE SHEET PROJECT NO. DRAWING .NO. SDP 2016-0001 502-3A MICHAEL BAKER INTL2022-08-05 SITE VISITFIELD NOTES (1 OF 4) BKO11/13/2020 ADDED NEW WATER SERVICE, WATER METER & ENCASEMENT BOX, BFP, TRENCH RESURFACING, CONSTRUCTION & DEMOLITION NOTES, EXHIBIT A, AND WATER DATA TABLE. ADDED ENGINEER'S STAMP & SIGNATURE.CD 2019-0024 2 2 2 2 2 2 2           17 WATER 0Al4 RAO/US. STORM DRAIN OAlA NO OELl4/BRG RAO/US ltNGTH I N76'5f'! 7"£ --15.76' C2l N2.J"2J'l9"l: --10.]6'' N42W'/2"£ --/J0.51' , 4 N46'57'J5"£ --74.46' 5 N474J';4"/f --11594'' 'REPRESENTS O/Sli4NC£ TO HIE MATCHIINE MIVATE /JIWN4CE /IIPROVEJIENTS (st[ SliEET / FOIi SPEClflCA 110NS) I so-011 NOS T,?xl,?" CATCH BASIN I SO-OJ! 24 'r24" CATCII BASIN I so-oil J6)t.J6" CATCH BASlN I S0-0.5! J5'rJ5" CIFANOUT 6" Pie STOI/M DRAIN !.?" PfC STORM DRAIN ' i - \ REMARK.,. RtMAli'K 12· PvC 18" PvC .. 6" PVC • • I (so-Ob) 1 so-141 1so-1n I SO-Iii] 1so-1.:j 18" pi,r; STORM DRAIN I /IU.OC/Tr 0/SSIPATER PAO (PER £!£TAIL .9f££T J) NOS 11/ENCH DRAIN I SD-! 1 SIDEWALK UND£RDRAIN PER SDRSD NO. D-25(8) / ~~~__,,.._,,__,,~10,. /'-----/ ~ '\~' E-t/S1/NC I ~7 ~ S IEEZ J?fA 71 LIM 'fER 41~,9J , r l BMP TABLE BMP~IO TrPE or 8MP BMP-A 810f7L IRA 110N BAIP-H B/Of1L 11/A 110/I NOTE: ALL BIDFILTRATION AREAS WILL HAVE A SIGN POSTED TO BE VISIBLE AT ALL TIMES, tFITC11Vt ARtA (SOF!) J572.7 559.2 OIYNERSHIP PVT PVT / ~ T£Ri./Nt IIIPROrEMENTS . . . . . 'AL.1. PUBLIC f/NLES'S OTHENWISE NOTED) "SE£ SHfl"T f FOR SPEC/RCA T!ONS. I WT-21 2' WA!ER MEIER (INSTAil IN £)(!ST BO%) 2' IYA lEl/ UN£ (Pf/1164 ff) 2• WATER mPPER SERVICE 4• lXNESTIC WATER SERVICE (PVT). / / / / !. ANY PLAN CHANCES IN BIO/SWALE LAi1J/J(;.1J[S/G'N SHALL BE RE'1E/1£0 Bl' THE LAN/lSCAPE ARCHIIFCT PR/OIi TO 11/RICAllON ANO PLAN1/NC INSTALLAllONS 2. 111£ CON!RACTOR SHALL CONTACT !HE LAN!JSCAP£ ARCH/!ECT PRIOR TO BEC/NNINC LANDSCAPE Htl'?K PERMANENT WATER QUALITY TREATMENT FACILITY NOTE: All CATCHBASINS WI™ GRATES SHAI.L BE STENCILED WITH CITY REQUIRED ITEM PER BELOW DETAIL: KEEf'INC OUR WII.TI:R l'/AYS Ci.EA~ M/lll-!T!!IN W, TH CliRE -NO t.!OOlrK:,-,TJ-Ql'IS WTHOIJT AGENCY / / / / / S/)-,f .. • .. --· 2 • . . SI-08 11 05-3 16 45' ELBOW TP 386.00 V D C NDERGROUND UTIUTY LINES. ITS COSTLY. I .o.-l ~~·~~ blll~•~-oR 1 -800-227-2600 .,_.. ',1-- WATER DATA DELTA/BRG RADIUS 8 N60'33'22"W I 9 N60'2J'42"W 10 N60'23•42•w 11 N61 ·oo ·22·w 12 N90'00'00"W 13 N22'3o•oo·w 14 N90'00'00"W 15 N45'oo·oo·w 16 N9o'oo·oo·E 17 NOo'oo·oo·w ··~ "-'-~•-·:, ·1-.7~ . ~ -~ .·[1._· _ .. _;·.· : ..• -·. ~: '•·--... i......: ·_ ~ ', . . • ' \ 4 (CONT.) LENGTH REMARK 22.46' 2" COPPER 1.92' 2• COPPER 1.92' 2• COPPER 1.37' 4" PVC SCH 40 67.37' 4" PVC SCH 40 40.48' 4" PVC SCH 40 82.00' 4" PVC SCH 40 4.24' 4" PVC SCH 40 14.00' 4" PVC SCH 40 4.21' 4" PVC SCH 40 '5'o / • \ 4 .. ' \ ',. ' ,j .. ' .. ,,. \ . ".'. >--,-:_ • / INSTALL SIDEWALK UNDERDRAIN PER ~ SDRSD NO. D-25(8) I I SD-11 ~) ~ I EX. 2" WATER . METER TO REMAIN I / / .. ({TER EASEMENT Pt~ . 1/f'R2020-0019 1 1 1 . . I CONNECT EX. SD PIPE · · TO CURB OUT.LET ?TC .. g 11 17 9 16 TYP. REMOVE PORT! ON OF EX. WATER LINE ~---+,_-,W-f-<.1)2.),'-frf--f+I I I I 16 22.5" 8c 11.25' ELBOW TP 75.90 I I I ... // REMOVE EX. WATER LINE. REPLACE WITH NEW I EXHIBIT A SCALE: 1 "= 10 ' CONSTRUCTION NOTES (j) SAWCUT LI NE (D 4" DECORATIVE CONCRETE PAVING 739817373 @ABANDON EXISTING 2" WATER WHERE NOT IN CONFLICT WITH NEW 4" WATER LINE. REMOVE EXISTING 2" WATER LINE WHERE NECESSARY Ci) INSTALL 4" PVC WATER SERVICE WITH 3' MINIMUM COVER (PVT) @ 3" AC OVER 6" CLASS 2 BASE (PVT) @TYPICAL TRENCH 8c TRENCH RESURFACING PER CMWD W-2 8c GS-25 (J)2• WATER SERVICE CONNECTION PER CMWD W-4 @ BACKFLOW PREVENTER PER CMWD W-20 ®REMOVE 8c RELOCATE EXISTING BACKFLOW PREVENTER BEHIND WATER EASEMENT LI NE @EXISTING WATER METER BOX TO BE REMOVED AND REPLACED WITH DUAL METER VAULT @CONCRETE SIDEWALK, MATCH EXISTING SECTION @ SEE PLUMB I NG PLANS FOR CONTINUA TI ON @PROTECT IN PLACE EXISTING LIGHT. REPLACE IF DAMAGED. @PROTECT IN PLACE EXISTING CURB k GUTTER. REPLACE IF DAMAGED . @) INST ALL 2" WATER METER PER CMWD W-4 @ INST ALL THRUST BLOCK PER CMWD W-1 5 "-@ INSTALL 4"X2" REDUCER '-.... "--'-.A..>...>J~ l DEMOLITION CONSTRUCTION NOTES (SEE SHEET 1 FOR SPECIFICATIONS) S/ffACE IMPROVEMENT D£J.IOLITION I OS-/ I SAWCUT LINE I DS-J I CONCRETE SIDEWALK I DS-5 I AC PA VEl,(£NT SURFACE IMPROVEMENTS (SEE SHEET 1 FOR SPECIFICATIONS) !S/-011 J' AC OVER 6" QASS 2 BASE (TRUCK RO/IT£) 151-081 PCC SIDEWALK ISI-141 TRFNCH I: TRFNCH RES//RFACING 1/J{/fv ~1~~ or BUii/JiNG ----Mt;-~-li.~Ti~i?-0-UA_L_!_TY--~---Mt;-;'.4-Ti.-ER_O_U_?t/_L_ITY-_-~----Mt;-;4-TE;_"R_0_{);_(4_L_ITY--~ APN 709-120-18 NO RAO/US LENCTH NO DEL!A '9/i'C RAO/US LENCTH NO OELT,4 'BRC OELT,4 'BRC RAO/US LENGTH A/AP NO 16115 J.50' 2.68' LO! 2·1 J6.54' N59'47'5J 'If l.24' l1=4.F55'/9" /,=!6"00'/J" 176:83' 49.39' N45'57'!7"£ ll=OT46'J5" 556.J5' 755/' J.50' 8.24 ' t,=/6'07'27" !J.50' .J.eo· 11=96'58'-12· J.J7' 5.70' N90WW'lf 7574' N54'29';9 'If 9.25' iJ.=01'41'J7" · /644.10' #1.60' ---· SCALE !'-20' l1=90'00'o0" J.50' 5.50' ~ CITY OF CARLSBAD I SHEETS I :....:.:-+_....::.c.:..:....+--='-1 1-----1---+----------------+---+-----11----+---1 L_!!_j ENGINEERING DEPARTMENT -tfr ---------0 20 PREPARED UNDER MY St/PER -r·• ,/ BY ~ f ~ 'OBERT 0. OENnNO RC£ NO.: 45629 flRM: EXCEL £NC/NEER/NC AOORESS: -140 STATE Pi.ACE CITY, ST: ESCCl'V0/00, CAUFORNIA !ELEPHONE (760) l1S-81/8 60 BO i41E· lo/4~t'j7 £XPIRA170N' 12-3/-18 NOOW'/JO"E J2.0/' 1i GRADING PUNS FOR: II AS BUILT" CARLSBAD OAKS NORTH LOi 24 (VttllPTAIL LOOP EAST) 6_ UTILITIES NORTH -rv-v-v--.i /l·B•ll So½ MICHAEL BAKER INTL2022-08-05 SITE VISITFIELD NOTES (2 OF 4) vJ D 7 NOTE: ALL BIOFILTRATION AREAS WILL HAVE A SIGN POSTED TO BE VISIBLE AT ALL TIMES. PERMANENT WATER QUALITY TREATMENT FACILITY KC:EPiMG 01JR Wi',TER W1\YS ,:L£/',t1 IM·l�,,.\l�I ',\•1!11 •:.'.;\; -1'10 l,IODIFICF.TIC-IJS 's'HHOUT ACE�ICY APPROVAL NOTE: ALL CATCHBASINS WITH GRATES SHALL BE STENCILED WITH Cl1Y REQUIRED ITEM PER BELOW DETAIL: lAM2Sl'.:ff: CQICS'&J/l'JV NO/& !. ANY PIAN CHANCES IN 8!0/SlfALE LA YOIJ7/0£S/CN SHALL BE RE/'lEIIEO BY TH£ LANDSCAPE ARCHl!ECT PRIOR TO IRRICA 710N ANO PLAN !7NC INS TALLA 110NS 2. TH£ CON!f?ACTOR SHALL CONTACT THE LANDSCAPEARCHITECT PRIOR TO BEC/NNINC LANDSCAPE WORK SCALE. I "=20' --- � D.Dq� 1� Q: No. 45629 O � * C/V\ - ----0 20 40 60 80 1,�111 �rttl]tJf� b,em�J¥1 taH �&f1blsrt¥i ll��Jw11 vJ,i, OR 1 -800-227-2600 BMP TABLE 11 AS BUIL T 11�v� ,,fas-A,BAIP-10 TYPE OFBMP BMP-B 8/0FIL IRA 710N BMP-C 8/0FIL IRA 710N 8MP�o 8/0FIL IRA 710N BMP�E 8/0FIL TRA llON EFFECT!/£ AREA (SOFT} /665.0 22/9.0 4637.7 4/9.9.0 . . 011/NERSHIP PVT PVT PVT PVT PREPARED UNOER MY SUPERWSION, BY �J� ,to8ERT D. OEN11NO R.C.E. NO.: 45629 FIRM: EXCEi. ENC/NEER/NC AOORESS.-440 STAT£ PLACE Cl TY, ST.: ESCON0/00, CALIFORNIA 1ELEPHONE.· (760} 745�8/!8 OA !E· / o /4 5" ,_,: 7 EXP/RA 110k /2-J/�/8 RCE �,-�Z.'