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SDP 2020-0006; AMAZON VEHICLE STORAGE; STORM WATER QUALITY MANAGEMENT PLAN; 2021-05-10
CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR PALOMAR FORUM PARCEL 'A' AMAZON VEHICLE STORAGE PROJECT ID SOP 2020-0006 DWG #530-6A/GR2021-0013 ENGINEER OF WORK: ~oD~ 7 Robert D. Dentino, PE RCE 45629 PREPARED FOR: Greystar Inc. PREPARED BY: EXCEL ENGINEERING 440 State Place, Escondido, CA, 92029 (760)745-8118 DATE: May 10, 2021 t:/22/4 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 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / 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 Palomar Forum Parcel A Project ID: SDP 2020-0006 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. a~ RCE 45629/ EXP. 12-31-2022 ngineer of Work's Signature, PE Number & Expiration Date ROBERT D. DENTINO Print Name EXCEL ENGINEERING Company Date PROJECT VICINITY MAP VICINITY CITY OF OCEANSIDE PACIFIC OCEAN ?a MAP CITY OF ENCINITAS NOT TO SCALE Y OF N MARCOS E-34 Page 1 of 4 REV 02/16 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water 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 level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements or be 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 completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: PROJECT ID: ADDRESS: APN: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ________ ft2 (________) acres The total proposed newly created and/or replaced impervious area is: ________ ft2 (________) acres If your project is covered by an approved 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. C cityof Carlsbad □ □ E-34 Page 2 of 4 REV 04/17 STEP 1 TO BE COMPLETED FOR ALL PROJECTS 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 or structure that 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): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS 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: YES NO 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 guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ □ □ □ □ □ □ □ E-34 Page 3 of 4 REV 04/17 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS 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 public development projects 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 development 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 collectively over the entire project site and supports 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 immediate 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 development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking 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 street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new 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 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not 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 impervious 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 project 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 (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants 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) If you answered “yes” to one or more of the above questions, your project is a PDP. 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 stating “My project is a ‘STANDARD PROJECT’…” and complete applicant information. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 04/17 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does 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 impervious area (A) = __________________________ sq. ft. Total proposed newly created or replaced impervious area (B) = _________________________sq. ft. Percent impervious area created or replaced (B/A)*100 = __________% 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 stating “My project is a PDP …” and complete applicant information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. As part of these requirements, I will submit a “Standard Project Requirement Checklist Form E-36” and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My Project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for City Use Only City Concurrence: YES NO By: Date: Project ID: Beau Brand Manager 10/19/2020 □ □ □ □ □ □ □ SITE INFORMATION CHECKLIST Project Summary Information Project Name Palomar Forum Parcel A Project ID SDP 2020-0006 Project Address Palomar Forum Parcel ‘A’ Lots 6 and 7 5980 Eagle Drive Assessor's Parcel Number(s) (APN(s)) 221-015-08-00 Project Watershed (Hydrologic Unit) Carlsbad 904.31 Parcel Area 5.94 Acres ( 258,662 Square Feet) Existing Impervious Area (subset of Parcel Area) 0 Acres ( 0 Square Feet) Area to be disturbed by the project (Project Area) 5.42 Acres ( 236,043 Square Feet) Project Proposed Impervious Area (subset of Project Area) 3.77 Acres ( 164,361 Square Feet) Project Proposed Pervious Area (subset of Project Area) 1.65 Acres ( 71,682 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description/Additional Information: Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / 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): NRCS Type A NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None 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 is composed of both, natural and urban, conveyance systems. The site storm runoff first drains to on-site existing storm drain pipes. These pipes tie into the main storm drain system at Eagle Drive. 2. The existing systems include a shallow natural ditch along the north boundary of the site that catches incoming water and transports it to two storm drain pipe inlets. The existing pipes also run along the north edge of the site towards Eagle Drive. 3. No, there is no offsite runoff conveyed through the site. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: Parcel ‘A’ The project is proposing to build 308 parking spaces (approximately 164,361 square feet of asphalt pavement) and 15% of the site will be landscaped throughout the parking areas and frontages. As part of this project, one main driveway entrance will be provided at the connection to Eagle Drive All necessary utilities (storm, 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. 399-4. Normal uses of such a development will generate storm water runoff with the potential to carry pollutants to off-site tributaries. Bio Filtration ponds are planned to be incorporated throughout the 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 a parking lot. 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 ponds. Does the project include grading and changes to site topography? Yes No Description / Additional Information: The proposed grading will utilize the pad that was pre-graded before to put a proposed site. BMPs 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)? Yes No Description / 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 Eagle Drive. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages Need for future indoor & structural pest control Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots 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)lStressor(s) TMDLs None listed None listed None listed Agua Hedionda Creek Pathogens Agua Hedionda Creek Pesticides Agua Hedionda Creek Metals/Metalloids Agua Hedionda Creek Nutrients Agua Hedionda Creek Fecal Indicator Bacteria 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): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required. 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. 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. 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 / Additional Information (to be provided if a 'No' answer has been selected above): Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes 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? 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite 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? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. 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 / Additional Information: The site on Lots 6 and 7 has an area of critical course sediment according to the WMAA maps.Of these areas, none of the slopes exceed 10%, as is required per table 6-1 in Appendix H of the BMP Design Manual. Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply 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 correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. Parcel ‘A’ There is only one Point of Compliance for this project at the northwestern corner of the property as the storm water enters the existing storm drain system at Eagle Drive through existing onsite storm drain pipes. 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)? No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: None Discussion / Additional Information: (optional) No geomorphic assessment has been performed, therefore the high susceptibility of erosion is selected as a default. 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. It has been determined that partial infiltration is feasible for this site. The exceptions being water quality basins located adjacent to a slope. The proposed unlined basin is BMP-C which is located in the center of the project, the remaining 3 BMPs are to be lined to protect the integrity of the adjacent slopes. 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. E-36 Page 1 of 4 Revised 09/16 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Source Control BMPs 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 (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. "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. "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "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 may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 Yes No N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage Yes No N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes No N/A Discussion/justification if SC-3 not implemented: Palomar Forum Parcel 'A' 2020-0006 Project site is a proposed parking lot, and will not have outdoor material storage. C cityof Carlsbad Iii Iii □ □ □ □ □ □ Iii E-36 Page 2 of 4 Revised 09/16 Source Control Requirement (continued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes No N/A Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes No N/A Discussion/justification if SC-5 not implemented: 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). On-site storm drain inlets Yes No N/A Interior floor drains and elevator shaft sump pumps Yes No N/A Interior parking garages Yes No N/A Need for future indoor & structural pest control Yes No N/A Landscape/Outdoor Pesticide Use Yes No N/A Pools, spas, ponds, decorative fountains, and other water features Yes No N/A Food service Yes No N/A Refuse areas Yes No N/A Industrial processes Yes No N/A Outdoor storage of equipment or materials Yes No N/A Vehicle and Equipment Cleaning Yes No N/A Vehicle/Equipment Repair and Maintenance Yes No N/A Fuel Dispensing Areas Yes No N/A Loading Docks Yes No N/A Fire Sprinkler Test Water Yes No N/A Miscellaneous Drain or Wash Water Yes No N/A Plazas, sidewalks, and parking lots Yes No N/A For “Yes” answers, identify the additional BMP per Appendix E.1. Provide justification for “No” answers. Project site is a proposed parking lot, and will not have outdoor material storage. YES RESPONSES: On-site storm drain inlets: Stenciling "No Dumping! Flows to Creek" Landscape/Outdoor Pesticide Use: Selected plants appropriate to site conditions Refuse areas: Signs "Do not dump hazardous materials here" Plazas, sidewalks, and parking lots: Drains to BMP N/A RESPONSES: N?A response above indicates that the feature in not a proposed part of the project. Iii □ Iii Iii □ □ □ Iii □ □ □ □ □ Iii □ □ □ Iii □ □ □ Iii □ Iii □ □ □ □ □ Iii □ □ □ Iii □ Iii □ □ □ □ □ Iii □ □ □ Iii □ □ □ Iii □ □ □ Iii □ □ □ Iii □ □ □ Iii □ □ □ Iii □ □ □ Iii □ Iii □ □ E-36 Page 3 of 4 Revised 09/16 Site Design 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 (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. "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 / justification is not required. "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "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 Design Requirement Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features Yes No N/A Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation Yes No N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area Yes No N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction Yes No N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion Yes No N/A Discussion/justification if SD-5 not implemented: No natural drainage paths are present on this site. No natural drainage paths are present on this site. I ID ID I Iii ID ID I Iii I Iii ID ID I Iii ID ID I Iii ID ID E-36 Page 4 of 4 Revised 09/16 Site Design Requirement (continued) Applied? SD-6 Runoff Collection Yes No N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species Yes No N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation Yes No 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 I-7) I I Iii lo lo I Iii ID ID ID I Iii ID SUMMARY OF PDP STRUCTURAL BMPS 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 I-7. - Based on the locations for storm water pollutant control BMP and the DMA 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. -Self-Mitigation Note: DMA-5 will be treated as a self-mitigating DMA as it consists of natural/landscaped areas that drain directly offsite. It has been included in the analysis since the design calls for grading in this area without the addition of impervious area. [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. For Parcel “A”; BMP A, B, and D DWG Sheet No.C-3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay 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) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): All of the BMPs used on this project are biofiltration units that are designed per worksheet B.5-1 of the COC BMP Design Manual and modeled using continuous simulation modeling with SWMM. Each pond is designed with a typical detail and sized according the hydromodification mentioned above. Since each pond is designed per a typical detail, it is intended that each pond will be constructed and maintained using the same general methods and materials. Based off the geotechnical investigation by Alta California Geotechnical Inc., it has been determined that partial infiltration is feasible for this site. The exceptions being if the water quality basin is located adjacent to a slope. The proposed Biofiltration BMPs A, B, and D are to be lined to protect the integrity of the adjacent slopes. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. For Parcel “A”; BMP C DWG Sheet No.C-3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay 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) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): All of the BMPs used on this project are biofiltration units that are designed per worksheet B.5-1 of the COC BMP Design Manual and modeled using continuous simulation modeling with SWMM. Each pond is designed with a typical detail and sized according the hydromodification mentioned above. Since each pond is designed per a typical detail, it is intended that each pond will be constructed and maintained using the same general methods and materials. Based off the geotechnical investigation by Alta California Geotechnical Inc., it has been determined that partial infiltration is feasible for this site. The exceptions being if the water quality basin is located adjacent to a slope. BMP-C is proposed to be used as Partial Retention (PR-1) due to the location in the center of the project. The proposed Biofiltration BMPs (A, B, and D forementioned) are to be lined to protect the integrity of the adjacent slopes. 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 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 Form I-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 I-7. Included Not included because the entire project will use infiltration BMPs Attachment 1d Form I-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 I-8. Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines Included ATTACHMENT 1a Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography and impervious areas Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness 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) EVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVLOADING ZONE DMA EXHIBIT PALOMAR FORUM PARCEL 'A' r ----SlfJP , ---- ---- ANTIC/PATEO ANO POTENTIAL POLLUTANTS CENERATEO BY LANO USE TYPE PER MOOEL BAIP OES/CN MANUAL FEBRUARY 2016 PRIORITY tl%:4M'C lRASfl & 0%>rEV 9AC1FRIA & PRo.ECT SElJIAIENT Nl/11?/ENlS HEAVY MEl4LS OEMANOINC OIL & CREASE PES11CIOES CAlFCORIES COl,IPOl/NOS OEBRIS Sl/BSl4NCES 14Rl/SES EHEC11VE Al BASIN lll,IP-10 i?PE OF BAIP AREA (/NCH) (SOFT) RISER PARK/NC LOTS P(!) P(!) ..r ..r P(!) ..r P(!) IJAIA-f lll,IP-A BtOflL lRA 110N 5,182 9.0 X = AN11CIPA1FO OAIA-2 lll,IP-8 BtOflL lRA 110N -IOI 9.0 P = P01FN11AL (!) A P01FN11AL POI.Ll/TANT IF LANOSCAPINC E)(fSlS ONSl!E (2) A P01EN11AL POI.Ll/TANT IF 111£ PRo.ECT INCi.l/OES l/NC0/1£REO PARK/NC AREAS: IJAIA-J lll,IP-C PAR11AL 2,206 9.0 RE1FN110N (J) A P01EN11AL POI.Ll/TANT IF LANO l/SE IN.t.' 1£5' FOOO OR AN/VAL WASlF PROOl/ClS. OAIA-4 8AIP-0 BtOflL lRA 110N 2472 9.0 (4) INCi.l/0/NC PElROI.El/Af HYOROCARBONS: (5) INCi.l/0/NC SOI. l£NlS. IJAIA-5 N/A --- BIO-BASIN SUMMARY TABLE A2 AJ B (INCH) (INCH) (INCH) •-c 0 E (/NCH) (/NCH) TOP OF Ci.EAN l/PPER FEET AIEO/A CRAl-fl BASIN Ol/T OR/flCE 15.0 9.0 -18.0 12.0 2.25 15.0 9.0 -18.0 12.0 2.25 15.0 9.0 -18.0 12.0 2.25 15.0 9.0 -18.0 12.0 2.25 ---- - - BO% RISER/ OR/flCES 0/IERR.OW SlRl/CllJRE 0/AAIElll? SIZE l/PPER LOHER (INCHES) (INCH) (INCH) #JX#J -1.5 36%36 -075 #1%#1 -1.0 #1%#1 -1.0 -- - /AIPERl,IEABLE LINER? ~s /f:S NO ~s - SCALE· !'=.JO' ---- -- -0 JO 60 90 120 LEGEND OMA BOUNDARY PROPOSED IMPERVIOUS ----------- ATTACHMENT 1b Category #Description i ii iii iv Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-3 DMA-4 unitless 2 85th Percentile 24-hr Storm Depth 0.64 0.64 0.64 0.64 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 135,954 3,956 47,985 60,781 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels?No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 135,954 3,956 47,985 60,781 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.90 0.90 0.90 0.90 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.90 0.90 0.90 0.90 unitless 26 Initial Design Capture Volume 6,526 190 2,303 2,917 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.90 0.90 0.90 0.90 unitless 32 Design Capture Volume After Dispersion Techniques 6,526 190 2,303 2,917 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.90 0.90 0.90 0.90 unitless 36 Final Effective Tributary Area 122,359 3,560 43,187 54,703 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 6,526 190 2,303 2,917 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages ATTACHMENT 1c Appendix I: Forms and Checklists Harvest and Use Feasibility Checklist : LOT 2 Form I-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing 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 level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. Irrigation: 36-hr Mod. Water per Table B.3-3 = (1,470 gal days/acre)(1.4 acres)/(7.48 gal/cu feet) = 275 cu ft. Total Demand = 275 cu. ft. 3. Calculate the DCV using worksheet B.2-1. DCV = 9,990 (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? Yes / No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes / No 3c. Is the 36 hour demand less than 0.25DCV? Yes 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. 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. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. I-26 February 2016 Lots 6 and 7 11,937 1.65 324 - 0 0 0 c:::) c::) u ATTACHMENT 1d Categorization of Infiltration Feasibility Condition Form I-8 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 Yes No 1 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: 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: I Form I-8 Page 2 of 4 Criteria Screening Question Yes No 3 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: 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: 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 *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 City Engineer to substantiate findings. Form I-8 Page 3 of 4 Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 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: 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 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: Form I-8 Page 4 of 4 Criteria Screening Question Yes No 7 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:Groundwater is not located within approximately 10 feet from the bottom of the proposed basins. 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. 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: 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. Part 2 Result* If all answers from row 1-4 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. *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 City Engineer to substantiate findings Appendix I: Forms and Checklists I-7 February 2016 Factor of Safety and Design Infiltration Rate Worksheet Form I-9 Factor Category Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 Predominant soil texture 0.25 Site soil variability 0.25 Depth to groundwater / impervious layer 0.25 Suitability Assessment Safety Factor, SA = p B Design Level of pretreatment/ expected sediment loads 0.5 Redundancy/resiliency 0.25 Compaction during construction 0.25 Design Safety Factor, SB = p Combined Safety Factor, Stotal= SA x SB Observed Infiltration Rate, inch/hr, Kobserved (corrected for test-specific bias) Design Infiltration Rate, in/hr, Kdesign = Kobserved / Stotal Supporting Data Briefly describe infiltration test and provide reference to test forms: ATTACHMENT 1e Category #Description i ii iii iv Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-3 DMA-4 sq-ft 2 Design Infiltration Rate Recommended 0.025 0.100 0.025 0.025 in/hr 3 Design Capture Volume Tributary to BMP 6,526 190 2,303 2,917 cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined Lined Unlined Lined unitless 6 Does BMP Have an Underdrain?Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard Standard Standard Standard unitless 8 Provided Surface Area 5,182 404 2,206 2,472 sq-ft 9 Provided Surface Ponding Depth 6 6 6 6 inches 10 Provided Soil Media Thickness 21 21 21 21 inches 11 Provided Gravel Thickness (Total Thickness)15 15 15 15 inches 12 Underdrain Offset 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)1.50 0.75 1.00 1.00 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 28 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.25 2.25 2.25 2.25 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.15 0.40 0.19 0.16 ratio 25 Calculated Retention Storage Drawdown Time 120 120 90 120 hours 26 Efficacy of Retention Processes 0.17 0.39 0.24 0.18 ratio 27 Volume Retained by BMP (Considering Drawdown Time)1,116 74 542 528 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 5,410 116 1,761 2,389 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.1055 0.0265 0.0470 0.0470 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.88 2.83 0.92 0.82 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.88 2.83 0.92 0.82 in/hr 33 Depth Biofiltered Over 6 Hour Storm 5.28 17.00 5.53 4.93 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 15.00 15.00 15.00 15.00 inches 38 Drawdown Time for Surface Ponding 7 2 6 7 hours 39 Drawdown Time for Effective Biofiltration Depth 17 5 16 18 hours 40 Total Depth Biofiltered 20.28 32.00 20.53 19.93 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 8,116 173 2,642 3,584 cubic-feet 42 Option 1 - Provided Biofiltration Volume 8,116 173 2,642 3,584 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 4,058 87 1,321 1,792 cubic-feet 44 Option 2 - Provided Storage Volume 4,058 87 1,321 1,792 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination 6.2.1 Verification of Geomorphic Landscape Units Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Included ATTACHMENT 2a Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) EVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVLOADING ZONE POST-DEVELOPMENT HMP EXHIBIT PALOMAR FORUM PARCEL 'A' r ANTICIPATEO ANO POTENTIAL POLLUTANTS CENERATEO BY LANO USE TYPE PER MOOEL BMP OESICN MANUAL FEBRUARY 2016 PRIORITY ORCANIC !RASH & OXY6li\l BACTERIA & PRO..CCT SEOl!.IENT NO!RIENIS HEAVY !.IE1i4LS C(Jl,f POIJNOS OEBRIS f)El,(ANOINC OIL & CREASE vfROSES PESllCIOES CATEGORIES S//BSTANCES A2 EFFEC11~ Al (INCH) BASIN BIIP-10 TiPE OF B!.IP AREA (INCH) TOP OF (S()Fl} RISER BASIN PARK/NC LOIS P(I) P(I) ,I' ,I' P(I) ,I' P(I) OAIA-1 BAIP-A 8/0IJL !RA 110N 5,182 9.0 15.0 X = ANllCIPA TEO OIIA-2 B!.IP-B 8/0IJL !RA 110N 401 9.0 15.0 P = POlENllAL (I) A POlENllAL POI.LOTANT IF LANOSCAPINC £)(!SIS ONSITE. OIIA-J BAIP-C PAR11AL 2,206 9.0 15.0 RETEN110N (2) A POTENllAL POI.LOTANT IF lHE PRo.ECT INCLOOES ONCOlCREO PARK/NC AREAS: (J) A POTENllAL POI.LO TANT IF LANO (IS£ IN/IOI. ~S FOOO OR ANIIIAL WASTE PROO/JC!S. OIIA-4 BAIP-0 8/0IJL !RA 110N 2472 9.0 15.0 (4) INCLOOINC PE!ROI.El/11 H'r1JROCARBON.S: (5) INCLOOINC SOI. VEN!S. OIIA-5 N/A --- - --- AOOlllONAL AIEOIA OIS1i4NCE fRON TOE \ \ \ ---\ -~ ___ , -\ w w, -7'""<:"; ,,/ ~-© /'\ ,,,.-..)13 ~ \~ ~ 1,- \c. l ( LI ..... ' ' '-........... / ...... ~ I I I I t \ \ I I I I / \ J I ) ) ) I ) /1 I ,,;, 1~/1 I I .-, I I ,,,,., •. " I ../ l/1 // l----l1c-1 W-W #---,&f,,v./ !/ I , ,> NOLI~ LI~ LOAOIM LOAOINC TO !.IA TCH !.· I OF SI. OPE TO LINER IN "' HHERE AIEEIS CRA l£Z LA YER l£RR.OW SlRtJC1/JRE 4'-6' OROP fRON ~ NAll~ Sa!'. E ANO !.IAINTENANCE ACCESS APRON FOR ENERCY Ct/RB Ct/T TO APRON PROPO.~ OISSIPATER / ,.,,,,rilCE ~ 1--1---1 TC El.EV 'WATER 0/JAUTY ENOS AT Al Ol!.IENSION /ANCI.E OF INR.OENCE -'""0 PER Pl.AN ilN WT TOP OF BASIN CREASE IN LINER~ •-, ~. LINE fR(Jl,f TOP OF !ZON ~-...... .. :l~=s:iL---1 PI.ANllNC PER \ CRAJE"J._LA>E"R ABO~ Al ELEVAll.{f_r,-- 1 ~--LANOSCAPE _J.-· ·,"'--~-..;-c;--1 1,"'~I l~:'Y~ LL ' ·-J'Jl(ILCH\I, el.A~-· _/. .·-·· )\ AI-El._~_1/'AI '!'li;,)11. ~1-,·-· -. . i4mi' \I .. -----· . • • --' . -~-'J . ----~~-"-;-'°-I I ~ •.. -'·,, ~ jl --- - ~ ~11-, I -'j . !.' "'O SHALL Blj t t-1 1· 1 1 =~ --"21 -=I 1 -0 30 BIO-BASIN SUMMARY TABLE AJ B BOX RISER/ (INCH) (INCH) •-c 0 E Ol£RR.OW (INCH) (INCH) S!ROC1/JRE CLEAN OPPER fEET AIEOIA CRAl£Z SIZE WT ORIRCE (INCHES) 9.0 -18.0 12.0 2.25 ,fll)(#J 9.0 -18.0 12.0 2.25 .J6%.J6 9.0 -18.0 12.0 2.25 #J,l'#J 9.0 -18.0 12.0 2.25 #JX#J --- -- - 60 90 ORIRCES OIA!.IETER l!.IPER!.IEABLE 1/PPER LOHER UNER? (INCH) (INCH) -1.5 >E'S -a75 >E'S -!.O NO -!.O >E'S - - - L, Tq ~A~••,.,..=.-t,-~~ -..,___....._-..,___....._-..,___....._-..,___....._-..,___.....'I i·Aa.pLoAos SHALL I -_,;- 1 _, ORIRCE 1 -8/i r.-1 TO CRA m -1·• ~D ~~ ll -t ; ! Pl, R.OHt.lNE __ _Q - - - - - 0 0_ - -()_ --'1~fRAl£Z STORACE w~ I • "",;--~2?=-----=--=---~ .::_ __ -----=---=--~)=J 1,LA >E°R AASHTO NO. 57 STONE -111-I . . . . il-1 -\ I-I I-\ -111 -1 1-1 80.ITOM'.-OF BASlN I liJ '"'ACTEO ---7 !..__· 1 • • • -• : U~i-1-_f{N1vo11i 6-"01Af!ETEf :1-'.:C.Y1k-~&m-'-TT1 ·111--,~,., 'f7NAU 1,~G~ciiL~lkf"7 ,....,.:--T:311::4k,F PERFORA TEO 1/NOER DRAIN BEi.OW SOIL PER SOIL "ENCINEERS0-'••--JIIRERllfABl:E Z7NER CA TC/I BASIN OETAIL PERFORA D PIPE RECO!.l!.IENOAllONS (20-JO !.IIL PONO LINER M'"T "i? ,.,.,,E LEGEND AS REOIJIREO BY BIO-BASIN V " .,.,,.L SO!.l!.IARY TABLE) HYIJROLOCICAL SO.i CROUP lHE HY!JROI. XICAL Sa!'. CRO(lp FOR lHIS SITE IS TYPE (0) NOTE.· APPRO)(l!.IA TE OEPlH TO CRO(INOWATER IS CREATER lHAN 20' OMA BOUNDARY ----------- PROPOSED IMPERVIOUS ATTACHMENT 2b MANAGEMENT OF CRITICAL COARSE SEDIMENT YIELD AREAS Legend Potential Critical Course Sediment Proposed Site Plan - Lots 6 and 7 600 ft N➤➤N © 2020 Google © 2020 Google © 2020 Google Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas www.sandiegocounty.gov/stormwater H-29 Effective September 15, 2020 Worksheet H.6-1: Verification of GLUs Verification of GLUs Worksheet H.6-1 Detailed project-level review of GLUs may be performed to verify the presence or absence of potential critical coarse sediment yield areas within the project site and/or upstream areas. Use this form to document the evaluation of slope, geology, and land cover combined to determine the site-specific GLUs. Complete all sections of this form. Project Name: Project Tracking Number / Permit Application Number: 1 What are the pre-project slopes? 