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HomeMy WebLinkAboutSDP 15-25; HME CORP HEADQUARTERS; SWQMP; DWG 493-2A; 2016-08-12... I ' : j ,.,.,,,, I_ .1 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR HIGH TECH IV AUG 1 7 2016 SOP 15-25 DRAWING No. DWG 493-2A SWQMP No. 16-11 INEER OF WORK: PREPARED FOR: Gregg Hamann 3575 Kenyon Street San Diego, Ca 92110 619-440-7 424 PREPARED BY: R·E·C (on sultants, Inc. 2442 Second Avenue San Diego, Ca, 92101 619-232-9210 DATE: 8/12/2016 I ~-J -' ,'"""I TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1 a: OMA Exhibit Attachment 1 b: 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 1 e: Pollutant Control BMP Design Worksheets I Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Project Name: HIGH TECH Project ID: SDP 15-25 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. Engineer of Work's Signature, R.C.E. 48529 EXPIRES ON 6/30/18 Bruce A. Robertson REC Consultants, Inc. Date I""'! "'"'I I ''~ WHIPTAIL LOOP PROJECT VICINITY MAP CARLSBAD __ J __ J _ _J -J __ j {city of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov 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. +1 ,l~P ~rir:' PROJECT INB()fiMATION ·' \,yi .. . ··-.. PROJECT NAME: High Tech PROJECT ID: SDP 15-25 ADDRESS: Lot 17 & 18 atWhiptail Loop, Carlsbad, Ca 92010 APN: 209-120-15& 16 The project is (check one): rgjNew Development D Redevelopment The total proposed disturbed area is: 405,289ft2 ( 9.3 ) acres The total proposed newly created and/or replaced impervious area is: 282,577ft2 ( 6.5 ) 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. E-34 Page 1 of 4 REV 02/16 To determine if your project is a "development project", please answer the following question: 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)? YES NO D 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): To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? YES NO D , 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the US EPA Green Streets guidance? D --_J -I 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? D 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 USE PA 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 2 of 4 REV 02/16 --1 --, __ j To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): 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 an 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 surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, 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%? (CMG 21.203.040) YES NO D D D D D D D D D D D 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 3 of 4 REV 02/16 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 = _____ % D D 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 BM P'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 applicant information. rgi 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. 0My 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. D 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: Ramzy De Castro Applicant Title: Staff Engineer, REC Consultants, Inc. 4-~ Applicant Signature: 757 Date: 4/14/2016 * 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 YES NO City Concurrence: 0 0 By: Date: Project ID: E-34 Page 4 of 4 REV 02/16 • .. 1 SITE INFORMATION CHECKLIST Project Name Project ID Project Address Assessor's Parcel Number(s) (APN(s)) Project Watershed (Hydrologic Unit) Parcel Area Existing Impervious Area (subset of Parcel Area) Area to be disturbed by the project (Project Area) Project Proposed Impervious Area (subset of Project Area) HIGH TECH SOP 15-25 Whiptail Loop and Bobcat Ct. Carlsbad, CA 92010 Lot18:2091201500 Lot19:2091201600 Carlsbad 904 9.3 Acres (405,289 Square Feet) =o.:...;::.O'----'Acres (.=o _____ Square Feet) =9-=3 __ Acres ( 405,289 Square Feet) =6=.5 __ Acres ( 282,577 Square Feet) Project Proposed Pervious Area (subset of Project Area) 2.8 Acres ( 122,712 Square Feet) Note: Proposed Impervious Area+ Proposed Pervious Area= Area to be Disturbed by the Project. This may be less than the Parcel Area . o st"n '·.;,s,tef~. ... . .. ~L.Q .. , " ... ,.,, .. ,. Current Status of the Site (select all that apply): D Existing development [gl Previously graded but not built out D Agricultural or other non-impervious use D Vacant, undeveloped/natural Description I Additional Information: Project has been mass graded per City of Carlsbad project NO. C.T. 97-13 in anticipation of future development. Existing Land Cover Includes (select all that apply): D Vegetative Cover [gl Non-Vegetated Pervious Areas D Impervious Areas Description I Additional Information: The mass graded portion of the project area contains no vegetation or impervious services. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): DNRCSTypeA D NRCS Type B D NRCS Type C [gl NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet [gl 5 feet < GW Depth < 1 O feet D 10 feet < GW Depth < 20 feet D GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): D Watercourses DSeeps D Springs DWetlands [gl None Description I Additional Information: Mass graded pads have no existing water features. Flow drains overland to one of two existing basins. 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]: Currently, the High-Tech Whiptail Loop Lots 18 and 19 project site is composed of two mass- graded lots. The lots have been graded, per City of Carlsbad project CT 97-13, in anticipation of full development of Lots 18 and 19. Runoff from Lot 18 drains to one of two onsite sedimentation basins. Discharge from the easternmost basin is conveyed to an existing Modified Type 'F' catch basin and spillway via an existing 24-inch RCP stormdrain. Runoff from the westernmost basin is also conveyed to this catch basin via an existing 24-inch RCP stormdrain. Runoff from the catch basin is conveyed via a 24-inch RCP stormdrain to the existing stormdrain line within Whiptail Loop (POC-1 ). Runoff from Lot 19 drains in a southeasterly direction toward an existing basin which discharges to an existing 24-inch RCP stormdrain. The stormdrain line then connects to an existing Type F curb inlet. Runoff from both the stormdrain and inlet is then conveyed to an existing 24-inch RCP storm drain line within Whiptail Loop (POC-2). Offsite runoff does not enter the project site. The proposed project will involve the construction of a commercial building, parking lot, sidewalks, and landscaped areas. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The proposed impervious features include building, parking lot, and sidewalks. List/describe proposed pervious features of the project (e.g., landscape areas): The proposed pervious features of the project include landscaping areas and undisturbed areas. Does the project include grading and changes to site topography? DYes ~No Description I Additional Information: Project has been mass graded per City of Carlsbad project NO. C.T. 97-13. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? ~Yes DNo Description I Additional Information: ~ 1 A proposed storm water pipe network will convey treated flows from proposed BMPs to the existing storm drain lines which will convey the flows to the existing storm drain network beneath Whiptail Loop. : _J _ _J , ___ J -, -_J __ J J Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): IZI On-site storm drain inlets D Interior floor drains and elevator shaft sump pumps D Interior parking garages D Need for future indoor & structural pest control IZI Landscape/Outdoor Pesticide Use D Pools, spas, ponds, decorative fountains, and other water features D Food service D Refuse areas D Industrial processes D Outdoor storage of equipment or materials D Vehicle and Equipment Cleaning D Vehicle/Equipment Repair and Maintenance D Fuel Dispensing Areas D Loading Docks IZI Fire Sprinkler Test Water D Miscellaneous Drain or Wash Water IZI Plazas, sidewalks, and parking lots ,--1 ___ j ~ _J ~" --, . J~f) ,:;.l\'~ffltlB~Ut.tiiit Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Stormwater runoff will be discharge to the existing stormdrain beneath Whiptail Loop. The stormdrain discharges to an unnamed tributary creek to Agua Hedionda Creek before discharging to Agua Hedionda Lagoon and eventually 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 Agua Hedionda Creek (904.31) Agua Hedionda Lagoon (904.31) Pacific Ocean Shoreline (904.10) Pollllltant{s)/Stressor{s) manganese, selenium, sulfates, TDS indicator bacteria, sedimentation/siltation Indicator Bacteria --,, ~ --'; 0, TMDLs Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix 8.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment D ~ ~ Nutrients D ~ ~ Heavy Metals D ~ ~ Organic Compounds D ~ D Trash & Debris D ~ D Oxygen Demanding D ~ ~ Substances Oil & Grease D ~ D Bacteria & Viruses D ~ ~ Pesticides D ~ D ·-_J '. __ J ·::L~dtmng1tiS···" .!'