/. EXP. J.1./'8,/ilo DATE REVIE\./ED BY: &� INSPECTOR fsHml CITY OF CARLSBAD � i---t-----t-----------------1-----+---+---+----I �L!_U=2=::::'....':=:::::::E::::N:::G:::IN::::E:::E ::::R:::IN::::G:::::::::D::: E :::: PA::::R:::T::::M::: E ::::N:::T==::..'::L___!U==5===; DATE INITIAL [NGINEER OF WORK REVISION DESCRIPTION DATE INITIAL omrn APPROVAL DATE INITIAL CITY APPROVAL GRADING PLANS FOR: I I I I I u,·l;;8 I ... N ... ... UI . CJ :.0 2 (j) 2 C s ca m JJ 2 (j) 2 s ca D □ :.0 2 (j) 2 C s CIJ m D . l>ti � �- C)ffiUI 2 o C� s w ca l> mD 17 C I (,') () () ~ I f f ' r / ' J!L:· : I ,, • j r ,I, r- f/(II' ;i;[ DAS ' ' ' ' . ·-... ' .:. ,l.1 CLEAN(]{JT RIM: jgzgo o~, ROOFORA/N -16 SEE '£TAIL SHEET J 2,1'.?J'S 0 l;;gg ll_\ 24/ 1:5' l.84 ,cz \ . . \ \ ANOSCAPE .. • NO (] r 21 [] Gl Lll @ 0 @ i2l @ @ @ rill @ (!51 ·.@ (!)1, • .,_.._' .. ' STORM ORAIN O)ITA OElTA/BRC RAO/US LENC11-! REMARK N47'4J'44'1f --/J.8.J' ' 6' PVC NOO'OOUOT J!.95' • N # --' ---- N90'00'o0"/Y !0.00' .. --\ . N2J'2J'l9T --158.80'' '18' PVC N7579'.J8"if --18.68' !:?~ PVC N02'{8'2IT --/59.JJ' 21· PVC NJ4'40'.Jf"/f --9.9J' 4" PVC··· .... N.J8:J8'48"( 12.!8' N D -- NIJ'1J'ooT --2.06' 8' PVC NIJ'4JUOT --37.11' 12• PVC • N8J'22'.J2'/f • 17. 5!' 4" PVC -- N907JO'o0'/f •. 9.95' 8" PVC -- --··•-~---~-~ ' N907JO'OO'!f . 20.78' ll ll -- N907JO'o0'/f '•, 20.89' N N ........... N907JO'o0"/f 2(01' •• -- N907JO'OO'!f 29.J1' N N -- N907JO'OO'!f 29.12' •• -- : ·f --~ 'REPRESf!! TS OIS r4NCE TO THE ii/A TCHLINE •. " . ,--_, ' .:, . -,1 fl I \• · ' . ' I I I, • ' .. • ' I ,1 11. •·; ' .·' .. u.1r ~·-\/· ~. ~ .-J '-. • . ' . ~1 , LROOF DRAIN .• .i I • I '• ' . . . . : I, . I, :1 •. ,:I . ~· I . ., • I r • L rEAN(]{JT · TC: J9Z26 ;; · R: 39043 .. _,.. ~ ... • ., .. _, .... /---'::\ )_,·, p ! '-I • • .;. . . .. NO I '\ I ~ 1~ I" I ~ I ~ />-. I ~ I " /;a. I, ~- /1 ~ -I ' \ - - - - - - -- - "-.. 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REI.IOI£ f1RE I/NE CONNECllON AT /fH/PfAIL ANO AOO CONNtC!lON AT GAZElLE er , <\' "L·.---_-;,,--- 1 . •• I I I I -I --- --- CARLSBAD OAKS NORTH LOT 24 (WHIPTAIL LOOP EAST) GR 2017-0015 UTILITIES MIDDLE ('.I )''Iii-ft, APPROVED: JASON S. GELDERT //-B' ZbJ1' CITVENGINEER RCE 63912 EXPIRES 09 /30 /18 DATE DWN BY: " V PROJECT NO. DRAWING NO. CHKD BY: \..Tl -<.. SOP 2016-0001 502-3A RVWD BY: l. I ' O''l·1·,,," ,, I 1/j ,_ ) j , t: m- ' Cl :a MICHAEL BAKER INTL2022-08-05 SITE VISITFIELD NOTES (3 OF 4) NOTE: ALL BIOFILTRATION AREAS WILL HAVE A SIGN POSTED TO BE VISIBLE AT ALL TIMES. PERMANENT WATER QUALITY TREATMENT FACILITY KLLPING UIJI< WA rER WAYS CLEAN f.!(liN rAIN ','�TH CA.R[ -NO ��ODIIICATICNS 1'11Tl-10UT AC[NCY APPROVAL NOTE: ALL CATCHBASINS WITH GRATES SHALL BE STENCILED WITH CITY REQUIRED ITEM PER BELOW DETAIL: PRIVAlF ORA/NACE IMPROVEVENlS (SEE SHEET f FOR SPEC/f7CA770NS) so-oJ NOS l8"xf8' CATCH BASIN SO-OJ! 24"x24' CATCH BASIN so-041 J6"xJ6" CATCH BASIN S0-061 .J6"xJ6' CL£ANO/JT S0,,-061 48"x48' CLEANO/JT so-o)j 4• PVC STORAI ORAIN so-obi 6' PVC STORAI ORAIN so-o.j;j 8' PVC STORAI ORAIN BMP TABLE I SO-lij 12' PVC STORAI ORAIN I SO-cUI !8' PVC STORAI DRAIN I so-rJ 24' PVC STORAI /}RAIN I SO-fJ!JO' PVC STORAI ORAIN BNP-/0 TYPFOFBMP BAIP-B BIOflL ll?A llON BAIP-0 BIORL !RA llON BAIP-E BIORL !RA 170N BAIP-F BIOl7L TRA 170N BAIP-G BIOflL !RA 170N Ff"Fl"CTIVF AREA (SOtT} !665.0 4637.7 4199.0 952.6 1156.6 0/fllv'FRSfl!P PVT PVT PVT PVT PVT I S0-!41 /IEZOC!Tr OISSIPA!ER PAO (PER OETAIL SHEET J) 1 so_:, 61 NOS !RENCH ORAIN I SO-f 61 SIOEH/4LK /JNOERORAIN (PER OE TAIL SHEET J) I SO-,-! ;j 6' PVC STORAI ORAIN CLEANO/JT f SO-! bl S TORAI ORAIN CLEANO/JT -Trl'E B --------------------------- LANOSCAP£ Cf.WS!R(/CIKW NOTES: I.ANY PLAN CHANGES IN BIO/sJIIALE LAYO/Jljl!ESIGNSHALL BE REJ4EIIEO BY ll/E LANOSCAPE ARCHITECTPRIOR TO IRRIGAllON ANO PLAN17NG INSTALLAllONS 2.lllE CON!RACTOR SHALL CONTACT llfE LANOSCAPEARCffl!ECT PRIOR TO BEGINNING LANOSCAPE /YORK SCALE· 1"=20' - ---- 0 20 40 PREPARED /JNOER AIY S/JPE�/4�;� BY L�V-. ROBERT 0. OEN11NO R.C.£ NO.: 45629 f7RAI: £XCEi_ £NGIN££R!NG ADDRESS: 440 STA It PLACE CITY, ST: ESCONOIOO, CALIFORNIA TELEPHONE (760) 745 81!8 60 80 OA TE 7 ft' -7 lc :> £XPIRA110N: 12-Jf-!8 -------·' -�..:Ji ______ _ AVOID CUTTING UNDERGROU ND UTILITY LINES. ITS COSTLY. I 10 ! \ 'A �;J .rl/P ,fmrnm uiw'i!l �!iil!w'JJffb e;�m mfflll �oo ij]� OR 1-800-227-2600 [sHffrl CITY OF CARLSBAD I SHEETS I>----->----+------------------t----+--+---<----... Ll!J ENGINEERING DEPARTMENT ..17 .. �='..:::::::===========::'....'::::===: �------------------l--1--1-----------------t----t---t---J----1 GRADING PLANS FOR: CARLSBAD OAKS NORTH LOT 2411 AS BUIL T 11 � ::J_:.;;:7 11µ s-.,1, RCE '/'f�.Z1 EXP. ✓Z,/:J�/zo DAT E REVIE\./ED BY, 7/,,.---f);,?G,_' /;{,')_,£-(o/ INSPECTOR DATE (WHIPTAIL LOOP EAST) f----1----+--------------+----+----+---+----I �GR===20=1""7-�0 i=01=5==11FU ::;;: Tl=L=ITl=E=S :::::::= S=O�UTH==========� -_ __i���±72�1!.�A=P:P�R�OV�E�D�:_,:JA:S:O:N S. GEL DERT ENGINEER OF WORK REVISION DESCRIPTION DA 1£ INITIAL OTHER APPROVAL DA 1£ INITIAL CITY APPROVAL . :7/q}u,1'f CITY ENGINEER RCE 63912 EXPIRES 09 30 18 DATE 7 . .. OWN BY:-''>'.'-­CHKD BY: \.U RVWD BY: PRO JECT N O. SDP 2016-0001 DRA WING NO. 502-3A f . • I II I I I I i' J , ' 082817 0 JJ 2 Gl 2 C $ CJ m JJ 0 JJ 2 Gl 2 C $ l:.rJ m :0 Gl 2 CJ JJ \ ---· ------- u - ------- - -. . . -. -----. --- -----. a•, -.. - --~--~----------~~------------------------------~ --------'-' ,.~--- --------- ---- ---------------... ---- I I I I I ----------- --- I I I --·---- I I I ' ' ' I I - I I ---I I I / , ,, ,., . ' ' -I ,h,l1• te.1'.t) A-.--(,,\./[.,-I ' "'-I DAlE INITIAL - - -- -- --- I I I I ) ) Cl JJ ~ 2 m MICHAEL BAKER INTL2022-08-05 SITE VISITFIELD NOTES (4 OF 4) Carlsbad Oaks North Lot 24 (MilliporeSigma Phase 2A) Trash Capture BMP Summary Info CB1 BIO-GRATE-FULL-36-36-24 CB2 BIO-GRATE-FULL-36-36-24 CB3 BIO-GRATE-FULL-36-36-24 CB4 BIO-GRATE-FULL-36-36-24 CB5 BIO-GRATE-FULL-36-36-24 CB6 BIO-GRATE-FULL-24-40-24 CB7 BIO-GRATE-FULL-36-36-24 CB8 BIO-GRATE-FULL-24-40-12 Type of Trash Capture BMPBMP ID Permit # Drawing # 502-3A (CC REV #3)SDP 2016-0001 GR 2017-0015 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES 3 TABLE 1 - CATCH BASIN INSERTS AND OTHER DEVICES Owner / Website Full Capture System Trash Device Brand Name Date Application Certified or Fact Sheet Updated Date Vector Control Accessibility Verified AbTech, Industries Internet site (https://www.abtechindustries.com/) Ultra Urban Filter (UUF) Curb Opening and Drop-In Application 24 05/1/20 4/8/20 Advanced Drainage Systems, Inc. FLEXSTORM Division internet site (http://www.inletfilters.com/) FLEXSTORM Full Trash Capture (FTC) Inserts Application 2 03/15/18 None Advanced Drainage Systems, Inc. FLEXSTORM Division internet site (http://www.inletfilters.com/) FLEXSTORM Connector Pipe Screen ADS-1 Not Updated