0% to 10% (1) 10% to 20% (2) 20% to 40% (3) >40% (4) 2 What is the underlying geology? Refer to Appendix H.6 to classify geologic categories into a geology grouping. Note: site-specific geology may be determined in the field by a qualified geologist. Coarse bedrock (CB) Coarse sedimentary impermeable (CSI) Coarse sedimentary permeable (CSP) Fine bedrock (FB) Fine sedimentary impermeable (FSI) Fine sedimentary permeable (FSP) Other (O) 3 What is the pre-project land cover? Refer to Appendix H.6 for land cover category definitions. Note: Land cover shall be determined from aerial photography and/or field visit. Agriculture/grass Forest Developed Scrub/shrub Other Unknown 4 List the GLU(s) within the project site and/or upstream areas. Note the GLU nomenclature format is as follows: Geology – Land Cover – Slope Category (e.g. “CB-Agricultural/Grass-3” for a GLU consisting of coarse bedrock geology, agricultural/grass land cover, and 20% to 40% slope). I Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas www.sandiegocounty.gov/stormwater H-30 Effective September 15, 2020 Worksheet H.6-1; Page 2 of 2 5 Photo(s) Insert photos representative of the slopes, land cover, and geology. 6 Are any of the GLUs found within the project boundary and/or upstream areas listed in Table H.6-3? Yes Go to 7 No Go to 8 7 End – Provide management measures for preservation of coarse sediment supply as described in this guidance document, or the project applicant may elect to determine whether downstream systems would be sensitive to reduction of coarse sediment yield from the project site and/or perform site-specific method for mapping critical coarse sediment yield areas. 8 End – Site-specific GLUs do not warrant preservation of coarse sediment supply, no measures for protection of critical coarse sediment yield areas onsite are necessary. Optional: use the note section below to provide justification for these findings. 9 Notes ATTACHMENT 2d c LAND COVER GLU ANALYSIS Legend Agricultural/Grass Bog and Marsh Disturbed Habitat Scrub/Shrub 500 ft N➤➤N © 2020 Google © 2020 Google © 2020 Google GEOLOGY GLU ANALYSIS Legend CSI 700 ft N➤➤N © 2020 Google © 2020 Google © 2020 Google ATTACHMENT 2d 1 | P a g e Table of Contents INTRODUCTION Section I Pre- and Post-Development Model Setup ……………………………………………….………………… 3 Section II System Representation ….…………………………………………………………………………………………. 8 Section III Continuous Simulation Options …..…..……………………………………………………….………………. 15 Section IV Biofiltration As LID Control ……………….……………………………………………..…………………….... 16 Section V Running the Simulation …..……………………………………………………….………………………………. 19 Section VI Result Analysis ………….…..…………………………………………………………………………………………. 20 Section VII Summary and Conclusion …………………………………………………………………………………………. 28 ATTACHEMENTS Attachment A SWMM Statistics Analysis, Flow Duration Curve and Pass/Fail Table Attachment B SWMM Input Data Summary and Detail Attachment C SWMM Hydrologic Soil Classification Attachment of Web Soil Survey 2 | P a g e INTRODUCTION This report provides Hydromodification and Water Quality design based on LID (Low Impact Development) principles for a proposed Industrial site development located adjacent at the corner of Grey Hawk Ct and Eagle Drive, Palomar Forum Lots 6 and 7, 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 USEPA 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 area is 5.9 acres for Lots 6 and 7 with a developed tributary area of approximately 5.4 acres. This tributary area includes 5 DMAs, which make up the main development of the site. There is one point of compliance (POC) for each of the projects in the analysis; the POC receives flows from basins and drains into an existing public storm drain at Eagle Drive, Carlsbad, CA. The Hydromodification and Water Quality system proposed for this project consists of 4 biofiltration basins with one point of compliance located at the northwest corner of the project. This system detains storm water on the surface of the basin as well as in the underdrain reservoir. Bio-filtration is a process by which storm water is filtered through plant roots and a biologically active soil mix. On this site, the water will be released from the basins into the existing storm drain system that currently collects the sites 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. 3 | P a g e SECTION I. MODEL SETUP Pre-development Model Setup The SWMM model for this project’s 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 graded pad being served by a Grey Hawk Court and Eagle Drive and also is served by utilities (sewer, water, recycled water, storm drain, and dry utilities) based on City of Carlsbad approved drawing numbers 399-4A, 399-4 (Palomar Forum). Existing mass graded industrial pads sit to the west, east, and north. Drainage flows from Southeast to Northwest as sheet flow and is collected in two existing basins located at the north edge of the site. These basins flow into an existing storm drain pipe that runs east to west along the north edge of the project. This existing pipe connects into an existing storm drain system at Eagle Drive. There is also a small corner on the southeast corner of the site and a strip on the western side that do not flow into the onsite storm drains. Flows from these areas flow along Grey Hawk Court and end at a street inlet on Eagle Drive where they meet with flows coming from the existing onsite pipes. For SWMM model illustration see figure 3, or Pre-development map of this SWMM report. Post-Development Model Setup Figure 3 illustrates each contributing basin discharging its overland flow directly into the biofiltration system. Each biofiltration layer section has a similar configuration as seen as in the detail drawing below. There is no actual elevation entered in the program. The bottom elevation of the biofiltration surface storage is assumed at 0 ft. 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 Palomar Forum Industrial project layout proposes to construct a parking lot across the majority of the property, with drainage to be directed to the 4 biofiltration systems on the site. 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 and ties into the existing storm drainage system within Eagle Drive draining northwest toward its outfall location. 4 | P a g e Figure-1. Typical Bio-filtration Section "' AOOlllONAL AIEOIA TO AIATCH 1.-f JIHERE AIEETS NAllif: SQIL PROPOSE~, SlJRFACE '->-->---, 0/STANCE FROAI TOE IY SI.OPE TO LINER IN G\'Ale. LA>ER E Llif: LOAOINC --,---,-4•_5• OR/JP FROAI Cl/RB C//T TO APRON 'WA!FR 0/JALITY ENOS AT A! OIAIENS/ON APRON FC:1:f:f!:r OWS!R//CT/JRE ,,/,iNCI.E IY INfl//ENCE PLANllNC PER LANDSCAPE PLAN J ·•-r---, ,,1/ ✓ LINE FROAI TOP IY G\'Ale. LA>ER • ..... LINER CAN BE PLACEO 1/NOER Cl/RB A..ci.fEOIA, HfTH;iqN5'0 . i1,1HR F1LTRA11av .. if' . ·,,f''<.:___ANCI.E IY /Nfl//ENCE -/ LINE FROAI TOP IY . 'RA!£ , Gl'Ale. LA>ER 5 | P a g e PRE DEVELOPMENT Fig.2 – SWMM Pre-Development Model ~-.. -----------------------------------------------------------------~ l2l •...:-l'\l0\1W. l I '111'\l<'flL \ l'k Ill EL )PME" T rn,fA r . JnlT 6 | P a g e POST DEVELOPMENT Fig.3 – SWMM Post-Development Model I 1 -- "' l'\LOiL\k}Ol{L~ !'\fl l:.L \ )\l t".X"IITIIT 7 | P a g e 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. The Bio-Basin Summary Table above, references a gravel depth of 12” which does not include the 3” minimum of gravel below the perforated pipe (see Figure-1 Typical Biofiltration Basin). Implying that the total gravel depth for this project is 15” (12” + 3” minimum). This 15” value is used in the SWMM model calculations the as the total storage depth. In this project Lot 6 and 7 DMAs 1,2,3 and 4 drain to BMPs A, B,C and D. The self-mitigating DMA’s are 5 are included in order to match the predevelopment acreage and total flows. In the SWMM model and table below note that the total areas of each DMA are equal to the combination of the DMA area and its respective BMP area. For example, in this project the total area of DMA-1 = (DMA-1 Area) + (BMP-A Area) OR 3.324ac = (3.205ac) + (0.119ac). [SUBCATCHMENTS] Name Outlet Area (ac) %Imperv Width %Slope DMA-1 BMP-A 3.002 90 200 2.5 DMA-2 BMP-B 0.082 60 45 2.0 DMA-3 BMP-C 1.051 80 110 2.3 DMA-4 BMP-D 1.339 85 150 3.5 DMA-5 POC 0.190 0 40 40 BMP-A POC 0.119 0 90 0 BMP-B POC 0.009 0 20 0 BMP-C POC 0.051 0 40 0 BMP-D POC 0.057 0 20 0 Total 5.90 DMA Table for Pre-Development Lot 6 and 7 DMA ID DMA TYPE TOTAL (ACRE) %IMP DMA-1 Drains to POC 3.782 0 DMA-2 Drains to POC 1.728 0 DMA-3 Drains to POC 0.388 0 Total AREA 5.90 8 | P a g e 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. Fig. 2.1 – Time series rain 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) (*Note: Time series has a gap that occurs around 225,000; this gap is a part of the acquired data set and is a period of time when the decimal was changed from 2 decimals to 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 BMP ID EFFECTIVE AREA (SQFT) A1 (INCH) RISER A2 (INCH) TOP OF BASIN A3 (INCH) CLEAN OUT C (INCH) MEDIA D (INCH) GRAVEL BOX RISER / OVERFLOW STRUCTURE SIZE (INCHES) ORIFICES DIAMETER IMP LINER? LOWER (INCH) BMP - A 5182 9 12 9 18 12 48x48 1.5 YES BMP - B 404 9 12 9 18 12 36x36 0.75 YES BMP - C 2606 9 12 9 18 12 48x48 1 NO BMP - D 2472 9 12 9 18 12 48x48 1 YES llme Series Oceanside 100,000 200,000 300,000 400.000 500,000 Elapsed lirm {hol!lrs) 9 | P a g e 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. The method of calculations used following Figure 2-2 involves an estimation 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 Source: STORM WATER MANAGEMENT MODEL REFERENCE MANUAL VOLUME 1- JANUARY 2016 Figure-2-2 Irregular subcatchment shape for width calculations (DiGiano et al., 1977, p.165). Figure-2-3 Idealized representation of a subcatchment. DIRECTION OF OVER FLOW MAIN ...___DRAINAGE CHANNEL A+ A = A I 2 10 | P a g e actual watershed is defined as A/L2 where A is the watershed area and L is 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(1.5 — Z)(2K — X)/(2K — 1) (3-12) 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) / (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. W = L • Y 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. Imperviousness This is the percentage of sub-catchment area covered by impervious surfaces such as sidewalks and roadways or any 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. The value used for this project’s predevelopment is a 0.038 for Mowed Poor Grass. This was based on the figures in 2-4 and 2-4a and assuming to be the most accurate to the predevelopment site before mass grading and the “pre-project” and conditions were created. The value 11 | P a g e for the post development is 0.12 for shrubs and bushes to account for the landscaped pervious areas. The roughness coefficient for both impervious values is 0.012 for smooth asphalt pavement. Carlsbad Bressi Ranch Lot 5 Source: Storm Water Management Model Reference Manual Volume I – Hydrology (Revised) ~ January 2016 Tab]e 3-5 Estimates, @f Ma1miit1g's, roughness cf ertidetlt 'for i\Wetlaud H1l· Source Gr-ound Cover 11 Ran1re Smooth asphalt 0.01 C wford and Li.n ley Asl)Llalt of concrete n.avinll 0,014 (19'66)" Packed clay 0.03 Lieht turrf 0,20 Dense turf 0,35 De[lse shrubbery a[ld fores:t htt:er 0,4 Concrete or asohalt 0.01 l 0,010-0.013 E.ngirnm (1986)!' Bare sand 0.010 O.O l -0_016 Graveled surface 0,02 0,012-0.03 Bare clay-loam {er()d{.-';()) 0.02 0.012-D_033 Ran"1:e ( nan:ira]) 0.13 0.01-0.32 Bluegrass sod 0.45 0 .39-0_63 Short i?fass prairie 0,15 O.J0-0.20 Bermuda grass 0.41 0 ,30 0-48 Yen (2001)" Smooth as:nhalt pavement 0.012 0.010=0.015 Smooth impervious surface 0.013 0.011-0_015 Tar and sand paveme11t 0.014 0.012-0.016 Concrete pavement 0,017 OJH 4-0_020 Rough impervious s.urfac e 0.019 0.015-0.023 Smooith bar,e oackecl soil 0.02l 0,017-0.025 Moderate bare packed soi] 0.030 o. 025-0_03 5 Rollgh bare packedl soil 0.038 0.032-0.045 Grave·) soil 0,032 0,025-0.045 Mowed poor grass 0.038 0.030-D_045 Average :grass, closely clinned sod 0,050 0, 040-0.060 Pasture 0,055 0,04!0 0_070 Timberland 0,090 0,060-0_ 120 Dense grass 0,090 0,060-0.120 Shrubs and h11J.'lhes 0.120 0,080-0_180 Bllsiness land use 0,022 0.014-0.03S SemJ-business land use 0,035 0,022-0.050 Jmlusl1ial land use 0.035 0.0.20-D_050 Dense residential fand us,e 0.040 0.025-0.060 Subuiban residentia] land use 0:055 0, 030s.0-080 Parks and lawns 0,075 0,0401.0_ 120 UOibtained by ca1ibration of Stanford W atershe.d Model. bComputed by Engman ,( l 986) by kine· aitic wave and stor ge analysis of mea 11.lJed rni.nfall-11.tnoff data_ CComputed on basis of kinematk wave analysis. 12 | P a g e Infiltration Model The pre-development condition is primarily empty land with moderate vegetation cover. 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. The Green-Ampt 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. The Hydrologic Soil Class identified for this project had both C and D ratings. This determination was from Web Soil Survey and is provided as Attachment C of this projects SWMM report. The default values shown in Table 1 for use in San Diego were used in this project based on the soil class within each DMA. For DMA’s with both class C and class D, a weighted value was used using both soil groups. Figure 2.4- Pre-Development site view with assumption of 0.038 mannings value Figure 2-4B : Pre-Project site view after mass grading of the site 13 | P a g e Table 1 – Soil Infiltration Parameter SWMM Parameter Name Unit Range Use in San Diego Infiltration Method HORTON GREEN_AMPT CURVE_NUMBER GREEN_AMPT Suction Head Inches 1.93 – 12.60 presented Hydrologic Soil Group A: 1.5 (Green-Ampt) in Table A.2 of SWMM Hydrologic Soil Group B: 3.0 Manual Hydrologic Soil Group C: 6.0 Hydrologic Soil Group D: 9.0 Conductivity Inches per hour 0.01 – 4.74 presented Hydrologic Soil Group A: 0.3 (Green-Ampt) in Table A.2 of SWMM Hydrologic Soil Group B: 0.2 Manual by soil texture Hydrologic Soil Group C: 0.1 class Hydrologic Soil Group D: 0.025 0.00 – Ç0.45 presented in Table A.3 of SWMM Note: reduce conductivity by 25% in Manual by hydrologic the post-project condition when soil group native soils will be compacted. For fill soils in post-project condition, see Section G.1.4.3. Initial Deficit The difference between Hydrologic Soil Group A: 0.30 (Green-Ampt) soil porosity and initial Hydrologic Soil Group B: 0.31 moisture content. Hydrologic Soil Group C: 0.32 Based on the values Hydrologic Soil Group D: 0.33 provided in Table A.2 of SWMM Manual, the Note: in long-term continuous range for completely simulation, this value is not important dry soil would be 0.097 as the soil will reach equilibrium after to 0.375 a few storm events regardless of the initial moisture content specified. Groundwater yes/no yes/no NO LID Controls Project Specific Snow Pack Not applicable to hydromodification Land Uses management studies Initial Buildup Curb Length Source: Model BMP Design Manual San Diego Region Appendices, February 26, 2016 14 | P a g e 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 biofiltration cell that contains vegetation grown in an engineered soil mixture placed above a gravel drainage bed. Biofiltration 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. 15 | P a g e SECTION III. CONTINUED 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 08/28/1951 Start Reporting on 08/28/1951 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 the Lot 5 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 0.060 0.080 0.110 0.150 0.170 0.190 July August September October November December 0.190 0.180 0.150 0.110 0.080 0.060 16 | P a g e SECTION IV. BIOFILTRATION AS LID CONTROL 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 biofiltration 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 biofiltration 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 biofiltration. 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 depth is set at 6” which is representative of the height of water that can pond above a 3” mulch layer before over flowing into the box riser. 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. This value is 0 for our project as is standard in the BMP Manual Appendix G. 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 21 inches soil thickness for a biofiltration. This includes the 3” of mulch layer. 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 SUSMP Table B1 – 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). 17 | P a g e Wilting Point Volume of pore water relative to total volume for a well-dried soil where only bound water remains (as a fraction). The moisture content of the soil cannot fall below this limit. We assumed the minimum moisture content within this biofiltration 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-Ampt infiltration model. Table 1 was utilized to determine the capillary of the soil mix top layer of a biofiltration 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 biofiltration cells as a bottom storage/drainage layer. The following data fields are displayed: Height This is the thickness of a gravel layer (inches). For this project, a value of 15 inches was used for all BMP’s. 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 / (1 + 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-Ampt infiltration is used. If a liner beneath the gravel layer is proposed, the seepage rate is assumed to be 0 in/hr. If there is no liner proposed, such as BMP-C, the infiltration rate is equal to the suggested value already discussed per soil type in Table 1. 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. 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 18 | P a g e permeable bottoms and no under drains. We assumed zero for the clogging factor since the infiltration rate is not considered. For BMP-C, a value of 0 was used to ignore clogging since the system contains an underdrain system. 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)n 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 3” as the underdrain piping is at the bottom of the 12” of the live gravel storage layer but above the 3” of dead gravel storage. Table 3 – Summary of LID Drain/flow coefficient IMP NAME EFFECTIVE AREA (SQFT) ORIFICE (IN) LID Storage Height (IN) SOIL/SAND (IN) GRAVEL (IN) UNDERDRAIN OFFSET (IN) C BMP-A 5182 1.5 6 21 15 3 0.1422 BMP-B 404 0.75 6 21 15 3 0.4560 BMP-C 2606 1.0 6 21 15 3 0.1257 BMP-D 2472 1.0 6 21 15 3 0.1325 Note: q = C(h-Hd)n C=𝐶𝑜𝐴𝑜 √2𝑔 𝐴× 120.5 × 3600 19 | P a g e SECTION V. RUNNING THE SIMULATION 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. Model Results SWMM’s Status Report summarizes overall results for the 58-yr simulation. The runoff continuity error is -0.12% 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. 20 | P a g e 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 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 100cfs, 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) 21 | P a g e How to Read the Graphs2 Figure 6-1 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. 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 2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan Figure 6-1. Flow Duration Series Statistics for a Hypothetical Development Scenario 0 I I I ----+-lmper.i s f lO'll' (cfs) 70 ------Pre-Prnjeci Floor (c- ----P,ost-Project ,-ig!Bled FI0'/11 (ca) - --PreJPrnject 0.2Q5 6D --Pre-Prnjeci Q 0 - ---,__ ___ -------------___ L ___ .50 -JI> i ~ 4!l ~ a Li.. t %,fime Elcceede di 22 | P a g e 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 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) 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 Q10 and Qlf (low flow threshold) values. Within the geomorphically significant range (Q10 – Qlf) 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 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 23 | P a g e 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 Qlf 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 Qlf 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 Qlf and Q10 2. If more than 10% of the points are between 100% and 110% of Qpre for the points between Qlf and Q10 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. 24 | P a g e 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 the smallest runoff value (0.00cfs 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 Q10 and Qlf are reasonable. Verify that the correct values for each of these return periods are plotted correctly on the graph. 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 25 | P a g e 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 T are calculated using the following equations4: 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. 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 Q10, Q5, Q2 and Qlf (low flow threshold) values. Within the geomorphically significant range (Q10 – Qlf) 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 4 Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPA/600/R-09/000 July 2009 26 | P a g e development curve lies below the pre-development curve (mostly5), 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 Q10 – Qlf 2. Qpost being less than Q pre 3. Qpost being less than 110% of the value of Qpre if the point is between Q5 and Q106 There are four ways that a point can fail. They are: 1. Qpost being greater than Qpre if the point is between Qlf and Q5 2. Qpost being greater than 110% of Qpre if the point is between Qlf and Q10 3. If more than 10% of the points are between 100% and 110% of Qpre for the points between Q5 and Q10 4. If the frequency interval for points > 100% of Qpre is greater than 1 year for the points between Q5 and Q10 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 5 See hydromodification limits for exceedance of pre-development values 6 See section on how a point can fail point number 3 hereon 27 | P a g e 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 Q10, Q5, and Q2. 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. 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 28 | P a g e 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, Q5, Q2 and Qlf are reasonable. For each value shown on the reports, verify that the value shown for say Q10 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. 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. There are several tributary areas planned as industrial use treated by 4 biofiltration basins (labeled as BMP-# (Best Management Practices) with a total tributary area of approximately 5.9 acres. The areas were grouped based on its outfall and were analyzed for pre-development and post-development conditions; all basins drain to one point of compliance (POC). The analyzed SWMM runs attached show that the proposed biofiltration facilities provided with variety of orifice flow control at the base of the gravel storage configured as shown in Figure 6-1 is in compliance with the HMP and BMP Manual. 29 | P a g e Lots 6 and 7 On POC, The flow duration curve on the following page shows the existing condition 12.6 hours (0.144×365days×24 hour/day = 11.7 hours). 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 11.7 hours (0.134×365days×24 hour/day =11.7 hours). This flow duration is higher lower than the existing and meets the requirements. Therefore, this study has demonstrated that the proposed optimized biofiltration basins are sufficient to meet the current HMP and BMP criteria (See Table 7-1). Table 7-1 Flow Duration Curves --Pre Development --Post Development M rtigated ---,¥-0 10 (396cfs) ---,¥-OIi (0267cfs) 4 3 -~ ~ 2 Q) -co ct:: :t 1 .2 LL 0 -1 : Flow Duration PreDevelopment=365( days)x24(hrlday)x0 .144(%)= 12. 6(hourslyear) · Flow Duration Mrtigated Post Development=365(days)x24(hrlday)x0.134(%)=11. 7(hourslyear) 0.00 0.05 0.10 0.15 (%) Percent Time Exceedance STATISTICS ANALYSIS OF THE SWMM FILES FOR: DISCHARGE NODE: POC ANALYSIS DETAILS Stream Susceptibility to Channel Erosion: High Low Flow Threshold= (0.l)Q2 = (0.1)2.658 = Qlf = 0.2658 (cfs) Flow Control Upper Limit= QlO = 3.943 (cfs) Assumed time between storms (hours): 24 PRE-DEVELOPMENT SWMM FILE SWMM file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PreDev.out SWMM file time stamp: 1/13/2021 9:17:29 AM Selected Node to Analyze: POC POST-DEVELOPMENT MITIGATED SWMM FILE SWMM file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PostDev2.out SWMM file time stamp: 5/5/20211:23:04 PM Selected Node to Analyze: POC 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 694 points. Of the points, 8 point(s) are above the flow control upper limit (Ql0 = 3.9427 (cfs)), 549 point(s) are below the low flow threshold value (Qlf = 0.26577 (cfs)). Of the points within the flow control range (Qlf to QlO), 130 point(s) have a lower peak flow rate than pre-development conditions, and 7 point(s) have a peak flow that exceeds the pre-development by less than 10%. These points all pass. There are no points that failed, therefore the peak flow requirements have been met. The Mitigated Conditions flow duration curve is composed of 100 flow bins (points). 