.la· ·~.te-einJilf:·1~' Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? [8l Yes, hydromodification management flow control structural BMPs required. D 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. D 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. D No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description I Additional Information (to be provided if a 'No' answer has been selected above): Please see HMP Memo in Attachment 2. io_ Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? DYes l8l 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? D 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite D 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? D No critical coarse sediment yield areas to be protected based on verification of GLUs onsite D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. D Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion I Additional Information: · J Please refer to CCSYA exhibit in Attachment 2. _J _J _j ___ J __ _J __ J ,-, 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. The project includes onsite storm drain improvements to convey flows to the two-existing 24- inch RCP beneath Whiptail Loop as in pre-development conditions. These discharge locations are designated as POC-1 and POC-2. Has a geomorphic assessment been performed for the receiving channel(s)? [gl No, the low flow threshold is 0.1Q2 (default low flow threshold) D Yes, the result is the low flow threshold is 0.1 Q2 D Yes, the result is the low flow threshold is 0.3Q2 D Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion I Additional Information: (optional) _j 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. No other site requirements and or constraints impacted the design. p t .. Erilitioria(,!ot i.jtf '7[A$;· This space provided for additional information or continuation of information from previous sections as needed. (''cicyof Carlsbad Project Name: High Tech Project ID: SOP 15-25 DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "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. SC-1 Prevention of Illicit Discharges into the MS4 Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Discussion/justification if SC-3 not implemented: No outdoor materials storage areas proposed. E-36 Page 1 of 4 ~Yes DNo ON/A DYes DNo ~N/A Revised 03/16 'fiillllii,c, ":':qr:,t''. ''th> uii:)ment(cont '.:, DY~:j::? :;N: . ; . ,. '•,,Ji\, ,', .. ' ,,,, SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Discussion/justification if SC-4 not implemented: No outdoor materials work areas proposed. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal [g!Yes ONo ON/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). [gl On-site storm drain inlets [g!Yes ONo ON/A 0 Interior floor drains and elevator shaft sump pumps OYes ONo [g!N/A 0 Interior parking garages OYes ONo [g!N/A 0 Need for future indoor & structural pest control OYes ONo [g!N/A [gl Landscape/Outdoor Pesticide Use [g!Yes ONo ON/A 0 Pools, spas, ponds, decorative fountains, and other water features OYes ONo [g!N/A 0 Food service OYes ONo [g!N/A [gl Refuse areas [g!Yes ONo ON/A 0 Industrial processes OYes ONo [g!N/A 0 Outdoor storage of equipment or materials OYes ONo [g!N/A 0 Vehicle and Equipment Cleaning OYes ONo [g!N/A 0 Vehicle/Equipment Repair and Maintenance OYes ONo [g!N/A 0 Fuel Dispensing Areas OYes ONo [g!N/A 0 Loading Docks OYes ONo [g!N/A IZI Fire Sprinkler Test Water IZ!Yes ONo ON/A IZI Miscellaneous Drain or Wash Water IZ!Yes ONo ON/A [gl Plazas, sidewalks, and parking lots IZ!Yes ONo ON/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. For onsite storm drain inlets: • Mark all inlets with the words "No Dumping! Flows to Bay" or similar . • Maintain and periodically repaint or replace inlet markings . For landscape/outdoor pesticide use, final landscape plans will accomplish all of the following: • 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 . SC-6 (CONTINUED) For refuse areas: • Signs will be posted on or near dumpsters with the words "Do not dump hazardous materials here" or similar. • Provide adequate number of receptacles. • Inspect receptacles regularly; repair or replace leaky receptacles. • Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. • Inspect and pick up litter daily and clean up spills immediately. • Keep spill control materials available on-site. For fire sprinkler test water: • Provide a means to drain fire sprinkler test water to the sanitary sewer. For miscellaneous drain or wash water: • Boiler drain lines shall 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 shall be roofed and/or have secondary containment. • Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. For plazas, sidewalks, and parking lots: • Plazas, sidewalks, and parking lots shall be swept regularly to prevent the accumulation of litter and debris. • Debris from pressure washing shall be collected to prevent entry into the storm drain system. • Washwater containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to a storm drain. . ! All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion I justification is not required. • "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. • "NIA" 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. Discussion/justification if SD-1 not implemented: Project has been mass graded per City of Carlsbad project NO. C.T. 97-13. SD-2 Conserve Natural Areas, Soils, and Vegetation OYes ONo [8JN/A Discussion/justification if SD-2 not implemented: Project has been mass graded per City of Carlsbad project NO. C.T. 97-13. SD-3 Minimize Impervious Area [8]Yes ONo ON/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction OYes ONo [8JN/A Discussion/justification if SD-4 not implemented: Proposed BMPs to be uncompacted. SD-5 Impervious Area Dispersion [8]Yes ONo ON/A Discussion/justification if SD-5 not implemented: Direct runoff to proposed BMPs. .. e SD-6 Runoff Collection Discussion/justification if SD-6 not implemented: Deemed infeasible per form 1-7. SD-7 Landscaping with Native or Drought Tolerant Species [g!Yes DNo ON/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation DYes ONo [g!N/A Discussion/justification if SD-8 not implemented: Deemed infeasible per form 1-7. ,, __ ! 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. Per section 5.1 of the BMP manual, it was determined that harvest/reuse was infeasible. Infiltration is feasible. Hydromodifcation is required. There are no Critical Coarse Sediment Yield areas within the development envelope. Therefore an unlined biofiltration basin (for hydromodification management and pollutant control) was the BMP selected for this project. Six (6) biofiltration basins, Basin 1-6, are located within the project site and are responsible for handling hydromodification requirements for the project. The proposed basins will have surface ponding and riser spillway structures. Flows will then discharge from the basin via the outlet structures or infiltrate through the bio-filtration layer of the facilities to the low flow orifices. The riser structure will act as a spillway such that peak flows can be safely discharged to the receiving storm drain systems. Beneath the basin's invert lies the proposed LID biofiltration portion of the drainage facility. This portion of the basin is comprised of a 3-inch layer of mulch, an 18-inch layer of amended soil (a highly sandy, organic rich composite with an infiltration capacity of at least 5 inches/hr) and a layer of gravel. [Continue on next pa e as necessa . [Continued from previous page -This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] , __ _/ Structural BMP ID No. Basin-1 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) ~ Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Basin sized per County of San Diego Methodology. I ·--' Structural BMP ID No. Basin-2 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) t8l Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only [8J Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Basin sized per County of San Diego Methodology. Structural BMP ID No. Basin-3 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) ~ Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Basin sized per County of San Diego Methodology. .. J __ j Structural BMP ID No. Basin-4 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) ~ Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Basin sized per County of San Diego Methodology. _) ' __ ) ___ / '_J Structural BMP ID No. Basin-5 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (I NF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) [8J Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only [8J Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Basin sized per County of San Diego Methodology. I ___ J • _ _I Structural BMP ID No. Basin-6 DWG 1 Sheet No. 1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) [8J Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only [8J Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): I~ ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 1 a OMA Exhibit (Required) Attachment 1 b Attachment 1 c Attachment 1 d See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Tabular Summary of DMAs Showing OMA ID matching OMA Exhibit, OMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on OMA Exhibit in Attachment 1 a Form 1-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest and use BMPs) Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. [81 Included [81 Included on OMA Exhibit in Attachment 1 a D Included as Attachment 1 b, separate from OMA Exhibit [811 ncluded D Not included because the entire project will use infiltration BMPs [81 Included D Not included because the entire project will use harvest and use BMPs :""'1 Attachment 1 e Pollutant Control BMP Design [81 Included Worksheets I Calculations (Required) ,,._, Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines r""'l Use this checklist to ensure the required information has been included on the DMA Exhibit: The OMA Exhibit must identify: rgi Underlying hydrologic soil group [gl Approximate depth to groundwater rgi Existing natural hydrologic features (watercourses, seeps, springs, wetlands) rgi Critical coarse sediment yield areas to be protected (if present) rgi Existing topography and impervious areas [gl Existing and proposed site drainage network and connections to drainage offsite [gl Proposed grading rgi Proposed impervious features [gl Proposed design features and surface treatments used to minimize imperviousness rgi Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating) rgi Structural BMPs (identify location and type of BMP) PROPOSED CONDITIONS IMPERVIOUS (SQ FT) OMA ROOF 1 38281 2 43836 3 4200 4 0 5 0 6 23365 SM1 0 SELF SM2 0 MITIGATING SM3 0 SM4 0 TOTAL 109682 RETENTION AREA SHALL BE LEVEL AND DEPRESSED A MINIMUM OF 18" FROM THE SURROU NDING GRADE INSTALL 3" LAYER OF 3/8" GRAVEL AT BIOMIX SOIL/GRAVEL INTERFACE 4" PER FORA TED PVC PIPE PARKING/ WALKWAY 89184 1945 67729 6818 6044 1175 0 a a a 172895 PERVIOUS (SQ FT) TOTAL AREA LANDSCAPE/ (SQ FT) BASIN POC VACANT 46860 174,325 BMP-1 POC-1 6543 52,324 BMP-2 POC-2 18494 90,423 BMP-3 6552 13,370 BMP-4 POC-1 6032 12,076 BMP-5 POC -2 4950 29,490 BMP-6 POC-1 21197 21,197 1244 1,244 2737 2,737 BYPASS 9169 9,169 123778 406355 NOTES: SOIL MIX PER CITY OF SAN DIEGO LID MANUAL PLANTING PER CITY OF SAN DIEGO APPROVED PLANT LIST -SAN DIEGO SEDGE (GRASS) & MULE FAT (SHRUBS) INLET WI TH APP .',OVED GRATE 36" X 36" PRE CAST CATCH BASIN SEE ASSOCIATED SWQMP ADDENDUM RISER DESIGN ,'-o~ ' l's c<·.,,,-::: c/J?