None Bio Clean® Environmental Services, Inc. Internet site (http://www.biocleanenvironmental.com/products/) Curb Inlet and Grate Inlet Filters Application 4 03/15/18 None Bio Clean® Environmental Services, Inc. Internet site (http://www.biocleanenvironmental.com/products/) Modular Connector Pipe Trash Screen BC-3 Updated 4/30/20 3/10/20 BrightWater™ Internet site (www.wearebrightwater.com/) Connector Pipe Screen Application 28 12/28/20 11/19/20 BrightWater™ Internet site (www.wearebrightwater.com/) Curb Inlet Filter Application 25 6/30/20 4/17/20 CleanWay® Environmental Partners, Inc. Internet site (http://Cleanwayusa.com/) CleanWay Curb Inlet Filtration System Application 7 03/15/18 None ATTACHMENT 1 BACKUP FOR TRASH CAPTURE BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required)  Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a  Included on DMA Exhibit in Attachment 1a  Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Trash Capture BMP Design Worksheets / Calculations (Required) Refer to Appendices J of the BMP Design Manual for trash capture BMP design guidelines  Included Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify:  Site topography and impervious areas  Site drainage network and connections to drainage offsite  Proposed grading (if applicable)  Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage)  Trash Capture BMPs (identify location and type of BMP) Attachment 1a DMA Exhibit 9755 Clairemont Mesa Boulevard San Diego, CA 92124 Phone: (858) 614-5000 · MBAKERINTL.COM CARLSBAD OAKS NORTH LOT 24 (MILLIPORESIGMA PHASE 2A) TRASH CAPTURE BMP DMA EXHIBIT NOTES: 1. Area-weighted, per City of Carlsbad BMP Design Manual Table B.1-1. 2. 0.471 in/hr per City of Carlsbad BMP Design Manual J.2.1. 3. Per County of San Diego Hydrology Manual Table 3-1. 4. Per County of San Diego Hydrology Manual. 5. BMP ID designations per approved SWQMP for DWG 502-3A; SDP 2016-0001; CARLSBAD OAKS NORTH LOT 24; 01-17 CB-1 CB-3 CB-4 CB-2 CB-5 CB-6CB-7 CB-8 LEGEND CB-#PROPOSED TRASH CAPTURE DEVICE ID DMA BOUNDARY C1 I (0.471in/hr)2 Q (cfs) Soil Type Runoff C3 Tc (min) P6 I (in/hr)4 Q100 (cfs) Type Dimension LxWxH Model Quantity Treatment Capacity (cfs) Bypass Flow (cfs)Make Type CASQA # Inspection Frequency Maintenan ce Frequency (1) (1a) (2) (3) (4) (5) (6) (7)=(3)*(5)*(6) (8) (9) (10) (11)(12) (13)=(3)*(9)*(12) (14) (15) (16) (17) (18) (19)=(13)-(18) (20) (21) (22) (23) (24) DMA 1 BMP-A 1.11 70 0.66 0.471 0.345 D 0.74 5 2.75 7.25 5.92 DMA 9 BMP-A 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 13 BMP-A 0.10 0 0.10 0.471 0.005 D 0.35 5 2.75 7.25 0.25 DMA 1,9,13 BMP-A CB1 1.29 0.384 6.73 Catch Basin 3'x3'x4.33' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 2 BMP-B CB2 0.84 76 0.71 0.471 0.280 D 0.77 5 2.75 7.25 4.68 Catch Basin 3'x3'x5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 3 BMP-C CB3 1.13 92 0.84 0.471 0.445 D 0.86 5 2.75 7.25 7.02 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 4 BMP-D CB4 1.30 87 0.80 0.471 0.487 D 0.83 5 2.75 7.25 7.84 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 5 BMP-E 2.19 84 0.77 0.471 0.796 D 0.81 5 2.75 7.25 12.92 DMA 11 BMP-E 1.31 0 0.10 0.471 0.062 D 0.35 5 2.75 7.25 3.32 DMA 5, 11 BMP-E CB5 3.50 0.858 16.24 Catch Basin 3'x3'x6.5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 6 BMP-F CB6 0.58 74 0.69 0.471 0.189 D 0.76 5 2.75 7.25 3.19 Catch Basin 2'x2'x6' BIO-GRATE-FULL-24-40-24 1 6.71 0.0 DMA 7 BMP-G 0.66 73 0.68 0.471 0.213 D 0.75 5 2.75 7.25 3.60 DMA 8 BMP-G 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 12 BMP-G 0.09 0 0.10 0.471 0.004 D 0.35 5 2.75 7.25 0.22 DMA 7, 8, 12 BMP-G CB7 0.83 0.251 4.37 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 10 BMP-H CB8 0.17 61 0.59 0.471 0.047 D 0.69 5 2.75 7.25 0.85 Catch Basin 2'x2'x3.1' BIO-GRATE-FULL-24-40-12 1 6.71 0.0 DMA 14 DE MIN N/A 0.01 100 0.90 0.471 0.004 Trash Capture BMP BioClean Catch Basin Inlet Filter Full Capture Type TC-50 Annual At leaset TWO (2) days after the most recent rain event. DMA ID TRASH BMP ID Area(ac)Imp( %) Existing Inlet/CB100 Year Hydology Trash Capture BMP Flow Rate DRAINS TO* SDP 2016-0001 GR 2017-0015 DWG 502-2A MODEL # PER SUMMARY TABLE BELOW Attachment 1b Trash Capture BMP Design Worksheets/Calculations Carlsbad Oaks North Lot 24 (MilliporeSigma Phase 2A) Trash Capture BMP Sizing Calculation SDP 2016-0001 GR 2017-0015 DWG 502-3A C1 I (0.471in/hr)2 Q (cfs) Soil Type Runoff C3 Tc (min) P6 I (in/hr)4 Q100 (cfs) Type Dimension LxWxH Model Quantity Treatment Capacity (cfs) Bypass Flow (cfs)Make Type CASQA # Inspection Frequency Maintenan ce Frequency (1) (1a) (2) (3) (4) (5) (6) (7)=(3)*(5)*(6) (8) (9) (10) (11)(12) (13)=(3)*(9)*(12) (14) (15) (16) (17) (18) (19)=(13)-(18) (20) (21) (22) (23) (24) DMA 1 BMP-A 1.11 70 0.66 0.471 0.345 D 0.74 5 2.75 7.25 5.92 DMA 9 BMP-A 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 13 BMP-A 0.10 0 0.10 0.471 0.005 D 0.35 5 2.75 7.25 0.25 DMA 1,9,13 BMP-A CB1 1.29 0.384 6.73 Catch Basin 3'x3'x4.33' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 2 BMP-B CB2 0.84 76 0.71 0.471 0.280 D 0.77 5 2.75 7.25 4.68 Catch Basin 3'x3'x5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 3 BMP-C CB3 1.13 92 0.84 0.471 0.445 D 0.86 5 2.75 7.25 7.02 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 4 BMP-D CB4 1.30 87 0.80 0.471 0.487 D 0.83 5 2.75 7.25 7.84 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 5 BMP-E 2.19 84 0.77 0.471 0.796 D 0.81 5 2.75 7.25 12.92 DMA 11 BMP-E 1.31 0 0.10 0.471 0.062 D 0.35 5 2.75 7.25 3.32 DMA 5, 11 BMP-E CB5 3.50 0.858 16.24 Catch Basin 3'x3'x6.5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 6 BMP-F CB6 0.58 74 0.69 0.471 0.189 D 0.76 5 2.75 7.25 3.19 Catch Basin 2'x2'x6' BIO-GRATE-FULL-24-40-24 1 6.71 0.0 DMA 7 BMP-G 0.66 73 0.68 0.471 0.213 D 0.75 5 2.75 7.25 3.60 DMA 8 BMP-G 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 12 BMP-G 0.09 0 0.10 0.471 0.004 D 0.35 5 2.75 7.25 0.22 DMA 7, 8, 12 BMP-G CB7 0.83 0.251 4.37 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 10 BMP-H CB8 0.17 61 0.59 0.471 0.047 D 0.69 5 2.75 7.25 0.85 Catch Basin 2'x2'x3.1' BIO-GRATE-FULL-24-40-12 1 6.71 0.0 DMA 14 DE MIN N/A 0.01 100 0.90 0.471 0.004 Note: 1.Area-weighted, per City of Carlsbad BMP Design Manual Table B.1-1. 2.0.471 in/hr per City of Carlsbad BMP Design Manual J.2.1. 3.Per County of San Diego Hydrology Manual Table 3-1. 4.Per County of San Diego Hydrology Manual. 