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 discharge value. Within the flow control range, comparing the post-development flow duration curve to the pre-development flow duration curve, 99 post-development curve point(s) have a lower flow duration than pre-development conditions, and 1 point(s) have a flow duration that exceeds the pre-development flow duration by less than 10%. These points all pass . There are no points that failed, therefore the flow duration requirements have been met. V:\20\20061 \Engineering\GPI P\Storm \SWM M\Report\report parts\Statistics Reports\POC\Statistics Resu lts-POC.pdf 5/10/202110:06:07 AM software version: 1.0.7318.27220 Excel Engineering -------~-----~--------I~ ~ Excel Engineering peakFlowPassFailMitigated.TXTCompared to:pre-development SWMM file: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PreDev.outpre-development time stamp: 1/13/2021 9:17:29 AMCompare Post-Development Curve to Pre-Development CurveFlow Control Upper Limit: 3.9427 (cfs)Flow Control Lower Limit: 0.26577 (cfs)post-development SWMM file: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PostDev2.outpost-development time stamp: 5/5/2021 1:23:04 PMPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail058.005.645.41FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))129.004.744.55FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))219.334.444.21FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))314.504.344.18FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))411.604.324.01FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))59.674.043.93FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))68.294.003.91FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))77.253.973.86FALSEFALSEFALSEPass- Qpost Above Q10 (3.9427 (cfs))86.443.913.81FALSETRUEFALSEPass- Qpost < 110% QPre95.803.903.69FALSETRUEFALSEPass- Qpost < 110% QPre105.273.763.66FALSETRUEFALSEPass- Qpost < 110% QPre114.833.593.65TRUEFALSEFALSEPass- Qpost < Qpre124.463.463.61TRUEFALSEFALSEPass- Qpost < Qpre134.143.453.53TRUEFALSEFALSEPass- Qpost < Qpre143.873.453.49TRUEFALSEFALSEPass- Qpost < Qpre153.633.443.39FALSETRUEFALSEPass- Qpost < 110% QPre163.413.393.26FALSETRUEFALSEPass- Qpost < 110% QPre173.223.223.25TRUEFALSEFALSEPass- Qpost < Qpre183.052.983.18TRUEFALSEFALSEPass- Qpost < Qpre192.902.913.18TRUEFALSEFALSEPass- Qpost < Qpre202.762.863.15TRUEFALSEFALSEPass- Qpost < Qpre212.642.853.08TRUEFALSEFALSEPass- Qpost < Qpre222.522.813.04TRUEFALSEFALSEPass- Qpost < Qpre232.422.793.03TRUEFALSEFALSEPass- Qpost < Qpre242.322.753.03TRUEFALSEFALSEPass- Qpost < Qpre252.232.752.93TRUEFALSEFALSEPass- Qpost < Qpre262.152.732.86TRUEFALSEFALSEPass- Qpost < Qpre272.072.722.75TRUEFALSEFALSEPass- Qpost < Qpre282.002.722.66FALSETRUEFALSEPass- Qpost < 110% QPre291.932.712.62FALSETRUEFALSEPass- Qpost < 110% QPre301.872.492.62TRUEFALSEFALSEPass- Qpost < Qpre311.812.452.60TRUEFALSEFALSEPass- Qpost < Qpre1/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail321.762.282.58TRUEFALSEFALSEPass- Qpost < Qpre331.712.272.57TRUEFALSEFALSEPass- Qpost < Qpre341.662.252.50TRUEFALSEFALSEPass- Qpost < Qpre351.612.252.49TRUEFALSEFALSEPass- Qpost < Qpre361.572.252.49TRUEFALSEFALSEPass- Qpost < Qpre371.532.252.45TRUEFALSEFALSEPass- Qpost < Qpre381.492.222.44TRUEFALSEFALSEPass- Qpost < Qpre391.452.182.44TRUEFALSEFALSEPass- Qpost < Qpre401.422.172.36TRUEFALSEFALSEPass- Qpost < Qpre411.382.142.33TRUEFALSEFALSEPass- Qpost < Qpre421.352.112.29TRUEFALSEFALSEPass- Qpost < Qpre431.322.062.25TRUEFALSEFALSEPass- Qpost < Qpre441.292.052.24TRUEFALSEFALSEPass- Qpost < Qpre451.262.042.21TRUEFALSEFALSEPass- Qpost < Qpre461.231.992.17TRUEFALSEFALSEPass- Qpost < Qpre471.211.982.15TRUEFALSEFALSEPass- Qpost < Qpre481.181.912.13TRUEFALSEFALSEPass- Qpost < Qpre491.161.892.10TRUEFALSEFALSEPass- Qpost < Qpre501.141.892.05TRUEFALSEFALSEPass- Qpost < Qpre511.121.852.05TRUEFALSEFALSEPass- Qpost < Qpre521.091.852.04TRUEFALSEFALSEPass- Qpost < Qpre531.071.842.04TRUEFALSEFALSEPass- Qpost < Qpre541.061.832.00TRUEFALSEFALSEPass- Qpost < Qpre551.041.821.98TRUEFALSEFALSEPass- Qpost < Qpre561.021.811.95TRUEFALSEFALSEPass- Qpost < Qpre571.001.811.95TRUEFALSEFALSEPass- Qpost < Qpre580.981.811.93TRUEFALSEFALSEPass- Qpost < Qpre590.971.801.91TRUEFALSEFALSEPass- Qpost < Qpre600.951.801.90TRUEFALSEFALSEPass- Qpost < Qpre610.941.791.89TRUEFALSEFALSEPass- Qpost < Qpre620.921.781.85TRUEFALSEFALSEPass- Qpost < Qpre630.911.761.85TRUEFALSEFALSEPass- Qpost < Qpre640.891.741.83TRUEFALSEFALSEPass- Qpost < Qpre650.881.731.83TRUEFALSEFALSEPass- Qpost < Qpre660.871.651.83TRUEFALSEFALSEPass- Qpost < Qpre670.851.631.82TRUEFALSEFALSEPass- Qpost < Qpre680.841.631.82TRUEFALSEFALSEPass- Qpost < Qpre690.831.621.81TRUEFALSEFALSEPass- Qpost < Qpre700.821.601.80TRUEFALSEFALSEPass- Qpost < Qpre710.811.511.79TRUEFALSEFALSEPass- Qpost < Qpre720.801.481.79TRUEFALSEFALSEPass- Qpost < Qpre730.781.451.74TRUEFALSEFALSEPass- Qpost < Qpre2/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail740.771.431.71TRUEFALSEFALSEPass- Qpost < Qpre750.761.421.70TRUEFALSEFALSEPass- Qpost < Qpre760.751.411.70TRUEFALSEFALSEPass- Qpost < Qpre770.741.411.69TRUEFALSEFALSEPass- Qpost < Qpre780.731.401.69TRUEFALSEFALSEPass- Qpost < Qpre790.731.391.69TRUEFALSEFALSEPass- Qpost < Qpre800.721.381.69TRUEFALSEFALSEPass- Qpost < Qpre810.711.351.62TRUEFALSEFALSEPass- Qpost < Qpre820.701.331.60TRUEFALSEFALSEPass- Qpost < Qpre830.691.321.59TRUEFALSEFALSEPass- Qpost < Qpre840.681.291.56TRUEFALSEFALSEPass- Qpost < Qpre850.671.271.56TRUEFALSEFALSEPass- Qpost < Qpre860.671.241.55TRUEFALSEFALSEPass- Qpost < Qpre870.661.241.54TRUEFALSEFALSEPass- Qpost < Qpre880.651.191.52TRUEFALSEFALSEPass- Qpost < Qpre890.641.171.52TRUEFALSEFALSEPass- Qpost < Qpre900.641.151.50TRUEFALSEFALSEPass- Qpost < Qpre910.631.131.49TRUEFALSEFALSEPass- Qpost < Qpre920.621.111.48TRUEFALSEFALSEPass- Qpost < Qpre930.621.101.47TRUEFALSEFALSEPass- Qpost < Qpre940.611.071.47TRUEFALSEFALSEPass- Qpost < Qpre950.601.051.46TRUEFALSEFALSEPass- Qpost < Qpre960.601.011.44TRUEFALSEFALSEPass- Qpost < Qpre970.591.001.44TRUEFALSEFALSEPass- Qpost < Qpre980.590.981.43TRUEFALSEFALSEPass- Qpost < Qpre990.580.981.42TRUEFALSEFALSEPass- Qpost < Qpre1000.570.981.41TRUEFALSEFALSEPass- Qpost < Qpre1010.570.971.39TRUEFALSEFALSEPass- Qpost < Qpre1020.560.951.37TRUEFALSEFALSEPass- Qpost < Qpre1030.560.951.35TRUEFALSEFALSEPass- Qpost < Qpre1040.550.951.35TRUEFALSEFALSEPass- Qpost < Qpre1050.550.951.34TRUEFALSEFALSEPass- Qpost < Qpre1060.540.941.31TRUEFALSEFALSEPass- Qpost < Qpre1070.540.921.30TRUEFALSEFALSEPass- Qpost < Qpre1080.530.911.29TRUEFALSEFALSEPass- Qpost < Qpre1090.530.901.29TRUEFALSEFALSEPass- Qpost < Qpre1100.520.901.28TRUEFALSEFALSEPass- Qpost < Qpre1110.520.871.25TRUEFALSEFALSEPass- Qpost < Qpre1120.510.871.24TRUEFALSEFALSEPass- Qpost < Qpre1130.510.861.24TRUEFALSEFALSEPass- Qpost < Qpre1140.500.801.23TRUEFALSEFALSEPass- Qpost < Qpre1150.500.751.23TRUEFALSEFALSEPass- Qpost < Qpre3/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail1160.500.741.23TRUEFALSEFALSEPass- Qpost < Qpre1170.490.741.22TRUEFALSEFALSEPass- Qpost < Qpre1180.490.731.21TRUEFALSEFALSEPass- Qpost < Qpre1190.480.711.21TRUEFALSEFALSEPass- Qpost < Qpre1200.480.651.20TRUEFALSEFALSEPass- Qpost < Qpre1210.480.621.20TRUEFALSEFALSEPass- Qpost < Qpre1220.470.601.20TRUEFALSEFALSEPass- Qpost < Qpre1230.470.581.20TRUEFALSEFALSEPass- Qpost < Qpre1240.460.521.18TRUEFALSEFALSEPass- Qpost < Qpre1250.460.481.18TRUEFALSEFALSEPass- Qpost < Qpre1260.460.471.17TRUEFALSEFALSEPass- Qpost < Qpre1270.450.471.15TRUEFALSEFALSEPass- Qpost < Qpre1280.450.471.15TRUEFALSEFALSEPass- Qpost < Qpre1290.450.471.13TRUEFALSEFALSEPass- Qpost < Qpre1300.440.471.11TRUEFALSEFALSEPass- Qpost < Qpre1310.440.461.09TRUEFALSEFALSEPass- Qpost < Qpre1320.440.461.09TRUEFALSEFALSEPass- Qpost < Qpre1330.430.451.08TRUEFALSEFALSEPass- Qpost < Qpre1340.430.451.08TRUEFALSEFALSEPass- Qpost < Qpre1350.430.391.07TRUEFALSEFALSEPass- Qpost < Qpre1360.420.371.07TRUEFALSEFALSEPass- Qpost < Qpre1370.420.361.06TRUEFALSEFALSEPass- Qpost < Qpre1380.420.361.06TRUEFALSEFALSEPass- Qpost < Qpre1390.410.361.02TRUEFALSEFALSEPass- Qpost < Qpre1400.410.361.02TRUEFALSEFALSEPass- Qpost < Qpre1410.410.351.00TRUEFALSEFALSEPass- Qpost < Qpre1420.410.311.00TRUEFALSEFALSEPass- Qpost < Qpre1430.400.290.99TRUEFALSEFALSEPass- Qpost < Qpre1440.400.280.99TRUEFALSEFALSEPass- Qpost < Qpre1450.400.220.98FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1460.400.220.97FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1470.390.220.96FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1480.390.210.95FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1490.390.210.94FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1500.380.200.93FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1510.380.200.93FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1520.380.200.92FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1530.380.200.92FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1540.370.200.92FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1550.370.200.92FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1560.370.200.92FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1570.370.200.89FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail1580.370.200.89FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1590.360.200.89FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1600.360.200.88FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1610.360.200.88FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1620.360.200.87FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1630.350.200.87FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1640.350.200.87FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1650.350.200.85FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1660.350.200.85FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1670.350.200.84FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1680.340.200.83FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1690.340.200.83FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1700.340.200.83FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1710.340.200.82FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1720.340.200.81FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1730.330.200.80FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1740.330.200.78FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1750.330.190.78FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1760.330.190.76FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1770.330.190.76FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1780.320.190.74FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1790.320.190.72FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1800.320.190.72FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1810.320.190.71FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1820.320.190.70FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1830.320.190.70FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1840.310.190.70FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1850.310.190.69FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1860.310.190.68FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1870.310.190.67FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1880.310.190.65FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1890.310.190.63FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1900.300.190.62FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1910.300.190.62FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1920.300.190.61FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1930.300.190.61FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1940.300.190.61FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1950.300.190.60FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1960.290.190.58FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1970.290.190.58FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1980.290.190.56FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))1990.290.190.56FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail2000.290.190.55FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2010.290.180.53FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2020.290.180.53FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2030.280.180.52FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2040.280.180.51FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2050.280.180.50FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2060.280.180.50FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2070.280.180.50FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2080.280.180.49FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2090.280.180.46FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2100.280.180.46FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2110.270.180.45FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2120.270.180.45FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2130.270.180.45FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2140.270.180.45FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2150.270.180.45FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2160.270.180.44FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2170.270.180.42FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2180.270.180.42FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2190.260.180.41FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2200.260.180.39FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2210.260.180.37FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2220.260.180.37FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2230.260.180.37FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2240.260.180.36FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2250.260.180.36FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2260.260.180.35FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2270.250.170.35FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2280.250.170.35FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2290.250.170.34FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2300.250.170.33FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2310.250.170.33FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2320.250.170.33FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2330.250.170.32FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2340.250.170.30FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2350.250.170.30FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2360.250.170.30FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2370.240.170.29FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2380.240.170.29FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2390.240.170.28FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2400.240.170.28FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2410.240.170.28FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail2420.240.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2430.240.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2440.240.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2450.240.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2460.240.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2470.230.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2480.230.170.27FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2490.230.170.26FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2500.230.170.26FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2510.230.170.26FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2520.230.170.26FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2530.230.170.26FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2540.230.170.25FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2550.230.160.24FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2560.230.160.24FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2570.220.160.24FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2580.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2590.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2600.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2610.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2620.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2630.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2640.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2650.220.160.23FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2660.220.160.22FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2670.220.160.22FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2680.220.160.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2690.210.160.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2700.210.160.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2710.210.160.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2720.210.160.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2730.210.150.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2740.210.150.21FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2750.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2760.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2770.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2780.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2790.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2800.210.150.20FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2810.210.150.19FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2820.200.150.19FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2830.200.150.19FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))7/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail2840.200.150.19FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2850.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2860.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2870.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2880.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2890.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2900.200.150.18FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2910.200.150.17FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2920.200.150.17FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2930.200.150.17FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2940.200.150.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2950.200.150.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2960.200.150.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2970.190.150.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2980.190.140.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))2990.190.140.16FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3000.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3010.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3020.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3030.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3040.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3050.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3060.190.140.15FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3070.190.140.14FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3080.190.140.14FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3090.190.140.14FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3100.190.140.14FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3110.190.130.14FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3120.180.130.13FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3130.180.130.13FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3140.180.130.13FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3150.180.130.13FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3160.180.130.13FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3170.180.130.12FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3180.180.130.12FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3190.180.130.12FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3200.180.130.12FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3210.180.130.11FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3220.180.130.11FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3230.180.130.11FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3240.180.130.11FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3250.180.130.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))8/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail3260.180.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3270.180.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3280.180.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3290.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3300.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3310.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3320.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3330.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3340.170.120.10FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3350.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3360.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3370.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3380.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3390.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3400.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3410.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3420.170.120.09FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3430.170.120.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3440.170.120.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3450.170.120.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3460.170.120.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3470.170.110.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3480.170.110.08FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3490.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3500.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3510.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3520.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3530.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3540.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3550.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3560.160.110.07FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3570.160.110.06FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3580.160.110.06FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3590.160.110.06FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3600.160.110.06FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3610.160.110.05FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3620.160.110.05FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3630.160.110.05FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3640.160.110.05FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3650.160.110.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3660.160.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3670.160.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))9/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail3680.160.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3690.160.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3700.150.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3710.150.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3720.150.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3730.150.100.04FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3740.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3750.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3760.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3770.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3780.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3790.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3800.150.100.03FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3810.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3820.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3830.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3840.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3850.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3860.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3870.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3880.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3890.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3900.150.100.02FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3910.150.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3920.150.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3930.150.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3940.140.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3950.140.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3960.140.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3970.140.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3980.140.100.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))3990.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4000.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4010.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4020.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4030.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4040.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4050.140.090.01FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4060.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4070.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4080.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4090.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))10/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail4100.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4110.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4120.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4130.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4140.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4150.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4160.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4170.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4180.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4190.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4200.140.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4210.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4220.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4230.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4240.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4250.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4260.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4270.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4280.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4290.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4300.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4310.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4320.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4330.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4340.130.090.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4350.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4360.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4370.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4380.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4390.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4400.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4410.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4420.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4430.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4440.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4450.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4460.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4470.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4480.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4490.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4500.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4510.130.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))11/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail4520.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4530.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4540.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4550.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4560.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4570.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4580.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4590.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4600.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4610.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4620.120.080.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4630.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4640.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4650.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4660.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4670.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4680.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4690.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4700.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4710.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4720.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4730.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4740.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4750.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4760.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4770.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4780.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4790.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4800.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4810.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4820.120.070.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4830.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4840.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4850.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4860.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4870.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4880.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4890.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4900.120.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4910.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4920.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4930.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))12/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail4940.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4950.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4960.