-Y~ FOR **GRAVEL LAYER AROUND ALL PIPES 4" PVC SCREW CAP -~ RIM IS 12" ABOVE GRADE **GRAVEL LA YER AROUND ALL PIPES (SEE TABLE RIGHT) • • • • ,:;,/ INSTALL 3" LAYER OF 3/8" GRAVEL CONNECT PIPE TO DOWNSTREAM CLEAN OUT. BMP GRAVEL LAYER DEPTH 1 12" 2 12" 3 12" 4 12" 5 12" 6 18" OUTLET PIPE TO EXIST STORM DRAIN SYSTEM. BIOFILTRATION CLEAN OUT DETAIL *BIOFILTRATION ENGINEERED SOIL SHALL BE MINIMUM 18" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR HARDWOOD MULCH, AND 20-30% TOPSOIL. **3/4" CRUSHED ROCK LAYER. GRAVEL DEPTH VARY PER SWQMP #16-11 (SEE TABLE RIGHT). IMPERMEABLE LINERS USED IN CONJUNCTION WITH BIOFIL TRATION BASINS SHOULD CONSISTS OF A 30-MIL POLY CHLORIDE (PVC) MEMBRANE OR EQUIVALENT. PRIVATE BIOFILTRATION DETAIL FOR BMP NTS .L_ 0 0~,\~;000 ° ' ,... " ,... " ,... 36" X 36" PRECAST CATCH BASIN / UNDERDRAIN J -~----~ FLOW OUTFALL PIPE CONNECTION , .. 4" PIPE (PERF.) ' PLAN NTS BIOFILTRATION OUTLET DETAIL NTS BMP 1 2 3 4 5 6 I RISER HEIGHT 28" 15" 15" 10" 10" 22" I I I **GRAVEL LAYER AROUND ALL PIPES I I <§' I ... ! I I ' I UNDERDRAIN CONNECTION 4" PERF. PVC I LEGEND DMA BOUNDARY ••••••• SELF-MITIGATING ROOF AREA PERVIOUS AREA BMP AREA PROHIBITIVE SIGNAGE • PROPO SE D CONTOUR ~ EXISTING CONTOUR 50 25 0 50 100 150 SCALE: 1" = 50' SAMPLE PROH IBITIVE SIGNAGE NTS BMP 1 2 3 I ORIFICE PLATE MIN.\ SQUARE DIMENSIONS 1.0 !MIN. 5" 3" FT GREATER THAN PIPE 1 DIA. HOT-DIP GALVANIZED \ I PLATE AFTER HOLES HAVE rn'-~-------;c"=::::::::'= BEEN DRILLED o o 4 5 6 1/2" MAX I ' i---t-INFLOW PIPE 0 ORIFICE DIAMETER (SEE TABLE RIGHT) 3/8" DIA. HOLE ORIFICE SIZE 1.50" 2.00" 1.75" 1.00" 1.00" 1.00" FLOW CONTROL ORIFICE PLATE '< SECTION ~ ~ 1' NTS TG PER PLAN .0 <"l "I, 36" X 36" PRECAST CATCH BASIN SEE ASSOCIATED SWQMP ADDENDUM FOR RISER DESIGN FLOW CONTROL ORIFICE PLATE SEE DET. TH IS SHT. /OUTFALL PIPE, · SIZE PE R PLAN FLOW - U) z 0 0 Q_ Q_ <( w 1-- <( 0 U) z >o w I--~I~ I 0 0 z D ...... C Q) E C 0 ,._ > C Lu X 0 LI... 0 -N 0) Ol C I ·-N >--n Q) N > ~ ,._ Ol • <l) --0) ::J :J O <.O C (/) ,._ Q) Q) C 0) C Lu > u I- en -I >< w <t: ~ 0 w __J 1-- 1-- 1--w w :r: (/) C: -~ V N cJ C > Ol 0 <( <{ 0 D uuN _J C: Ol o -I u O N "' °' n U1 .~ N o~ N Ol st C: -st 0 <.O N (!) ~ I u w I-I I (9 I c-o w --, 0 ~ Q_ u C (/) ...., C 0 +' ::i (/) C 0 u 0 w '<' 0 w :r: 0 <( u -0 <( co (f) ...J a: <( u a, 0 ~ ,... 0 " 0 co "' <D °' 0 / "O C 0 "' / a_ co i---~------,~ SHEET 1 ' N ~ "' C, ~· "'· OF 1 SH EETS 9 ~------- Harvest and Use Feasibility Checklist 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? [8'.IT oilet and urinal flushing [8'.ILandscape irrigation Oother: _____ _ 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. Toilet and urinal flushing demand: ( 9·39al ) ( lft 3 ) (1 Building) (4oope~son) (1.Sday) = 746ft3 person-day 7.48gal Building Irrigation demand: ( 147ogal ) (2!!:.__) (1.Sday)(2.05acre) = 403ft3 acre-1.Sday 7.48gal Total: 1149 cubic-feet 3. Calculate the DCV using worksheet B-2.1. 14255 cubic-feet 3a. Is the 36-hour demand greater than or equal to the DCV? DY es / [8'.IN o c:::) ij Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. 3b. Is the 36-hour demand greater than 0.25DCV but less than the full DCV? 0Yes / [g!Noc:) JJ 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. Is harvest and use feasible based on further evaluation? D Yes, refer to Appendix E to select and size harvest and use BMPs. [8J No, select alternate BMPs. 3c. Is the 36-hour demand less than 0.25DCV? [8'.IYes n Harvest and use is considered to be infeasible. 1149.:t:0.25*(14255) 1149.:t:3564 Note: All rainwater harvest and use must comply with the California Plumbing Code (Sections 1702.9.3, 1702.9.4, etc.). Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this D Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on GEOCON letter (provided) all basins are now lined. Therefore infiltration is not feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: D Due to providing a "no" answer to Criteria 1, this Criteria does not need to be answered. Refer to Appendix Page C-2. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, stonn 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. D Provide basis: Due to providing a "no" answer to Criteria 1, this Criteria does not need to be answered. Refer to Appendix Page C-2. 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. D Provide basis: Due to providing a "no" answer to Criteria 1, this Criteria does not need to be answered. Refer to Appendix Page C-2. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Partl Result * If all answers to rows 1 - 4 are "Yes" a full infiltration design is potentially feasible. The Oves 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 [8JNo *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/ or studies may be required by Agency/Jurisdictions to substantiate findings ~ ' I 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: D Based on GEOCON letter (provided) all basins are now lined. Therefore infiltration is not feasible. 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: D Due to providing a "no" answer to Criteria 5, this Criteria does not need to be answered. Refer to Appendix Page C-2. 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. 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. D Provide basis: Due to providing a "no" answer to Criteria 5, this Criteria does not need to be answered. Refer to Appendix Page C-2. 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. D Provide basis: Due to providing a "no" answer to Criteria 5, this Criteria does not need to be answered. Refer to Appendix Page C-2. 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. Part2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. Oves 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 [:g!No infeasible within the drainage area. The feasibility screening category is No Infiltration. '1.--_j GEOCON Al. ENVIRONMENTAl. MATERIAlSO INCORPORATED GEOTECHNIC Project No. 06442-32-22 April 13, 2016 Hamann Construction 1000 Pioneer Way El Cajon, California 92020 Attention: Subject: Ms. Linda Richardson ADDENDUM TO UPDATE GEOTECHNlCAL REPORT HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK -LOTS 18 AND 19 CARLSBAD, CALIFORNIA Reference: 1. Update Geotechnical Report, High-Tech, Carlsbad Oaks North Business Park - Lots 18 and 19, Carlsbad, California, prepared by Geocon Incorporated, dated November 23, 2015 (Project No. 06442-32-22). 2. Grading Plans for: Lot 18 & 19, Carlsbad, California, prepared by REC Consultants Inc., PDF copy received April 12, 2016. Dear Ms. Richardson: In accordance with the request of Mr. Bruce Robertson of REC Consultants Inc., we are providing this addendum to Reference No. 1 to address the bio-retention systems shown on the referenced project grading plan. Specifically, all of the bio-retention systems are now lined so the modifications herein update our comments provided when infiltration was proposed. The following sections of the project geotechnical report should be revised as follows: Section 1 (third paragraph; pg. 1) We also performed testing in select areas of the sheet-graded pads between August 26, and October 1, 2015, to evaluate infiltration characteristics of the existing compacted fill and granitic bedrock. The details and results of the of the infiltration testing are presented in Appendix A. Section 3 (first paragraph; pg. 3) Proposed development includes constructing Low Impact Development (LIDJ/bio-retention systems for storm water. We understand that these systems will be lined with an impermeable liner (no infiltration). 