5.BMP ID designations per approved SWQMP for DWG 502-3A; SDP 2016-0001; CARLSBAD OAKS NORTH LOT 24; 01-17 Trash Capture BMP BioClean Catch Basin Inlet Filter Full Capture Type TC-50 Annual At leaset TWO (2) days after the most recent rain event. DMA ID TRASH BMP ID Area(ac)Imp( %) Existing Inlet/CB100 Year Hydology Trash Capture BMP Flow Rate DRAINS TO* P6=2.75 Project Site P24=4.8 100 2.75 4.8 57 2.75 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2016 Page 1 of 43666950366699036670303667070366711036671503667190366723036672703666910366695036669903667030366707036671103667150366719036672303667270476150476190476230476270476310476350476390 476150 476190 476230 476270 476310 476350 476390 33° 8' 38'' N 117° 15' 21'' W33° 8' 38'' N117° 15' 10'' W33° 8' 26'' N 117° 15' 21'' W33° 8' 26'' N 117° 15' 10'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300Feet 0 25 50 100 150Meters Map Scale: 1:1,760 if printed on A portrait (8.5" x 11") sheet. Warning: Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 9, Sep 17, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014—Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2016 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI ClE2 Cieneba coarse sandy loam, 15 to 30 percent slopes, ero ded D 12.4 100.0% Totals for Area of Interest 12.4 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/4/2016 Page 3 of 4 ATTACHMENT 2 Trash Capture BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 2 must identify:  Typical maintenance indicators and actions for proposed trash capture BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 2 must identify:  Specific maintenance indicators and actions for proposed trash capture BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the trash capture BMP(s)  How to access the trash capture BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the trash capture BMP and compare to maintenance thresholds)  Manufacturer and part number for proprietary parts of trash capture BMP(s) when applicable  Maintenance thresholds for BMPs subject to siltation or heavy trash (e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.)  Recommended equipment to perform maintenance  When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management 29 • The catch basin is clean and free of trash and debris. • The grate is properly seated in the frame and does not protrude above the frame. • The grate is properly oriented to receive storm drain flow (ensure the veins of the grate are positioned in the direction of water flow). • The filter basket has been properly sealed. • Inlet/Outlet pipes to/from the catch basin are not blocked or impeded as a result of the filter installation. • Inlet Filter and Inlet Filter components are not bent, broken, or damaged. • All debris from installation has been cleaned and removed. • All components are free of sharp corners and edges. • Optional hydrocarbon absorbent booms are installed and free to float within the filter basket. Additionally the Grate Inlet and Curb Inlet Filters can be inspected after commencement of operation to determine proper operation. 5.0 OPERATION AND MAINTENANCE INFORMATION 5.A. Inspection procedures and frequency considerations; The Grate Inlet Filter Operation and Maintenance Manual and Curb Inlet Filter Operation and Maintenance Manual are included with this submittal as Appendix D. These manuals include detailed requirements and recommendations for operation and maintenance of the Inlet Filters when used as Full Capture Trash Treatment Control Devices. A summary of requirements and recommendations are listed below: Maintenance Summary • Clean filter basket. Typical service interval occurs once every 12 months (≈ 10 minute service time). • Replace optional hydrocarbon media booms. Typical replacement occurs once every 12 months (≈ 5 minute service time). Notes: • Maintenance cycles are dependent on site-specific pollutant loading. • Maintenance operations should be planned to occur just prior to start of the rainy season and at the termination of the rainy season for the most effective system operation. 30 Inspection Procedures • Following the installation of a Grate Inlet Filter or Curb Inlet Filter, the unit will require periodic and scheduled maintenance. Bio Clean® or a Bio Clean® approved contractor can provide inspection and maintenance services. • Inspection of the Inlet Filters should be quick and require no entry into the catch basins or extensive use of equipment. The inspection should provide a general assessment of the condition and operation of the Inlet Filter and an estimate as to the need or timing for maintenance. o The primary observation during inspection is the condition of the filter basket. The filter basket should be in good, working condition and should be free from obstructions or blockages. Accumulated trash levels should be documented and if maximum capacity levels are exceeded, maintenance should occur. 5.B. Description of maintenance frequency considerations related to the Device’s hydraulic capacity at various levels of trash capture volumes; Standardized maintenance frequencies that are suitable for most sites are detailed in Section 5.A. Maintenance frequency is very site specific depending on pollutant loading. Records from inspections and prior maintenances should be periodically reviewed to assess the appropriateness of the prescribed maintenance frequency. Table 3 and Table 4 in Section 3.c. list the hydraulic capacities at various levels of trash capture volumes for the Grate Inlet and Curb Inlet Filters respectively. 5.C. Maintenance procedures, including procedures to clean the trash capture screen; A full description of the maintenance procedures is located in the Grate Inlet Operation and Maintenance Manual and Curb Inlet Operation and Maintenance Manual included with this submittal as Appendix D. A summary of the key components of the procedures is listed below: Maintenance Procedures It is recommended that maintenance occur at least two days after the most recent rain event to allow debris and sediments to dry out. Maintaining the Device while flows are still entering it will increase the time and complexity required for maintenance. Cleaning of the Grate Inlet and Curb Inlet Filter can be performed from finished surface without entry into catch basin utilizing a vacuum truck. Some unique and custom configurations may create conditions that would require entry for some or all of the maintenance procedures. Once all safety measures have been set up, cleaning of the Grate Inlet and Curb Inlet Filter can proceed as follows: • Remove all manhole cover or access hatches (traffic control and safety measures to be completed prior). 