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4970.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4980.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))4990.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5000.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5010.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5020.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5030.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5040.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5050.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5060.110.060.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5070.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5080.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5090.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5100.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5110.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5120.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5130.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5140.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5150.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5160.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5170.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5180.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5190.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5200.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5210.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5220.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5230.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5240.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5250.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5260.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5270.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5280.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5290.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5300.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5310.110.050.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5320.110.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5330.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5340.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5350.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))13/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail5360.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5370.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5380.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5390.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5400.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5410.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5420.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5430.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5440.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5450.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5460.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5470.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5480.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5490.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5500.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5510.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5520.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5530.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5540.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5550.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5560.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5570.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5580.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5590.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5600.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5610.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5620.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5630.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5640.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5650.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5660.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5670.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5680.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5690.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5700.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5710.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5720.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5730.100.040.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5740.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5750.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5760.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5770.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))14/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail5780.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5790.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5800.100.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5810.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5820.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5830.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5840.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5850.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5860.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5870.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5880.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5890.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5900.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5910.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5920.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5930.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5940.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5950.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5960.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5970.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5980.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))5990.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6000.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6010.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6020.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6030.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6040.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6050.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6060.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6070.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6080.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6090.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6100.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6110.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6120.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6130.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6140.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6150.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6160.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6170.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6180.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6190.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))15/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail6200.090.030.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6210.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6220.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6230.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6240.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6250.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6260.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6270.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6280.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6290.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6300.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6310.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6320.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6330.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6340.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6350.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6360.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6370.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6380.090.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6390.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6400.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6410.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6420.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6430.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6440.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6450.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6460.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6470.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6480.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6490.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6500.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6510.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6520.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6530.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6540.080.020.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6550.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6560.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6570.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6580.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6590.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6600.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6610.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))16/175/10/2021 10:06 AM Excel Engineering peakFlowPassFailMitigated.TXTPost PT #Rtn Prd (yrs)Post Dev Q (cfs)Pre Dev Q (cfs)Qpost < QpreQpost > QpreQpost > 110% QprePass/Fail6620.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6630.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6640.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6650.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6660.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6670.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6680.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6690.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6700.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6710.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6720.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6730.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6740.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6750.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6760.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6770.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6780.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6790.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6800.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6810.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6820.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6830.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6840.080.010.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6850.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6860.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6870.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6880.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6890.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6900.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6910.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6920.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))6930.080.000.00FALSEFALSEFALSEPass- Qpost Below Qlf (0.26577 (cfs))17/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)11995/01/04 15:00:001995/01/04 22:00:0085.4110.23%5822003/02/25 13:00:002003/02/26 00:00:00124.5520.47%2931958/02/03 04:00:001958/02/04 14:00:00354.2090.70%19.3341969/02/23 23:00:001969/02/25 20:00:00464.1770.94%14.552000/10/29 22:00:002000/10/30 00:00:0034.0051.17%11.662005/02/18 05:00:002005/02/19 00:00:00203.931.41%9.6771993/01/12 19:00:001993/01/14 06:00:00363.9121.64%8.2981980/02/16 14:00:001980/02/21 07:00:001143.8631.87%7.2592004/10/27 02:00:002004/10/27 11:00:00103.8092.11%6.44101952/01/16 07:00:001952/01/16 16:00:00103.6872.34%5.8111958/04/01 15:00:001958/04/01 21:00:0073.6572.58%5.27121982/03/17 07:00:001982/03/18 04:00:00223.6552.81%4.83131978/02/28 00:00:001978/03/01 09:00:00343.6143.04%4.46141978/01/04 16:00:001978/01/04 18:00:0033.5353.28%4.14151970/12/19 02:00:001970/12/19 22:00:00213.4873.51%3.87161979/01/15 13:00:001979/01/15 16:00:0043.3883.75%3.63171998/02/03 14:00:001998/02/04 01:00:00123.2623.98%3.41181978/02/07 17:00:001978/02/10 06:00:00623.2524.22%3.22191991/12/29 15:00:001991/12/30 04:00:00143.1844.45%3.05201965/11/22 08:00:001965/11/23 05:00:00223.1764.68%2.9212008/01/27 00:00:002008/01/27 22:00:00233.1524.92%2.76221983/02/27 16:00:001983/02/27 19:00:0043.0845.15%2.64232004/10/20 09:00:002004/10/20 15:00:0073.0445.39%2.52241998/02/22 15:00:001998/02/24 01:00:00353.0355.62%2.42251980/03/02 20:00:001980/03/03 10:00:00153.0315.85%2.32261983/01/29 00:00:001983/01/29 04:00:0052.936.09%2.23271998/02/16 17:00:001998/02/18 01:00:00332.8576.32%2.15281952/11/15 13:00:001952/11/15 14:00:0022.7476.56%2.07291993/02/18 12:00:001993/02/18 12:00:0012.6586.79%2301994/02/03 23:00:001994/02/04 10:00:00122.627.03%1.93311985/11/11 09:00:001985/11/11 13:00:0052.6197.26%1.87321978/01/16 17:00:001978/01/17 02:00:00102.6027.49%1.81331961/12/02 01:00:001961/12/02 14:00:00142.5827.73%1.76341993/01/15 12:00:001993/01/18 15:00:00762.5757.96%1.71351980/01/28 18:00:001980/01/30 16:00:00472.5038.20%1.66361995/03/11 02:00:001995/03/12 00:00:00232.4938.43%1.61372008/01/05 05:00:002008/01/07 01:00:00452.4888.67%1.57381998/02/14 16:00:001998/02/14 21:00:0062.4538.90%1.53391986/02/14 23:00:001986/02/15 06:00:0082.4379.13%1.49Peak Flow Statistics Table ValuesSWMM.out file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PreDev.outSWMM.out time stamp: 1/13/2021 9:17:29 AMQ10: 3.943 (cfs)Q5: 3.655 (cfs)Q2: 2.658 (cfs)1/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)402008/02/22 02:00:002008/02/22 09:00:0082.4369.37%1.45411993/02/08 00:00:001993/02/08 11:00:00122.3659.60%1.42421981/03/19 19:00:001981/03/19 21:00:0032.3329.84%1.38431986/03/15 21:00:001986/03/16 19:00:00232.29310.07%1.35441991/02/27 18:00:001991/03/01 11:00:00422.2510.30%1.32451969/02/06 08:00:001969/02/06 17:00:00102.23910.54%1.29461992/02/12 17:00:001992/02/13 07:00:00152.2110.77%1.26472003/02/11 17:00:002003/02/12 19:00:00272.17411.01%1.23481960/04/27 07:00:001960/04/27 11:00:0052.15411.24%1.21491963/03/16 23:00:001963/03/17 02:00:0042.13311.48%1.18502005/01/11 00:00:002005/01/11 08:00:0092.09511.71%1.16511963/09/18 18:00:001963/09/18 21:00:0042.05411.94%1.14522002/11/08 16:00:002002/11/08 19:00:0042.04512.18%1.12532005/02/21 03:00:002005/02/23 07:00:00532.04512.41%1.09541977/08/17 01:00:001977/08/17 10:00:00102.04112.65%1.07551983/03/01 13:00:001983/03/04 05:00:00652.00212.88%1.06561972/01/16 20:00:001972/01/16 23:00:0041.97613.11%1.04571978/01/14 16:00:001978/01/15 06:00:00151.95213.35%1.02582001/02/13 17:00:002001/02/14 20:00:00281.94713.58%1591988/12/24 21:00:001988/12/25 00:00:0041.93413.82%0.98602004/12/31 14:00:002004/12/31 15:00:0021.90914.05%0.97611971/12/24 07:00:001971/12/24 23:00:00171.90314.29%0.95621988/11/25 07:00:001988/11/25 10:00:0041.8914.52%0.94631991/03/25 06:00:001991/03/27 06:00:00491.85514.75%0.92642005/01/09 04:00:002005/01/09 22:00:00191.85214.99%0.91651980/01/10 23:00:001980/01/12 13:00:00391.83115.22%0.89661983/12/24 18:00:001983/12/25 11:00:00181.82915.46%0.88672003/03/15 17:00:002003/03/16 17:00:00251.82915.69%0.87681997/01/12 16:00:001997/01/13 07:00:00161.82415.93%0.85691983/10/01 01:00:001983/10/01 03:00:0031.81916.16%0.84701979/01/05 07:00:001979/01/06 07:00:00251.80616.39%0.83711977/12/28 19:00:001977/12/30 03:00:00331.80316.63%0.82721960/01/12 02:00:001960/01/12 08:00:0071.79516.86%0.81731993/02/19 19:00:001993/02/19 23:00:0051.78617.10%0.8741968/03/08 04:00:001968/03/08 12:00:0091.7417.33%0.78751962/01/20 13:00:001962/01/20 20:00:0081.70617.56%0.77761958/02/19 12:00:001958/02/19 15:00:0041.70517.80%0.76771973/11/22 23:00:001973/11/23 01:00:0031.70118.03%0.75781982/12/22 23:00:001982/12/22 23:00:0011.68918.27%0.74792005/04/28 08:00:002005/04/28 09:00:0021.68818.50%0.73801975/04/08 08:00:001975/04/09 00:00:00171.68818.74%0.73811983/01/27 07:00:001983/01/27 14:00:0081.68818.97%0.72821983/11/24 22:00:001983/11/25 01:00:0041.61819.20%0.71831959/02/11 09:00:001959/02/11 12:00:0041.60119.44%0.7841992/02/15 13:00:001992/02/15 16:00:0041.59219.67%0.69851966/12/05 02:00:001966/12/05 13:00:00121.56419.91%0.68861994/03/24 22:00:001994/03/25 01:00:0041.56120.14%0.672/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)871995/03/05 07:00:001995/03/05 23:00:00171.55220.37%0.67881999/01/26 22:00:001999/01/26 23:00:0021.54420.61%0.66891959/12/24 12:00:001959/12/24 14:00:0031.5220.84%0.65901952/03/15 20:00:001952/03/16 18:00:00231.51721.08%0.64911995/01/10 19:00:001995/01/12 15:00:00451.50321.31%0.64921954/01/18 22:00:001954/01/19 22:00:00251.4921.55%0.63932005/01/03 08:00:002005/01/04 11:00:00281.47621.78%0.62941980/01/09 04:00:001980/01/09 18:00:00151.47222.01%0.62952004/02/26 04:00:002004/02/26 09:00:0061.46722.25%0.61961973/03/20 08:00:001973/03/20 11:00:0041.46522.48%0.6971966/02/07 22:00:001966/02/08 00:00:0031.4422.72%0.6981957/01/13 04:00:001957/01/13 09:00:0061.43622.95%0.59992007/01/30 23:00:002007/01/30 23:00:0011.42823.19%0.591001965/12/10 06:00:001965/12/10 09:00:0041.42523.42%0.581011960/02/01 22:00:001960/02/02 01:00:0041.41123.65%0.571022007/11/30 08:00:002007/11/30 21:00:00141.39223.89%0.571031965/11/16 10:00:001965/11/16 18:00:0091.37124.12%0.561041986/11/18 03:00:001986/11/18 07:00:0051.34824.36%0.561051978/09/05 18:00:001978/09/05 19:00:0021.34524.59%0.551061967/12/18 17:00:001967/12/19 12:00:00201.33724.82%0.551072005/01/07 13:00:002005/01/07 20:00:0081.30825.06%0.541081988/12/21 03:00:001988/12/21 07:00:0051.29925.29%0.541091963/11/20 03:00:001963/11/21 07:00:00291.29225.53%0.531102002/12/20 16:00:002002/12/20 22:00:0071.29125.76%0.531112001/02/25 16:00:002001/02/27 19:00:00521.28126.00%0.521121985/11/29 06:00:001985/11/29 14:00:0091.25126.23%0.521131958/03/15 19:00:001958/03/16 12:00:00181.24526.46%0.511141996/11/21 16:00:001996/11/22 03:00:00121.24426.70%0.511151972/11/16 11:00:001972/11/17 11:00:00251.2326.93%0.51162004/12/28 09:00:002004/12/29 09:00:00251.22927.17%0.51171965/04/08 14:00:001965/04/09 23:00:00341.22827.40%0.51182003/04/14 13:00:002003/04/15 00:00:00121.21827.63%0.491191969/01/24 07:00:001969/01/26 20:00:00621.21427.87%0.491201995/01/25 08:00:001995/01/26 10:00:00271.21328.10%0.481212001/01/26 16:00:002001/01/27 01:00:00101.20428.34%0.481221982/01/01 07:00:001982/01/02 09:00:00271.20428.57%0.481231960/01/14 17:00:001960/01/14 21:00:0051.228.81%0.471241988/04/20 07:00:001988/04/21 07:00:00251.19929.04%0.471251983/04/20 03:00:001983/04/20 05:00:0031.18529.27%0.461261957/01/28 03:00:001957/01/29 19:00:00411.18529.51%0.461271958/03/20 23:00:001958/03/22 06:00:00321.16529.74%0.461281952/12/02 01:00:001952/12/02 02:00:0021.15129.98%0.451291987/12/16 15:00:001987/12/17 09:00:00191.14930.21%0.451301980/02/13 12:00:001980/02/15 11:00:00481.12930.45%0.451311978/02/12 17:00:001978/02/14 00:00:00321.10630.68%0.441322001/01/11 04:00:002001/01/12 12:00:00331.09130.91%0.441331967/03/13 11:00:001967/03/13 21:00:00111.09131.15%0.443/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)1341956/04/12 23:00:001956/04/13 17:00:00191.08431.38%0.431351998/01/29 17:00:001998/01/29 20:00:0041.07631.62%0.431361990/02/17 16:00:001990/02/17 19:00:0041.07331.85%0.431371957/05/10 23:00:001957/05/11 04:00:0061.07232.08%0.421381977/01/03 03:00:001977/01/03 05:00:0031.06132.32%0.421392004/10/18 07:00:002004/10/18 07:00:0011.05932.55%0.421401998/02/07 17:00:001998/02/08 22:00:00301.01632.79%0.411411978/01/09 16:00:001978/01/11 00:00:00331.01533.02%0.411421952/03/07 09:00:001952/03/08 10:00:00261.00533.26%0.411431993/01/06 03:00:001993/01/08 01:00:00470.99833.49%0.411441981/11/28 03:00:001981/11/28 21:00:00190.98633.72%0.41451952/01/17 21:00:001952/01/18 08:00:00120.98633.96%0.41461980/03/05 23:00:001980/03/06 12:00:00140.97634.19%0.41471981/01/29 18:00:001981/01/29 19:00:0020.97234.43%0.41481958/04/03 09:00:001958/04/03 12:00:0040.96534.66%0.391491967/11/30 16:00:001967/11/30 16:00:0010.94934.89%0.391501973/02/13 00:00:001973/02/13 04:00:0050.94435.13%0.391511997/01/15 16:00:001997/01/15 19:00:0040.93235.36%0.381521958/04/06 17:00:001958/04/07 15:00:00230.92835.60%0.381531964/11/17 16:00:001964/11/17 19:00:0040.92535.83%0.381541987/10/12 10:00:001987/10/12 17:00:0080.92436.07%0.381551970/12/21 08:00:001970/12/21 09:00:0020.92336.30%0.371562004/02/22 07:00:002004/02/23 07:00:00250.9236.53%0.371571955/01/18 15:00:001955/01/18 19:00:0050.9236.77%0.371581967/01/22 17:00:001967/01/23 00:00:0080.8937.00%0.371591952/11/30 01:00:001952/11/30 04:00:0040.8937.24%0.371601988/01/17 10:00:001988/01/17 12:00:0030.88937.47%0.361612006/03/11 07:00:002006/03/11 08:00:0020.88537.70%0.361622001/12/09 17:00:002001/12/09 20:00:0040.88137.94%0.361631968/12/25 18:00:001968/12/25 22:00:0050.87438.17%0.361641983/03/24 03:00:001983/03/24 06:00:0040.8738.41%0.351651954/02/13 19:00:001954/02/13 22:00:0040.86938.64%0.351661951/11/23 05:00:001951/11/23 06:00:0020.85538.88%0.351672000/03/05 17:00:002000/03/05 21:00:0050.85339.11%0.351681997/01/25 22:00:001997/01/26 07:00:00100.83839.34%0.351691992/01/05 09:00:001992/01/06 04:00:00200.83439.58%0.341701977/01/05 19:00:001977/01/07 07:00:00370.83239.81%0.341711992/01/07 19:00:001992/01/07 23:00:0050.83240.05%0.341721970/11/30 14:00:001970/11/30 23:00:00100.82340.28%0.341731956/01/25 17:00:001956/01/27 09:00:00410.80840.52%0.341741992/03/20 22:00:001992/03/20 23:00:0020.840.75%0.331751972/11/14 14:00:001972/11/14 16:00:0030.78140.98%0.331761981/03/01 11:00:001981/03/02 13:00:00270.7841.22%0.331771966/12/06 19:00:001966/12/06 21:00:0030.75841.45%0.331781965/04/03 05:00:001965/04/03 06:00:0020.75741.69%0.331791987/02/25 01:00:001987/02/25 02:00:0020.7441.92%0.321802006/10/14 01:00:002006/10/14 01:00:0010.72342.15%0.324/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)1811991/03/20 07:00:001991/03/21 10:00:00280.71942.39%0.321821967/11/21 12:00:001967/11/21 14:00:0030.70842.62%0.321831960/02/29 06:00:001960/03/01 06:00:00250.70342.86%0.321841976/09/10 05:00:001976/09/10 23:00:00190.70143.09%0.321851986/03/10 06:00:001986/03/10 19:00:00140.69643.33%0.311861957/02/28 23:00:001957/03/01 11:00:00130.68543.56%0.311871973/03/11 12:00:001973/03/12 09:00:00220.67743.79%0.311881979/03/19 03:00:001979/03/20 04:00:00260.66644.03%0.311891957/01/07 13:00:001957/01/07 20:00:0080.6544.26%0.311901993/03/28 02:00:001993/03/28 04:00:0030.6344.50%0.311911984/12/27 02:00:001984/12/27 20:00:00190.61944.73%0.31921967/11/19 08:00:001967/11/19 18:00:00110.61644.96%0.31931991/03/19 00:00:001991/03/19 04:00:0050.60945.20%0.31941992/12/07 10:00:001992/12/07 16:00:0070.60845.43%0.31951990/01/17 00:00:001990/01/17 02:00:0030.60545.67%0.31961979/11/07 18:00:001979/11/07 19:00:0020.60445.90%0.31972001/11/24 17:00:002001/11/24 20:00:0040.58446.14%0.291981976/02/06 04:00:001976/02/06 06:00:0030.58246.37%0.291991994/02/17 11:00:001994/02/17 12:00:0020.56546.60%0.292001958/01/25 04:00:001958/01/25 05:00:0020.5646.84%0.292011985/11/25 01:00:001985/11/25 05:00:0050.54847.07%0.292021986/09/25 02:00:001986/09/25 05:00:0040.52847.31%0.292031958/01/26 09:00:001958/01/26 10:00:0020.52747.54%0.292041998/05/12 17:00:001998/05/12 20:00:0040.52347.78%0.282051982/12/07 22:00:001982/12/08 00:00:0030.50748.01%0.282061955/01/10 10:00:001955/01/10 11:00:0020.50148.24%0.282071978/03/30 15:00:001978/03/31 05:00:00150.49948.48%0.282081954/03/22 12:00:001954/03/23 11:00:00240.49648.71%0.282091974/03/08 00:00:001974/03/08 11:00:00120.4948.95%0.282102001/04/07 17:00:002001/04/07 17:00:0010.46149.18%0.282111995/04/18 10:00:001995/04/18 12:00:0030.45849.41%0.282121996/12/11 08:00:001996/12/11 18:00:00110.45549.65%0.272131976/07/22 11:00:001976/07/22 13:00:0030.45249.88%0.272141978/03/11 21:00:001978/03/12 11:00:00150.45150.12%0.272151993/01/30 23:00:001993/01/31 01:00:0030.44750.35%0.272161970/02/28 13:00:001970/03/02 04:00:00400.44750.59%0.272171969/02/22 02:00:001969/02/22 11:00:00100.4450.82%0.272181969/02/20 04:00:001969/02/20 05:00:0020.42451.05%0.272191951/12/29 23:00:001951/12/30 14:00:00160.41651.29%0.272201995/01/07 18:00:001995/01/08 08:00:00150.40651.52%0.262211993/11/30 04:00:001993/11/30 04:00:0010.39351.76%0.262221995/01/24 00:00:001995/01/24 00:00:0010.37451.99%0.262231966/12/03 07:00:001966/12/03 17:00:00110.36652.22%0.262241978/03/09 16:00:001978/03/09 18:00:0030.36652.46%0.262252000/02/20 17:00:002000/02/21 20:00:00280.36352.69%0.262261967/04/11 08:00:001967/04/11 10:00:0030.3652.93%0.262271965/12/16 03:00:001965/12/16 09:00:0070.3553.16%0.265/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)2281985/12/11 04:00:001985/12/11 06:00:0030.34753.40%0.252291979/03/17 05:00:001979/03/17 05:00:0010.34653.63%0.252301973/03/08 12:00:001973/03/08 15:00:0040.33753.86%0.252311964/01/21 07:00:001964/01/22 09:00:00270.33454.10%0.252321999/04/12 01:00:001999/04/12 03:00:0030.33254.33%0.252331963/02/09 19:00:001963/02/11 00:00:00300.32554.57%0.252341975/03/08 09:00:001975/03/08 09:00:0010.3254.80%0.252351954/11/11 02:00:001954/11/11 10:00:0090.30455.04%0.252361974/12/04 09:00:001974/12/04 09:00:0010.30355.27%0.252371982/04/01 09:00:001982/04/01 12:00:0040.30355.50%0.252382003/12/25 18:00:002003/12/25 19:00:0020.29355.74%0.242391998/01/09 17:00:001998/01/10 18:00:00260.2955.97%0.242401976/02/10 07:00:001976/02/10 08:00:0020.28556.21%0.242412002/12/16 17:00:002002/12/16 17:00:0010.27856.44%0.242421983/03/17 02:00:001983/03/18 18:00:00410.27756.67%0.242431960/11/05 20:00:001960/11/06 11:00:00160.27556.91%0.242441976/02/08 18:00:001976/02/08 23:00:0060.27457.14%0.242451976/07/08 13:00:001976/07/08 14:00:0020.27157.38%0.242461977/03/24 22:00:001977/03/25 03:00:0060.2757.61%0.242471952/01/13 04:00:001952/01/13 13:00:00100.26857.85%0.242481999/02/04 17:00:001999/02/04 18:00:0020.26758.08%0.232491982/01/05 08:00:001982/01/05 16:00:0090.26558.31%0.232501957/04/20 15:00:001957/04/20 18:00:0040.26558.55%0.232511979/03/28 00:00:001979/03/28 10:00:00110.26358.78%0.232521970/03/04 22:00:001970/03/05 01:00:0040.26359.02%0.232531957/10/14 04:00:001957/10/14 06:00:0030.25959.25%0.232541991/01/09 14:00:001991/01/09 15:00:0020.25859.48%0.232551965/12/29 19:00:001965/12/29 20:00:0020.2559.72%0.232561984/12/18 22:00:001984/12/20 04:00:00310.24559.95%0.232571967/01/24 18:00:001967/01/24 23:00:0060.24260.19%0.232581988/11/14 06:00:001988/11/14 08:00:0030.23760.42%0.232591985/02/09 10:00:001985/02/09 12:00:0030.23660.66%0.222601976/07/15 14:00:001976/07/15 16:00:0030.23560.89%0.222611984/11/24 17:00:001984/11/24 21:00:0050.23461.12%0.222622005/02/11 11:00:002005/02/12 06:00:00200.23461.36%0.222631962/03/19 00:00:001962/03/19 03:00:0040.23361.59%0.222642007/04/20 15:00:002007/04/20 15:00:0010.23261.83%0.222651972/01/18 22:00:001972/01/19 04:00:0070.23162.06%0.222661978/03/04 14:00:001978/03/04 16:00:0030.22862.30%0.222671962/02/08 10:00:001962/02/08 18:00:0090.22662.53%0.222681978/02/05 11:00:001978/02/06 11:00:00250.22562.76%0.222691959/02/21 10:00:001959/02/21 17:00:0080.21663.00%0.222701958/02/25 08:00:001958/02/25 09:00:0020.21463.23%0.222711982/01/20 06:00:001982/01/21 01:00:00200.21363.47%0.212721966/01/30 07:00:001966/01/30 20:00:00140.21363.70%0.212731981/02/08 20:00:001981/02/09 06:00:00110.21363.93%0.212741960/11/12 23:00:001960/11/13 00:00:0020.21264.17%0.216/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)2751987/12/04 21:00:001987/12/04 21:00:0010.20964.40%0.212761969/02/18 07:00:001969/02/18 15:00:0090.20764.64%0.212771983/11/12 17:00:001983/11/12 19:00:0030.20264.87%0.212781994/02/07 14:00:001994/02/07 16:00:0030.19965.11%0.212791994/03/07 01:00:001994/03/07 06:00:0060.19865.34%0.212801955/02/27 20:00:001955/02/27 