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone 858.558.6900 • Fax 858.558.6159 Section 7.1.7 (pg. 8) Lined bio-retention systems are planned within the parking lot. Appendix A (paragraph) We performed infiltration testing between August 26 and October 1, 2015, to evaluate storm water infiltration feasibility. The approximate locations of the test areas are shown on Figure 2. We performed the testing in bore holes drilled with a CME-85 drill rig equipped with 8-inch hollow stem augers. For the drilled bore holes, we used an Aardvark Permeameter, (a constant head permeameter) to evaluate the hydraulic conductivity. Trenches were also excavated in the compacted fill and granitic rock for testing. The trenches were pre-soaked approximately 24 hours prior to start of infiltration testing. For the open trenches and after cleaning/removing of mud, we refilled the trenches with water and performed, in general, a falling head test method to check the infiltration rates. The urifactored average infiltration values are presented in the table below. Should you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON IN CORPORA TED ~ ~--,---·· Emilio Alvarado RCE 66915 EA:DBE:dmc (e-mail) (e-mail) Addressee REC Consultants Inc. Attention: Mr. Bruce Robertson Project No. 06442-32-22 - 2 -April 13, 2016 33" 8' 45" N 33" 8'34"N - --Hydrologic Soil Group-San Diego County Area, California R rt ~ i I ~ i R i ~ R ~ 476400 476400 N A 476450 476500 476550 476600 476650 476700 476450 476500 476550 476600 476650 476700 Map Scale: 1:2,420 ifi:;m!Ed on A landscape (11" X 8.5") sheet. --------=======---------------===============Metes 0 35 70 140 2W o------·1coo======2300 _____________ 400-=============:,600Feet Map ~jection: Web Mercator Comer CDOrdinates: WGS84 Edge tics: lJTM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey :iiiiiili Conservation Service 476750 476750 4760CX) 476850 4760CX) 476850 - 476900 476900 ~ 1il ;!; ~ ~ 1il :!; ~ R ;t ~ ~ ;t ~ I I i i R ~ 11/2/2015 Page 1 of 4 33" 8'45"N 33" 8'34"N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soll Rating Polygons D A D AID D B 0 B/0 oc D CID D D D Not rated or not available Soil Rating Lines A ~ AID ~ B ~ 8/0 C ,_,,,,,. CID ~ D .. -Not rated or not available Soil Rating Points • A • AID • B • 8/0 USDA Natural Resources ailii Conservation Service C C • CID • D D Not rated or not available Water Features Streams and Canals Transportation ++t Rails _.,; Interstate Highways _.,; US Routes ~ Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 9, Sep 17, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 11/2/2015 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California CIE2 Hydrologic Soil Group Cieneba coarse sandy D loam, 15 to 30 percent slopes, ere ded 16.0 Totals for Area of Interest 16.0 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, 8, C, and D) and three dual classes (AID, 81D, and CID). 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 8. Soils having a moderate infiltration rate when thoroughly wet. Th.ese consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, 81D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified USDA Natural Resources "" Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0% 11/2/2015 Page 3 of 4 i~ I~ ,=, Hydrologic Soil Group-San Diego County Area, California Tie-break Rule: Higher USDA Natural Resources ~ Conservation Service Web Soil Survey National Cooperative Soil Survey 11/2/2015 Page 4 of 4 u r; ' Automated Worksheet B.1-1: Calculation of Desi l Drainage Basin ID or Name 1 Basin Drains to the Following BMP Type Bio filtration Bio filtration Bio filtration Bio filtration Bio filtration Bio filtration unitless [J 2 85th Percentile 24-hr Storm Depth 0.61 0.61 0.61 0.61 0.61 0.61 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 127,465 45,781 71,929 6,818 6,044 24,540 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft u 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 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft r1 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft j 0 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 46,860 6,543 18,494 3,552 6,032 4,950 sq-ft IJ 1U Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain No No No No No No No No No No yes/no Barrels? 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft u -El Semi-Pervious Surfaces Serving as Dispersion Area per SD-B sq-ft (Ci=0.30} Engineered Pervious Surfaces Serving as Dispersion Area per SD-B sq-ft Ci=0.10 n 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 111 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 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 An Number of Tree Wells Proposed per SD-A # u i7 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # Average Rain Barrel Size gal r, 22 Total Area Tributary to BMP 174,325 52,324 90,423 10,370 12,076 29,490 0 0 0 0 sq-ft lJ 23 Composite Runoff Factor for Standard Drainage Areas 0.74 0.82 0.78 0.69 0.60 0.80 0.00 0.00 0.00 0.00 unitless Initial Composite Runoff Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless ~ 1na JUSte • Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft Runoff Factor Total Pervious Dispersion Area 0 0 0 0 0 0 0 sq-ft . 0 0 0 -· Dispersed Impervious Area / Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio l; 28 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio -' Final Adjusted Tributary Runoff Factor 0.82 0.78 0.69 0.60 0.80 n/a n/a n/a n/a unitless 0.74 11 5U Final Effective Tributary Area 129,001 42,906 70,530 7,155 7,246 23,592 0 0 0 0 sq-ft IJ 31 Initial Design Capture Volume 6,558 2,181 3,585 364 368 1,199 0 0 0 0 cubic-feet Volume Reduction per Tree Well 0 0 0 0 0 0 0 0 0 0 cubic-feet [ 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet L Design Capture Volume Tributary to BMP 6,558 2,181 3,585 364 368 1,199 0 0 0 0 cubic-feet Q Q --~·-----·---- ~ IJ u Automated Worksheet B.5-1: Sizin!! Biofiltration BMPs . r~ ~ r1 1 Effective Tributary Area 129,001 42,906 70,530 7,155 7,246 23,592 - -sq-ft 2 Minimum Biofiltration Footprint Sizing Factor 0.030 0.030 0.030 0.021 0.024 0.006 ratio _j 3 Design Capture Volume Tributary to Bl\![p 6,558 2,181 3,585 364 368 1,199 --cubic-feet 11 4 Provided Biofiltration Surface Area 4,534 2,010 3,047 201 184 481 sq-ft _ _j 5 Provided Surface Ponding Depth 6 6 6 6 6 6 inches [ 6 Provided Soil Media Thickness 18 18 18 18 18 18 inches Provided Gravel Storage Thickness 12 12 12 12 12 18 inches u 8 Hydromodification Orifice Diameter of Underdrain 1.50 2.00 1.80 1.00 1.00 1.00 I inches Max Hydromod Flow Rate through Underdrain 0.101 0.179 0.146 0.045 0.045 0.049 n/a n/a n/a n/a I CFS 10 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.96 3.86 2.06 9.71 10.61 4.39 n/a n/a n/a n/a in/hr Soil Media Filtration Rate 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr n 12 Soil Media Filtration Rate to be used for Sizing 0.96 3.86 2.06 5.00 5.00 4.39 5.00 5.00 5.00 5.00 in/hr Depth Biofiltered Over 6 Hour Storm 5.79 23.13 12.38 30.00 30.00 26.32 0.00 0.00 0.00 0.00 inches . l~ 14 Soil Media Pore Space 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 I unitless . . _j Gravel Pore Space 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 I 0.40 I unitless · r·1 Bio filtration II Effective Depth of Biofiltration Storage I 16.2 I 16.2 I 16.2 I 16.2 I 16.2 I 18.6 I 0 I 0 I 0 I 0 I inches u Calculations II Drawdown Time for Surface Ponding I 6 I 2 I 3 I 1 I 1 I 1 I 0 I 0 I 0 I 0 I hours D Drawdown Time for Entire Biofiltration Basin I 17 I 4 I 8 I 3 I 3 I 4 I 0 I 0 I 0 I 0 I hours H) I Total Depth Biofiltered 21.99 39.33 28.58 46.20 46.20 44.92 0.00 0.00 0.00 0.00 inches D 20 Option 1 -Biofilter 1.50 DCV: Target Volume 9,837 3,272 5,378 546 552 1,799 0 0 0 0 cubic-feet ')1 Option 1 -Provided Biofiltration Volume 8,308 3,272 5,378 546 552 1,799 I 0 I 0 0 0 I cubic-feet [ LL Option 2 -Store 0.75 DCV: Target Volume 4,919 1,636 2,689 273 276 899 I 0 I 0 I 0 I 0 I cubic-feet ?_1 Option 2 -Provided Storage Volume 4,919 1,636 2,689 271 248 746 0 I 0 I 0 I 0 I cubic-feet I.~ Percentage of Performance Requirement Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 o.oo I o.oo I o.oo I o.oo I ratio Result II Deficit of Effectively Treated Stormwater I 0 I 0 I 0 I 0 I 0 I 0 I n/a I n/a I n/a I n/a I cubic-feet u u Q D ' Automated Worksheet B.5-3: Alternate Minimum Biofiltration Footprint Ratio (Vl.1) Total Tributary Area 174,325 52,324 90,423 10,370 12,076 29,490 ----sq-ft Final Adjusted Runoff Factor 0.74 0.82 0.78 0.69 0.60 0.80 ----unitless Average Annual Precipitation 12.0 12.0 12.0 inches • Load to Clog (default =2.0) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 lb/sq-ft Allowable Period to Accumulate Clogging Load (default =10) 10 10 10 10 10 10 10 10 10 10 I years Pretreatment Measures Included? No No No J yes/no - Drainage Basin Commercial: TSS=128 mg/L, C= 0.80 sq-ft (Optional) . • Education: TSS=132 mg/L, C= 0.50 sq-ft Industrial: TSS=125 mg/L, C= 0.90 sq-ft Low Traffic Areas: TSS=50 mg/L, C= 0.50 6,818 6,044 sq-ft Multi-Family Residential: TSS=40 mg/L, C= 0.60 sq-ft Roof Areas: TSS=14 mg/L, C= 0.90 24,540 sq-ft Single Family Residential: TSS=123 mg/L, C= 0.40 sq-ft Transportation: TSS=78 mg/L, C= 0.90 sq-ft Vacant/Open Space: TSS=216 mg/L, C= 0.10 3,552 6,032 4,950 sq-ft Effective-Area Based on Specified Land Use Coefficients 0 0 0 3,764 3,625 22,581 0 0 0 0 sq-ft Average TSS Concentration for Tributary 0 0 0 66 78 18 0 0 0 0 mg/L Effective Tributary Area 129,001 42,906 70,530 7,155 7,246 23,592 0 0 0 0 sq-ft Average Annual Runoff 0 0 0 7,155 7,246 23,592 0 0 0 0 cubic-feet Average Annual TSS Load 0 0 0 29 35 27 0 0 0 0 lb/yr Average Annual TSS Load After Pretreatment Measures 0 0 0 29 35 27 0 0 0 0 lb/yr Minimum Allowable Biofiltration Footprint Ratio 0.030 0.030 0.030 0.021 0.024 0.006 0.030 0.030 0.030 0.030 ratio of Stormwater Pollutant Control Calculations Drainage Basin ID or Name BMP-1 BMP-2 BMP-3 BMP-4 BMP-5 BMP-6 ----unitless Total Area Tributary to BMP 174,325 52,324 90,423 10,370 12,076 29,490 ----sq-ft Composite Runoff Factor for Standard Drainage 0.74 0.82 0.78 0.69 0.60 0.80 - - - -unitless Areas 85th Percentile 24-hr Storm Depth 0.61 0.61 0.61 0.61 0.61 0.61 -- --inches Initial Design Capture Volume 6,558 2,181 3,585 364 368 1,199 - ---cubic-feet Final Adjusted Tributary Runoff Factor 0.74 0.82 0.78 0.69 0.60 0.80 ----unitless Final Effective Tributary Area 129,001 42,906 70,530 7,155 7,246 23,592 ----sq-ft Tree Well and Rain Barrel Reductions 0 0 0 0 0 0 - - --cubic-feet Design Capture Volume Tributary to BMP 6,558 2,181 3,585 364 368 1,199 ----cubic-feet Basin Drains to the Following BMP Type Biofiltration Bio filtration Bio filtration Bio filtration Bio filtration Bio filtration ----unitless Deficit of Effectively Treated Stormwater 0 0 0 0 0 I 0 I -I -I -I -I cubic-feet - Summa_ry_ Notes: All fields in this summary worksheet are populated based on previous user inputs. Drainage basins achieving full compliance with performance requirements for onsite pollutant control are highlighted in green. Drainage basins not achieving full compliance are highlighted in red and summarized below. Please note that drainage areas using De Minimis, Self-Mitigating, and/ or Self-Retaining classifications may be required to provide additional supporting information. -Congratulations, .all specified drainage b~sin;; and BMPs are in compliance with stormwater pollutant control requirements. Include l1x17 color prints of this summary sheet and supporting worksheet calculations as part of the SWQMP submittal .package. 