31 • Using an extension on a vacuum truck, position the hose over the opened manhole, hatch or grate opening. Insert the vacuum hose down into the filter basket and suck out trash, foliage, and sediment. A pressure washer is recommended and will assist in spraying of any debris stuck on the side or bottom of the filter basket. For the Curb Inlet filter, if the filter basket is overly full, trash, sediment, and debris can accumulate inside the trough and weir sections of the system. Once the filter basket is clean, power wash the weir and trough pushing the debris into the filter basket (leave the vacuum hose in the filter basket during this process so entering debris will be sucked out). Power wash off the trough, weir, debris screen, and filter basket sides and bottom. • Next, remove the optional hydrocarbon boom (if installed) that is attached to the inside of the filter basket. They hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the color chart guide. If replacement is required, install and fasten in place a new hydrocarbon boom. Booms can be ordered directly from the manufacturer. • The last step is to close up and replace the manhole or hatch and remove all traffic control. • All removed debris and pollutants shall be disposed of following local and state requirements. • Disposal requirements for recovered pollutants may vary depending on local guidelines. In most areas, the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. • In the case of damaged components, replacement parts can be ordered from the manufacturer. Record Keeping Maintenance Procedures • Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. • The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. 5.D. Essential equipment and materials for proper maintenance activities; The following equipment is helpful when conducting Grate Inlet Filter and Curb Inlet Filter inspections and maintenance: • Recording device (pen and paper form, voice recorder, iPad, etc.) • Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) • Traffic control equipment (cones, barricades, signage, flagging, etc.) • Manhole hook or pry bar 32 •Flashlight •Tape measure •Measuring stick or sludge sampler •Confined space entry equipment (if necessary) •Vacuum truck •Pressure washer •Replacement absorbent booms 5.E. Description of the effects of deferred maintenance on device structural integrity, performance, odors, etc.; and Delayed or deferred maintenance can cause diminished pollutant removal, re-entrainment of pollutants in catch basin and upstream hydraulic impacts, and impacts to water quality. 5.F. Repair Procedures for the Device’s structural and screening components. In the case that damage is done to any part of the Bio Clean® Grate Inlet and Curb Inlet Filter, there are two approaches to repairing the damaged baskets. For minor damage, Bio Clean® can send out a field welder to fix the basket on the spot. In cases where the damage is more extensive, Bio Clean® recommends removing the damaged basket and replacing it with a new one to ensure that all installed devices adhere to full capture requirements. In most cases regarding damage, Bio Clean® recommends replacing the entire basket. 6.0 VECTOR CONTROL ACCESSIBILITY 6.A. The date the Device application was submitted for vector control accessibility design verification via email to the Mosquito Vector Control Association of California (MVCAC) (Trashtreatment@mvcac.org); An application was originally submitted to the Mosquito Vector Control Association of California (MVCAC) via email on January 4, 2021, with approval received on January 27, 2021. With the addition of the alternative configuration, a new application was submitted to MVCAC via email on September 29, 2021 and a revised verification letter was received on October 20, 2021. It is attached as Appendix G. OPERATION & MAINTENANCE Bio Clean Environmental Services, Inc. 398 Via El Centro Oceanside, CA 92058 www.BioCleanEnvironmental.com p: 760.433.7640 f: 760.433.3176 Grate Inlet Filter 1 | Page  OPERATION & MAINTENANCE   The Bio Clean Grate Inlet Filter is a stormwater device designed to remove high levels of trash,  debris, sediments and hydrocarbons.  The filter is available in several configurations including trash  full capture, multi‐level screening, Kraken membrane filter and media filter variations. This manual  covers maintenance procedures of the trash full capture and multi‐level screening configurations. A  supplemental manual is available for the Kraken and media filter variations. This filter is made of  100% stainless steel and is available and various sizes and depths allowing it to fit in any grated  catch basin inlet. The filters heavy duty construction allows for cleaning with any vacuum truck. The  filet can also easily be cleaned by hand.     As with all stormwater BMPs, inspection and maintenance on the Grate Inlet Filter is necessary.  Stormwater regulations require BMPs be inspected and maintained to ensure they are operating as  designed to allow for effective pollutant removal and provide protection to receiving water bodies.  It is recommended that inspections be performed multiple times during the first year to assess site‐ specific loading conditions. This is recommended because pollutant loading can vary greatly from  site to site. Variables such as nearby soil erosion or construction sites, winter sanding of roads,  amount of daily traffic and land use can increase pollutant loading on the system. The first year of  inspections can be used to set inspection and maintenance intervals for subsequent years. Without  appropriate maintenance a BMP can exceed its storage capacity which can negatively affect its  continued performance in removing and retaining captured pollutants.                                              System Diagram:  2 | Page  Inspection Equipment    Following is a list of equipment to allow for simple and effective inspection of the Grate Inlet Filter:     Bio Clean Environmental Inspection Form (contained within this manual).    Manhole hook or appropriate tools to remove access hatches and covers.   Appropriate traffic control signage and procedures.   Protective clothing and eye protection.    Note: entering a confined space requires appropriate safety and certification. It is generally  not required for routine inspections or maintenance of the system.             Inspection Steps   The core to any successful stormwater BMP maintenance program is routine inspections. The  inspection steps required on the Grate Inlet Filter are quick and easy. As mentioned above the first  year should be seen as the maintenance interval establishment phase. During the first year more  frequent inspections should occur in order to gather loading data and maintenance requirements  for that specific site. This information can be used to establish a base for long‐term inspection and  maintenance interval requirements.     The Grate Inlet Filter can be inspected though visual observation. All necessary pre‐inspection steps  must be carried out before inspection occurs, such as safety measures to protect the inspector and  nearby pedestrians from any dangers associated with an open grated inlet. Once the grate has been  safely removed the inspection process can proceed:     Prepare the inspection form by writing in the necessary information including project name,  location, date & time, unit number and other info (see inspection form).    