20:00:0010.19865.57%0.212811981/03/05 02:00:001981/03/05 08:00:0070.19865.81%0.212822006/04/04 18:00:002006/04/04 23:00:0060.19266.04%0.212831998/03/25 17:00:001998/03/26 18:00:00260.19266.28%0.212841998/03/31 17:00:001998/03/31 19:00:0030.19266.51%0.22851966/02/06 13:00:001966/02/06 16:00:0040.1966.74%0.22861998/12/06 06:00:001998/12/06 06:00:0010.18566.98%0.22871954/01/24 11:00:001954/01/24 13:00:0030.18367.21%0.22881974/01/07 17:00:001974/01/08 05:00:00130.18267.45%0.22891996/02/27 21:00:001996/02/27 22:00:0020.17967.68%0.22901957/12/17 05:00:001957/12/17 05:00:0010.17967.92%0.22911998/11/08 08:00:001998/11/08 08:00:0010.17668.15%0.22921982/03/14 22:00:001982/03/14 23:00:0020.17468.38%0.22931954/03/16 22:00:001954/03/16 22:00:0010.17168.62%0.22941972/12/04 14:00:001972/12/04 19:00:0060.17168.85%0.22952006/02/28 06:00:002006/02/28 06:00:0010.16769.09%0.22961966/11/07 15:00:001966/11/07 16:00:0020.16469.32%0.22971965/02/06 21:00:001965/02/06 22:00:0020.16369.56%0.22981982/02/10 14:00:001982/02/10 19:00:0060.16169.79%0.22991977/05/08 19:00:001977/05/09 04:00:00100.15870.02%0.193001976/03/01 16:00:001976/03/01 18:00:0030.15570.26%0.193011992/03/22 16:00:001992/03/23 03:00:00120.15570.49%0.193021971/04/14 11:00:001971/04/14 11:00:0010.15470.73%0.193031959/02/16 03:00:001959/02/16 20:00:00180.15270.96%0.193041978/12/17 01:00:001978/12/17 01:00:0010.14971.19%0.193051973/02/11 07:00:001973/02/11 14:00:0080.14871.43%0.193061975/03/10 11:00:001975/03/11 00:00:00140.14871.66%0.193071953/03/01 22:00:001953/03/01 22:00:0010.14771.90%0.193081996/12/09 18:00:001996/12/09 18:00:0010.14672.13%0.193091973/02/15 11:00:001973/02/15 12:00:0020.14572.37%0.193101969/01/14 02:00:001969/01/14 13:00:00120.14172.60%0.193111969/03/21 13:00:001969/03/21 13:00:0010.1472.83%0.193121994/03/19 04:00:001994/03/20 06:00:00270.13873.07%0.193131984/12/08 00:00:001984/12/08 01:00:0020.13773.30%0.193141988/12/16 10:00:001988/12/16 14:00:0050.13473.54%0.193151957/03/16 09:00:001957/03/16 10:00:0020.1373.77%0.183161997/12/06 17:00:001997/12/06 17:00:0010.12874.00%0.183171983/03/06 05:00:001983/03/06 06:00:0020.12774.24%0.183181954/03/30 04:00:001954/03/30 04:00:0010.12774.47%0.183191956/01/31 09:00:001956/01/31 11:00:0030.12574.71%0.183201958/03/06 10:00:001958/03/06 15:00:0060.12374.94%0.183211983/02/08 06:00:001983/02/08 06:00:0010.1275.18%0.187/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)3221963/09/17 08:00:001963/09/17 17:00:00100.1275.41%0.183231958/03/27 13:00:001958/03/27 15:00:0030.11875.64%0.183241954/03/24 19:00:001954/03/25 04:00:00100.11375.88%0.183251980/01/18 03:00:001980/01/18 04:00:0020.11276.11%0.183262004/04/01 21:00:002004/04/01 22:00:0020.1176.35%0.183271988/02/02 01:00:001988/02/02 16:00:00160.10676.58%0.183281969/11/07 09:00:001969/11/07 09:00:0010.10676.82%0.183291996/02/26 13:00:001996/02/26 13:00:0010.10477.05%0.183301970/01/16 17:00:001970/01/16 20:00:0040.10377.28%0.183311962/02/21 05:00:001962/02/21 07:00:0030.10177.52%0.183321965/03/31 14:00:001965/03/31 17:00:0040.09877.75%0.183331977/12/26 05:00:001977/12/26 16:00:00120.09877.99%0.173341954/12/09 23:00:001954/12/09 23:00:0010.09878.22%0.173351987/04/04 15:00:001987/04/04 16:00:0020.09778.45%0.173361993/06/05 13:00:001993/06/05 13:00:0010.09578.69%0.173371965/01/24 07:00:001965/01/24 08:00:0020.09578.92%0.173381979/01/31 08:00:001979/01/31 09:00:0020.09479.16%0.173391980/12/07 11:00:001980/12/07 12:00:0020.09279.39%0.173401951/12/11 23:00:001951/12/12 04:00:0060.09179.63%0.173411955/04/30 20:00:001955/05/01 02:00:0070.0979.86%0.173421980/03/25 23:00:001980/03/26 00:00:0020.0980.09%0.173431980/03/10 16:00:001980/03/10 16:00:0010.0980.33%0.173441965/12/14 16:00:001965/12/14 17:00:0020.08880.56%0.173451969/04/05 21:00:001969/04/05 21:00:0010.08680.80%0.173461988/04/14 19:00:001988/04/15 00:00:0060.08181.03%0.173471983/03/21 04:00:001983/03/21 04:00:0010.0881.26%0.173481952/12/20 11:00:001952/12/20 13:00:0030.0881.50%0.173491963/04/17 05:00:001963/04/17 07:00:0030.07981.73%0.173501973/02/07 04:00:001973/02/07 04:00:0010.07881.97%0.173511993/02/23 20:00:001993/02/23 21:00:0020.07782.20%0.173521978/01/19 08:00:001978/01/19 11:00:0040.07682.44%0.173531996/01/31 06:00:001996/02/01 08:00:00270.07382.67%0.163541998/02/19 17:00:001998/02/19 19:00:0030.07182.90%0.163551952/12/30 19:00:001952/12/30 23:00:0050.07183.14%0.163561957/02/23 06:00:001957/02/23 11:00:0060.07183.37%0.163571983/04/18 08:00:001983/04/18 08:00:0010.07183.61%0.163581978/12/18 12:00:001978/12/18 13:00:0020.06883.84%0.163591952/04/10 16:00:001952/04/10 19:00:0040.06884.07%0.163601979/03/01 10:00:001979/03/01 12:00:0030.06684.31%0.163611976/04/15 18:00:001976/04/15 18:00:0010.06184.54%0.163621983/02/26 13:00:001983/02/26 13:00:0010.0684.78%0.163631971/02/17 09:00:001971/02/17 10:00:0020.0685.01%0.163642008/02/24 09:00:002008/02/24 09:00:0010.05685.25%0.163651998/04/11 17:00:001998/04/11 18:00:0020.05385.48%0.163661983/04/29 08:00:001983/04/29 09:00:0020.05385.71%0.163671962/03/06 20:00:001962/03/06 20:00:0010.05285.95%0.163681988/12/22 23:00:001988/12/22 23:00:0010.05186.18%0.168/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)3691986/04/06 10:00:001986/04/06 10:00:0010.04886.42%0.163701952/01/25 08:00:001952/01/25 11:00:0040.04786.65%0.163711957/01/26 07:00:001957/01/26 07:00:0010.04486.89%0.163721979/02/21 05:00:001979/02/21 06:00:0020.04387.12%0.163732001/03/06 17:00:002001/03/06 18:00:0020.04287.35%0.163741978/03/02 11:00:001978/03/02 13:00:0030.04287.59%0.163752006/03/28 21:00:002006/03/28 22:00:0020.04187.82%0.163761961/01/26 11:00:001961/01/26 11:00:0010.04188.06%0.153771986/03/13 22:00:001986/03/13 22:00:0010.03988.29%0.153781971/12/27 17:00:001971/12/28 14:00:00220.03888.52%0.153792000/02/13 17:00:002000/02/13 17:00:0010.03488.76%0.153801984/12/16 03:00:001984/12/16 03:00:0010.03488.99%0.153811969/01/28 02:00:001969/01/28 19:00:00180.03289.23%0.153821962/02/19 11:00:001962/02/19 11:00:0010.0389.46%0.153831958/05/11 09:00:001958/05/11 10:00:0020.02989.70%0.153841959/12/21 07:00:001959/12/21 08:00:0020.02889.93%0.153851996/02/21 09:00:001996/02/21 09:00:0010.02890.16%0.153861994/01/27 14:00:001994/01/27 14:00:0010.02690.40%0.153871993/01/10 13:00:001993/01/10 13:00:0010.02690.63%0.153881963/04/26 02:00:001963/04/26 02:00:0010.02590.87%0.153891985/12/02 23:00:001985/12/02 23:00:0010.02491.10%0.153901983/12/03 16:00:001983/12/03 17:00:0020.02391.33%0.153911969/01/20 06:00:001969/01/20 09:00:0040.02391.57%0.153921960/02/10 07:00:001960/02/10 07:00:0010.02291.80%0.153931959/12/10 03:00:001959/12/10 03:00:0010.02192.04%0.153941992/02/06 18:00:001992/02/06 19:00:0020.0292.27%0.153951987/01/07 05:00:001987/01/07 05:00:0010.01992.51%0.153961965/11/14 23:00:001965/11/15 01:00:0030.01992.74%0.153971996/01/22 06:00:001996/01/22 07:00:0020.01892.97%0.153981961/11/25 18:00:001961/11/25 20:00:0030.01793.21%0.153992006/01/02 13:00:002006/01/02 13:00:0010.01493.44%0.154001976/02/07 09:00:001976/02/07 09:00:0010.01493.68%0.154012004/02/02 23:00:002004/02/02 23:00:0010.01393.91%0.154021973/03/05 08:00:001973/03/05 08:00:0010.01294.15%0.144031988/04/23 10:00:001988/04/23 10:00:0010.01294.38%0.144042004/03/02 00:00:002004/03/02 00:00:0010.01294.61%0.144051982/01/29 00:00:001982/01/29 00:00:0010.01194.85%0.144061996/10/30 14:00:001996/10/30 14:00:0010.0195.08%0.144071995/01/16 10:00:001995/01/16 10:00:0010.0195.32%0.144081967/04/19 18:00:001967/04/19 18:00:0010.00995.55%0.144091962/02/16 11:00:001962/02/16 11:00:0010.00795.78%0.144101968/04/01 20:00:001968/04/01 20:00:0010.00696.02%0.144111975/04/17 08:00:001975/04/17 08:00:0010.00696.25%0.144121986/01/31 18:00:001986/01/31 18:00:0010.00696.49%0.144131967/04/21 23:00:001967/04/21 23:00:0010.00696.72%0.144141997/01/03 06:00:001997/01/03 06:00:0010.00596.96%0.144151983/03/22 20:00:001983/03/22 20:00:0010.00497.19%0.149/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPre.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)4161964/03/23 00:00:001964/03/23 22:00:00230.00497.42%0.144171952/11/23 00:00:001952/11/23 00:00:0010.00497.66%0.144181999/01/25 08:00:001999/01/25 08:00:0010.00397.89%0.144191983/12/27 08:00:001983/12/27 08:00:0010.00398.13%0.144201983/02/07 05:00:001983/02/07 05:00:0010.00298.36%0.144212001/03/10 17:00:002001/03/10 18:00:0020.00198.59%0.144221990/04/04 08:00:001990/04/04 08:00:0010.00198.83%0.144231981/01/28 06:00:001981/01/28 06:00:0010.00199.06%0.144241955/01/16 15:00:001955/01/16 15:00:001099.30%0.144251958/03/11 01:00:001958/03/11 01:00:001099.53%0.144261983/09/29 23:00:001983/09/29 23:00:001099.77%0.14-------------End of Data-----------------10/105/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)11995/01/03 07:00:001995/01/06 09:00:00755.6410.13%5822003/02/25 04:00:002003/02/28 14:00:00834.7410.27%2931958/02/03 04:00:001958/02/06 00:00:00694.4380.40%19.3341969/02/18 07:00:001969/02/27 07:00:002174.3350.53%14.552004/10/27 01:00:002004/10/29 09:00:00574.3210.67%11.661980/02/13 12:00:001980/02/22 16:00:002214.0390.80%9.6771978/02/27 06:00:001978/03/06 00:00:001633.9960.93%8.2981952/01/16 07:00:001952/01/19 19:00:00853.9671.07%7.2591993/01/12 13:00:001993/01/20 03:00:001833.9121.20%6.44102005/02/18 04:00:002005/02/25 10:00:001753.9041.33%5.8111982/03/14 13:00:001982/03/19 19:00:001273.7581.47%5.27121980/03/02 20:00:001980/03/07 18:00:001193.5851.60%4.83131958/03/31 03:00:001958/04/05 01:00:001193.4571.73%4.46141998/02/03 03:00:001998/02/10 03:00:001693.4541.87%4.14151978/02/05 10:00:001978/02/15 06:00:002373.4512.00%3.87161991/12/28 02:00:001991/12/31 14:00:00853.4432.13%3.63171965/11/22 03:00:001965/11/25 23:00:00933.3942.27%3.41181998/02/22 03:00:001998/02/25 20:00:00903.2212.40%3.22191970/12/16 22:00:001970/12/22 17:00:001402.9812.53%3.05202000/10/29 21:00:002000/10/31 15:00:00432.9062.67%2.9211978/01/14 14:00:001978/01/20 09:00:001402.8622.80%2.76221980/01/27 23:00:001980/01/31 17:00:00912.8492.93%2.64231991/02/27 18:00:001991/03/02 21:00:00762.8093.07%2.52241978/01/03 17:00:001978/01/07 07:00:00872.7913.20%2.42251979/01/14 18:00:001979/01/19 15:00:001182.7483.33%2.32261977/08/16 22:00:001977/08/19 05:00:00562.7453.47%2.23272008/02/20 09:00:002008/02/25 08:00:001202.733.60%2.15281998/02/14 05:00:001998/02/20 16:00:001562.7233.73%2.07291972/01/16 18:00:001972/01/20 12:00:00912.7213.87%2301985/11/11 05:00:001985/11/13 14:00:00582.714.00%1.93311961/12/01 19:00:001961/12/04 04:00:00582.4944.13%1.87321994/02/03 20:00:001994/02/05 22:00:00512.4484.27%1.81331986/02/13 07:00:001986/02/17 14:00:001042.2764.40%1.76341992/02/12 11:00:001992/02/17 05:00:001152.2684.53%1.71351993/02/07 20:00:001993/02/10 03:00:00562.2554.67%1.66361983/12/24 08:00:001983/12/28 01:00:00902.2484.80%1.61371979/01/05 07:00:001979/01/07 20:00:00622.2484.93%1.57381997/01/12 14:00:001997/01/17 06:00:001132.2475.07%1.53391968/03/07 22:00:001968/03/09 23:00:00502.2245.20%1.49Peak Flow Statistics Table ValuesSWMM.out file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PostDev2.outSWMM.out time stamp: 5/5/2021 1:23:04 PM1/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)401962/01/20 11:00:001962/01/23 16:00:00782.1755.33%1.45411969/02/06 04:00:001969/02/08 04:00:00492.1725.47%1.42421960/04/27 04:00:001960/04/28 22:00:00432.1375.60%1.38431952/11/14 15:00:001952/11/17 15:00:00732.1155.73%1.35442005/01/07 05:00:002005/01/12 20:00:001362.0575.87%1.32451980/01/09 01:00:001980/01/14 10:00:001302.0516.00%1.29462003/02/11 10:00:002003/02/14 19:00:00822.0386.13%1.26471983/02/24 01:00:001983/03/07 06:00:002701.9936.27%1.23482007/11/30 07:00:002007/12/02 10:00:00521.986.40%1.21491958/02/19 07:00:001958/02/21 02:00:00441.9066.53%1.18501963/09/17 06:00:001963/09/20 08:00:00751.8956.67%1.16511988/12/24 19:00:001988/12/26 10:00:00401.8896.80%1.14522004/10/17 08:00:002004/10/22 02:00:001151.8526.93%1.12531993/02/18 12:00:001993/02/21 13:00:00741.8477.07%1.09541988/11/24 00:00:001988/11/26 21:00:00701.8427.20%1.07552001/02/13 08:00:002001/02/16 09:00:00741.8257.33%1.06561986/11/17 17:00:001986/11/19 18:00:00501.8167.47%1.04571966/12/03 04:00:001966/12/08 04:00:001211.8147.60%1.02582004/12/28 08:00:002005/01/02 03:00:001161.8087.73%1592003/04/14 05:00:002003/04/16 13:00:00571.8067.87%0.98601971/12/22 06:00:001971/12/29 09:00:001721.8048.00%0.97611995/03/03 11:00:001995/03/07 13:00:00991.8018.13%0.95622004/02/25 23:00:002004/02/27 21:00:00471.7918.27%0.94631995/03/11 01:00:001995/03/13 11:00:00591.7768.40%0.92641996/11/21 15:00:001996/11/23 15:00:00491.7588.53%0.91651990/02/17 09:00:001990/02/19 15:00:00551.7428.67%0.89661960/02/01 19:00:001960/02/03 12:00:00421.738.80%0.88671994/03/24 21:00:001994/03/26 17:00:00451.658.93%0.87681965/11/14 18:00:001965/11/19 04:00:001071.6349.07%0.85692008/01/05 03:00:002008/01/08 16:00:00861.6339.20%0.84701957/01/13 02:00:001957/01/14 20:00:00431.629.33%0.83711975/04/05 23:00:001975/04/10 15:00:001131.6029.47%0.82722005/01/03 05:00:002005/01/05 20:00:00641.519.60%0.81731960/01/10 10:00:001960/01/16 10:00:001451.4769.73%0.8741963/11/20 01:00:001963/11/22 17:00:00651.4469.87%0.78751954/01/18 11:00:001954/01/21 13:00:00751.42910.00%0.77761983/01/27 07:00:001983/01/30 16:00:00821.4210.13%0.76771969/01/24 05:00:001969/01/29 13:00:001291.41210.27%0.75781967/01/22 16:00:001967/01/26 04:00:00851.40910.40%0.74791985/11/29 05:00:001985/12/01 00:00:00441.39910.53%0.73801967/12/18 14:00:001967/12/21 01:00:00601.39310.67%0.73811987/12/16 11:00:001987/12/20 03:00:00891.37910.80%0.72821958/03/20 17:00:001958/03/23 18:00:00741.35210.93%0.71831957/05/11 00:00:001957/05/12 16:00:00411.32611.07%0.7841954/02/13 15:00:001954/02/15 14:00:00481.32111.20%0.69851952/03/15 19:00:001952/03/18 00:00:00541.29211.33%0.68861965/04/07 03:00:001965/04/10 22:00:00921.26911.47%0.672/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)871985/11/24 15:00:001985/11/26 18:00:00521.24411.60%0.67881992/12/07 08:00:001992/12/09 04:00:00451.24311.73%0.66891957/01/26 03:00:001957/01/31 02:00:001201.19411.87%0.65901986/09/24 02:00:001986/09/26 16:00:00631.1712.00%0.64911982/12/22 09:00:001982/12/24 10:00:00501.15112.13%0.64921993/01/06 00:00:001993/01/11 04:00:001251.12912.27%0.63932005/04/28 08:00:002005/04/29 17:00:00341.10912.40%0.62941967/03/13 10:00:001967/03/15 09:00:00481.112.53%0.62951967/11/19 08:00:001967/11/22 16:00:00811.07112.67%0.61961987/10/11 16:00:001987/10/14 06:00:00631.04612.80%0.6971952/11/30 01:00:001952/12/03 05:00:00771.00512.93%0.6981956/04/12 21:00:001956/04/15 04:00:00560.99813.07%0.59992008/01/26 22:00:002008/01/29 12:00:00630.98513.20%0.591001958/03/15 14:00:001958/03/17 22:00:00570.98413.33%0.581011956/01/25 16:00:001956/01/28 19:00:00760.98213.47%0.571021958/04/06 17:00:001958/04/09 02:00:00580.97313.60%0.571031951/12/28 20:00:001952/01/01 01:00:00780.9513.73%0.561041992/01/03 08:00:001992/01/09 12:00:001490.9513.87%0.561051977/01/02 21:00:001977/01/08 16:00:001400.94914.00%0.551061997/01/25 14:00:001997/01/27 22:00:00570.94814.13%0.551071952/03/07 07:00:001952/03/11 18:00:001080.94114.27%0.541081988/12/20 22:00:001988/12/23 15:00:00660.92514.40%0.541091981/11/26 22:00:001981/11/30 08:00:00830.91214.53%0.531101982/12/07 21:00:001982/12/09 11:00:00390.90314.67%0.531111963/03/16 23:00:001963/03/18 16:00:00420.914.80%0.521121995/01/07 11:00:001995/01/17 13:00:002430.87514.93%0.521131978/09/05 17:00:001978/09/07 15:00:00470.86815.07%0.511141977/05/07 22:00:001977/05/10 17:00:00680.86315.20%0.511151970/11/28 21:00:001970/12/02 10:00:00860.79815.33%0.51161962/02/07 19:00:001962/02/12 12:00:001140.75115.47%0.51172005/02/11 01:00:002005/02/13 23:00:00710.73815.60%0.51182001/01/10 19:00:002001/01/13 15:00:00690.73615.73%0.491191959/02/11 07:00:001959/02/13 05:00:00470.73315.87%0.491201970/02/28 13:00:001970/03/03 07:00:00670.71316.00%0.481211976/07/22 10:00:001976/07/24 00:00:00390.64716.13%0.481221954/11/11 00:00:001954/11/13 00:00:00490.61616.27%0.481231974/03/07 23:00:001974/03/09 22:00:00480.59816.40%0.471241963/02/09 17:00:001963/02/12 12:00:00680.57616.53%0.471251994/03/07 00:00:001994/03/08 18:00:00430.52216.67%0.461261978/01/09 14:00:001978/01/12 09:00:00680.47916.80%0.461271981/03/18 16:00:001981/03/21 10:00:00670.47316.93%0.461281986/03/08 15:00:001986/03/18 00:00:002260.47317.07%0.451291965/12/09 07:00:001965/12/17 14:00:002000.4717.20%0.451301984/12/26 13:00:001984/12/29 07:00:00670.46917.33%0.451311985/12/11 03:00:001985/12/12 20:00:00420.46717.47%0.441321991/03/25 02:00:001991/03/28 16:00:00870.46517.60%0.441331988/01/17 04:00:001988/01/19 08:00:00530.46417.73%0.443/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)1341988/04/19 23:00:001988/04/24 00:00:00980.45417.87%0.431351983/11/24 19:00:001983/11/26 12:00:00420.44718.00%0.431361958/01/25 02:00:001958/01/27 21:00:00680.38518.13%0.431371983/09/29 11:00:001983/10/02 16:00:00780.37318.27%0.421381988/04/14 19:00:001988/04/16 10:00:00400.36418.40%0.421391967/04/11 07:00:001967/04/12 23:00:00410.36418.53%0.421402004/02/21 23:00:002004/02/24 18:00:00680.36318.67%0.411411988/02/02 01:00:001988/02/04 02:00:00500.35718.80%0.411422002/11/08 11:00:002002/11/10 11:00:00490.35218.93%0.411431973/11/22 22:00:001973/11/24 12:00:00390.31119.07%0.411441974/01/07 14:00:001974/01/10 00:00:00590.29419.20%0.41452003/03/15 09:00:002003/03/17 22:00:00620.28219.33%0.41461981/12/30 07:00:001982/01/03 08:00:00980.22219.47%0.41471960/02/28 18:00:001960/03/02 09:00:00640.22219.60%0.41482007/01/30 14:00:002007/02/01 09:00:00440.2219.73%0.391491959/12/24 07:00:001959/12/25 23:00:00410.20919.87%0.391501976/02/04 09:00:001976/02/11 11:00:001710.20620.00%0.391511957/02/28 17:00:001957/03/02 16:00:00480.20520.13%0.381521992/03/20 22:00:001992/03/24 08:00:00830.20520.27%0.381531964/11/17 12:00:001964/11/19 02:00:00390.20420.40%0.381541952/01/13 03:00:001952/01/15 00:00:00460.20420.53%0.381551974/12/04 06:00:001974/12/05 20:00:00390.20420.67%0.371561976/07/15 12:00:001976/07/17 02:00:00390.20320.80%0.371571976/03/01 15:00:001976/03/03 15:00:00490.20320.93%0.371581983/04/18 02:00:001983/04/22 01:00:00960.20321.07%0.371591955/01/16 08:00:001955/01/20 10:00:00990.20321.20%0.371601966/11/07 14:00:001966/11/09 06:00:00410.20321.33%0.361611991/03/19 00:00:001991/03/22 13:00:00860.20121.47%0.361621994/02/17 10:00:001994/02/19 04:00:00430.20121.60%0.361631976/07/08 13:00:001976/07/09 23:00:00350.221.73%0.361641999/01/25 04:00:001999/01/28 07:00:00760.221.87%0.351652002/12/20 05:00:002002/12/22 15:00:00590.222.00%0.351661981/02/08 17:00:001981/02/10 15:00:00470.222.13%0.351671957/01/05 09:00:001957/01/11 05:00:001410.19922.27%0.351681990/01/16 23:00:001990/01/18 23:00:00490.19922.40%0.351691976/09/10 00:00:001976/09/12 10:00:00590.19922.53%0.341701996/12/09 15:00:001996/12/13 04:00:00860.19922.67%0.341711965/03/31 13:00:001965/04/05 11:00:001190.19722.80%0.341722001/02/23 10:00:002001/03/01 07:00:001420.19722.93%0.341731973/03/20 07:00:001973/03/22 00:00:00420.19623.07%0.341741994/03/19 02:00:001994/03/21 08:00:00550.19623.20%0.331751968/12/25 16:00:001968/12/27 09:00:00420.19623.33%0.331761972/11/14 13:00:001972/11/18 14:00:00980.19523.47%0.331771992/02/06 09:00:001992/02/08 13:00:00530.19523.60%0.331781975/03/08 07:00:001975/03/12 09:00:00990.19523.73%0.331791973/02/11 06:00:001973/02/14 08:00:00750.19423.87%0.321801988/12/15 10:00:001988/12/19 12:00:00990.19424.00%0.324/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)1811977/03/24 21:00:001977/03/26 13:00:00410.19424.13%0.321821978/12/16 23:00:001978/12/20 07:00:00810.19424.27%0.321832001/01/26 11:00:002001/01/28 16:00:00540.19424.40%0.321841961/01/26 09:00:001961/01/27 22:00:00380.19324.53%0.321851981/02/28 11:00:001981/03/03 20:00:00820.19324.67%0.311861985/02/09 04:00:001985/02/10 19:00:00400.19324.80%0.311871978/03/30 11:00:001978/04/01 16:00:00540.19224.93%0.311881981/01/28 06:00:001981/01/31 09:00:00760.19125.07%0.311891977/12/25 16:00:001977/12/31 02:00:001310.19125.20%0.311901979/03/17 04:00:001979/03/21 15:00:001080.1925.33%0.311911982/01/05 04:00:001982/01/06 22:00:00430.1925.47%0.31922006/04/04 16:00:002006/04/06 08:00:00410.18925.60%0.31931959/02/21 09:00:001959/02/23 01:00:00410.18925.73%0.31941966/02/06 10:00:001966/02/09 04:00:00670.18925.87%0.31951993/01/30 23:00:001993/02/01 06:00:00320.18826.00%0.31962006/02/27 19:00:002006/03/01 14:00:00440.18826.13%0.31971965/02/05 23:00:001965/02/08 04:00:00540.18726.27%0.291981998/01/29 08:00:001998/01/31 02:00:00430.18726.40%0.291991979/11/07 18:00:001979/11/09 04:00:00350.18626.53%0.292001964/01/21 05:00:001964/01/23 21:00:00650.18626.67%0.292011982/02/08 13:00:001982/02/12 01:00:00850.18526.80%0.292021983/11/11 21:00:001983/11/14 03:00:00550.18526.93%0.292031992/03/02 07:00:001992/03/04 00:00:00420.18427.07%0.292041955/01/10 03:00:001955/01/11 17:00:00390.18427.20%0.282051995/04/16 07:00:001995/04/19 20:00:00860.18427.33%0.282061971/02/17 04:00:001971/02/18 14:00:00350.18227.47%0.282071988/11/14 06:00:001988/11/15 13:00:00320.18227.60%0.282081958/02/25 06:00:001958/02/26 13:00:00320.18127.73%0.282091962/03/18 17:00:001962/03/20 09:00:00410.18127.87%0.282101987/01/06 19:00:001987/01/08 10:00:00400.18128.00%0.282111951/12/11 22:00:001951/12/13 10:00:00370.1828.13%0.282121989/03/25 12:00:001989/03/27 01:00:00380.1828.27%0.272131971/04/14 11:00:001971/04/15 16:00:00300.1828.40%0.272141999/04/11 20:00:001999/04/13 07:00:00360.1828.53%0.272152006/10/14 01:00:002006/10/15 06:00:00300.1828.67%0.272161990/04/04 08:00:001990/04/05 16:00:00330.17928.80%0.272171996/10/30 13:00:001996/10/31 20:00:00320.17928.93%0.272181970/03/04 21:00:001970/03/06 05:00:00330.17929.07%0.272191952/01/25 03:00:001952/01/26 15:00:00370.17929.20%0.272201982/04/01 09:00:001982/04/02 18:00:00340.17929.33%0.262212001/12/09 07:00:002001/12/11 00:00:00420.17929.47%0.262221970/02/10 03:00:001970/02/12 08:00:00540.17829.60%0.262231981/03/05 01:00:001981/03/06 15:00:00390.17829.73%0.262241973/03/11 04:00:001973/03/13 06:00:00510.17829.87%0.262251978/03/09 16:00:001978/03/13 14:00:00950.17630.00%0.262261991/01/09 14:00:001991/01/10 19:00:00300.17630.13%0.262271984/11/24 15:00:001984/11/26 00:00:00340.17530.27%0.265/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)2281979/03/01 08:00:001979/03/02 18:00:00350.17530.40%0.252292000/03/04 17:00:002000/03/09 03:00:001070.17530.53%0.252301957/04/20 14:00:001957/04/22 23:00:00580.17430.67%0.252311967/11/30 15:00:001967/12/01 20:00:00300.17330.80%0.252321982/01/20 03:00:001982/01/22 14:00:00600.17330.93%0.252331992/12/27 19:00:001992/12/30 05:00:00590.17331.07%0.252341969/01/13 23:00:001969/01/15 15:00:00410.17331.20%0.252351954/03/20 09:00:001954/03/26 01:00:001370.17331.33%0.252361983/04/29 06:00:001983/05/02 16:00:00830.17231.47%0.252371951/08/28 08:00:001951/08/29 15:00:00320.17231.60%0.252381993/03/26 00:00:001993/03/29 05:00:00780.17231.73%0.242391982/11/09 16:00:001982/11/11 12:00:00450.17131.87%0.242401957/12/05 03:00:001957/12/06 13:00:00350.17132.00%0.242411954/03/16 22:00:001954/03/18 06:00:00330.1732.13%0.242422002/12/16 13:00:002002/12/18 01:00:00370.1732.27%0.242431952/12/20 09:00:001952/12/21 16:00:00320.16932.40%0.242441959/12/20 23:00:001959/12/22 11:00:00370.16832.53%0.242451979/03/27 04:00:001979/03/29 12:00:00570.16832.67%0.242461983/03/17 02:00:001983/03/20 00:00:00710.16832.80%0.242471984/12/07 23:00:001984/12/09 04:00:00300.16832.93%0.242482007/04/20 15:00:002007/04/21 19:00:00290.16833.07%0.232491979/01/30 17:00:001979/02/03 10:00:00900.16833.20%0.232501984/12/18 06:00:001984/12/21 04:00:00710.16833.33%0.232511976/12/30 14:00:001977/01/01 06:00:00410.16733.47%0.232521965/12/29 17:00:001966/01/01 11:00:00670.16733.60%0.232532003/12/25 00:00:002003/12/26 21:00:00460.16633.73%0.232541974/10/28 11:00:001974/10/30 12:00:00500.16633.87%0.232551981/02/25 19:00:001981/02/27 01:00:00310.16634.00%0.232561993/06/05 14:00:001993/06/06 18:00:00290.16634.13%0.232571959/02/16 03:00:001959/02/17 23:00:00450.16534.27%0.232581987/12/04 21:00:001987/12/06 03:00:00310.16434.40%0.232591998/11/08 08:00:001998/11/09 15:00:00320.16334.53%0.222601983/03/21 03:00:001983/03/25 18:00:001120.16334.67%0.222611960/09/11 04:00:001960/09/12 09:00:00300.16334.80%0.222621994/01/24 23:00:001994/01/28 07:00:00810.16234.93%0.222631969/03/21 12:00:001969/03/22 21:00:00340.16235.07%0.222641986/04/06 03:00:001986/04/07 12:00:00340.16135.20%0.222651959/04/26 05:00:001959/04/27 09:00:00290.16135.33%0.222662006/03/10 15:00:002006/03/12 13:00:00470.16135.47%0.222672001/04/07 15:00:002001/04/08 22:00:00320.1635.60%0.222681958/03/06 09:00:001958/03/07 23:00:00390.1635.73%0.222691980/03/25 21:00:001980/03/27 02:00:00300.15935.87%0.222701983/12/03 15:00:001983/12/04 22:00:00320.15936.00%0.222711957/10/14 00:00:001957/10/15 09:00:00340.15936.13%0.212721955/02/26 11:00:001955/02/28 22:00:00600.15736.27%0.212731986/01/30 04:00:001986/02/01 16:00:00610.15636.40%0.212741955/04/30 19:00:001955/05/02 16:00:00460.15636.53%0.216/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)2751966/01/30 07:00:001966/01/31 22:00:00400.15536.67%0.212761993/11/30 04:00:001993/12/01 07:00:00280.15536.80%0.212772000/02/20 06:00:002000/02/24 20:00:001110.15436.93%0.212781972/12/04 14:00:001972/12/05 19:00:00300.15437.07%0.212791979/10/20 03:00:001979/10/21 16:00:00380.15337.20%0.212801997/12/06 15:00:001997/12/08 09:00:00430.15337.33%0.212811957/03/16 09:00:001957/03/17 12:00:00280.15337.47%0.212822001/11/24 11:00:002001/11/25 22:00:00360.15337.60%0.212831973/03/05 08:00:001973/03/09 16:00:001050.15237.73%0.212841987/02/23 14:00:001987/02/26 09:00:00680.15237.87%0.22852004/04/01 21:00:002004/04/02 23:00:00270.15138.00%0.22861954/01/24 06:00:001954/01/26 06:00:00490.15138.13%0.22871969/11/06 20:00:001969/11/08 11:00:00400.15138.27%0.22881980/01/17 18:00:001980/01/19 20:00:00510.1538.40%0.22891964/12/27 08:00:001964/12/29 04:00:00450.1538.53%0.22902004/12/05 10:00:002004/12/06 17:00:00320.14938.67%0.22911965/01/24 05:00:001965/01/25 09:00:00290.14938.80%0.22921976/08/30 11:00:001976/08/31 13:00:00270.14938.93%0.22931994/02/07 02:00:001994/02/09 01:00:00480.14939.07%0.22941995/01/23 01:00:001995/01/27 10:00:001060.14939.20%0.22951960/11/26 17:00:001960/11/27 20:00:00280.14839.33%0.22961986/10/09 19:00:001986/10/11 16:00:00460.14739.47%0.22971986/12/06 07:00:001986/12/08 02:00:00440.14639.60%0.22981963/11/15 16:00:001963/11/16 19:00:00280.14639.73%0.22991986/02/07 22:00:001986/02/09 13:00:00400.14639.87%0.193001979/02/21 01:00:001979/02/23 18:00:00660.14440.00%0.193011955/02/16 20:00:001955/02/18 11:00:00400.14340.13%0.193021987/04/04 07:00:001987/04/05 16:00:00340.14240.27%0.193031999/02/04 08:00:001999/02/05 22:00:00390.14240.40%0.193041999/03/25 14:00:001999/03/26 19:00:00300.14240.53%0.193051980/12/07 10:00:001980/12/08 12:00:00270.14140.67%0.193061995/02/14 01:00:001995/02/15 16:00:00400.14140.80%0.193071951/11/22 21:00:001951/11/24 06:00:00340.14140.93%0.193082004/02/02 23:00:002004/02/04 11:00:00370.1441.07%0.193091952/04/10 10:00:001952/04/11 21:00:00360.13741.20%0.193101980/03/10 14:00:001980/03/11 16:00:00270.13741.33%0.193111952/12/30 19:00:001953/01/01 01:00:00310.13641.47%0.193121960/01/25 20:00:001960/01/27 00:00:00290.13541.60%0.193131998/01/09 07:00:001998/01/11 16:00:00580.13541.73%0.193141959/12/10 00:00:001959/12/11 03:00:00280.13541.87%0.193152006/03/28 21:00:002006/03/30 03:00:00310.13442.00%0.183161996/01/31 03:00:001996/02/02 07:00:00530.13442.13%0.183172007/12/07 04:00:002007/12/09 15:00:00600.13442.27%0.183181954/12/09 22:00:001954/12/11 04:00:00310.13242.40%0.183191982/11/29 11:00:001982/12/01 12:00:00500.13242.53%0.183201962/02/19 10:00:001962/02/22 04:00:00670.13242.67%0.183211975/02/03 07:00:001975/02/05 03:00:00450.13242.80%0.187/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)3221983/02/02 14:00:001983/02/04 02:00:00370.12942.93%0.183231952/02/29 21:00:001952/03/02 08:00:00360.12943.07%0.183241984/10/17 06:00:001984/10/18 06:00:00250.12843.20%0.183251970/01/16 03:00:001970/01/17 19:00:00410.12743.33%0.183261974/12/28 07:00:001974/12/30 07:00:00490.12743.47%0.183271993/02/23 17:00:001993/02/24 22:00:00300.12643.60%0.183281988/01/05 13:00:001988/01/06 15:00:00270.12543.73%0.183292000/10/26 13:00:002000/10/28 08:00:00440.12543.87%0.183301979/02/14 03:00:001979/02/15 03:00:00250.12544.00%0.183311982/01/28 16:00:001982/01/29 22:00:00310.12544.13%0.183321980/04/23 03:00:001980/04/24 02:00:00240.12544.27%0.183331961/11/25 01:00:001961/11/26 19:00:00430.12444.40%0.173341980/10/16 05:00:001980/10/17 04:00:00240.12344.53%0.173351968/02/13 