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 Contents Checklist Sequence Attachment 2a Hydromodification Management IZI Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse IZ!Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA is required, additional analyses are Critical Coarse Sediment Yield optional) Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination D 6.2.1 Verification of Geomorphic Landscape Units Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving IZJ Not performed Channels (Optional) D Included See Section 6.3.4 of the BMP Design :~ Manual. Attachment 2d Flow Control Facility Design and IZI Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual '1 Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: D Underlying hydrologic soil group D Approximate depth to groundwater D Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) D Critical coarse sediment yield areas to be protected (if present) D Existing topography D Existing and proposed site drainage network and connections to drainage offsite D Proposed grading D Proposed impervious features D Proposed design features and surface treatments used to minimize imperviousness D Point(s) of Compliance (POC) for Hydromodification Management D Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) D Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) i 1~ ' TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: High-Tech, Whiptail Loop, Lots 18 &19 Prepared For: KENNETH D. SMITH ARCHITECT & ASSOCIATES, INC. Prepared by: Luis Para, PhD, CPSW~ ToR, D.WRE. R.C.E. 66377 REC Consultants 2442 Second Avenue San Diego, CA 92101 Telephone: (619) 232-9200 TO: FROM: DATE: RE: R·E·C TECHNICAL MEMORANDUM KENNETH D. SMITH ARCHITECT & ASSOCIATES, INC. Luis Parra, PhD, PE, CPSWQ, ToR, D.WRE. David Edwards, PE. April 13, 2016 Summary of SWMM Modeling for Hydromodification Compliance for Hi-Tech, Whiptail Loop, Lots 18 & 19, Carlsbad, CA. INTRODUCTION This memorandum summarizes the approach used to model the proposed commercial development project site in the City of Carlsbad using the Environmental Protection Agency (EPA) Storm Water Management Model 5.0 (SWMM). SWMM models were prepared for the pre and post-developed conditions at the site in order to determine if the proposed LID biofiltration facilities have sufficient volume to meet Order R9-2013-001 requirements of the California Regional Water Quality Control Board San Diego Region (SDRWQCB), as explained in the Final Hydromodification Management Plan (HMP), dated March 2011, prepared for the County of San Diego by Brown and Caldwell. SWMM MODEL DEVELOPMENT The Hi-Tech Whiptail Lots 18 & 19 project comprises of two (2) proposed commercial developments, including an office research structures and associated parking lots. Two (2) SWMM models were prepared for this study: the first for the pre-development and the second for the post-developed conditions. The project site drains to two (2) Points of Compliance (POC-1 and POC-2) located at the existing storm drain locations within the adjacent Whiptail Loop. Runoffs from both storm drains are conveyed in a southerly direction, discharging to a creek adjacent to Faraday Avenue at two (2) separate locations. The SWMM model was used since we have found it to be more comparable to San Diego area watersheds than the alternative San Diego Hydrology Model (SDHM) and also because it is a non- proprietary model approved by the HMP document. For both SWMM models, flow duration curves were prepared to determine if the proposed HMP facilities are sufficient to meet the current HMP requirements. The inputs required to develop SWMM models include rainfall, watershed characteristics, and BMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the project site precipitation due to elevation and proximity to the project site. Evaporation for the site was modeled using average monthly values from the County dataset. The site was modeled with Type D hydrologic soils as this is the existing soil determined from the NRCS Web Soil Survey. Soils have been assumed to be compacted in the existing condition to represent the current mass graded condition of the site and fully compacted in the post developed conditions. Other SWMM High-Tech Lots 18 & 19 HMP Memo April 13, 2016 inputs for the subareas are discussed in the appendices to this document, where the selection of the parameters is explained in detail. HMP MODELING EXISTING CONDITIONS The current site is a mass graded lot that drains in a southerly direction to two (2) receiving storm drains located within the adjacent Whiptail Loop. TABLE 1-SUMMARY OF EXISTING CONDITIONS OMA-la OMA-lb 0.35 0.0%(l) DMA-2a 4.72 0.0%11) DMA-2b 0.41 0.0%(l) TOTAL 9.31 Notes: {1) -Per the 2013 RWQCB permit, existing condition impervious surfaces are not to be accounted for in existing conditions analysis. DEVELOPED CONDITIONS Storm water runoff from the proposed project site is routed to two (2) POCs located at the discharge locations to the south of the project site to the existing storm drains within Whiptail Loop. Runoff from the developed project site is drained to six (6) onsite receiving biofiltration LID BMPs. Once flows are routed via the proposed LID BMPs, developed onsite flows are then conveyed to the aforementioned storm drains. It is assumed all storm water quality requirements for the project will be met by the biofiltration LID BMPs. However, detailed water quality requirements are not discussed within this technical memo. For further information in regards to storm water quality requirements for the project, please refer to the site specific Storm Water Quality Management Plan (SWQMP). 2 W.0.1091-01 ~r ~ izm1 ~ i;!,l!j I I I~ High-Tech Lots 18 & 19 HMP Memo April 13, 2016 TABLE 2 -SUMMARY OF DEVELOPED CONDITIONS DMA-1 DMA-4 POC-1 DMA-6 ST-1 ST-2 DMA-2 DMA-3 POC-2 DMA-5 ST-3 ST-4 TOTAL Notes: {1} -OMA areas include the area of the biofiltration. 4.00 75.07 0.31 51.77 0.68 84.59 0.46 0.00 0.03 0.00 1.20 90.99 2.08 82.32 0.28 50.82 0.06 0.00 0.21 0.00 9.31 Six (6) LID biofiltration basins are located within the project site and are responsible for handling hydromodification requirements for the project. In developed conditions, the basins will have a surface depth and a riser spillway structure (see dimensions in Table 3). Flows will then discharge from the basins via the outlet structure or infiltrate through the base of the facilities to the receiving amended soil and low flow orifice. The riser structure will act as a spillway such that peak flows can be safely discharged to the receiving storm drain systems. Beneath the basins' invert lies the proposed LID biofiltration portion of the drainage facility. This portion of the basin is comprised of a 3-inch layer of mulch, an 18-inch layer of amended soil (a highly sandy, organic rich composite with an infiltration capacity of at least 5 inches/hr) and a layer of gravel. All basins will be lined to prevent infiltrating due to geotechnical safety concerns. The biofiltration basins were modeled using the biofiltration LID module within SWMM. The biofiltration module can model the amended soil layer, and a surface storage pond up to the elevation of the invert of the spillway. It should be noted that detailed outlet structure location and elevations will be shown on the construction plans based on the recommendations of this study. BMP MODELING FOR HMP PURPOSES Modeling of dual purpose Water Quality/HMP BMP Six (6) LID BMP biofiltration basins are proposed for water quality treatment and hydromodification conformance for the project site. Tables 3 & 4 illustrate the dimensions required for HMP compliance according to the SWMM model that was undertaken for the project. 3 W.0.1091-01 ~ ~ :~ High-Tech Lots 18 & 19 HMP Memo April 13, 2016 TABLE 3 -SUMMARY OF DEVELOPED DUAL PURPOSE BMP 'Det:h !. P, !,·,3:" Invert (ft) BMP-1 4.00 4534 1.50 12 2.33 BMP-2 1.20 2010 2.00 12 1.25 BMP-3 2.08 3047 1.75 12 1.25 BMP-4 0.31 201 1.00 12 0.83 BMP-5 0.28 184 1.00 12 0.83 BMP-6 0.68 481 1.00 18 1.83 Notes: (1): Area of amended soil= area of gravel= area of the BMP (2): Depth of ponding beneath riser structure's surface spillway. 12.00 12.00 12.00 12.00 12.00 12.00 (3): Overflow length, the internal perimeter of the riser is 12 ft (3 ft x 3 ft internal dimensions). (4): Total surface depth of BMP from top of amended soil to crest elevation. TABLE 4-SUMMARY OF RISER DETAILS: BMP1 Orifice 2 -1-inch 1.00 2.00 2.00 12 BMP2 Slot 12 X 2 0.75 n/a n/a 12 BMP3 Slot 12 X 2 0.75 n/a n/a 12 BMP4 Orifice 1-1-inch 0.50 n/a n/a 12 BMP5 Orifice 1 -1-inch 1.00 n/a n/a 12 BMP6 Orifice 2 -2-inch 0.50 n/a n/a 12 Notes: (1): Basin ground surface elevation assumed to be 0.00 ft elevation. (2): Overflow length is the internal perimeter of the riser structure. 