Observe the filter with the grate removed.    Look for any out of the ordinary obstructions on the grate or in the filter and its bypass.  Write down any observations on the inspection form.    Through observation and/or digital photographs estimate the amount of trash, foliage and  sediment accumulated inside the filter basket. Record this information on the inspection  form.    Observe the condition and color of the hydrocarbon boom. Record this information on the  inspection form.    Finalize inspection report for analysis by the maintenance manager to determine if  maintenance is required.     3 | Page  Maintenance Indicators     Based upon observations made during inspection, maintenance of the system may be required  based on the following indicators:      Missing or damaged internal components.    Obstructions in the filter basket and its bypass.   Excessive accumulation of trash, foliage and sediment in the filter basket. Maintenance is  required when the basket is greater than half‐full.    The following chart shows the 50% and 100% storage capacity of each filter height:    Model Filter Basket  Diameter (in) Filter Basket  Height (in) 50% Storage  Capacity (cu ft) 100% Storage  Capacity (cu ft) BC‐GRATE‐12‐12‐12 10.00 12.00 0.27 0.55 BC‐GRATE‐18‐18‐18 16.00 18.00 1.05 2.09 BC‐GRATE‐24‐24‐24 21.00 24.00 2.41 4.81 BC‐GRATE‐30‐30‐24 27.00 24.00 3.98 7.95 BC‐GRATE‐36‐36‐24 33.00 24.00 5.94 11.88 BC‐GRATE‐48‐48‐18 44.00 18.00 7.92 15.84   Maintenance Equipment    It is recommended that a vacuum truck be utilized to minimize the time required to maintain the  Curb Inlet Filter, though it can easily cleaned by hand:      Bio Clean Environmental Maintenance Form (contained in O&M Manual).    Manhole hook or appropriate tools to remove the grate.   Appropriate safety signage and procedures.   Protective clothing and eye protection.    Note: entering a confined space requires appropriate safety and certification. It is generally  not required for routine maintenance of the system. Small or large vacuum truck (with  pressure washer attachment preferred).    Maintenance Procedures    It is recommended that maintenance occurs at least two days after the most recent rain event to  allow debris and sediments to dry out. Maintaining the system while flows are still entering it will  increase the time and complexity required for maintenance. Cleaning of the Grate Inlet Filter can be  performed utilizing a vacuum truck. Once all safety measures have been set up cleaning of the  Grate Inlet Filter can proceed as followed:   4 | Page     Remove grate (traffic control and safety measures to be completed prior).    Using an extension on a vacuum truck position the hose over the opened catch basin. Insert  the vacuum hose down into the filter basket and suck out trash, foliage and sediment. A  pressure wash is recommended and will assist in spraying of any debris stuck on the side or  bottom of the filter basket. Power wash off the filter basket sides and bottom.    Next remove the hydrocarbon boom that is attached to the inside of the filter basket. The  hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails).  Assess the color and condition of the boom using the following information in the next  bullet point. If replacement is required install and fasten on a new hydrocarbon boom.  Booms can be ordered directly from the manufacturer.    Follow is a replacement indication color chart for the hydrocarbon booms:                  The last step is to replace the grate and remove all traffic control.    All removed debris and pollutants shall be disposed of following local and state  requirements.   Disposal requirements for recovered pollutants may vary depending on local guidelines. In  most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not  anticipated that the sediment would be classified as hazardous waste.    In the case of damaged components, replacement parts can be ordered from the  manufacturer. Hydrocarbon booms can also be ordered directly from the manufacturer as  previously noted.                         Excellent  Condition         Good  Condition         Minimal  Capacity         Replacement Required         5 | Page    Maintenance Sequence  Insert the vacuum hose down into the filter basket and suck out debris. Use a pressure washer to assist in vacuum removal.  Pressure wash off screens.   Remove grate and set up vacuum truck to clean the filter basket.   6 | Page  For Maintenance Services or  Information Please Contact Us At:  760‐433‐7640   Or Email:  info@biocleanenvironmental.com Remove the hydrocarbon boom  that is attached to the inside of the  filter basket. The hydrocarbon  boom is fastened to rails on two  opposite sides of the basket  (vertical rails). Assess the color and  condition of the boom using the  following information in the next  bullet point. If replacement is  required install and fasten on a  new hydrocarbon boom.   Close up and replace the  grate and remove all traffic  control. All removed debris  and pollutants shall be  disposed of following local  and state requirements.  For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Long: Storm Event in Last 72-hours? No Yes GPS Coordinates of Insert Catch Basin Size Evidence of Illicit Discharge? Trash Accumulation Type of Inspection Routine Follow Up Complaint Storm Lat: Long: Lat: Long: Sediment Accumulation Office personnel to complete section to the left. Functioning Properly or Maintenance Needed? 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Comments: Foliage Accumulation Long: Lat: Long: Lat: 3 Lat: 2 1 Long: Inspection and Maintenance Report Catch Basin Only Signs of Structural Damage? 5 4 6 Lat: Lat: Lat: Long: 7 Lat: Long: 10 8 Long: Project Name Project Address 12 Lat: 11 Lat: Long: Long: OPERATION & MAINTENANCE Bio Clean Environmental Services, Inc. 398 Via El Centro Oceanside, CA 92058 www.BioCleanEnvironmental.com p: 760.433.7640 f: 760.433.3176 Curb Inlet Filter 1 | Page  OPERATION & MAINTENANCE   The Bio Clean Curb Inlet Filter is a stormwater device designed to remove high levels of trash,  debris, sediments and hydrocarbons.  The filter is available in several configurations including trash  full capture, multi‐level screening, Kraken membrane filter and media filter variations. This manual  covers maintenance procedures of the trash full capture and multi‐level screening configurations. A  supplemental manual is available for the Kraken and media filter variations. The innovative trough &  weir system is mounted along the curb face and directs incoming stormwater toward the filter  basket which is positioned “directly” under the manhole access opening regardless of its location in  the catch basin. This innovative design allows the filter to be cleaned from finish surface without  access into the catch basin, therefore drastically reducing maintenance time and eliminating  confined space entry. The filter has a lifting handle allowing for the filter to be removed easily  through the manhole. The weir also folds up to allow for unimpeded access into the basin for  routine maintenance or pipe jetting.     