04:00:001968/02/14 06:00:00270.12344.67%0.173361960/11/05 20:00:001960/11/07 08:00:00370.12344.80%0.173371995/03/21 11:00:001995/03/24 11:00:00730.12244.93%0.173381953/01/06 15:00:001953/01/08 21:00:00550.12245.07%0.173391972/11/11 08:00:001972/11/12 08:00:00250.1245.20%0.173401998/05/12 16:00:001998/05/13 20:00:00290.1245.33%0.173411985/12/02 10:00:001985/12/03 21:00:00360.1245.47%0.173421998/03/31 06:00:001998/04/02 19:00:00620.1245.60%0.173431996/12/27 15:00:001996/12/29 02:00:00360.11945.73%0.173441964/03/22 23:00:001964/03/24 16:00:00420.11945.87%0.173452008/02/03 07:00:002008/02/04 14:00:00320.11846.00%0.173461980/12/04 13:00:001980/12/06 03:00:00390.11846.13%0.173471954/03/30 03:00:001954/03/31 04:00:00260.11746.27%0.173481990/05/28 08:00:001990/05/29 10:00:00270.11646.40%0.173491953/03/01 02:00:001953/03/02 22:00:00450.11546.53%0.173502007/12/18 22:00:002007/12/20 07:00:00340.11546.67%0.173511996/02/20 07:00:001996/02/22 16:00:00580.11546.80%0.173521982/09/26 04:00:001982/09/27 11:00:00320.11446.93%0.173531962/02/15 18:00:001962/02/17 09:00:00400.11347.07%0.163541973/11/17 07:00:001973/11/19 16:00:00580.11347.20%0.163552006/05/22 05:00:002006/05/23 04:00:00240.11347.33%0.163562000/02/11 16:00:002000/02/15 03:00:00840.11347.47%0.163571973/02/15 11:00:001973/02/16 10:00:00240.11347.60%0.163581957/10/31 00:00:001957/11/01 00:00:00250.11147.73%0.163591998/03/25 14:00:001998/03/30 01:00:001080.11147.87%0.163601962/03/06 06:00:001962/03/07 17:00:00360.1148.00%0.163611963/04/17 04:00:001963/04/18 07:00:00280.1148.13%0.163621961/11/20 16:00:001961/11/21 15:00:00240.10948.27%0.163631985/01/07 11:00:001985/01/08 23:00:00370.10948.40%0.163641973/02/28 01:00:001973/03/01 03:00:00270.10948.53%0.163651975/02/09 05:00:001975/02/10 20:00:00400.10848.67%0.163661996/03/12 19:00:001996/03/14 06:00:00360.10848.80%0.163671974/03/02 09:00:001974/03/03 19:00:00350.10748.93%0.163681956/01/31 09:00:001956/02/01 07:00:00230.10649.07%0.168/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)3691969/01/18 21:00:001969/01/22 16:00:00920.10649.20%0.163702000/04/17 18:00:002000/04/18 23:00:00300.10649.33%0.163711958/03/27 13:00:001958/03/28 11:00:00230.10649.47%0.163721984/12/16 02:00:001984/12/17 00:00:00230.10549.60%0.163732006/12/10 00:00:002006/12/11 09:00:00340.10549.73%0.163741997/01/22 02:00:001997/01/24 13:00:00600.10449.87%0.163752005/12/31 17:00:002006/01/03 19:00:00750.10450.00%0.163761990/01/31 00:00:001990/01/31 21:00:00220.10350.13%0.153771996/02/25 08:00:001996/02/28 18:00:00830.10350.27%0.153782006/02/19 03:00:002006/02/20 06:00:00280.10350.40%0.153791982/03/25 21:00:001982/03/27 00:00:00280.10350.53%0.153802007/08/26 11:00:002007/08/27 08:00:00220.10350.67%0.153811998/12/04 01:00:001998/12/07 02:00:00740.10250.80%0.153821955/03/11 01:00:001955/03/11 23:00:00230.10250.93%0.153831967/04/18 20:00:001967/04/20 16:00:00450.10251.07%0.153841978/11/21 17:00:001978/11/22 18:00:00260.10151.20%0.153851952/11/23 00:00:001952/11/24 03:00:00280.10151.33%0.153861968/04/01 20:00:001968/04/02 18:00:00230.10151.47%0.153871982/12/29 18:00:001982/12/30 16:00:00230.10151.60%0.153881958/09/24 04:00:001958/09/25 01:00:00220.151.73%0.153891965/03/12 15:00:001965/03/14 09:00:00430.151.87%0.153901979/01/09 10:00:001979/01/10 08:00:00230.152.00%0.153911983/11/20 07:00:001983/11/21 11:00:00290.09952.13%0.153921995/01/21 02:00:001995/01/22 00:00:00230.09952.27%0.153931953/11/14 16:00:001953/11/16 00:00:00330.09952.40%0.153941983/04/12 09:00:001983/04/13 22:00:00380.09952.53%0.153951959/01/06 08:00:001959/01/07 04:00:00210.09952.67%0.153962005/03/22 20:00:002005/03/23 17:00:00220.09952.80%0.153971953/04/27 20:00:001953/04/28 19:00:00240.09852.93%0.153981959/02/08 03:00:001959/02/09 16:00:00380.09853.07%0.153991963/04/26 02:00:001963/04/26 23:00:00220.09853.20%0.154001960/02/08 22:00:001960/02/11 01:00:00520.09753.33%0.154011975/04/17 07:00:001975/04/18 03:00:00210.09753.47%0.154021969/04/05 21:00:001969/04/06 17:00:00210.09753.60%0.144031975/11/27 18:00:001975/11/29 14:00:00450.09753.73%0.144042001/03/06 13:00:002001/03/08 09:00:00450.09653.87%0.144051954/01/12 08:00:001954/01/13 17:00:00340.09654.00%0.144061987/03/22 01:00:001987/03/22 21:00:00210.09554.13%0.144071952/03/12 21:00:001952/03/14 02:00:00300.09554.27%0.144081982/11/19 00:00:001982/11/20 18:00:00430.09554.40%0.144091990/02/04 10:00:001990/02/05 08:00:00230.09554.53%0.144101978/01/30 11:00:001978/01/31 17:00:00310.09454.67%0.144111998/12/01 16:00:001998/12/02 12:00:00210.09454.80%0.144121963/09/04 08:00:001963/09/05 07:00:00240.09454.93%0.144131987/02/13 20:00:001987/02/14 17:00:00220.09455.07%0.144141990/04/17 08:00:001990/04/18 08:00:00250.09455.20%0.144151996/01/21 18:00:001996/01/23 01:00:00320.09455.33%0.149/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)4161977/12/18 06:00:001977/12/19 01:00:00200.09355.47%0.144171978/11/24 08:00:001978/11/25 06:00:00230.09355.60%0.144181967/03/31 11:00:001967/04/01 07:00:00210.09355.73%0.144191971/01/12 19:00:001971/01/13 18:00:00240.09255.87%0.144201957/02/23 06:00:001957/02/24 05:00:00240.09256.00%0.144211971/02/23 04:00:001971/02/23 22:00:00190.09256.13%0.144221975/12/20 14:00:001975/12/21 12:00:00230.09256.27%0.144231955/04/22 05:00:001955/04/23 02:00:00220.09256.40%0.144241957/12/15 09:00:001957/12/17 23:00:00630.09256.53%0.144251990/06/09 14:00:001990/06/11 07:00:00420.09156.67%0.144261993/01/02 07:00:001993/01/03 06:00:00240.09156.80%0.144271998/04/11 15:00:001998/04/12 13:00:00230.09156.93%0.144281996/12/05 23:00:001996/12/07 01:00:00270.09157.07%0.144291982/01/10 19:00:001982/01/11 22:00:00280.0957.20%0.144301967/04/21 20:00:001967/04/22 19:00:00240.0957.33%0.144311976/04/15 14:00:001976/04/16 20:00:00310.0957.47%0.144321993/12/11 16:00:001993/12/12 18:00:00270.0957.60%0.134332007/02/11 11:00:002007/02/14 05:00:00670.0957.73%0.134341951/12/19 07:00:001951/12/20 04:00:00220.08957.87%0.134351985/01/28 15:00:001985/01/29 17:00:00270.08858.00%0.134362007/02/28 05:00:002007/03/01 07:00:00270.08858.13%0.134371997/01/02 04:00:001997/01/04 04:00:00490.08858.27%0.134381960/11/12 23:00:001960/11/13 17:00:00190.08858.40%0.134391955/11/14 07:00:001955/11/15 02:00:00200.08858.53%0.134401987/10/31 05:00:001987/11/02 13:00:00570.08758.67%0.134412004/03/01 23:00:002004/03/02 21:00:00230.08758.80%0.134421957/06/10 03:00:001957/06/10 22:00:00200.08758.93%0.134431976/04/13 05:00:001976/04/14 04:00:00240.08759.07%0.134442001/03/10 08:00:002001/03/11 13:00:00300.08659.20%0.134452005/10/16 18:00:002005/10/19 02:00:00570.08659.33%0.134461952/12/28 08:00:001952/12/29 05:00:00220.08559.47%0.134471987/11/04 18:00:001987/11/06 01:00:00320.08559.60%0.134481984/12/10 19:00:001984/12/13 06:00:00600.08459.73%0.134491970/01/09 23:00:001970/01/12 13:00:00630.08359.87%0.134501957/10/21 03:00:001957/10/21 21:00:00190.08360.00%0.134511983/02/06 11:00:001983/02/08 23:00:00610.08360.13%0.134521997/12/18 13:00:001997/12/19 12:00:00240.08360.27%0.134531985/02/02 02:00:001985/02/04 06:00:00530.08360.40%0.134541969/11/10 02:00:001969/11/10 21:00:00200.08260.53%0.134551958/03/11 01:00:001958/03/12 14:00:00380.08260.67%0.134561957/05/21 04:00:001957/05/21 23:00:00200.08260.80%0.134571966/10/10 13:00:001966/10/11 07:00:00190.08260.93%0.134581963/03/28 10:00:001963/03/29 05:00:00200.08161.07%0.134591951/12/05 00:00:001951/12/05 22:00:00230.0861.20%0.134601955/01/30 23:00:001955/01/31 22:00:00240.0861.33%0.134611990/01/13 11:00:001990/01/15 02:00:00400.0861.47%0.134621974/03/27 07:00:001974/03/28 01:00:00190.0861.60%0.1310/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)4631968/11/14 18:00:001968/11/15 16:00:00230.0861.73%0.134641971/10/16 20:00:001971/10/17 19:00:00240.07961.87%0.134651983/12/09 16:00:001983/12/10 08:00:00170.07962.00%0.134661989/01/07 15:00:001989/01/08 08:00:00180.07862.13%0.124672001/02/20 13:00:002001/02/21 12:00:00240.07862.27%0.124681953/02/23 10:00:001953/02/24 09:00:00240.07862.40%0.124692008/01/22 05:00:002008/01/25 01:00:00690.07862.53%0.124701978/11/11 12:00:001978/11/14 05:00:00660.07862.67%0.124711989/02/09 14:00:001989/02/10 19:00:00300.07862.80%0.124721992/03/27 05:00:001992/03/27 21:00:00170.07762.93%0.124731973/02/06 03:00:001973/02/07 20:00:00420.07663.07%0.124741955/11/17 06:00:001955/11/18 09:00:00280.07563.20%0.124751964/12/31 21:00:001965/01/01 13:00:00170.07563.33%0.124761980/03/21 09:00:001980/03/22 13:00:00290.07563.47%0.124771977/01/29 01:00:001977/01/29 18:00:00180.07563.60%0.124782006/03/20 03:00:002006/03/21 19:00:00410.07563.73%0.124791989/02/02 07:00:001989/02/05 07:00:00730.07563.87%0.124801991/03/15 13:00:001991/03/16 05:00:00170.07564.00%0.124811992/03/08 01:00:001992/03/08 23:00:00230.07464.13%0.124821964/11/09 13:00:001964/11/12 05:00:00650.07464.27%0.124831963/02/14 09:00:001963/02/15 01:00:00170.07364.40%0.124841998/03/13 17:00:001998/03/15 09:00:00410.07264.53%0.124851956/02/23 20:00:001956/02/25 02:00:00310.07164.67%0.124862007/02/19 03:00:002007/02/19 23:00:00210.07164.80%0.124871996/01/16 19:00:001996/01/17 13:00:00190.0764.93%0.124882001/11/29 14:00:002001/11/30 10:00:00210.0765.07%0.124891989/05/15 06:00:001989/05/15 20:00:00150.06965.20%0.124901996/03/04 18:00:001996/03/05 13:00:00200.06865.33%0.124911998/01/03 16:00:001998/01/05 03:00:00360.06865.47%0.124921987/03/05 20:00:001987/03/07 02:00:00310.06865.60%0.124931955/01/01 22:00:001955/01/02 18:00:00210.06765.73%0.124941989/03/02 15:00:001989/03/03 08:00:00180.06765.87%0.124951984/12/03 08:00:001984/12/03 23:00:00160.06766.00%0.124962001/12/03 17:00:002001/12/05 08:00:00400.06566.13%0.124971972/12/07 05:00:001972/12/09 02:00:00460.06566.27%0.124982004/11/21 07:00:002004/11/21 21:00:00150.06566.40%0.124991975/03/22 09:00:001975/03/22 23:00:00150.06566.53%0.125001962/01/13 00:00:001962/01/13 15:00:00160.06466.67%0.125012006/12/27 07:00:002006/12/27 21:00:00150.06466.80%0.125021994/12/25 01:00:001994/12/25 18:00:00180.06466.93%0.125031984/04/27 22:00:001984/04/28 11:00:00140.06467.07%0.125041988/08/24 05:00:001988/08/25 00:00:00200.06367.20%0.125051991/10/27 00:00:001991/10/27 22:00:00230.06367.33%0.125061989/01/23 20:00:001989/01/24 10:00:00150.06367.47%0.125071976/07/27 00:00:001976/07/27 13:00:00140.06267.60%0.115081992/02/10 00:00:001992/02/10 18:00:00190.06267.73%0.115091977/05/24 05:00:001977/05/24 22:00:00180.06167.87%0.1111/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)5101992/12/18 01:00:001992/12/18 14:00:00140.06168.00%0.115112007/02/22 21:00:002007/02/23 10:00:00140.06168.13%0.115121987/03/15 09:00:001987/03/15 22:00:00140.06168.27%0.115131979/12/21 07:00:001979/12/22 00:00:00180.05968.40%0.115141976/11/12 03:00:001976/11/12 17:00:00150.05868.53%0.115151983/01/22 14:00:001983/01/26 02:00:00850.05868.67%0.115161996/01/25 13:00:001996/01/26 03:00:00150.05868.80%0.115171960/11/03 20:00:001960/11/04 08:00:00130.05768.93%0.115181975/12/12 16:00:001975/12/13 06:00:00150.05769.07%0.115191958/02/13 02:00:001958/02/13 19:00:00180.05769.20%0.115201978/04/15 20:00:001978/04/16 09:00:00140.05769.33%0.115211967/11/26 18:00:001967/11/27 07:00:00140.05669.47%0.115221962/02/24 21:00:001962/02/26 16:00:00440.05669.60%0.115231957/05/19 08:00:001957/05/19 22:00:00150.05569.73%0.115241952/12/17 07:00:001952/12/18 02:00:00200.05569.87%0.115251957/01/20 17:00:001957/01/21 07:00:00150.05570.00%0.115261998/11/28 07:00:001998/11/29 12:00:00300.05570.13%0.115271978/04/08 11:00:001978/04/09 04:00:00180.05470.27%0.115281982/09/16 12:00:001982/09/18 00:00:00370.05470.40%0.115291995/12/23 09:00:001995/12/23 22:00:00140.05470.53%0.115301993/12/14 17:00:001993/12/15 12:00:00200.05470.67%0.115311984/11/13 08:00:001984/11/13 21:00:00140.05470.80%0.115321982/03/28 19:00:001982/03/29 13:00:00190.05370.93%0.115331965/12/22 01:00:001965/12/22 19:00:00190.05371.07%0.115342006/12/16 21:00:002006/12/17 15:00:00190.05271.20%0.115351981/04/19 03:00:001981/04/19 17:00:00150.05271.33%0.115361997/02/10 21:00:001997/02/11 10:00:00140.05171.47%0.115371994/11/10 12:00:001994/11/11 00:00:00130.05171.60%0.115381999/06/03 23:00:001999/06/04 12:00:00140.0571.73%0.115391953/10/22 07:00:001953/10/22 20:00:00140.0571.87%0.115401956/12/06 04:00:001956/12/06 15:00:00120.04972.00%0.115411960/03/28 02:00:001960/03/28 16:00:00150.04972.13%0.115421962/03/22 23:00:001962/03/23 11:00:00130.04972.27%0.115431977/02/24 14:00:001977/02/25 10:00:00210.04972.40%0.115441973/01/10 00:00:001973/01/10 12:00:00130.04972.53%0.115451972/10/20 01:00:001972/10/20 18:00:00180.04972.67%0.115461964/03/02 09:00:001964/03/03 00:00:00160.04872.80%0.115471988/12/27 22:00:001988/12/28 21:00:00240.04772.93%0.115482007/04/22 23:00:002007/04/23 11:00:00130.04773.07%0.115492001/04/10 16:00:002001/04/11 06:00:00150.04773.20%0.115502005/03/04 10:00:002005/03/05 13:00:00280.04773.33%0.115511985/10/22 00:00:001985/10/22 11:00:00120.04773.47%0.115521973/02/03 21:00:001973/02/04 09:00:00130.04673.60%0.115531977/03/16 13:00:001977/03/22 21:00:001530.04673.73%0.115541987/03/24 21:00:001987/03/26 05:00:00330.04673.87%0.115551999/01/20 14:00:001999/01/21 10:00:00210.04574.00%0.115561974/01/01 06:00:001974/01/01 17:00:00120.04574.13%0.112/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)5571978/03/22 15:00:001978/03/23 22:00:00320.04474.27%0.15581999/01/31 10:00:001999/02/01 11:00:00260.04474.40%0.15591966/01/27 06:00:001966/01/27 21:00:00160.04474.53%0.15601984/01/15 17:00:001984/01/16 18:00:00260.04474.67%0.15611952/12/06 04:00:001952/12/06 15:00:00120.04374.80%0.15621987/12/29 12:00:001987/12/30 15:00:00280.04374.93%0.15631985/03/27 09:00:001985/03/28 20:00:00360.04375.07%0.15641967/12/07 23:00:001967/12/08 18:00:00200.04375.20%0.15651969/12/09 00:00:001969/12/09 12:00:00130.04375.33%0.15661995/12/13 07:00:001995/12/13 19:00:00130.04375.47%0.15671977/02/22 04:00:001977/02/22 15:00:00120.04275.60%0.15681954/12/03 23:00:001954/12/04 10:00:00120.04275.73%0.15692002/03/17 23:00:002002/03/18 12:00:00140.04275.87%0.15701981/04/02 09:00:001981/04/02 19:00:00110.04176.00%0.15711996/02/03 11:00:001996/02/03 22:00:00120.04176.13%0.15721975/03/14 02:00:001975/03/14 12:00:00110.04176.27%0.15731955/04/26 11:00:001955/04/26 21:00:00110.04176.40%0.15741964/02/29 05:00:001964/02/29 15:00:00110.04176.53%0.15751953/12/04 09:00:001953/12/04 20:00:00120.04176.67%0.15761975/04/25 08:00:001975/04/25 18:00:00110.04176.80%0.15771953/11/05 09:00:001953/11/06 07:00:00230.0476.93%0.15781996/01/28 05:00:001996/01/28 16:00:00120.0477.07%0.15791957/11/14 17:00:001957/11/17 04:00:00600.0477.20%0.15801983/01/17 06:00:001983/01/19 19:00:00620.03977.33%0.15811975/01/30 16:00:001975/01/31 02:00:00110.03977.47%0.15821967/01/31 01:00:001967/01/31 13:00:00130.03977.60%0.15832002/02/17 17:00:002002/02/18 06:00:00140.03977.73%0.15841971/03/13 07:00:001971/03/13 17:00:00110.03977.87%0.15851969/03/13 01:00:001969/03/13 14:00:00140.03878.00%0.15862000/11/10 23:00:002000/11/12 00:00:00260.03878.13%0.15872006/03/03 15:00:002006/03/04 00:00:00100.03878.27%0.15882000/11/30 09:00:002000/11/30 18:00:00100.03778.40%0.15891978/11/15 09:00:001978/11/15 18:00:00100.03778.53%0.15901969/04/03 05:00:001969/04/03 17:00:00130.03778.67%0.15911961/03/28 08:00:001961/03/28 23:00:00160.03778.80%0.15921965/01/07 09:00:001965/01/07 19:00:00110.03778.93%0.15931969/03/09 03:00:001969/03/11 03:00:00490.03779.07%0.15941964/10/15 12:00:001964/10/15 21:00:00100.03779.20%0.15951983/10/07 09:00:001983/10/08 11:00:00270.03779.33%0.15961955/12/04 07:00:001955/12/04 19:00:00130.03679.47%0.15971987/02/05 11:00:001987/02/05 20:00:00100.03679.60%0.15981990/01/22 10:00:001990/01/22 19:00:00100.03679.73%0.15991983/12/19 14:00:001983/12/19 23:00:00100.03679.87%0.16001980/04/28 16:00:001980/04/29 17:00:00260.03580.00%0.16012004/12/08 05:00:002004/12/08 17:00:00130.03580.13%0.16021979/12/25 09:00:001979/12/25 18:00:00100.03580.27%0.16031951/10/15 09:00:001951/10/15 18:00:00100.03580.40%0.113/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)6041965/09/17 03:00:001965/09/17 17:00:00150.03580.53%0.16052006/03/07 00:00:002006/03/07 10:00:00110.03580.67%0.16061992/03/31 14:00:001992/03/31 23:00:00100.03580.80%0.16071999/04/01 19:00:001999/04/02 04:00:00100.03580.93%0.16082003/11/12 07:00:002003/11/13 09:00:00270.03581.07%0.16091984/11/16 14:00:001984/11/16 23:00:00100.03481.20%0.16101992/03/29 12:00:001992/03/29 21:00:00100.03481.33%0.16112004/01/02 21:00:002004/01/03 17:00:00210.03481.47%0.16121977/12/23 03:00:001977/12/23 12:00:00100.03481.60%0.16131980/05/08 11:00:001980/05/10 21:00:00590.03481.73%0.16141971/12/04 03:00:001971/12/04 11:00:0090.03481.87%0.096152001/12/20 18:00:002001/12/22 03:00:00340.03482.00%0.096161971/12/07 02:00:001971/12/07 11:00:00100.03482.13%0.096171987/11/17 21:00:001987/11/18 06:00:00100.03382.27%0.096181983/12/15 13:00:001983/12/15 21:00:0090.03382.40%0.096191971/12/13 06:00:001971/12/13 14:00:0090.03382.53%0.096201978/04/02 18:00:001978/04/03 02:00:0090.03382.67%0.096211979/11/12 11:00:001979/11/12 19:00:0090.03382.80%0.096221987/12/11 05:00:001987/12/11 13:00:0090.03382.93%0.096231991/03/13 19:00:001991/03/14 03:00:0090.03383.07%0.096241993/02/26 18:00:001993/02/27 05:00:00120.03383.20%0.096251996/02/12 13:00:001996/02/12 21:00:0090.03383.33%0.096261953/01/13 20:00:001953/01/14 06:00:00110.03383.47%0.096271979/01/25 14:00:001979/01/25 22:00:0090.03283.60%0.096281983/03/28 07:00:001983/03/28 15:00:0090.03283.73%0.096291983/01/05 08:00:001983/01/05 16:00:0090.03283.87%0.096301983/11/17 23:00:001983/11/18 07:00:0090.03284.00%0.096312006/04/14 14:00:002006/04/15 15:00:00260.03284.13%0.096321998/12/19 19:00:001998/12/20 03:00:0090.03184.27%0.096331951/11/20 21:00:001951/11/21 05:00:0090.03184.40%0.096341987/02/03 12:00:001987/02/03 20:00:0090.03184.53%0.096351981/03/14 12:00:001981/03/14 20:00:0090.03184.67%0.096361999/04/07 10:00:001999/04/07 18:00:0090.0384.80%0.096371957/11/03 00:00:001957/11/05 18:00:00670.0384.93%0.096381982/02/17 01:00:001982/02/17 09:00:0090.0385.07%0.096391982/04/04 11:00:001982/04/04 19:00:0090.0385.20%0.096401984/01/04 16:00:001984/01/04 23:00:0080.0385.33%0.096411988/04/18 04:00:001988/04/18 12:00:0090.0385.47%0.096421989/01/05 19:00:001989/01/06 02:00:0080.0385.60%0.096431986/02/23 07:00:001986/02/23 14:00:0080.0385.73%0.096441958/01/30 13:00:001958/01/30 21:00:0090.0385.87%0.096451984/11/23 06:00:001984/11/23 12:00:0070.02986.00%0.096461986/03/01 08:00:001986/03/01 14:00:0070.02986.13%0.096471960/12/03 03:00:001960/12/03 11:00:0090.02986.27%0.096481978/12/01 19:00:001978/12/02 02:00:0080.02986.40%0.096491977/05/12 09:00:001977/05/12 16:00:0080.02986.53%0.096501987/10/28 01:00:001987/10/28 07:00:0070.02886.67%0.0914/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)6511981/03/10 18:00:001981/03/11 00:00:0070.02886.80%0.096521980/05/02 11:00:001980/05/02 17:00:0070.02886.93%0.096531955/11/21 15:00:001955/11/21 23:00:0090.02787.07%0.096541957/01/24 07:00:001957/01/25 01:00:00190.02787.20%0.096551973/12/01 19:00:001973/12/02 01:00:0070.02787.33%0.096561965/04/13 00:00:001965/04/13 07:00:0080.02787.47%0.096572008/02/14 15:00:002008/02/14 21:00:0070.02787.60%0.096581960/03/13 05:00:001960/03/13 11:00:0070.02687.73%0.096591964/02/15 09:00:001964/02/15 16:00:0080.02687.87%0.096601955/12/07 00:00:001955/12/07 09:00:00100.02688.00%0.096612002/12/29 18:00:002002/12/30 01:00:0080.02688.13%0.096622005/03/19 08:00:002005/03/20 06:00:00230.02688.27%0.096631972/01/09 09:00:001972/01/09 15:00:0070.02688.40%0.096641987/11/14 02:00:001987/11/14 08:00:0070.02588.53%0.096651975/02/14 04:00:001975/02/14 12:00:0090.02588.67%0.096661995/06/15 22:00:001995/06/17 05:00:00320.02588.80%0.096671971/05/07 21:00:001971/05/08 04:00:0080.02588.93%0.096681978/04/07 02:00:001978/04/07 07:00:0060.02489.07%0.096691963/12/10 00:00:001963/12/10 07:00:0080.02489.20%0.096701973/03/26 07:00:001973/03/26 12:00:0060.02489.33%0.096711999/02/09 20:00:001999/02/10 02:00:0070.02489.47%0.096722006/12/22 11:00:002006/12/22 16:00:0060.02489.60%0.096731980/01/07 08:00:001980/01/07 14:00:0070.02489.73%0.096741960/03/23 10:00:001960/03/23 15:00:0060.02489.87%0.096752003/11/16 01:00:002003/11/16 14:00:00140.02390.00%0.096761983/05/06 09:00:001983/05/06 14:00:0060.02390.13%0.096772004/02/18 17:00:002004/02/18 23:00:0070.02390.27%0.096781994/02/20 11:00:001994/02/21 09:00:00230.02290.40%0.096791980/04/01 16:00:001980/04/01 21:00:0060.02290.53%0.096801981/05/01 12:00:001981/05/01 17:00:0060.02290.67%0.096811981/01/12 11:00:001981/01/12 16:00:0060.02290.80%0.096821958/05/11 11:00:001958/05/11 20:00:00100.02190.93%0.096831998/01/13 17:00:001998/01/13 23:00:0070.02191.07%0.096841957/04/18 03:00:001957/04/18 13:00:00110.02191.20%0.096851985/02/20 20:00:001985/02/21 01:00:0060.0291.33%0.096861955/12/01 20:00:001955/12/02 03:00:0080.0291.47%0.096872001/04/21 12:00:002001/04/21 17:00:0060.0291.60%0.086881971/01/02 09:00:001971/01/02 15:00:0070.01991.73%0.086891999/03/15 11:00:001999/03/15 15:00:0050.01991.87%0.086901952/04/08 04:00:001952/04/08 11:00:0080.01992.00%0.086911980/03/18 17:00:001980/03/18 21:00:0050.01992.13%0.086921999/03/11 15:00:001999/03/11 19:00:0050.01992.27%0.086931953/11/20 07:00:001953/11/20 12:00:0060.01992.40%0.086941965/01/20 08:00:001965/01/20 12:00:0050.01892.53%0.086951969/11/15 19:00:001969/11/16 01:00:0070.01892.67%0.086962001/12/14 18:00:002001/12/14 23:00:0060.01892.80%0.086971998/04/15 17:00:001998/04/15 23:00:0070.01792.93%0.0815/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)6981990/01/02 10:00:001990/01/02 15:00:0060.01793.07%0.086991994/11/16 10:00:001994/11/16 14:00:0050.01793.20%0.087001998/01/19 18:00:001998/01/19 22:00:0050.01793.33%0.087012000/02/16 17:00:002000/02/17 22:00:00300.01693.47%0.087021971/04/26 06:00:001971/04/26 10:00:0050.01693.60%0.087031951/10/11 00:00:001951/10/11 04:00:0050.01593.73%0.087042003/03/22 18:00:002003/03/22 23:00:0060.01593.87%0.087051991/03/11 03:00:001991/03/11 06:00:0040.01494.00%0.087061952/01/07 05:00:001952/01/08 14:00:00340.01494.13%0.087071953/04/29 21:00:001953/04/30 06:00:00100.01394.27%0.087081964/03/13 00:00:001964/03/13 04:00:0050.01394.40%0.087091977/01/26 01:00:001977/01/26 05:00:0050.01394.53%0.087101951/12/02 02:00:001951/12/02 06:00:0050.01294.67%0.087111998/11/11 10:00:001998/11/11 23:00:00140.01294.80%0.087121966/03/02 09:00:001966/03/02 11:00:0030.01294.93%0.087132001/12/30 18:00:002001/12/30 21:00:0040.01295.07%0.087142001/11/13 18:00:002001/11/13 22:00:0050.01195.20%0.087151966/01/20 00:00:001966/01/20 03:00:0040.01195.33%0.087161987/10/23 07:00:001987/10/23 10:00:0040.0195.47%0.087171968/12/20 12:00:001968/12/20 15:00:0040.0195.60%0.087181956/04/27 09:00:001956/04/27 11:00:0030.00995.73%0.087191967/12/16 14:00:001967/12/16 19:00:0060.00995.87%0.087201998/04/13 18:00:001998/04/13 20:00:0030.00996.00%0.087212003/05/03 20:00:002003/05/04 01:00:0060.00896.13%0.087221969/01/31 00:00:001969/01/31 05:00:0060.00896.27%0.087231969/02/15 22:00:001969/02/16 01:00:0040.00896.40%0.087242001/01/08 18:00:002001/01/08 21:00:0040.00896.53%0.087251996/01/19 09:00:001996/01/19 11:00:0030.00896.67%0.087262006/03/18 08:00:002006/03/18 09:00:0020.00896.80%0.087271987/02/15 20:00:001987/02/15 21:00:0020.00796.93%0.087281994/11/18 06:00:001994/11/18 07:00:0020.00797.07%0.087292000/02/28 18:00:002000/02/28 19:00:0020.00797.20%0.087302005/09/20 06:00:002005/09/20 08:00:0030.00797.33%0.087311969/02/28 21:00:001969/02/28 22:00:0020.00797.47%0.087321995/12/16 01:00:001995/12/16 02:00:0020.00797.60%0.087331982/04/11 20:00:001982/04/11 22:00:0030.00697.73%0.087341961/12/14 18:00:001961/12/14 19:00:0020.00697.87%0.087351999/02/07 10:00:001999/02/07 11:00:0020.00698.00%0.087361968/01/28 01:00:001968/01/28 03:00:0030.00598.13%0.087371987/01/28 09:00:001987/01/28 10:00:0020.00598.27%0.087381991/12/19 12:00:001991/12/19 13:00:0020.00598.40%0.087391976/11/27 12:00:001976/11/27 13:00:0020.00598.53%0.087401985/09/18 13:00:001985/09/18 15:00:0030.00598.67%0.087411999/06/02 09:00:001999/06/02 10:00:0020.00498.80%0.087421981/04/26 18:00:001981/04/26 20:00:0030.00398.93%0.087431964/04/01 10:00:001964/04/01 11:00:0020.00399.07%0.087441964/01/18 21:00:001964/01/18 22:00:0020.00399.20%0.0816/175/10/2021 10:06 AM Excel Engineering peakFlowStatisticsPostMitigated.csvRank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)7451996/12/31 17:00:001996/12/31 18:00:0020.00399.33%0.087461955/01/06 13:00:001955/01/06 14:00:0020.00299.47%0.087471963/11/06 17:00:001963/11/06 18:00:0020.00299.60%0.087481966/02/10 18:00:001966/02/10 18:00:0010.00299.73%0.087491992/12/11 23:00:001992/12/11 23:00:0010.00199.87%0.08-------------End of Data-----------------17/175/10/2021 10:06 AM Excel Engineering ....................... · ........................ · ... ¼-¼-. . ......_. _______________ _ . . ■ ••••••••••••••••••••••••••••••• ·-· •••••••••••••• ■ ••• ■ ••• . . ••• ■ ••• ■ ••• ■ ••• ■ ••• ■ ••• ■ ••• ■ ••• ■ ••• ■ ••• ■••••••••••••••••••••• • •••••••••••••••••••••• ■ ••• ■ 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Excel Engineering flowDurationPassFailMitigated.TXTCompared to:pre-development SWMM file: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PreDev.outpre-development time stamp: 1/13/2021 9:17:29 AMCompare Post-Development Curve to Pre-Development CurveFlow Control Upper Limit: 3.9427 (cfs)Flow Control Lower Limit: 0.26577 (cfs)post-development SWMM file: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PostDev2.outpost-development time stamp: 5/5/2021 1:23:04 PMPost PT #Flow Rate (cfs)Post Dev % ExceedPre Dev % Exceed%Ex post < %Ex pre%Ex post > %Ex pre%Ex post > 110% %Ex prePass/Fail00.270.120.14TRUEFALSEFALSEPass: Post Duration <= Pre Duration10.300.120.13TRUEFALSEFALSEPass: Post Duration <= Pre Duration20.340.110.12TRUEFALSEFALSEPass: Post Duration <= Pre Duration30.380.110.11TRUEFALSEFALSEPass: Post Duration <= Pre Duration40.410.100.10TRUEFALSEFALSEPass: Post Duration <= Pre Duration50.450.100.10TRUEFALSEFALSEPass: Post Duration <= Pre Duration60.490.080.09TRUEFALSEFALSEPass: Post Duration <= Pre Duration70.530.070.09TRUEFALSEFALSEPass: Post Duration <= Pre Duration80.560.070.08TRUEFALSEFALSEPass: Post Duration <= Pre Duration90.600.070.08TRUEFALSEFALSEPass: Post Duration <= Pre Duration100.640.060.08TRUEFALSEFALSEPass: Post Duration <= Pre Duration110.670.060.07TRUEFALSEFALSEPass: Post Duration <= Pre Duration120.710.060.07TRUEFALSEFALSEPass: Post Duration <= Pre Duration130.750.060.07TRUEFALSEFALSEPass: Post Duration <= Pre Duration140.790.060.06TRUEFALSEFALSEPass: Post Duration <= Pre Duration150.820.050.06TRUEFALSEFALSEPass: Post Duration <= Pre Duration160.860.050.06TRUEFALSEFALSEPass: Post Duration <= Pre Duration170.900.050.05TRUEFALSEFALSEPass: Post Duration <= Pre Duration180.930.050.05TRUEFALSEFALSEPass: Post Duration <= Pre Duration190.970.040.05TRUEFALSEFALSEPass: Post Duration <= Pre Duration201.010.040.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration211.050.040.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration221.080.040.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration231.120.030.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration241.160.030.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration251.190.030.04TRUEFALSEFALSEPass: Post Duration <= Pre Duration261.230.030.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration271.270.030.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration281.310.030.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration291.340.030.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration1/35/10/2021 10:06 AM Excel Engineering flowDurationPassFailMitigated.TXTPost PT #Flow Rate (cfs)Post Dev % ExceedPre Dev % Exceed%Ex post < %Ex pre%Ex post > %Ex pre%Ex post > 110% %Ex prePass/Fail301.380.020.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration311.420.020.03TRUEFALSEFALSEPass: Post Duration <= Pre Duration321.450.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration331.490.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration341.530.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration351.570.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration361.600.020.02FALSETRUEFALSEPass: Post Duration <= 110% Pre Duration371.640.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration381.680.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration391.710.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration401.750.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration411.790.020.