4 2.00 2.00 1.33 1.33 2.50 2.33 1.25 1.25 0.83 0.83 1.83 W.0.1091-01 High-Tech Lots 18 & 19 HMP Memo April 13, 2016 FLOW DURATION CURVE COMPARISON The Flow Duration Curve {FDC) for the site was compared at the POC-1 and POC-2 by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC was compared between 10% of the existing condition 02 up to the existing condition 0 10 for POC-1. The 02 and 010 were determined with a partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method {which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range between 10% of 0 2 and 0 10 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (0; with i=3 to 9). For the purpose of the plot, the values were presented as percentage of time exceeded for each flow rate. FDC comparison at the POCs is illustrated in Figures 1 and 2 in both normal and logarithmic scale. Attachment 5 provides a detailed drainage exhibit for the post-developed condition. As can be seen in Figure 1, the FDC for the proposed condition with the HMP BMPs is within 110% of the curve for the existing condition in both peak flows and durations. The additional runoff volume generated from developing the site will be released to the existing point of discharge at a flow rate below the 10% Qi lower threshold for the POCs. Additionally, the project will also not increase peak flow rates between the 0 2 and the 0 10, as shown in the graphic and also in the peak flow tables in Attachment l. DRAWDOWN TIME Assuming the surface orifice or slot is clogged, the volume accumulated at riser elevation divided by the discharge of the low flow orifice determines the drawdown time of the surface volume (see Attachment 4). The values on Attachment 4 are considered satisfactory for water quality and vector control purposes. TABLE 5 -SUMMARY OF DRAWDOWN CALCULATIONS: '.~;13,asin ·· .. · ~ii'ptii(down (hr~)~Ji 1 85 2 15 3 26 4 4 5 4 6 31 5 W.0.1091-01 r~ High-Tech Lots 18 & 19 HMP Memo April 13, 2016 SUMMARY This study has demonstrated that the proposed HMP BMPs provided for the Hi-Tech Lots 18 & 19 project site is sufficient to meet the current HMP criteria if the cross-section areas and volumes recommended within this technical memorandum, and the respective orifice and outlet structure are incorporated as specified within the proposed project site. KEY ASSUMPTIONS 1. Type D Soil is representative of the existing condition site. 2. All basins will be lined to prevent infiltration due to geotechnical concerns and the D type soils. ATTACHMENTS 1. Oi to 010 Comparison Tables 2. Flow Duration Curve Analysis 3. List of the "n" largest Peaks: Pre-Development and Post-Development Conditions 4. Area Vs Elevation & Discharge Vs Elevation 5. 6. 7. 8. 9. Pre & Post Development Maps, Project Plan and Section Sketches SWMM Input Data in Input Format (Existing and Proposed Models) EPA SWMM Figures and Explanations Soil Maps & Geotechnical Investigation Summary files from the SWMM Model 6 W.0.1091-01 High-Tech lots 18 & 19 HMP Memo April 13, 2016 Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve .::=::.:.:::.: :.:.:::.::::::::::: :::'::: :::::::::.::::::::::::.:.:.:::::::'9: --------------------------------~ -·-·-·-·-·-·-·-·--·-·-·--·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·~ -·-·- -·- -·-·-·- -·-- -·-·-·- --·-·-·-·-·-·-·-·-·<lz !1.:.0 ~~~~~~~~~~-==~~~~~~~~~~~~~~--4 a --PrOf)O<NI - -Ox U./~ O.S~2 ' O.lS o.1eq--·-·-·- - -·- - - -·--·-·-·-·-·-·-·- - - - - --·---·-·-·-·-·-·-·-·--· .?Qi om 0.001 0.01 0.1 Percontac• oftimt ewCffdtd (") Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve ].~.,..~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ .: : : = : : : : : : :.: : : : :.: : : : : : : : :.: :.: : :.:.:.:.:.: : :.:.:.:a; ----------------------------------------~ !1.•, a - -ax -· -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·- -·-·-·-·-·-·-·-·-·-·-·-·-·--·-·-·~.!!Qz o.1Q2--·- - - ---·-·----- - -·- -- --- ---·- -·-·-- --·--·- u ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ u 0.(T., U.l 0.1'..t u., U • .l:.. Parcanu,ta oftiml:il axcaaded (") Figure la and lb. Flow Duration Curve Comparison {logarithmic and normal "x" scale) 7 W.0 .1091-01 High-Tech Lots 18 & 19 HMP Memo April 13, 2016 HI-Tech Whlptall Lots 18 & 19 POC 2 Flow Duration Curve u~~------------------------------------·-·-·-·-·-·-·-·-·-·-·-·-·--·-·-·- -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·--·-·-0.10 ·---·-·-·-·-·-·-·- -·- -·-·-·--·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-0s 3.00 --~~~~-~--~-~~~~-~~~~~-~~~~~~-~~-~~~~-~~---a.~ - -·-·- - - - ---·- -·- -·-·-·- -·--·-·-·-·-·-·-·-·-Q2 --Lxi>Li11r. --rropo,,•<1 - -Qx ·-·---·-·-·-·-·-·-·-·-·-·-o:,02 U./~ 0.3ai-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·-·-·-·-· U.!>O 0.00 0.001 0.01 0.1 Parcanu1• oftima axca.dad (") HI-Tech Whlptall Lots 18 & 19 POC 2-Flow Duration Curve 3.00 --+-----------------------------------~ 1 ffl -------------------------------------~w :=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=a. ).40 -------------------------------------~ J.W -Ar:-+1----------------'---------------------ft::--i ,.M H i/ ~~C\-=-:....::-..,;-::...:-:.....=-:....::-..,;-::...:-:.....=-:....::-..,;-::...:-:.....=-:....::-..,;-::...:-:.....=-:....::----::...:-:.....=----::....:-::...:-:....=----::....:-::...:-:....=-_-::...:-::...:-::....::-__ -=-.:-=--=-::....::---=,,,1,_.--1 J.40 l .lO !'m a 1.ao 1.liO O.M OAO U.lO 0.1 2 0.00 I 0-01 --------------:----------~-----------0.2 --L.xi)lillf, --rrnpr«-<1 --ax --------------------------------~-~ O.l(q o.oi O.oJ 0.05 0.07 0.0) 0.11 0.13 0.15 0.17 0.19 0.21 0.23 0.25 Percentace of time eaceeded (") Figure 2a and 2b. Flow Duration Curve Comparison (logarithmic and normal "x" scale} 8 W.0.1091-01 High-Tech Lots 18 & 19 HMP Memo April 13, 2016 ATTACHMENT 1. 02 to 010 Comparison Table -POC 1 Return Period Existing Condition (cfs) 2-year 1.673 3-year 1.968 4-year 2.183 5-year 2.364 6-year 2.422 7-year 2.506 8-year 2.659 9-year 2.721 10-year 2.790 02 to 010 Comparison Table -POC 2 Return Period Existing Condition (cfs) 2-year 2.292 3-year 2.641 4-year 3.000 5-year 3.144 6-year 3.247 7-year 3.499 8-year 3.509 9-year 3.557 10-year 3.674 9 Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 1.381 0.292 1.556 0.412 1.605 0.578 1.970 0.394 2.054 0.368 2.348 0.158 2.449 0.210 2.649 0.072 2.847 -0.056 Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 0.897 1.395 1.130 1.512 1.216 1.784 1.317 1.827 1.381 1.866 1.474 2.025 1.687 1.822 1.816 1.741 1.870 1.804 W.0.1091-01 !""'1 i~ ATTACHMENT 2 FLOW DURATION CURVE ANALYSIS 1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The figures on the following pages illustrate that the flow duration curve in post-development conditions after the proposed BMP is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval O.lOUi -Q10 is divided in 100 sub- intervals, then a) the post development divided by pre~development durations are never larger than 110% (the permit allows up to 110%); and b) there are no more than 10 intervals in the range 101%-110% which would imply an excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the flow duration curve can be expressed in the "x" axis as percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to look exactly the same, and compliance can be observed regardless of the variable selected. However, in order to satisfy the City of Carlsbad HMP example, % of time exceeded is the variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the normal scale is preferred, as differences between the pre-development and post-development curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. In terms of the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by REC, not only the range of analysis is clearly depicted (10% of Q2 to Q10) but also all intermediate flows are shown (Ui, Cb, Qi, Us, 0G, Q7, Qg and Qg) in order to demonstrate compliance at any range Ux -Ux+1. It must be pointed out that one of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Qi from i = 2 to 10). REC performed the analysis using the Cunnane Plotting position Method (the preferred method in the HMP permit) from the "n" largest independent peak flows obtained from the continuous time series. The largest "n" peak flows are attached in this appendix, as well as the values of Qi with a return period "i", from i=2 to 10. The Qi values are also added into the flow-duration plot. Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve 3.00 I I I ~--,-·-·-·-·,·-· -·1 ·-. -..... -·-·-·-·-·-·-· --·-~=~ --r--. -. -. -. --. 1-·-·-·-·---·-· --·-I --~·-·-·r · 1-·-·-·-·---·-· -·- ..f.7 l ~-----·-·±· f ·-·-· . 1-·-·-·-·-·-·-·1:·-' ' _J ·-·-·-·-·-·-· ·-·-·-· ~ -·r ·1 · ·-,- 2.75 2.50 2.25 l.° -- -,-.... -J.~J J. -·-·--_,_ ·-·-·-·-·-·-· -·- ~--·-·-·-·---..;;; .----~ ·- ~I ' ::rz ·-·-·-·-·-·~-~L--·-2 ......_ 2.00 1.75 ~ ~ 1.50 r--,.. ; I Cf 1.25 1.00 0.75 C.SQ 2 -·-·- 0.50 C:3Qz 0.25 C.1Q 2 0.00 0.001 I ·-·-·-·--··-·· I . -· . I . - I ·- ""' -~ ... ' -. ..... .. -. -·-·-·-·-·-·-· -·- -· -·-·-·-·-·-·-· ~--· \ ~ "\, ' ..... "" ~ ~ .... '~ ~ -· -·-·-·-·---,-· ~~ -· -. --· ·-. 0.01 Percentage of time exceeded (%) -· -.. -. .... . -. -~--·-·-·-. -·tit. -· -. --·· -. ..... ---·-·-·-·,·-·~ -. --.. -. ..... -·-·-·-·1·-· - ~7 -· -. --.. -. ..... -·-·-·-·-·-·~ ·-· -. --.. -· --·-·-·-·- -· -. --.. -· --·-·-·-·-·--~ -· -. --.. -· ..... -·-·-·-·-·-·~ -·· -. --. - . --. -. -. -. -I . -. "Q2 -Existing -Proposed -·-Qx ·-· -· --. --. -·-·-·-·--·-o.!C: ·2 ,........., ~ r--.... ~ .... --~ ...... .... v • ..,"' r-....... ...... ~ I ..... :.... 2 . --. --. -· v .tQ 2 I 0.1 Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve 3 ·-·-·-·-·-·10 ·-·-·-·-·-· ·-·-·-·-·-· .,,J.. _ ,,,L 0.1 I ''Clli I I , :~ ·-·-·-·-·-·~ 2ll\ I I 1 ....... 1 ..... -~I I -• -• -• -• -• -• -• -• -• - • - • - • -1-- • - • -• -• -• -• -Existing ·-·a.2 ~ ~ 1.5 -Proposed a -·-Qx 1 o.~.3<l:2 ~ ~ I i 0 '30-' ••••••• I• ••••• "] I I :-rli . · · · · 1 I :tQ2 0 0.05 0.1 0.15 0.2 0.25 Percentage of time exceeded (%) Hi-Tech Whiptail Lots 18 & 19 POC 2 Flow Duration Curve 3 .75 1:toc . -. -.\-. -. ~. -·t . t . -t. -~.-t .