As with all stormwater BMPs, inspection and maintenance on the Curb Inlet Filter is necessary.  Stormwater regulations require BMPs be inspected and maintained to ensure they are operating as  designed to allow for effective pollutant removal and provide protection to receiving water bodies.  It is recommended that inspections be performed multiple times during the first year to assess site‐ specific loading conditions. This is recommended because pollutant loading can vary greatly from  site to site. Variables such as nearby soil erosion or construction sites, winter sanding of roads,  amount of daily traffic and land use can increase pollutant loading on the system. The first year of  inspections can be used to set inspection and maintenance intervals for subsequent years. Without  appropriate maintenance a BMP can exceed its storage capacity which can negatively affect its  continued performance in removing and retaining captured pollutants.                                      System Diagram:  2 | Page  Inspection Equipment    Following is a list of equipment to allow for simple and effective inspection of the Curb Inlet Filter:     Bio Clean Environmental Inspection Form (contained within this manual).    Manhole hook or appropriate tools to remove access hatches and covers.   Appropriate traffic control signage and procedures.   Protective clothing and eye protection.    Note: entering a confined space requires appropriate safety and certification. It is generally  not required for routine inspections or maintenance of the system.             Inspection Steps   The core to any successful stormwater BMP maintenance program is routine inspections. The  inspection steps required on the Curb Inlet Fitler are quick and easy. As mentioned above the first  year should be seen as the maintenance interval establishment phase. During the first year more  frequent inspections should occur in order to gather loading data and maintenance requirements  for that specific site. This information can be used to establish a base for long‐term inspection and  maintenance interval requirements.     The Curb Inlet Filter can be inspected though visual observation without entry into the catch basin.  All necessary pre‐inspection steps must be carried out before inspection occurs, such as safety  measures to protect the inspector and nearby pedestrians from any dangers associated with an  open access hatch or manhole. Once the manhole has been safely opened the inspection process  can proceed:     Prepare the inspection form by writing in the necessary information including project name,  location, date & time, unit number and other info (see inspection form).    Observe the inside of the catch basin through the manhole. If minimal light is available and  vision into the unit is impaired utilize a flashlight to see inside the catch basin.    Look for any out of the ordinary obstructions in the catch basin, trough, weir, filter basket,  basin floor our outlet pipe. Write down any observations on the inspection form.    Through observation and/or digital photographs estimate the amount of trash, foliage and  sediment accumulated inside the filter basket. Record this information on the inspection  form.    Observe the condition and color of the hydrocarbon boom. Record this information on the  inspection form.   3 | Page   Finalize inspection report for analysis by the maintenance manager to determine if  maintenance is required.     Maintenance Indicators     Based upon observations made during inspection, maintenance of the system may be required  based on the following indicators:      Missing or damaged internal components.    Obstructions in the trough, weir, filter basket or catch basin.    Excessive accumulation of trash, foliage and sediment in the filter basket and/or trough and  weir sections. Maintenance is required when the basket is greater than half‐full.    The following chart shows the 50% and 100% storage capacity of each filter height:    Model Filter Basket  Diameter (in) Filter Basket  Height (in) 50% Storage  Capacity (cu ft) 100% Storage  Capacity (cu ft) BC‐CURB‐30 18 30 2.21 4.42 BC‐CURB‐24 18 24 1.77 3.53 BC‐CURB‐18 18 18 1.33 2.65 BC‐CURB‐12 18 12 0.88 1.77   Maintenance Equipment    It is recommended that a vacuum truck be utilized to minimize the time required to maintain the  Curb Inlet Filter though it can easily cleaned by hand:      Bio Clean Environmental Maintenance Form (contained in O&M Manual).    Manhole hook or appropriate tools to access hatches and covers.   Appropriate safety signage and procedures.   Protective clothing and eye protection.    Note: entering a confined space requires appropriate safety and certification. It is generally  not required for routine maintenance of the system. Small or large vacuum truck (with  pressure washer attachment preferred).    Maintenance Procedures    It is recommended that maintenance occurs at least two days after the most recent rain event to  allow debris and sediments to dry out. Maintaining the system while flows are still entering it will  increase the time and complexity required for maintenance. Cleaning of the Curb Inlet Filter can be  performed from finish surface without entry into catch basin utilizing a vacuum truck. Some unique  4 | Page  and custom configurations may create conditions which would require entry for some or all of the  maintenance procedures. Once all safety measures have been set up cleaning of the Curb Inlet  Filter can proceed as followed:      Remove all manhole cover or access hatches (traffic control and safety measures to be  completed prior).    Using an extension on a vacuum truck position the hose over the opened manhole or hatch  opening. Insert the vacuum hose down into the filter basket and suck out trash, foliage and  sediment. A pressure wash is recommended and will assist in spraying of any debris stuck on  the side or bottom of the filter basket. If the filter basket is full, trash, sediment, and debris  will accumulate inside the trough and weir sections of the system. Once the filter basket is  clean power wash the weir and trough pushing these debris into the filter basket (leave the  hose in the filter basket during this process so entering debris will be sucked out). Power  wash off the trough, weir, debris screen, and filter basket sides and bottom.    