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration421.830.010.02TRUEFALSEFALSEPass: Post Duration <= Pre Duration431.860.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration441.900.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration451.940.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration461.970.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration472.010.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration482.050.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration492.090.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration502.120.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration512.160.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration522.200.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration532.230.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration542.270.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration552.310.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration562.350.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration572.380.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration582.420.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration592.460.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration602.490.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration612.530.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration622.570.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration632.610.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration642.640.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration652.680.010.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration662.720.000.01TRUEFALSEFALSEPass: Post Duration <= Pre Duration672.750.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration682.790.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration692.830.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration2/35/10/2021 10:06 AM Excel Engineering flowDurationPassFailMitigated.TXTPost PT #Flow Rate (cfs)Post Dev % ExceedPre Dev % Exceed%Ex post < %Ex pre%Ex post > %Ex pre%Ex post > 110% %Ex prePass/Fail702.870.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration712.900.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration722.940.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration732.980.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration743.010.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration753.050.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration763.090.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration773.130.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration783.160.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration793.200.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration803.240.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration813.270.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration823.310.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration833.350.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration843.390.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration853.420.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration863.460.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration873.500.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration883.530.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration893.570.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration903.610.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration913.650.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration923.680.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration933.720.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration943.760.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration953.790.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration963.830.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration973.870.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration983.910.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration993.940.000.00TRUEFALSEFALSEPass: Post Duration <= Pre Duration3/35/10/2021 10:06 AM Excel Engineering USGS9217dPre.csv DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line Duration Table Summary at Project Discharge Point file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PreDev.out time stamp: 1/13/2021 9:17:29 AM Bin NumberDischarge Rate (cfs)Number of PeriodsTotal Periods ExceedingPercent Time Exceeded1 0.2658 79 717 0.144 2 0.3029 51 638 0.128 3 0.3401 40 587 0.118 4 0.3772 26 547 0.110 5 0.4143 32 521 0.105 6 0.4515 24 489 0.098 7 0.4886 23 465 0.093 8 0.5258 20 442 0.089 9 0.5629 15 422 0.085 10 0.6000 22 407 0.082 11 0.6372 21 385 0.077 12 0.6743 14 364 0.073 13 0.7115 18 350 0.070 14 0.7486 13 332 0.067 15 0.7857 16 319 0.064 16 0.8229 20 303 0.061 17 0.8600 27 283 0.057 18 0.8972 16 256 0.051 19 0.9343 10 240 0.048 20 0.9714 11 230 0.046 21 1.0086 8 219 0.044 22 1.0457 11 211 0.042 23 1.0829 9 200 0.040 24 1.1200 7 191 0.038 25 1.1571 9 184 0.037 26 1.1943 15 175 0.035 27 1.2314 5 160 0.032 28 1.2686 10 155 0.031 29 1.3057 6 145 0.029 30 1.3429 5 139 0.028 31 1.3800 6 134 0.027 32 1.4171 8 128 0.026 33 1.4543 6 120 0.024 34 1.4914 4 114 0.023 35 1.5286 7 110 0.022 36 1.5657 5 103 0.021 37 1.6028 4 98 0.020 38 1.6400 0 94 0.019 39 1.6771 8 94 0.019 40 1.7143 1 86 0.017 41 1.7514 2 85 0.017 42 1.7885 5 83 0.017 43 1.8257 7 78 0.016 44 1.8628 2 71 0.014 45 1.9000 4 69 0.014 46 1.9371 4 65 0.013 47 1.9742 3 61 0.012 48 2.0114 3 58 0.012 49 2.0485 3 55 0.011 50 2.0857 1 52 0.010 51 2.1228 3 51 0.010 1/25/10/2021 10:06 AM Excel Engineering USGS9217dPre.csv Bin NumberDischarge Rate (cfs)Number of PeriodsTotal Periods ExceedingPercent Time Exceeded52 2.1599 1 48 0.010 53 2.1971 2 47 0.009 54 2.2342 3 45 0.009 55 2.2714 1 42 0.008 56 2.3085 1 41 0.008 57 2.3456 1 40 0.008 58 2.3828 0 39 0.008 59 2.4199 3 39 0.008 60 2.4571 2 36 0.007 61 2.4942 1 34 0.007 62 2.5314 2 33 0.007 63 2.5685 3 31 0.006 64 2.6056 2 28 0.006 65 2.6428 1 26 0.005 66 2.6799 0 25 0.005 67 2.7171 1 25 0.005 68 2.7542 0 24 0.005 69 2.7913 0 24 0.005 70 2.8285 1 24 0.005 71 2.8656 0 23 0.005 72 2.9028 1 23 0.005 73 2.9399 0 22 0.004 74 2.9770 0 22 0.004 75 3.0142 4 22 0.004 76 3.0513 1 18 0.004 77 3.0885 0 17 0.003 78 3.1256 1 17 0.003 79 3.1627 3 16 0.003 80 3.1999 0 13 0.003 81 3.2370 2 13 0.003 82 3.2742 0 11 0.002 83 3.3113 0 11 0.002 84 3.3484 0 11 0.002 85 3.3856 1 11 0.002 86 3.4227 0 10 0.002 87 3.4599 1 10 0.002 88 3.4970 0 9 0.002 89 3.5342 1 9 0.002 90 3.5713 0 8 0.002 91 3.6084 1 8 0.002 92 3.6456 2 7 0.001 93 3.6827 1 5 0.001 94 3.7199 0 4 0.001 95 3.7570 0 4 0.001 96 3.7941 1 4 0.001 97 3.8313 1 3 0.001 98 3.8684 0 2 0.000 99 3.9056 2 2 0.000 100 3.9427 0 0 0.000 -------------End of Data----------------- 2/25/10/2021 10:06 AM Excel Engineering USGS9217dPostMitigated.csv DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line Duration Table Summary at Project Discharge Point file name: V:\20\20061\Engineering\GPIP\Storm\SWMM\Working Files\PostDev2.out time stamp: 5/5/2021 1:23:04 PM Bin NumberDischarge Rate (cfs)Number of PeriodsTotal Periods ExceedingPercent Time Exceeded1 0.2658 15 595 0.120 2 0.3029 16 580 0.117 3 0.3401 25 564 0.113 4 0.3772 28 539 0.108 5 0.4143 36 511 0.103 6 0.4515 57 475 0.096 7 0.4886 48 418 0.084 8 0.5258 23 370 0.074 9 0.5629 18 347 0.070 10 0.6000 15 329 0.066 11 0.6372 9 314 0.063 12 0.6743 6 305 0.061 13 0.7115 18 299 0.060 14 0.7486 5 281 0.056 15 0.7857 10 276 0.055 16 0.8229 4 266 0.053 17 0.8600 23 262 0.053 18 0.8972 14 239 0.048 19 0.9343 14 225 0.045 20 0.9714 8 211 0.042 21 1.0086 4 203 0.041 22 1.0457 14 199 0.040 23 1.0829 27 185 0.037 24 1.1200 4 158 0.032 25 1.1571 5 154 0.031 26 1.1943 0 149 0.030 27 1.2314 7 149 0.030 28 1.2686 6 142 0.029 29 1.3057 8 136 0.027 30 1.3429 9 128 0.026 31 1.3800 5 119 0.024 32 1.4171 6 114 0.023 33 1.4543 2 108 0.022 34 1.4914 1 106 0.021 35 1.5286 2 105 0.021 36 1.5657 4 103 0.021 37 1.6028 6 99 0.020 38 1.6400 6 93 0.019 39 1.6771 2 87 0.017 40 1.7143 4 85 0.017 41 1.7514 3 81 0.016 42 1.7885 11 78 0.016 43 1.8257 8 67 0.013 44 1.8628 4 59 0.012 45 1.9000 2 55 0.011 46 1.9371 0 53 0.011 47 1.9742 2 53 0.011 48 2.0114 2 51 0.010 49 2.0485 2 49 0.010 50 2.0857 1 47 0.009 51 2.1228 2 46 0.009 1/25/10/2021 10:06 AM Excel Engineering USGS9217dPostMitigated.csv Bin NumberDischarge Rate (cfs)Number of PeriodsTotal Periods ExceedingPercent Time Exceeded52 2.1599 2 44 0.009 53 2.1971 3 42 0.008 54 2.2342 9 39 0.008 55 2.2714 2 30 0.006 56 2.3085 0 28 0.006 57 2.3456 0 28 0.006 58 2.3828 0 28 0.006 59 2.4199 1 28 0.006 60 2.4571 1 27 0.005 61 2.4942 1 26 0.005 62 2.5314 0 25 0.005 63 2.5685 0 25 0.005 64 2.6056 0 25 0.005 65 2.6428 0 25 0.005 66 2.6799 1 25 0.005 67 2.7171 5 24 0.005 68 2.7542 3 19 0.004 69 2.7913 1 16 0.003 70 2.8285 2 15 0.003 71 2.8656 0 13 0.003 72 2.9028 1 13 0.003 73 2.9399 0 12 0.002 74 2.9770 1 12 0.002 75 3.0142 0 11 0.002 76 3.0513 0 11 0.002 77 3.0885 0 11 0.002 78 3.1256 0 11 0.002 79 3.1627 0 11 0.002 80 3.1999 1 11 0.002 81 3.2370 0 10 0.002 82 3.2742 0 10 0.002 83 3.3113 0 10 0.002 84 3.3484 0 10 0.002 85 3.3856 1 10 0.002 86 3.4227 5 9 0.002 87 3.4599 0 4 0.001 88 3.4970 0 4 0.001 89 3.5342 0 4 0.001 90 3.5713 1 4 0.001 91 3.6084 0 3 0.001 92 3.6456 0 3 0.001 93 3.6827 0 3 0.001 94 3.7199 0 3 0.001 95 3.7570 1 3 0.001 96 3.7941 0 2 0.000 97 3.8313 0 2 0.000 98 3.8684 1 2 0.000 99 3.9056 1 1 0.000 100 3.9427 0 0 0.000 -------------End of Data----------------- 2/25/10/2021 10:06 AM Excel Engineering END OF STATISTICS ANALYSIS 1 [TITLE] 2 ;;Project Title/Notes 3 4 [OPTIONS] 5 ;;Option Value 6 FLOW_UNITS CFS 7 INFILTRATION GREEN_AMPT 8 FLOW_ROUTING KINWAVE 9 LINK_OFFSETS DEPTH 10 MIN_SLOPE 0 11 ALLOW_PONDING NO 12 SKIP_STEADY_STATE NO 13 14 START_DATE 08/28/1951 15 START_TIME 00:00:00 16 REPORT_START_DATE 08/28/1951 17 REPORT_START_TIME 00:00:00 18 END_DATE 05/23/2008 19 END_TIME 23:00:00 20 SWEEP_START 01/01 21 SWEEP_END 12/31 22 DRY_DAYS 0 23 REPORT_STEP 01:00:00 24 WET_STEP 00:05:00 25 DRY_STEP 01:00:00 26 ROUTING_STEP 0:00:30 27 RULE_STEP 00:00:00 28 29 INERTIAL_DAMPING PARTIAL 30 NORMAL_FLOW_LIMITED BOTH 31 FORCE_MAIN_EQUATION H-W 32 VARIABLE_STEP 0.75 33 LENGTHENING_STEP 0 34 MIN_SURFAREA 12.566 35 MAX_TRIALS 8 36 HEAD_TOLERANCE 0.005 37 SYS_FLOW_TOL 5 38 LAT_FLOW_TOL 5 39 MINIMUM_STEP 0.5 40 THREADS 1 41 42 [EVAPORATION] 43 ;;Data Source Parameters 44 ;;-------------- ---------------- 45 MONTHLY 0.06 0.08 0.11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.080 0.06 46 DRY_ONLY NO 47 48 [RAINGAGES] 49 ;;Name Format Interval SCF Source 50 ;;-------------- --------- ------ ------ ---------- 51 Oceanside INTENSITY 1:00 1.0 FILE "R:\_Storm\HydMOD\Rain gauge Data\Oceanside\Oceanside ALERT Station.dat" Oceanside IN 52 53 [SUBCATCHMENTS] 54 ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack 55 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- 56 DMA-2 Oceanside POC 1.728335817 0 150 3.5 0 57 DMA-1 Oceanside POC 3.782393033 0 350 2.5 0 58 DMA-3 Oceanside POC 0.387560287 0 40 40 0 59 60 [SUBAREAS] 61 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted 62 ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 63 DMA-2 0.012 0.038 0.05 0.1 25 OUTLET 64 DMA-1 0.012 0.038 0.05 0.1 25 OUTLET 65 DMA-3 0.012 0.038 0.05 0.1 25 OUTLET 66 67 [INFILTRATION] 68 ;;Subcatchment Suction Ksat IMD 69 ;;-------------- ---------- ---------- ---------- 70 DMA-2 9 0.01875 0.30 71 DMA-1 7.5 0.046875 0.30 72 DMA-3 6 0.075 0.31 73 74 [OUTFALLS] 75 ;;Name Elevation Type Stage Data Gated Route To 76 ;;-------------- ---------- ---------- ---------------- -------- ---------------- 77 POC 0 FREE NO 78 79 [REPORT] 80 ;;Reporting Options 81 SUBCATCHMENTS ALL 82 NODES ALL 83 LINKS ALL 84 85 [TAGS] 86 87 [MAP] 88 DIMENSIONS -2500.000 0.000 12500.000 10000.000 89 Units None 90 91 [COORDINATES] 92 ;;Node X-Coord Y-Coord 93 ;;-------------- ------------------ ------------------ 94 POC -1297.747 8472.086 95 96 [VERTICES] 97 ;;Link X-Coord Y-Coord 98 ;;-------------- ------------------ ------------------ 99 100 [Polygons] 101 ;;Subcatchment X-Coord Y-Coord 102 ;;-------------- ------------------ ------------------ 103 DMA-2 7370.225 7140.059 104 DMA-1 2708.129 6718.903 105 DMA-3 -1542.605 7218.413 106 107 [SYMBOLS] 108 ;;Gage X-Coord Y-Coord 109 ;;-------------- ------------------ ------------------ 110 Oceanside -1709.109 9187.071 111 112 113 [BACKDROP] 114 FILE "V:\20\20061\Engineering\SDP\Storm - SDP\SWQMP\HMP\20-061-DMA-Pre Dev-EXCEL.jpg" 115 DIMENSIONS -2489.868 -172.239 12510.132 9827.761 116 1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) 3 -------------------------------------------------------------- 4 5 6 ********************* 7 Rainfall File Summary 8 ********************* 9 Station First Last Recording Periods Periods Periods 10 ID Date Date Frequency w/Precip Missing Malfunc. 11 ------------------------------------------------------------------------------- 12 Oceanside 08/28/1951 05/23/2008 60 min 9131 0 0 13 14 15 ********************************************************* 16 NOTE: The summary statistics displayed in this report are 17 based on results found at every computational time step, 18 not just on results from each reporting time step. 19 ********************************************************* 20 21 **************** 22 Analysis Options 23 **************** 24 Flow Units ............... CFS 25 Process Models: 26 Rainfall/Runoff ........ YES 27 RDII ................... NO 28 Snowmelt ............... NO 29 Groundwater ............ NO 30 Flow Routing ........... NO 31 Water Quality .......... NO 32 Infiltration Method ...... GREEN_AMPT 33 Starting Date ............ 08/28/1951 00:00:00 34 Ending Date .............. 05/23/2008 23:00:00 35 Antecedent Dry Days ...... 0.0 36 Report Time Step ......... 01:00:00 37 Wet Time Step ............ 00:05:00 38 Dry Time Step ............ 01:00:00 39 40 41 ************************** Volume Depth 42 Runoff Quantity Continuity acre-feet inches 43 ************************** --------- ------- 44 Total Precipitation ...... 329.356 670.072 45 Evaporation Loss ......... 7.807 15.884 46 Infiltration Loss ........ 267.627 544.483 47 Surface Runoff ........... 55.134 112.170 48 Final Storage ............ 0.000 0.000 49 Continuity Error (%) ..... -0.368 50 51 52 ************************** Volume Volume 53 Flow Routing Continuity acre-feet 10^6 gal 54 ************************** --------- --------- 55 Dry Weather Inflow ....... 0.000 0.000 56 Wet Weather Inflow ....... 55.134 17.966 57 Groundwater Inflow ....... 0.000 0.000 58 RDII Inflow .............. 0.000 0.000 59 External Inflow .......... 0.000 0.000 60 External Outflow ......... 55.134 17.966 61 Flooding Loss ............ 0.000 0.000 62 Evaporation Loss ......... 0.000 0.000 63 Exfiltration Loss ........ 0.000 0.000 64 Initial Stored Volume .... 0.000 0.000 65 Final Stored Volume ...... 0.000 0.000 66 Continuity Error (%) ..... 0.000 67 68 69 *************************** 70 Subcatchment Runoff Summary 71 *************************** 72 73 --------------------------------------------------------------------------------------- --------------------------------------- 74 Total Total Total Total Imperv Perv Total Total Peak Runoff 75 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff 76 Subcatchment in in in in in in in 10^6 gal CFS 77 --------------------------------------------------------------------------------------- --------------------------------------- 78 DMA-2 670.07 0.00 26.49 476.46 0.00 171.19 171.19 8.03 1.60 0.255 79 DMA-1 670.07 0.00 11.99 569.52 0.00 90.45 90.45 9.29 3.47 0.135 80 DMA-3 670.07 0.00 6.53 603.53 0.00 60.99 60.99 0.64 0.34 0.091 81 82 83 Analysis begun on: Wed Jan 13 09:16:00 2021 84 Analysis ended on: Wed Jan 13 09:17:29 2021 85 Total elapsed time: 00:01:29 1 [TITLE] 2 ;;Project Title/Notes 3 4 [OPTIONS] 5 ;;Option Value 6 FLOW_UNITS CFS 7 INFILTRATION GREEN_AMPT 8 FLOW_ROUTING KINWAVE 9 LINK_OFFSETS DEPTH 10 MIN_SLOPE 0 11 ALLOW_PONDING NO 12 SKIP_STEADY_STATE NO 13 14 START_DATE 08/28/1951 15 START_TIME 00:00:00 16 REPORT_START_DATE 08/28/1951 17 REPORT_START_TIME 00:00:00 18 END_DATE 05/23/2008 19 END_TIME 23:00:00 20 SWEEP_START 01/01 21 SWEEP_END 12/31 22 DRY_DAYS 0 23 REPORT_STEP 01:00:00 24 WET_STEP 00:05:00 25 DRY_STEP 01:00:00 26 ROUTING_STEP 0:00:30 27 RULE_STEP 00:00:00 28 29 INERTIAL_DAMPING PARTIAL 30 NORMAL_FLOW_LIMITED BOTH 31 FORCE_MAIN_EQUATION H-W 32 VARIABLE_STEP 0.75 33 LENGTHENING_STEP 0 34 MIN_SURFAREA 12.566 35 MAX_TRIALS 8 36 HEAD_TOLERANCE 0.005 37 SYS_FLOW_TOL 5 38 LAT_FLOW_TOL 5 39 MINIMUM_STEP 0.5 40 THREADS 1 41 42 [EVAPORATION] 43 ;;Data Source Parameters 44 ;;-------------- ---------------- 45 MONTHLY 0.06 0.08 0.11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.080 0.06 46 DRY_ONLY NO 47 48 [RAINGAGES] 49 ;;Name Format Interval SCF Source 50 ;;-------------- --------- ------ ------ ---------- 51 Oceanside INTENSITY 1:00 1.0 FILE "R:\_Storm\HydMOD\Rain gauge Data\Oceanside\Oceanside ALERT Station.dat" Oceanside IN 52 53 [SUBCATCHMENTS] 54 ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack 55 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- 56 BMP-A Oceanside POC 0.1189693687 0 90 0 0 57 BMP-D Oceanside POC 0.0567467837 0 20 0 0 58 BMP-C Oceanside POC 0.0506539509 100 40 0 0 59 BMP-B Oceanside POC 0.0092749702 100 20 0 0 60 DMA-3 Oceanside BMP-C 1.050960491 80 110 2.3 0 61 DMA-4 Oceanside BMP-D 1.338535322 85 150 3.5 0 62 DMA-1 Oceanside BMP-A 3.002130631 90 200 2.5 0 63 DMA-2 Oceanside BMP-B 0.0817150298 60 45 2 0 64 DMA-5 Oceanside POC 0.1899950735 0 40 40 0 65 66 [SUBAREAS] 67 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted 68 ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 69 BMP-A 0.012 0.09 0.05 0.1 25 OUTLET 70 BMP-D 0.012 0.09 0.05 0.1 25 OUTLET 71 BMP-C 0.012 0.09 0.05 0.1 25 OUTLET 72 BMP-B 0.012 0.09 0.05 0.1 25 OUTLET 73 DMA-3 0.012 0.12 0.05 0.1 25 OUTLET 74 DMA-4 0.012 0.12 0.05 0.1 25 OUTLET 75 DMA-1 0.012 0.12 0.05 0.1 25 OUTLET 76 DMA-2 0.012 0.12 0.05 0.1 25 OUTLET 77 DMA-5 0.012 0.12 0.05 0.1 25 OUTLET 78 79 [INFILTRATION] 80 ;;Subcatchment Suction Ksat IMD 81 ;;-------------- ---------- ---------- ---------- 82 BMP-A 6 0.1 0.31 83 BMP-D 6 0.1 0.31 84 BMP-C 6 0.1 0.31 85 BMP-B 6 0.1 .31 86 DMA-3 7.5 0.046875 0.3 87 DMA-4 9 0.01875 0.30 88 DMA-1 7.5 0.046875 0.30 89 DMA-2 6 0.075 0.31 90 DMA-5 6 0.075 0.31 91 92 [LID_CONTROLS] 93 ;;Name Type/Layer Parameters 94 ;;-------------- ---------- ---------- 95 BMP-A BC 96 BMP-A SURFACE 6 0.0 0 0 5 97 BMP-A SOIL 21 0.4 0.2 0.1 5 5 1.5 98 BMP-A STORAGE 15 0.67 0 0 99 BMP-A DRAIN 0.14219168055668 0.5 3 6 0 0 100 101 BMP-B BC 102 BMP-B SURFACE 6 0.0 0 0 5 103 BMP-B SOIL 21 0.4 0.2 0.1 5 5 1.5 104 BMP-B STORAGE 15 0.67 0 0 105 BMP-B DRAIN 0.455970590299301 0.5 3 6 0 0 106 107 BMP-C BC 108 BMP-C SURFACE 6 0.0 0 0 5 109 BMP-C SOIL 21 0.4 0.2 0.1 5 5 1.2 110 BMP-C STORAGE 15 0.67 0.1 0 111 BMP-C DRAIN 0.148427202195979 0.5 3 6 0 0 112 113 BMP-D BC 114 BMP-D SURFACE 6 0.0 0 0 5 115 BMP-D SOIL 21 0.4 0.2 0.1 5 5 1.5 116 BMP-D STORAGE 15 0.67 0 0 117 BMP-D DRAIN 0.132490754748954 0.5 3 6 0 0 118 119 [LID_USAGE] 120 ;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo FromPerv 121 ;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ---------------- ---------- 122 BMP-A BMP-A 1 5182.31 0 0 0 0 * * 0 123 BMP-D BMP-D 1 2471.89 0 0 0 0 * * 0 124 BMP-C BMP-C 1 2206.49 0 0 0 0 * * 0 125 BMP-B BMP-B 1 404.02 0 0 0 0 * * 0 126 127 [OUTFALLS] 128 ;;Name Elevation Type Stage Data Gated Route To 129 ;;-------------- ---------- ---------- ---------------- -------- ---------------- 130 POC 0 FREE NO 131 132 [REPORT] 133 ;;Reporting Options 134 SUBCATCHMENTS ALL 135 NODES ALL 136 LINKS ALL 137 138 [TAGS] 139 140 [MAP] 141 DIMENSIONS -2500.000 0.000 12500.000 10000.000 142 Units None 143 144 [COORDINATES] 145 ;;Node X-Coord Y-Coord 146 ;;-------------- ------------------ ------------------ 147 POC -1899.696 8358.663 148 149 [VERTICES] 150 ;;Link X-Coord Y-Coord 151 ;;-------------- ------------------ ------------------ 152 153 [Polygons] 154 ;;Subcatchment X-Coord Y-Coord 155 ;;-------------- ------------------ ------------------ 156 BMP-A -945.152 7639.569 157 BMP-D 5969.638 8139.079 158 BMP-C 2688.541 5582.762 159 BMP-B -1141.038 5533.790 160 DMA-3 5548.482 5455.436 161 DMA-4 7370.225 7140.059 162 DMA-1 2708.129 6718.903 163 DMA-2 -749.265 5337.904 164 DMA-5 -1542.605 7218.413 165 166 [SYMBOLS] 167 ;;Gage X-Coord Y-Coord 168 ;;-------------- ------------------ ------------------ 169 Oceanside -1709.109 9187.071 170 171 172 [BACKDROP] 173 FILE "V:\20\20061\Engineering\GPIP\Storm\SWQMP\DMA\PDFs\Current\20-061-DMA-Post Dev-EXCEL.jpg" 174 DIMENSIONS -2500.000 0.000 12500.000 10000.000 175 1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) 3 -------------------------------------------------------------- 4 5 6 ********************* 7 Rainfall File Summary 8 ********************* 9 Station First Last Recording Periods Periods Periods 10 ID Date Date Frequency w/Precip Missing Malfunc. 11 ------------------------------------------------------------------------------- 12 Oceanside 08/28/1951 05/23/2008 60 min 9131 0 0 13 14 15 ********************************************************* 16 NOTE: The summary statistics displayed in this report are 17 based on results found at every computational time step, 18 not just on results from each reporting time step. 19 ********************************************************* 20 21 **************** 22 Analysis Options 23 **************** 24 Flow Units ............... CFS 25 Process Models: 26 Rainfall/Runoff ........ YES 27 RDII ................... NO 28 Snowmelt ............... NO 29 Groundwater ............ NO 30 Flow Routing ........... NO 31 Water Quality .......... NO 32 Infiltration Method ...... GREEN_AMPT 33 Starting Date ............ 08/28/1951 00:00:00 34 Ending Date .............. 05/23/2008 23:00:00 35 Antecedent Dry Days ...... 0.0 36 Report Time Step ......... 01:00:00 37 Wet Time Step ............ 00:05:00 38 Dry Time Step ............ 01:00:00 39 40 41 ************************** Volume Depth 42 Runoff Quantity Continuity acre-feet inches 43 ************************** --------- ------- 44 Initial LID Storage ...... 0.041 0.084 45 Total Precipitation ...... 329.395 670.072 46 Evaporation Loss ......... 63.787 129.758 47 Infiltration Loss ........ 54.512 110.892 48 Surface Runoff ........... 32.075 65.249 49 LID Drainage ............. 179.398 364.941 50 Final Storage ............ 0.072 0.147 51 Continuity Error (%) ..... -0.124 52 53 54 ************************** Volume Volume 55 Flow Routing Continuity acre-feet 10^6 gal 56 ************************** --------- --------- 57 Dry Weather Inflow ....... 0.000 0.000 58 Wet Weather Inflow ....... 211.474 68.912 59 Groundwater Inflow ....... 0.000 0.000 60 RDII Inflow .............. 0.000 0.000 61 External Inflow .......... 0.000 0.000 62 External Outflow ......... 211.474 68.912 63 Flooding Loss ............ 0.000 0.000 64 Evaporation Loss ......... 0.000 0.000 65 Exfiltration Loss ........ 0.000 0.000 66 Initial Stored Volume .... 0.000 0.000 67 Final Stored Volume ...... 0.000 0.000 68 Continuity Error (%) ..... 0.000 69 70 71 *************************** 72 Subcatchment Runoff Summary 73 *************************** 74 75 --------------------------------------------------------------------------------------- --------------------------------------- 76 Total Total Total Total Imperv Perv Total Total Peak Runoff 77 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff 78 Subcatchment in in in in in in in 10^6 gal CFS 79 --------------------------------------------------------------------------------------- --------------------------------------- 80 BMP-A 670.07 12974.57 1065.74 0.00 0.00 0.00 12577.87 40.63 3.00 0.922 81 BMP-D 670.07 11964.41 1063.32 0.00 0.00 0.00 11570.14 17.83 1.34 0.916 82 BMP-C 670.07 9749.71 888.82 2705.24 0.00 0.00 6824.88 9.39 1.05 0.655 83 BMP-B 670.07 3234.90 919.29 0.00 0.00 0.00 2985.30 0.75 0.09 0.764 84 DMA-3 670.07 0.00 87.91 113.15 451.18 18.75 469.92 13.41 1.00 0.701 85 DMA-4 670.07 0.00 93.86 70.10 480.33 26.91 507.24 18.44 1.28 0.757 86 DMA-1 670.07 0.00 100.06 56.55 504.73 9.43 514.17 41.91 2.88 0.767 87 DMA-2 670.07 0.00 63.33 241.44 342.86 24.33 367.19 0.81 0.08 0.548 88 DMA-5 670.07 0.00 6.25 604.63 0.00 59.69 59.69 0.31 0.17 0.089 89 90 91 *********************** 92 LID Performance Summary 93 *********************** 94 95 --------------------------------------------------------------------------------------- ----------------------------- 96 Total Evap Infil Surface Drain Initial Final Continuity 97 Inflow Loss Loss Outflow Outflow Storage Storage Error 98 Subcatchment LID Control in in in in in in in % 99 --------------------------------------------------------------------------------------- ----------------------------- 100 BMP-A BMP-A 13644.64 1065.78 0.00 1992.75 10585.57 2.10 2.75 -0.00 101 BMP-D BMP-D 12634.48 1063.36 0.00 1777.10 9793.46 2.10 2.76 -0.00 102 BMP-C BMP-C 10419.78 888.85 2705.33 703.02 6122.09 2.10 2.64 -0.00 103 BMP-B BMP-B 3904.98 919.32 0.00 4.86 2980.53 2.10 2.37 0.00 104 105 Analysis begun on: Wed May 5 13:21:28 2021 106 Analysis ended on: Wed May 5 13:23:04 2021 107 Total elapsed time: 00:01:36 Excel Engineering SWMM C Factor and Drawdown Results 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. Sub Cat Name* LID Process* LID Area (sf)* Orifice D (1/16in) UD C factor* T surf (in)* T soil (in)* T store (in)* n (soil)* e (store)* Drawdown surface (hr) Drawdown Soil (hr) Drawdown Storage (hr) Drawdown total (hr) BMP-A BMP-A 5182 24 0.14220 6 21 12 0.4 0.67 7.0 12.8 19.5 39.4 BMP-B BMP-B 404 12 0.45599 6 21 12 0.4 0.67 2.2 4.0 6.1 12.3 BMP-C BMP-C 2606 16 0.12567 6 21 12 0.4 0.67 8.0 14.5 22.1 44.6 BMP-D BMP-D 2472 16 0.13484 6 21 12 0.4 0.67 7.6 13.8 21.0 42.3 The character * in the column heading indicates that the values was read directly from the SWMM inp file. Assume: orifice coefficient Co = 0.61, void ratio for surface = 1.0, centroid of underdrain orifice is located at h=0 Excel Engineering inp File Listing 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√2𝑔 √ℎ (cfs) and (SWMM Underdrain Equation (per unit area)) q=q/ALID or q=CoAo/ALID√2𝑔 √ℎ (cfs/sf) With a Co=0.6 and converting √2𝑔 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 Ao/ALID (in^1/2/hr) and q=C*h1/2 Excel Engineering inp File Listing 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): 𝑛= 𝑑ℎ 𝑑𝑡 𝑛𝐴𝑛=𝐶𝑛𝐴𝑛√2𝑔ℎ 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 h1 to h2 ∫ℎ−0.5𝑑ℎ ℎ=ℎ2 ℎ=ℎ1 =∫𝐶𝑛𝐴𝑛√2𝑔 𝑛𝐴𝑛 𝑡=𝑇 𝑡=0 𝑑𝑡 2(√ℎ2 −√ℎ1)=𝐶𝑛𝐴𝑛√2𝑔 𝑛𝐴𝑛 (𝑇) Or 2𝑛(√ℎ2 −√ℎ1)=𝐶 (𝑇) 𝑤ℎ𝑑𝑛𝑑: 𝐶=𝐶𝑛𝐴𝑛√2𝑔 𝐴𝑛 (in^1/2/hr) Solving for T: 𝑇=2𝑛(√ℎ2−√ℎ1) 𝐶 (hr) Where h2(in) is the total beginning head above the underdrain orifice at t=0 and h1(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 h1 for surface = depth of gravel storage plus depth of soil layer. Hydrologic Soil Group—San Diego County Area, California (Palomar Forum Lots 6 and 7) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2020 Page 1 of 436657303665760366579036658203665850366588036659103665730366576036657903665820366585036658803665910477650477680477710477740477770477800477830477860477890477920477950 477650 477680 477710 477740 477770 477800 477830 477860 477890 477920 477950 33° 7' 54'' N 117° 14' 22'' W33° 7' 54'' N117° 14' 10'' W33° 7' 47'' N 117° 14' 22'' W33° 7' 47'' N 117° 14' 10'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300Feet 0 20 40 80 120Meters Map Scale: 1:1,440 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = 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: 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 15, May 27, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020—Feb 13, 2020 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 (Palomar Forum Lots 6 and 7) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2020 Page 2 of 4 Attachment C USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._, t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AtC Altamont clay, 5 to 9 percent slopes D 0.4 7.3% AtE Altamont clay, 15 to 30 percent slopes, warm MAAT, MLRA 20 C 2.6 43.0% LeC Las Flores loamy fine sand, 2 to 9 percent slopes D 3.0 49.7% Totals for Area of Interest 6.0 100.0% 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. Hydrologic Soil Group—San Diego County Area, California Palomar Forum Lots 6 and 7 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2020 Page 3 of 4USDA = Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Palomar Forum Lots 6 and 7 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2020 Page 4 of 4~ 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: 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) How to access the structural 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 structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural 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 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. Trash Storage Areas .......................................................................................... 