· -·-·-·-·- --=--=--t--= ~ -·-·-·-·-·-·-· ·--~---·-·-·-·-3.50 ~ - _ 2.00 §. a 1.1s -' I ~ --~ ___ L _____ J _ ~·-·-·-· r, I I ~ 'ti I i ;:ti ·-·-·-·-·-·----~ ~. _J . -.. it I ...._ -·-·--·-·L __ -~ "r -·-·-· .... I , ......,__ \ L I \ I........._~ I """""" ~ o .SQ2· -. -. -r -. -. -·-----· -· ' -I 3.25 3.00 2.75 2.50 2.25 1.50 1.25 1.00 I I I I _,_J_, -·-C.3Q2-· -·-·-·-· -. -· 0.75 a.so I 0.25 l .lQ'i . -· 0.00 0.001 ·,-·T·r· -· ,_ ·-·-·-·-·-·-· ~--· -· 1-·-·-·-·- -·-· -·-· -· ,_ ·-·-·-·--·-· -·-· ' r\ ~ "' ' ~ "" -·1 ·-·-·-·-·-·-· ' ~ . ...L.-·-·-·-= ~ -·--........__ ---. ·-. 0.01 Percentage of time exceeded (%) -· ~-t·t-· -. t . -. -. -. ...J. . -010 --·-,-·,· --·-·-·-·-4·-·e_ ~ - ~ -· -. --· -· -1·-·-·-·-·-·Qs -'<4 -· -. --. -· --·-·-·-·-·-·tla I I -· -. --. -· --·-·-·-·-·-·A_ -... -Existing -Proposed -·-Qx ·-· -·-· - -. -·-·-·-·-~. "1).SQ, "' ' .... ·-· -· -;' ....... ... . "1).3Q., ' -·-·-·-·- r"""-~ ---... ......... ~ I°""'-,, ...__ ·-· --. -· . -~-u.lQ; 0.1 Hi-Tech Whiptail Lots 18 & 19 POC 2-Flow Duration Curve 3.8o I Qiii ·-·-·-·-· ·-·- -· ·- -· ·-·-· ·-·-·- 3.60 Q;: -· ·-·-·-·-· ·- -· ·- -· ·- -· ·-·-· ~ -· ·-·-· ·--· ·--· ·-·-· 3.40 3.20~ ,-· i--· ...... ·-I· -·I-· -· -: · -·I-· + · ---i · -i -· +-· -· -t -• -• --· -· -· -I· -·I--· -· -I· -·I-·E_ -· -·-+ · -1· -·I-· -· -1· -·I-·+-·---!· -~-· +-· --·~·--·l-·-1 · -•· -· f-· + · -1· -·I--~ 3.00 2.80 2.60 I ~ l I •. • ; ·-1·-·1-· ' •-J·-·1-· ~--·--·-·-·-t-·-·-·-i-·-·-1 ·-•· -·1--· -·-1· -·I-·f': I ~ 2.40 2.20 I <l2 ~1t=·t ·-i·-··--~·-·-· I I I 1-·t ·-l -1-··. '·-'-· r l I t=·1·-t-·· .. ·-· c J 1-·t ·t ·-1·-.·1-·~2 I ~ 2.00 I II ~ I I I I I I I I -I I I I I I I I -Existing -Proposed a 1.80 +--..--l-----+---+--+----+---+---+--+----+--+----+--+-----,1----+---+---+--1 -·-Qx 1.60 +--....--+-...--+---+--+----+---+---+--+----+--+----+--+-----,1----+---+---+--+---+---+---+--+-----,l----+--+-----l 1.40 +--1-+--+-----+--+----+---+---+--+---+--+----+--+-----,l----+---+---+--+---+---+---+--+-----,l----+--+-----l 1.20 +--~-+--~~---------+--+---+--+----+--+-----,l----+---+---+--+---+---+---+--+-----,1----+--+-----l 2 1.00 +--t--~--+-+-----'~--t--+-+--t----t--+--+--+-----,f---+--+--+--t----t--+-+--+-----,f---+--+-----1 0.80 +--l~--+......,,.:-+---+--+---+-~a:---+--+---+---+--+--+----,1---+--+---+--+---t---+--+--+----,l---+--+---I ·- -· ·--· ·--· 0.60 +--i-=---+---+----"~-+---+--+--+--+--"'-...-=:::---+--+--+----,1---+--+---+--+---t---+--+--+----,I---+--+-~ 0.40 t±±±±ftt±i:i~t±. ti. ~-W:t±J 0.20 0.00 +--..__--ir-----'---T""---'---+--"----t---'----+----'---+--"----i----'----+----'---+--"'------ll----'-----+---'----+---'-------1 -0.01 0.01 0.03 0.05 0.07 0.09 0.11 0.13 0.15 0.17 0.19 0.21 0.23 0.25 Percentage of time exceeded (%) -I Flow Duration Curve Data for Hi-Tech Whiptail Lots 18 & 19 POC-1, City of Carlsbad, CA Q2= 1.67 cfs Fraction 10 % QlO= 2.79 cfs Step= 0.0265 cfs Count= 497375 hours 56.74 years >: < '.~-*~ ~ C. :' i'.~ • \j{;jf \Wjjj~»C;di,>;\~l'l'S~<';,'."t CW4Nm--c , ,,\ i , • , \. • , • ....,. : ... ·-·-· \ , ,\ ··• :, •• · ,,#";'~'~:,~P 11T11ze '.' > ,;,, i,i;l ", ..,,-,.-; ''" ·. Interval Q {ds),~,:1, Hpurs > .. J;l .. ,,%,~t.i(!:l,f! .. Hours>Q .. i, .. '%ttj111e .. · .. ·, ·., post/~re '.'. ;;1,? ,,'.:1 1 0.167 1137 2.29E-01 1197 2.41E-01 105% Pass 2 0.194 1027 2.06E-01 950 1.91E-01 93% Pass 3 0.220 926 1.86E-01 762 1.53E-01 82% Pass 4 0.247 859 1.73E-01 648 1.30E-01 75% Pass 5 0.273 790 1.59E-01 559 1.12E-01 71% Pass 6 0.300 730 1.47E-01 485 9.75E-02 66% Pass 7 0.326 654 1.31E-01 426 8.56E-02 65% Pass 8 0.353 612 1.23E-01 382 7.68E-02 62% Pass 9 0.379 561 1.13E-01 346 6.96E-02 62% Pass 10 0.406 528 1.06E-01 324 6.51E-02 61% Pass 11 0.432 479 9.63E-02 295 5.93E-02 62% Pass 12 0.459 438 8.81E-02 272 5.47E-02 62% Pass 13 0.485 399 8.02E-02 244 4.91E-02 61% Pass 14 0.512 375 7.54E-02 230 4.62E-02 61% Pass 15 0.538 343 6.90E-02 210 4.22E-02 61% Pass 16 0.565 320 6.43E-02 200 4.02E-02 63% I Pass 17 0.591 298 5.99E-02 190 3.82E-02 64% Pass 18 0.618 287 5.77E-02 178 3.58E-02 62% Pass 19 0.644 269 5.41E-02 169 3.40E-02 63% Pass 20 0.671 252 5.07E-02 163 3.28E-02 65% Pass 21 0.697 234 4.70E-02 154 3.lOE-02 66% Pass 22 0.724 217 4.36E-02 147 2.96E-02 68% Pass 23 0.750 200 4.02E-02 137 2.75E-02 69% Pass 24 0.777 186 3.74E-02 127 2.55E-02 68% Pass 25 0.803 177 3.56E-02 117 2.35E-02 66% Pass 26 0.830 171 3.44E-02 111 2.23E-02 65% Pass 27 0.856 166 3.34E-02 108 2.17E-02 65% Pass 28 0.883 156 3.14E-02 103 2.07E-02 66% Pass 29 0.909 142 2.85E-02 97 1.95E-02 68% Pass 30 0.936 131 2.63E-02 92 1.85E-02 70% Pass 31 0.962 120 2.41E-02 88 1.77E-02 73% Pass 32 0.989 111 2.23E-02 87 1.75E-02 78% Pass 33 1.015 106 2.13E-02 85 1.71E-02 80% Pass 34 1.042 97 1.95E-02 83 1.67E-02 86% Pass 35 1.068 89 1.79E-02 76 1.53E-02 85% Pass 36 1.095 87 1.75E-02 74 1.49E-02 85% Pass -·· ··, .~ · ''"'~""'" ,.,>, .. ,,,,,,, · Pass or •• :;c ,., " • s>Q 'i'.;1.,i '"· :· 1~'ti,.,,~'.tti1tf :: .. ~ ·""· ?. ) ··.. ·F~~il? ~ . .. 37 1.121 84 1.69E-02 71 1.43E-02 85% Pass 38 1.148 82 1.65E-02 69 1.39E-02 84% Pass l~ 39 1.174 74 1.49E-02 65 1.31E-02 88% Pass 40 1.201 72 1.45E-02 63 1.27E-02 88% Pass 41 1.227 69 1.39E-02 57 1.15E-02 83% Pass 42 1.254 65 1.31E-02 55 1.llE-02 85% Pass 43 1.280 57 1.15E-02 51 1.03E-02 89% Pass 44 1.307 54 1.09E-02 49 9.85E-03 91% Pass 45 1.333 52 1.05E-02 47 9.45E-03 90% Pass 46 1.360 51 1.03E-02 43 8.65E-03 84% Pass 47 1.386 47 9.45E-03 40 8.04E-03 85% Pass 48 1.413 46 9.25E-03 39 7.84E-03 85% Pass 49 1.439 43 8.65E-03 36 7.24E-03 84% Pass 50 1.465 42 8.44E-03 33 6.63E-03 79% Pass 51 1.492 39 7.84E-03 32 6.43E-03 82% Pass 52 1.518 38 7.64E-03 31 6.23E-03 82% Pass 53 1.545 37 7.44E-03 27 5.43E-03 73% Pass ;"'-~ 54 1.571 37 7.44E-03 22 4.42E-03 59% Pass 55 1.598 36 7.24E-03 20 4.02E-03 56% Pass 56 1.624 36 7.24E-03 20 4.02E-03 56% Pass 57 1.651 35 7.04E-03 18 3.62E-03 51% Pass 58 1.677 34 6.84E-03 18 3.62E-03 53% Pass 59 1.704 34 6.84E-03 18 3.62E-03 53% Pass 60 1.730 32 6.43E-03 17 3.42E-03 53% Pass 61 1.757 32 6.43E-03 17 3.42E-03 53% Pass 62 1.783 32 6.43E-03 17 3.42E-03 53% Pass 63 1.810 30 6.03E-03 16 3.22E-03 53% Pass 64 1.836 27 5.43E-03 16 3.22E-03 59% Pass 65 1.863 26 5.23E-03 16 3.22E-03 62% Pass 66 1.889 25 5.03E-03 16 3.22E-03 64% Pass 67 1.916 23 4.62E-03 16 3.22E-03 70% Pass 68 1.942 23 4.62E-03 15 3.02E-03 65% Pass 69 1.969 21 4.22E-03 13 2.61E-03 62% Pass 70 1.995 20 4.02E-03 12 2.41E-03 60% Pass 71 2.022 20 4.02E-03 12 2.41E-03 60% Pass 72 2.048 18 3.62E-03 11 2.21E-03 61% Pass 73 2.075 18 3.62E-03 11 2.21E-03 61% Pass 74 2.101 18 3.62E-03 11 2.21E-03 61% Pass 75 2.128 17 3.42E-03 11 2.21E-03 65% Pass 76 2.154 16 3.22E-03 11 2.21E-03 69% Pass 77 2.181 16 3.22E-03 11 2.21E-03 69% Pass 78 2.207 16 3.22E-03 11 2.21E-03 69% Pass 79 2.234 16 3.22E-03 11 2.21E-03 69% Pass 80 2.260 16 3.22E-03 11 2.21E-03 69% Pass 81 2.287 16 3.22E-03 11 2.21E-03 69% Pass 2.313 15 3.02E-03 2.21E-03 73% Pass 83 2.340 15 3.02E-03 11 2.21E-03 73% Pass I~ 84 2.366 13 2.61E-03 9 1.81E-03 69% Pass 85 2.393 13 2.61E-03 9 1.81E-03 69% Pass 86 2.419 12 2.41E-03 9 1.81E-03 75% Pass 87 2.446 10 2.0lE-03 9 1.81E-03 90% Pass 88 2.472 10 2.0lE-03 9 1.81E-03 90% Pass 89 2.499 10 2.0lE-03 9 1.81E-03 90% Pass 90 2.525 10 2.0lE-03 9 1.81E-03 90% Pass 91 2.552 10 2.0lE-03 9 1.81E-03 90% Pass 92 2.578 10 2.0lE-03 8 1.61E-03 80% Pass 93 2.605 10 2.0lE-03 7 1.41E-03 70% Pass 94 2.631 9 1.81E-03 7 1.41E-03 78% Pass 95 2.658 9 1.81E-03 7 1.41E-03 78% Pass 96 2.684 9 1.81E-03 7 1.41E-03 78% Pass 97 2.711 7 1.41E-03 7 1.41E-03 100% Pass 98 2.737 7 1.41E-03 7 1.41E-03 100% Pass 99 2.764 7 1.41E-03 7 1.41E-03 100% Pass 100 2.790 7 1.41E-03 7 1.41E-03 100% Pass '1 Peak Flows calculated with Cunnane Plotting Position Pre-'def9 (cfs} 0p,>,\ 10 2.790 2.847 -0.056 9 2.721 2.649 0.072 tJlid 8 2.659 2.449 0.210 7 2.506 2.348 0.158 er, 6 2.422 2.054 0.368 5 2.364 1.970 0.394 4 2.183 1.605 0.578 3 1.968 1.556 0.412 2 1.673 1.381 0.292 ~ Flow Duration Curve Data for Hi-Tech Whiptail Lots 18 & 19 POC-2, City of Carlsbad, CA Q2= 2.29 cfs Fraction 10 % QlO= 3.67 cfs Step= 0.0348 cfs Count= 497375 hours 56.74 years f10?Y\;,: •;l!ll;~:,,. . ·,~"~'>'"qExistii'ig;to'Ritltion'f;~;;;:,.·· ... i~'.~'( ,, ,\.''.:A,\• 0/:'·'\1¢:~,wit3":1tf'H•n,,_ . ,,;$'?)\;•;'•s"i,,~ .. . . .... · .·· · .. •• ... Pet~ril1.~~;.(;l.P,~intit~dc;.,c .. ,; .Pass or ;~it!rvM' c[(cts) ·· ··~~fJmtt.\ AOiirs>Q . I~"--"'5"il ··~········ ,':• ; J~.il? '. Ho.il, ·. :~e~ ;ttosJZ.~re. . ·:. 1 0.229 1078 2.17E-01 889 l.79E-01 82% Pass 2 0.264 984 l.98E-01 624 l.25E-01 63% Pass 3 0.299 902 l.81E-01 480 9.65E-02 53% Pass 4 0.334 827 l.66E-01 387 7.78E-02 47% Pass 5 0.368 764 l.54E-01 330 6.63E-02 43% Pass 6 0.403 695 l.40E-01 283 5.69E-02 41% Pass 7 0.438 645 l.30E-01 253 5.09E-02 39% Pass 8 0.473 598 l.20E-01 223 4.48E-02 37% Pass 9 0.508 540 l.09E-01 198 3.98E-02 37% Pass 10 0.542 499 l.OOE-01 174 3.50E-02 35% Pass 11 0.577 466 9.37E-02 152 3.06E-02 33% Pass 12 0.612 429 8.63E-02 139 2.79E-02 32% Pass !~, 13 0.647 402 8.08E-02 127 2.55E-02 32% Pass 14 0.682 375 7.54E-02 116 2.33E-02 31% Pass 15 0.716 343 6.90E-02 104 2.09E-02 30% Pass 16 0.751 328 6.59E-02 91 l.83E-02 28% Pass 17 0.786 304 6.llE-02 77 l.55E-02 25% Pass 18 0.821 286 5.75E-02 69 l.39E-02 24% Pass 19 0.856 267 5.37E-02 64 l.29E-02 24% Pass 20 0.890 251 5.05E-02 59 l.19E-02 24% Pass 21 0.925 232 4.66E-02 56 l.13E-02 24% Pass 22 0.960 222 4.46E-02 49 9.85E-03 22% Pass 23 0.995 207 4.16E-02 45 9.05E-03 22% Pass 24 1.029 196 3.94E-02 37 7.44E-03 19% Pass 25 1.064 180 3.62E-02 33 6.63E-03 18% Pass 26 1.099 170 3.42E-02 32 6.43E-03 19% Pass 27 1.134 162 3.26E-02 25 5.03E-03 15% Pass 28 1.169 152 3.06E-02 23 4.62E-03 15% Pass 29 1.203 143 2.88E-02 20 4.02E-03 14% Pass 30 1.238 135 2.71E-02 18 3.62E-03 13% Pass 31 1.273 127 2.55E-02 17 3.42E-03 13% Pass 32 1.308 117 2.35E-02 16 3.22E-03 14% Pass 33 1.343 106 2.13E-02 16 3.22E-03 15% Pass 34 1.377 99 l.99E-02 15 3.02E-03 15% Pass 35 1.412 93 l.87E-02 14 2.81E-03 15% Pass 36 1.447 91 l.83E-02 12 2.41E-03 13% Pass 37 1.482 88 l.77E-02 12 2.41E-03 14% Pass ,~~,~-,:z',1J, %>"'"-1, ;<1'";).