Next remove the hydrocarbon boom that is attached to the inside of the filter basket. The  hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails).  Assess the color and condition of the boom using the following information in the next  bullet point. If replacement is required install and fasten on a new hydrocarbon boom.  Booms can be ordered directly from the manufacturer.    Follow is a replacement indication color chart for the hydrocarbon booms:                  The last step is to close up and replace the manhole or hatch and remove all traffic control.    All removed debris and pollutants shall be disposed of following local and state  requirements.   Disposal requirements for recovered pollutants may vary depending on local guidelines. In  most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not  anticipated that the sediment would be classified as hazardous waste.    In the case of damaged components, replacement parts can be ordered from the  manufacturer. Hydrocarbon booms can also be ordered directly from the manufacturer as  previously noted.         Excellent  Condition         Good   Condition         Minimal  Capacity         Replacement Required         5 | Page  Maintenance Sequence  Insert the vacuum hose down into the filter basket and suck out  debris. Use a pressure washer to assist in vacuum removal. Pressure wash off the weir and trough and vacuum out any  remaining debris.   Remove manhole cover and set up vacuum truck to clean the filter basket. Ensure all  traffic control and safety measures are in place.   6 | Page  For Maintenance Services or Information Please Contact Us At:  760‐433‐7640   Or Email: info@biocleanenvironmental.com  Remove the hydrocarbon boom  that is attached to the inside of the  filter basket. The hydrocarbon  boom is fastened to rails on two  opposite sides of the basket  (vertical rails). Assess the color and  condition of the boom using the  following information in the next  bullet point. If replacement is  required install and fasten on a  new hydrocarbon boom.   Close up and replace the  manhole or hatch and  remove all traffic control.  All removed debris and  pollutants shall be  disposed of following local  and state requirements.  For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Long: Storm Event in Last 72-hours? No Yes GPS Coordinates of Insert Catch Basin Size Evidence of Illicit Discharge? Trash Accumulation Type of Inspection Routine Follow Up Complaint Storm Lat: Long: Lat: Long: Sediment Accumulation Office personnel to complete section to the left. Functioning Properly or Maintenance Needed? 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Comments: Foliage Accumulation Long: Lat: Long: Lat: 3 Lat: 2 1 Long: Inspection and Maintenance Report Catch Basin Only Signs of Structural Damage? 5 4 6 Lat: Lat: Lat: Long: 7 Lat: Long: 10 8 Long: Project Name Project Address 12 Lat: 11 Lat: Long: Long: ATTACHMENT 3 City standard Trash Capture BMP Exhibit [Use the City’s standard Trash Capture BMP Plan.] SD-13INS TO OCEANO DUMPING 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. BMP NOTES: PARTY RESPONSIBLE FOR MAINTENANCE: NAME ADDRESS PHONE NO CONTACT PLAN PREPARED BY: NAME ADDRESS PHONE NO. CERTIFICATION COMPANY 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. SIGNATURE IC Y 08 0 STEFANI BELL MICHAEL BAKER INTERNATIONAL 5050 AVENIDA ENCINAS #260 CARLSBAD, CA 92008 760-476-9193 BMP TYPEBMP ID #SYMBOL CASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCE FREQUENCY BMP TABLE INSPECTION FREQUENCYQUANTITY LOW IMPACT DESIGN (L.I.D.) SOURCE CONTROL ** FILTER INLET TC-50 1 EA.TBD TBD ANNUAL AT LEAST TWO (2) DAYS AFTER STENCILS SD-13DRAINS TO OCEANNO DUMPING THE MOST RECENT RAIN EVENT. 9755 Clairemont Mesa Boulevard San Diego, CA 92124 Phone: (858) 614-5000 · MBAKERINTL.COM (MILLIPORESIGMA PHASE 2A) SUMMARY TABLE NOTES: 1. Area-weighted, per City of Carlsbad BMP Design Manual Table B.1-1. 2. 0.471 in/hr per City of Carlsbad BMP Design Manual J.2.1. 3. Per County of San Diego Hydrology Manual Table 3-1. 4. Per County of San Diego Hydrology Manual. 5. BMP ID designations per approved SWQMP for DWG 502-3A; SDP 2016-0001; CARLSBAD OAKS NORTH LOT 24; 01-17 CB-1 CB-3 CB-4 CB-2 CB-5 CB-6 CB-7 CB-8 LEGEND CB-#PROPOSED TRASH CAPTURE DEVICE ID DMA BOUNDARY BMP CONSTRUCTION AND INSPECTION NOTES: THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1.PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2.A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3.PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. MILLIPORESIGMA PHASE 2A 2827 WHIPTAIL LOOP CARLSBAD, CA 92010 CB-8CB-1 CB-8CB-1 CB-# CARLSBAD OAKS NORTH LOT 24 SDP 2016-0001 502-3SW MBI C1 I (0.471in/hr)2 Q (cfs) Soil Type Runoff C3 Tc (min) P6 I (in/hr)4 Q100 (cfs) Type Dimension LxWxH Model Quantity Treatment Capacity (cfs) Bypass Flow (cfs)Make Type CASQA # Inspection Frequency Maintenan ce Frequency (1) (1a) (2) (3) (4) (5) (6) (7)=(3)*(5)*(6) (8) (9) (10) (11)(12) (13)=(3)*(9)*(12) (14) (15) (16) (17) (18) (19)=(13)-(18) (20) (21) (22) (23) (24) DMA 1 BMP-A 1.11 70 0.66 0.471 0.345 D 0.74 5 2.75 7.25 5.92 DMA 9 BMP-A 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 13 BMP-A 0.10 0 0.10 0.471 0.005 D 0.35 5 2.75 7.25 0.25 DMA 1,9,13 BMP-A CB1 1.29 0.384 6.73 Catch Basin 3'x3'x4.33' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 2 BMP-B CB2 0.84 76 0.71 0.471 0.280 D 0.77 5 2.75 7.25 4.68 Catch Basin 3'x3'x5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 3 BMP-C CB3 1.13 92 0.84 0.471 0.445 D 0.86 5 2.75 7.25 7.02 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 4 BMP-D CB4 1.30 87 0.80 0.471 0.487 D 0.83 5 2.75 7.25 7.84 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 5 BMP-E 2.19 84 0.77 0.471 0.796 D 0.81 5 2.75 7.25 12.92 DMA 11 BMP-E 1.31 0 0.10 0.471 0.062 D 0.35 5 2.75 7.25 3.32 DMA 5, 11 BMP-E CB5 3.50 0.858 16.24 Catch Basin 3'x3'x6.5' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 6 BMP-F CB6 0.58 74 0.69 0.471 0.189 D 0.76 5 2.75 7.25 3.19 Catch Basin 2'x2'x6' BIO-GRATE-FULL-24-40-24 1 6.71 0.0 DMA 7 BMP-G 0.66 73 0.68 0.471 0.213 D 0.75 5 2.75 7.25 3.60 DMA 8 BMP-G 0.08 100 0.90 0.471 0.034 D 0.95 5 2.75 7.25 0.55 DMA 12 BMP-G 0.09 0 0.10 0.471 0.004 D 0.35 5 2.75 7.25 0.22 DMA 7, 8, 12 BMP-G CB7 0.83 0.251 4.37 Catch Basin 3'x3'x6' BIO-GRATE-FULL-36-36-24 1 17.14 0.0 DMA 10 BMP-H CB8 0.17 61 0.59 0.471 0.047 D 0.69 5 2.75 7.25 0.85 Catch Basin 2'x2'x3.1' BIO-GRATE-FULL-24-40-12 1 6.71 0.0 DMA 14 DE MIN N/A 0.01 100 0.90 0.471 0.004 Trash Capture BMP BioClean Catch Basin Inlet Filter Full Capture Type TC-50 Annual At leaset TWO (2) days after the most recent rain event. DMA ID TRASH BMP ID Area(ac)Imp( %) Existing Inlet/CB100 Year Hydology Trash Capture BMP Flow Rate DRAINS TO* MODEL # PER SUMMARY TABLE BELOW