5 E. Storm Water Conveyance System Stenciling and Signing ................................. 5 F. Biofiltration ......................................................................................................... 6 G. Outlet Structures ................................................................................................ 8 H. Vector Management Control Requirements ..................................................... 10 ATTACHMENTS A. O&M Exhibit A1. Inspection & Maintenance Schedule B1. Cost Estimate C1. BMP Training Log D1. Inspection & Maintenance Log E1. Maintenance Indicators (Table 7-2) -i- 1 1. PROJECT DESCRIPTION The purpose of the project is to build a parking lot with landscaping and several bioretention 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 Mitigation Plan. 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 lst 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. 2 Responsible Party for O&M and For Training- Property Owner Palomar Forum Parcel ‘A’ A. Training 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 read the course provided by the San Diego BMP Manual, 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 kept 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. 3 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. 4 ▪ 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 l0 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 l0 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. 5 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 ll. 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. 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 lst 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. ▪ Signs posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. E. 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. 6 ▪ Inspection Frequency: Semi-annually, 30 days prior to October lst each year, and monthly during rainy season. F. 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” G. 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 H. 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 bioretention facility had to be sized to a variable size between 0.25” to 6” 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. In order to implement vector controls including minimizing the risk for mosquito-borne disease 7 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: ATTACHMENT “A1” INSPECTION & MAINTENANCE SCHEDULE PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION TYPE BMP Routine Action Maintenance Indicator Maintenance Frequency MAINTENANCE ACTIVITY SITE-SPECIFIC REQUIREMENTS Landscaping & irrigation Proper irrigation & Fertilizer. Less than 80% coverage 30 days prior to October 1st each year and Monthly Re-seed or Re- plant. Repair Irrigation system with-in 5-days. All slopes and landscaped areas are to have a minimum coverage of 80% Trash storage areas Trash free and removal of silt Visual Inspection Daily inspection Remove trash and silt Daily. All trash storage areas to be free from trash and silt at all times Bioretention Trash free and removal of silt. Clear Clogged outlets and Standing Water. Silt build up of more than 2” no trash, Exposed soils, dead vegetation, ponded water, and excessive vegetation (see TC-32) 30 days prior to October 1st each year, monthly during rainy season, and after Storm Event Remove trash and silt – repair and reseed exposed areas, maintain grass height so as not be shorter than 2” or higher than 5” remove all ponded water weekly inspections, (See TC-32) 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 Storm Water Conveyance system Stenciling & Signing Must be legible at all times and have a clear view. Fading of paint or illegible letters or Semi-annually, 30 days prior to October 1st each year & monthly during rainy season Repaint stenciling and/or replace signs 30 days prior to October 1st. Applicable to all stenciling and signs Outlet Structures Must be kept functional at all times. Clear Clogged outlets and Standing Water. Silt, debris, trash accumulation, Ponding Water 30 days prior to October 1st each year and weekly during rainy season or within 24 hours prior to rain forecasts. Silt, debris, trash accumulation and repair any structural damage to the outlet structures. All outlet structures shall be kept functional at all times. 9 ATTACMENT “B1” Annual Estimate to Maintain all BMPs Landscaping & Bioretention Annual 10-Year Maintenance of landscaping and bio-filters is already included in the property management responsibilities. Additional cost: $200 $2,000 Irrigation System: Inspection and maintenance of the irrigation system is already included in the property management responsibilities, Additional cost: $100 $1,000 Training: Once a year & training of new employees within their first week of employment. $100 $1,000 Total Estimated Annual Cost to Maintain BMPs ATTACHMENT "C1" BMP TRAINING LOG Date Type of Training Personnel Trained Trainer Mo/Day/Yr ATTACHMENT “D1” INSPECTION AND MAINTENANCE LOG BMP TYP & LOCATION DATE M/D/Y Name of Person Inspecting Description of BMP Condition/ Description repair required if any Date Repair made and Description repair made and by who ATTACHMENT "D1" INSPECTION AND MAINTENANCE LOG BMP TYP & LOCATION DATE M/D/Y Name of Person Inspecting Description of BMP Condition/ Description repair required if any Date Repair made and Description repair made and by who ATTACHMENT "D1" INSPECTION AND MAINTENANCE LOG BMP TYP & LOCATION DATE M/D/Y Name of Person Inspecting Description of BMP Condition/ Description repair required if any Date Repair made and Description repair made and by who ATTACHMENT 3 STRUCTURAL BMP MAINTENANCE INFORMATION ATTACHMENT E1. MAINTENANCE INDICATORS TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs Typical Maintenance Indicator(s) for Vegetated BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without 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 flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Typical Maintenance Indicator(s) for Vegetated BMPs Maintenance Actions Erosion due to concentrated storm water runoff flow 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. 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, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, biofiltration with partial retention, or biofiltration areas, or flow-through planter boxes for longer than 96 hours following a storm event* Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains (where applicable), or repairing/replacing clogged or compacted soils. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable. *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 Indicator(s) for Non-Vegetated Infiltration BMPs Maintenance Actions Accumulation of sediment, litter, or debris in infiltration basin, pretreatment device, or on permeable pavement surface Remove and properly dispose accumulated materials. Standing water in infiltration basin without subsurface infiltration gallery for longer than 96 hours following a storm event Remove and replace clogged surface soils. Standing water in subsurface infiltration gallery for longer than 96 hours following a storm event 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. Standing water in permeable paving area 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 Indicator(s) for Filtration BMPs Maintenance Actions 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 system Repair or replace as applicable. Note: For proprietary media filters, refer to the manufacturer's maintenance guide. Appendix E: BMP Design Fact Sheets E-4 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP Must Consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative A. Onsite storm drain inlets Not Applicable Locations of inlets. Mark all inlets with the words “No Dumping! Flows to Bay” or similar. See stencil template provided in Appendix I-4 Maintain and periodically repaint or replace inlet markings. Provide storm water pollution prevention information to new site 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-handbook. 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.” Appendix E: BMP Design Fact Sheets E-5 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative B. Interior floor drains and elevator shaft sump pumps Not Applicable State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. C. Interior parking garages Not Applicable State that parking garage floor drains will be plumbed to the sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. D1. Need for future indoor & structural pest control Not Applicable Note building design features that discourage entry of pests. Provide Integrated Pest Management information to owners, lessees, and operators. Appendix E: BMP Design Fact Sheets E-6 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative D2. Landscape/ Outdoor Pesticide Use Not Applicable Show locations of existing trees or areas of shrubs and ground cover to be undisturbed and retained. Show self-retaining landscape areas, if any. Show storm water treatment facilities. State that final landscape plans will accomplish all of the following. Preserve existing drought tolerant trees, shrubs, and ground cover to the maximum extent possible. Design landscaping to minimize 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. 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. Maintain landscaping using minimum or no pesticides. See applicable operational BMPs in Fact Sheet SC-41, “Building and Grounds Maintenance,” in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bmp-handbooks/municipal-bmp- handbook. Provide IPM information to new owners, lessees and operators. Appendix E: BMP Design Fact Sheets E-7 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative E. Pools, spas, ponds, decorative fountains, and other water features. Not Applicable Show location of water feature and a sanitary sewer cleanout in an accessible area within 10 feet. If the local municipality requires 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. 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/bmp-handbooks/municipal- bmp-handbook. F. Food service Not Applicable For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to ensure that the largest items can be accommodated. Appendix E: BMP Design Fact Sheets E-8 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative G. Refuse areas Not Applicable Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and other details of refuse areas. 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. Any drains from dumpsters, compactors, and tallow bin areas must be connected to a grease removal device before discharge to sanitary sewer. State how site refuse will be handled and provide supporting detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. 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. Appendix E: BMP Design Fact Sheets E-9 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative Table and Narrative H. Industrial processes. Not Applicable Show process area. 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.” See Fact Sheet SC-10, “Non- Storm Water Discharges” in the CASQA Storm Water Quality Handbooks at https://www.casqa.org/resources/bmp-handbooks. I. Outdoor storage of equipment or materials. (See rows J and K for source control measures for vehicle cleaning, repair, and maintenance.) Not Applicable 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. 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. 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 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/bmp-handbooks/municipal-bmp- handbook. Appendix E: BMP Design Fact Sheets E-10 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative J. Vehicle and Equipment Cleaning Not Applicable 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 is discharged to the storm drain system. Wastewater from the facility must discharge to the sanitary sewer, or a wastewater reclamation system must be installed. If a car wash area is not provided, describe measures taken to discourage onsite car washing and explain how these will be enforced. Describe operational measures to implement the following (if applicable): Washwater from vehicle and equipment washing operations must not be discharged to the storm drain system. Car dealerships and similar may rinse cars with water only. See Fact Sheet SC-21, “Vehicle and Equipment Cleaning,” in the CASQA Storm Water Quality Handbooks at www.casqa.org/resources/bmp-handbooks/municipal-bmp- handbook. Appendix E: BMP Design Fact Sheets E-11 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative K. Vehicle/Equipment Repair and Maintenance Not Applicable 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 prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained. State that no vehicle repair or maintenance will be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. In the report, note that all of the following restrictions apply to use the site: No person must dispose of, nor permit the disposal, directly or indirectly of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal must be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking vehicle fluids must be contained or drained from the vehicle immediately. No person must leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Appendix E: BMP Design Fact Sheets E-12 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative L. Fuel Dispensing Areas Not Applicable Fueling areas16 must have 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. Fueling areas must be covered by a canopy that extends a minimum of ten feet in 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 area1.] The canopy [or cover] must not drain onto the fueling area. The property owner must dry sweep the fueling area routinely. 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 corner 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. Appendix E: BMP Design Fact Sheets E-13 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in 4 Operational BMPs—Include in Table and Narrative M. Loading Docks Not Applicable 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. 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. Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. Move loaded and unloaded items indoors as soon as possible. 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. Appendix E: BMP Design Fact Sheets E-14 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative N. Fire Sprinkler Test Water Not Applicable Provide a means to drain fire sprinkler test water to the sanitary sewer. 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 O. Miscellaneous Drain or Wash Water Boiler drain lines Condensate drain lines Rooftop equipment Drainage sumps Roofing, gutters, and trim Not Applicable Boiler drain lines must be directly or indirectly connected to the sanitary sewer system and may not discharge to the storm drain system. 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. Rooftop mounted equipment with potential to produce pollutants must be roofed and/or have secondary containment. Any drainage sumps onsite must feature a sediment sump to reduce the quantity of sediment in pumped water. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. Appendix E: BMP Design Fact Sheets E-15 February 26, 2016 If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative P. Plazas, sidewalks, and parking lots. Not Applicable 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. ATTACHMENT 3A - MARCH 2021 1 ATTACHMENT 3a STRUCTURAL MAINTENANCE PLAN ATTACHMENT 3A - MARCH 2021 2 MAINTENACE INDICATORS Typical Maintenance Indicator(s) for Vegetated BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without 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 flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Erosion due to concentrated storm water runoff flow 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 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 in bioretention, biofiltration with partial retention, or biofiltration areas, or flow-through planter boxes for longer than 96 hours following a storm event* Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains (where applicable), or repairing/replacing clogged or compacted soils. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable. *These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. ATTACHMENT 3A - MARCH 2021 3 ACCESS AND MAINTENANCE Structural BMP-A Structural BMP-A is constructed in the northwest corner of the proposed site on Parcel ‘A’. Please see Figure I.11-2 of Attachment 3b for site overview and BMP location. Access for inspection and maintenance is provided through the parking lot west of the structural BMP. BMP-A is designed as a bioretention basin with a 48”x48” catch basin to attenuate a 100-year storm event. The basin design consist of layered sand and gravel aggregate with 6” surface ponding. Inspection of the outlet pipe will be performed through the grated lid of the catch basin. No proprietary parts have been used in the construction of this bioretention basin. Maintenance of BMP-A will be performed, at minimum, when these thresholds are exceeded: • Grass higher than 4” • Wilting and/or dying trees, shrubs or grass • Erosive conditions cause ponding area side slopes to exceed 3:1 • Silt buildup of more than 2” • Ponding surface drawdown time exceeds 24 hours • Ponding elevation exceeds top of pond elevation In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used. Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used. No special training or certification is needed in inspecting or maintaining this BMP. Structural BMP-B Structural BMP-B is constructed on the northeast side of the proposed site on Parcel ‘A’ directly north of the existing driveway entry off Eagle Drive. Please see Figure I.11-2 of Attachment 3b for site overview and BMP location. Access for inspection and maintenance is provided through the parking lot west of the structural BMP. BMP-B is designed as a bioretention basin with a 36”x36” catch basin to attenuate a 100-year storm event. The basin design consist of layered sand and gravel aggregate with 6” surface ponding. Inspection of the outlet pipe will be performed through the grated lid of the catch basin. No proprietary parts have been used in the construction of this bioretention basin. Maintenance of BMP-B will be performed, at minimum, when these thresholds are exceeded: • Grass higher than 4” • Wilting and/or dying trees, shrubs or grass • Erosive conditions cause ponding area side slopes to exceed 3:1 • Silt buildup of more than 2” • Ponding surface drawdown time exceeds 24 hours • Ponding elevation exceeds top of pond elevation ATTACHMENT 3A - MARCH 2021 4 In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used. Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used. No special training or certification is needed in inspecting or maintaining this BMP. Structural BMP-C Structural BMP-C is constructed in the center of the proposed site on Parcel ‘A’. Please see Figure I.11-2 of Attachment 3b for site overview and BMP location. Access for inspection and maintenance is provided through the parking lot west of the structural BMP. BMP-C is designed as a bioretention basin with a 48”x48” catch basin to attenuate a 100-year storm event. The basin design consist of layered sand and gravel aggregate with 6” surface ponding. Inspection of the outlet pipe will be performed through the grated lid of the catch basin. No proprietary parts have been used in the construction of this bioretention basin. Maintenance of BMP-C will be performed, at minimum, when these thresholds are exceeded: • Grass higher than 4” • Wilting and/or dying trees, shrubs or grass • Erosive conditions cause ponding area side slopes to exceed 3:1 • Silt buildup of more than 2” • Ponding surface drawdown time exceeds 24 hours • Ponding elevation exceeds top of pond elevation In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used. Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used. No special training or certification is needed in inspecting or maintaining this BMP. Structural BMP-D Structural BMP-D is constructed in the northeast side of the proposed site on Parcel ‘A’. Please see Figure I.11-2 of Attachment 3b for site overview and BMP location. Access for inspection and maintenance is provided through the parking lot west of the structural BMP. BMP-D is designed as a bioretention basin with a 36”x36” catch basin to attenuate a 100-year storm event. The basin design consist of layered sand and gravel aggregate with 6” surface ponding. Inspection of the outlet pipe will be performed through the grated lid of the catch basin. No proprietary parts have been used in the construction of this bioretention basin. Maintenance of BMP-D will be performed, at minimum, when these thresholds are exceeded: • Grass higher than 4” • Wilting and/or dying trees, shrubs or grass • Erosive conditions cause ponding area side slopes to exceed 3:1 • Silt buildup of more than 2” ATTACHMENT 3A - MARCH 2021 5 • Ponding surface drawdown time exceeds 24 hours • Ponding elevation exceeds top of pond elevation In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used. Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used. No special training or certification is needed in inspecting or maintaining this BMP. ATTACHMENT 3B - MARCH 2021 1 ATTACHMENT 3b DRAFT MAINTENANCE AGREEMENT ATTACHMENT 3B - MARCH 2021 2 RECORDING REQUESTD BY: WHEN RECORDED MAIL TO: (property owner) SPACE ABOVE THIS LINE FOR RECORDER’S USE MAINTENANCE NOTIFICATION AGREEMENT FOR CATEGORY 1 STORMWATER STRUCTURAL BMP’s THIS AGREEMENT is made on the day of , 20 . , the Owner(s) of the hereinafter described real property: Address , Post Office Zip Code Assessor Parcel No.(s) List, identify, locate (plan/drawing number) and describe the Structural Owner(s) of the above property acknowledge the existence of the storm water Structural Best Management Practice on the said property. Perpetual maintenance of the Structural BMP(s) is the requirement of the State NPDES Permit, Order No. R9-2015-0001, Section E.3.e.(1)( c) and the County of San Diego Watershed Protection Ordinance (WPO) Ordinance No. 10385 Section 67.812 through Section 67.814, and County BMP Design Manual (BMP DM) Chapters 7 & 8. In consideration of the requirement to construct and maintain Structural BMP(s), as conditioned by Discretionary Permit, Grading Permit, and/or Building Permit (as may be applicable), I/we hereby covenant and agree that: 1. I/We are the owner(s) of the existing (or to be constructed concurrently) premises located on the above described property. 2. I/We shall take the responsibility for the perpetual maintenance of the Structural BMP(s) as listed above in accordance with the maintenance plan and in compliance with County’s self-inspection reporting and verification for as long as I/we have ownership of said property(ies). 3. I/We shall cooperate with and allow the County staff to come onto said property(ies) and perform inspection duties as prescribed by local and state regulators. 4. I/We shall inform future buyer(s) or successors of said property(ies) of the existence and perpetual maintenance requirement responsibilities for Structural BMP(s) as listed above and to ensure that such responsibility shall transfer to the future owner(s). 5. I/We will abide by all of the requirements and standards of Section 67.812 through Section 67.814 of the WPO (or renumbering thereof) as it exists on the date of this Agreement, and which hereby is incorporated herein by reference. This Agreement shall run with the land. If the subject property is conveyed to any other person, firm, or corporation, the instrument that conveys title or any interest in or to said property, or any portion thereof, shall contain a provision transferring maintenance responsibility for Structural BMP(s) to the successive owner according to the terms of this Agreement. Any violation of this Agreement is grounds for the County to impose penalties upon the property owner as prescribed in County Code of Regulatory Ordinances, Title 1, Division 8, Chapter 1 Administrative Citations §§18.101-18.116. Owner(s) Signature(s) Print Owner(s) Name(s) and Title STATE OF CALIFORNIA ) COUNTY OF ) On before me, Notary Public, personally appeared who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] EVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVLOADING ZONE POST-DEVELOPMENT SINGLE SHEET BMP EXHIBIT PALOMAR FORUM PARCEL 'A' ...__ PERMANENT WATER QUALITY TREATMENT FACILITY <~~~ll~G :JJR WAil~ WAY':, CLtA'~ f,IAI\ Af, 'NI -CA~l f.U M:J_>C CA UNS WIIHJUI A'.:~fJ:._:y ,'-J-'c'k:UV.~L DETAIL WATER QUALITY SIGN-PLACED AT EACH BIOFILTRATION BASIN NOTE: ALL BIOFILTRATION AREAS WILL HAVE A SIGN POSTED TO BE VISIBLE AT ALL TIMES. IMP CfJVSmtJC!D( ANO INSPEC!D( NOTES: 1H£ £OW llfl.l 1£R/FY !HAT PERA/ANENT BA/PS AR£ CONS1Rt/Clll} ANO OP£RA11NC IN t:al/PUANCE llflH 1H£ APPL/CAB/.£ RE(/(//R£A(£N1S. fll'/CW 10 OCC/IPANCY Hf£ £OW .Ill/ST PROWE.· !. PHOTOCRAPHS OF Hf£ INSTAllA710N OF PERAIANENT 84/PS fll'/CW 10 CONS11?1/Cl10N, Ol/RINC CONS1Rt/Cl10N, ANO AT flNAL INSTALLA 710N. 2 A /#ET STAJIPEO LETIER /,ER/F/7NC !HAT PERAIANENT 84/PS AR£ CONS11?1/Clll} ANO OP£RA11NC PER 1H£ R£(){J/R£11£N!S OF Hf£ APPRO/tElJ PlANS. .1 PHOTOCRAPHS 10 /,ER/FY !HAT PERAIANENT WAIEH (){JAL/TY 11?£Al11£NT SICNACE HAS BEEN INSTALLEJJ. PRIOR 10 R£1.£AS£ OF SECIJR/11£5; 1H£ 0£f1El.OP£R IS RESPONSIBLE FOR ENSl/RINC 1H£ PERAIANENT BA/PS HA /,E NOT BEEN REMO/tElJ OR AIOOlfl£Z) BY Hf£ NEW IIOAIEOIIMR OR HOA llflHO//T 1H£ APPROVAL OF 1H£ CITY £NC/N££R. SCALE-! '=.JO' ------ -0 JO 60 DETAIL "NO DUMPING" AT CATCH BASINS NOTE: ALL CATCH BASINS WITH GRATES SHALL BE STENCILED WITH CllY REQUIRE~~f¥ON ANO /NSTALLA 110N. ABOVE DETAIL: (DAS MANUFACTURING #SDO OR EQUIVALENT) 90 120 IMP NOlES: f. !HES£ BMPS AR£ MANDATORY TO B£ INSTALLED PER MANUFACllJRER's R£COAIM£NOA 110NS OR !HES£ PLANS. 2 NO CHANCES TO !HE PROPOSED BMPS ON !HIS SHEET llflHO/IT PRIOR APPROVAL FROM !HE CITY £Nt,fN££R. .1 NO SI/BS11ll/110NS TO !HE MA !ER/Al OR TYPES OR PLAN11NC TYPES llflHO/IT PRIOR APPROVAL FROM TH£ CITY £Nt,fN££R. 4. NO OCCUPANCY llfLL B£ CRANlEO UN11L TH£ CITY INSP£Cl10N STAFF HAS INSPEClElJ !HIS PRO./£CT FOR APPROPR/AlE BMP 5. 6. R£fER TO MAIN1ENANC£ ACREEAIENT OOCIJMENT. S££ PROJECT SHllfP FOR A00/110NAL INFORAIA 110N. SINGLE SHEET BMP PLAN PALOMAR FORUM PARCEL 'A' I II I I\ ,, . \ I '' \' ' ' \ PARTY RESPONSIBLE FOR NAIN1ENANC£· NAM£· BFAU BRANO CONTACT: (858)-911-2123 AOOR£SS: 114 SQ/JlH C£0RQS A lf"NU£ SQ;'.ANA BEACH. CA 92075 PLAN PREPARED Br. NAM£· COAIPAN't'.- AOORESS.· PHONENQ ROBERT 0£Nl7NO £)(C£1. £Nt,fN££RINC 110 STATE PL ESCONOIIJQ CA 92029 706. 745.8188 CER 11RCA 110N.· R, C,£ 45629 BMPTABLE BMP# BMPTYPE SYMBOL CASQA# QUANTITY DRAWING# SHEET#(SJ INSPECTION MAINTENANCE FREQUENCY FREQUENCY HYDROMOD/F/CAllON & TREATMENT CONTROL 000 8/0F/L !RA 110N tt~~lff~l ;:;:;~~:=:::::~:::;::~::~: TC-32 8,059 SF 530-6A 6, 7, 8 OI/ARlERLY SEMI-ANNUALLY 0 PAR11AL tt~~lff~l R£1EN110N ;:;:;~~:=:::::~:;:;::~:;~: TC-!! 2,206 SF 530-6A 6, 7, 8 OI/ARlERLY SEMI-ANNUALLY SOURCE CONTROL 0 INLET SlENCILINC N,/4 50-13 6£A. 530-6A 6, 7, 8 OI/ARlERLY !fARLY 0 SIIEEPINC N,/4 530-6A 6, 7, 8 5£-7 6£A. IIE£KLY l#EEKLY 0 WAIEH _Q_ 530-6A 6, 7, 8 Q(JAUTY SICN --7EA. N,/4 N/,4