(, ,•,;,, i:JSt ,a , lnj~rva ".''fcfsf'stt '!-lour . , , Hdors>"'''.' 1' ·. Po .· : ,·.. ' . Q . . . ... · , ... ,, ., .. . ... , .. J~. '"''" ., .. 1. • • .,.,.,j!E ,.·. . 38 1.517 86 1.73E-02 12 2.41E-03 14% Pass 39 1.551 83 1.67E-02 12 2.41E-03 14% Pass 40 1.586 78 1.57E-02 12 2.41E-03 15% Pass 41 1.621 73 1.47E-02 11 2.21E-03 15% Pass 42 1.656 70 1.41E-02 11 2.21E-03 16% Pass 43 1.691 65 1.31E-02 11 2.21E-03 17% Pass 44 1.725 62 1.25E-02 11 2.21E-03 18% Pass 45 1.760 57 1.lSE-02 10 2.0lE-03 18% Pass 46 1.795 56 1.13E-02 9 1.81E-03 16% Pass 47 1.830 53 1.07E-02 8 1.61E-03 15% Pass 48 1.865 52 1.0SE-02 8 1.61E-03 15% Pass 49 1.899 49 9.85E-03 8 1.61E-03 16% Pass so 1.934 48 9.65E-03 8 1.61E-03 17% Pass 51 1.969 46 9.25E-03 8 1.61E-03 17% Pass 52 2.004 44 8.85E-03 8 1.61E-03 18% Pass 53 2.039 42 8.44E-03 7 1.41E-03 17% Pass 54 2.073 38 7.64E-03 7 1.41E-03 18% Pass 55 2.108 38 7.64E-03 6 1.21E-03 16% Pass 56 2.143 37 7.44E-03 6 1.21E-03 16% Pass 57 2.178 34 6.84E-03 6 1.21E-03 18% Pass 58 2.213 34 6.84E-03 6 1.21E-03 18% Pass 59 2.247 33 6.63E-03 6 1.21E-03 18% Pass 60 2.282 33 6.63E-03 6 1.21E-03 18% Pass 61 2.317 32 6.43E-03 6 1.21E-03 19% Pass 62 2.352 30 6.03E-03 6 1.21E-03 20% Pass 63 2.387 29 5.83E-03 6 1.21E-03 21% Pass I~. 64 2.421 29 5.83E-03 5 1.0lE-03 17% Pass 65 2.456 29 5.83E-03 5 1.0lE-03 17% Pass 66 2.491 29 5.83E-03 5 1.0lE-03 17% Pass 67 2.526 26 5.23E-03 5 1.0lE-03 19% Pass 68 2.560 26 5.23E-03 5 1.0lE-03 19% Pass 69 2.595 26 5.23E-03 5 1.0lE-03 19% Pass 70 2.630 23 4.62E-03 5 1.0lE-03 22% Pass 71 2.665 21 4.22E-03 5 1.0lE-03 24% Pass 72 2.700 20 4.02E-03 5 1.0lE-03 25% Pass 73 2.734 20 4.02E-03 4 8.04E-04 20% Pass 74 2.769 19 3.82E-03 4 8.04E-04 21% Pass 75 2.804 19 3.82E-03 4 8.04E-04 21% Pass 76 2.839 19 3.82E-03 4 8.04E-04 21% Pass 77 2.874 19 3.82E-03 4 8.04E-04 21% Pass 78 2.908 17 3.42E-03 4 8.04E-04 24% Pass 79 2.943 17 3.42E-03 4 8.04E-04 24% Pass 80 2.978 16 3.22E-03 4 8.04E-04 25% Pass 81 3.013 16 3.22E-03 4 8.04E-04 25% Pass 82 3.048 16 3.22E-03 4 8.04E-04 25% Pass ::,;'~· --33-, -1;;.: ..• • .. :,,;, . ..,,.,.,~.v ·:c:~ I · .• · •• fir .. :;~_..::, R(gf~}.. >\ Hour~·;ijl~i"i % t'itrtf~>'i• a ,,g'""'"' ...... 83 3.082 16 3.22E-03 4 8.04E-04 25% Pass 84 3.117 14 2.81E-03 4 8.04E-04 29% Pass 85 3.152 13 2.61E-03 4 8.04E-04 31% Pass 86 3.187 13 2.61E-03 3 6.03E-04 23% Pass 87 3.222 12 2.41E-03 3 6.03E-04 25% Pass 88 3.256 11 2.21E-03 3 6.03E-04 27% Pass 89 3.291 11 2.21E-03 3 6.03E-04 27% Pass 90 3.326 11 2.21E-03 3 6.03E-04 27% Pass 91 3.361 11 2.21E-03 3 6.03E-04 27% Pass 92 3.396 10 2.0lE-03 3 6.03E-04 30% Pass 93 3.430 10 2.0lE-03 3 6.03E-04 30% Pass 94 3.465 10 2.0lE-03 3 6.03E-04 30% Pass 95 3.500 8 1.61E-03 2 4.02E-04 25% Pass 96 3.535 6 1.21E-03 2 4.02E-04 33% Pass 97 3.570 6 1.21E-03 2 4.02E-04 33% Pass 98 3.604 6 1.21E-03 2 4.02E-04 33% Pass 99 3.639 6 1.21E-03 2 4.02E-04 33% Pass 100 3.674 6 1.21E-03 1 2.0lE-04 17% Pass Peak Flows calculated with Cunnane Plotting Position +,"'"0"!~'.f+~~; ~·/'"' ;q ;{ f!ost=oevto· "1~Red5ction'2 • .. · .. •.·•1 (cfs)' +·::: ;;'L(cf~f~ 10 3.674 1.870 1.804 9 3.557 1.816 1.741 8 3.509 1.687 1.822 7 3.499 1.474 2.025 6 3.247 1.381 1.866 5 3.144 1.317 1.827 4 3.000 1.216 1.784 3 2.641 1.130 1.512 2 2.292 0.897 1.395 I~ ATTACHMENT 3 List of the "n" Largest Peaks: Pre & Post-Developed Conditions Basic Probabilistic Equation: R = 1/P R: Return period (years). P: Probability of a flow to be equaled or exceeded any given year (dimensionless). Cunnane Equation: p = i-0.4 n+0.2 Weibull Equation: p =-i- n+l i: Position of the peak whose probability is desired (sorted from large to small). n: Number of years analyzed. Explanation of Variables for the Tables in this Attachment Peak: Refers to the peak flow at the date given, taken from the continuous simulation hourly results of the n year analyzed. Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis is included under the variable Posit. Date: Date of the occurrence of the peak at the outlet from the continuous simulation Note: All peaks are not annual maxima; instead they are defined as event maxima, with a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before, the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily peak). List of Peak events and Determination of Q2 and QlO (Pre-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-1 T Cunnane Weibull Peaks Period of Return (Year) (cfs) (cfs) (Years) 10 2.79 2.93 (cfs) Date Posit Weibull Cunnane 9 2.72 2.75 1.243 3/15/1986 57 1.02 1.01 8 2.66 2.68 1.249 1/9/2005 56 1.04 1.03 7 2.51 2.57 1.255 2/22/1998 55 1.05 1.05 6 2.42 2.42 1.267 2/4/1994 54 1.07 1.07 5 2.36 2.38 1.271 2/18/1980 53 1.09 1.09 4 2.18 2.22 1.272 2/14/1998 52 1.12 1.11 3 1.97 1.97 1.272 2/23/2005 51 1.14 1.13 2 1.67 1.67 1.278 1/20/1962 so 1.16 1.15 1.279 12/24/1988 49 1.18 1.18 1.293 1/15/1978 48 1.21 1.20 Note: 1.296 3/17/1963 47 1.23 1.23 Cunnane is the preferred 1.297 3/8/1968 46 1.26 1.25 method by the HMP permit. 1.316 12/2/1961 45 1.29 1.28 1.33 2/18/1993 44 1.32 1.31 1.341 1/11/2005 43 1.35 1.34 1.361 10/20/2004 42 1.38 1.38 1.376 1/6/1979 41 1.41 1.41 1.376 1/6/2008 40 1.45 1.44 1.405 11/11/1985 39 1.49 1.48 1.415 11/15/1952 38 1.53 1.52 1.433 4/27/1960 37 1.57 1.56 1.445 2/16/1980 36 1.61 1.61 1.469 2/15/1986 35 1.66 1.65 1.479 2/27/1983 34 1.71 1.70 1.48 1/27/2008 33 1.76 1.75 1.513 8/17/1977 32 1.81 1.81 1.526 1/16/1972 31 1.87 1.87 1.631 2/22/2008 30 1.93 1.93 1.673 1/29/1983 29 2.00 2.00 1.728 2/17/1998 28 2.07 2.07 1.785 12/19/1970 27 2.15 2.15 1.822 1/16/1978 26 2.23 2.23 r--:->,1 1.825 1/29/1980 25 2.32 2.33 1.827 4/1/1958 24 2.42 2.42 1.848 12/30/1991 23 2.52 2.53 1.883 3/2/1980 22 2.64 2.65 1.893 2/23/1998 21 2.76 2.78 1.957 11/22/1965 20 2.90 2.92 1.979 2/3/1998 19 3.05 3.08 2.033 10/29/2000 18 3.22 3.25 2.046 3/17/1982 17 3.41 3.45 2.115 2/10/1978 16 3.63 3.67 2.135 1/14/1993 15 3.87 3.92 2.303 2/18/2005 14 4.14 4.21 2.355 3/1/1978 13 4.46 4.54 2.356 1/16/1952 12 4.83 4.93 2.411 9/23/1986 11 5.27 5.40 2.422 2/20/1980 10 5.80 5.96 2.423 10/27/2004 9 6.44 6.65 2.631 2/4/1958 8 7.25 7.53 2.698 2/25/1969 7 8.29 8.67 2.805 2/25/2003 6 9.67 10.21 3.528 1/4/1978 5 11.60 12.43 3.743 1/4/1995 4 14.50 15.89 3.776 1/15/1979 3 19.33 22.00 3.844 10/1/1983 2 29.00 35.75 4.316 4/14/2003 1 58.00 95.33 ,""'i I I ~ List of Peak events and Determination of Q2 and QlO (Post-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-1 T Cunnane Weibull Period of Return (Year) (cfs) (cfs} Peaks (cfs) (Years) 10 2.85 2.93 Date Posit Weibull Cunnane 9 2.65 2.74 0.73 8/17/1977 57 1.02 1.01 8 2.45 2.52 0.735 12/19/1970 56 1.04 1.03 7 2.35 2.35 0.75 1/6/1977 55 1.05 1.05 6 2.05 2.13 0.751 1/14/1993 54 1.07 1.07 5 1.97 1.97 0.754 1/15/1993 53 1.09 1.09 4 1.61 1.61 0.761 1/7/2008 52 1.12 1.11 3 1.56 1.56 0.762 10/29/2000 51 1.14 1.13 2 1.38 1.38 0.773 4/1/1958 50 1.16 1.15 0.773 3/2/1983 49 1.18 1.18 0.794 2/3/1998 48 1.21 1.20 Note: 0.83 1/27/1956 47 1.23 1.23 Cunnane is the preferred 0.862 2/18/2005 46 1.26 1.25 method by the HMP permit. 0.864 3/2/1980 45 1.29 1.28 0.885 1/11/2005 44 1.32 1.31 0.894 11/29/1985 43 1.35 1.34 0.932 1/18/1952 42 1.38 1.38 0.937 12/30/1991 41 1.41 1.41 0.989 3/1/1991 40 1.45 1.44 1.003 9/23/1986 39 1.49 1.48 1.124 1/22/1967 38 1.53 1.52 1.152 1/16/1978 37 1.57 1.56 1.178 2/10/1978 36 1.61 1.61 1.216 11/30/2007 35 1.66 1.65 1.231 1/25/1969 34 1.71 1.70 1.26 2/18/1980 33 1.76 1.75 1.268 3/11/1995 32 1.81 1.81 1.319 12/25/1983 31 1.87 1.87 1.343 1/11/1980 30 1.93 1.93 1.381 3/5/1995 29 2.00 2.00 1.422 1/16/1993 28 2.07 2.07 1.424 2/25/2003 27 2.15 2.15 1.448 10/27/2004 26 2.23 2.23 1.449 12/5/1966 25 2.32 2.33 1.459 11/22/1996 24 2.42 2.42 1.477 1/13/1997 23 2.52 2.53 1.523 10/1/1983 22 2.64 2.65 1.523 2/23/2005 21 2.76 2.78 1.554 2/15/1986 20 2.90 2.92 1.558 1/15/1978 19 3.05 3.08 1.56 1/9/2005 18 3.22 3.25 1.564 2/4/1958 17 3.41 3.45 1.575 1/16/1952 16 3.63 3.67 1.595 2/20/1980 15 3.87 3.92 1.631 1/20/1962 14 4.14 4.21 1.933 3/8/1968 13 4.46 4.54 1.968 2/22/2008 12 4.83 4.93 1.983 1/6/1979 11 5.27 5.40 2.035 2/23/1998 10 5.80 5.96 2.344 11/22/1965 9 6.44 6.65 2.354 3/17/1982 8 7.25 7.53 2.583 1/29/1980 7 8.29 8.67 2.889 1/15/1979 6 9.67 10.21 3.108 3/1/1978 5 11.60 12.43 3.666 2/25/1969 4 14.50 15.89 3.793 1/4/1978 3 19.33 22.00 5.075 1/4/1995 2 29.00 35.75 5.903 4/14/2003 1 58.00 95.33 ld List of Peak events and Determination of Q2 and QlO (Pre-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-2 T Cunnane Weibull Peaks Period of Return (Year) (cfs) (cfs) (cfs) (Years) 10 3.67 3.87 Date Posit Weibull Cunnane 9 3.56 3.61 1.69 2/18/1980 57 1.02 1.01 8 3.51 3.51 1.695 2/23/2005 56 1.04 1.03 7 3.50 3.50 1.7 12/24/1988 55 1.05 1.05 6 3.25 3.31 1.714 3/11/1995 54 1.07 1.07 5 3.14 3.16 1.729 3/19/1981 53 1.09 1.09 4 3.00 3.02 1.732 1/6/1979 52 1.12 1.11 3 2.64 2.64 1.738 2/8/1993 51 1.14 1.13 2 2.29 2.29 1.747 2/22/1998 50 1.16 1.15 1.785 1/11/2005 49 1.18 1.18 1.795 3/15/1986 48 1.21 1.20 Note: 1.798 1/18/1993 47 1.23 1.23 Cunnane is the preferred 1.805 2/14/1998 46 1.26 1.25 method by the HMP permit. 1.869 3/17/1963 45 1.29 1.28 1.872 12/2/1961 44 1.32 1.31 1.875 2/4/1994 43 1.35 1.34 1.929 4/27/1960 42 1.38 1.38 1.947 8/17/1977 41 1.41 1.41 1.962 1/6/2008 40 1.45 1.44 1.978 2/18/1993 39 1.49 1.48 1.991 2/15/1986 38 1.53 1.52 2.004 10/20/2004 37 1.57 1.56 2.043 1/16/1972 36 1.61 1.61 2.058 2/22/2008 35 1.66 1.65 2.071 11/11/1985 34 1.71 1.70 2.072 11/15/1952 33 1.76 1.75 2.118 2/16/1980 32 1.81 1.81 2.145 2/27/1983 31 1.87 1.87 2.166 1/27/2008 30 1.93 1.93 2.292 1/29/1980 29 2.00 2.00 2.32 2/17/1998 28 2.07 2.07 2.324 1/16/1978 27 2.15 2.15 2.386 1/29/1983 26 2.23 2.23 2.504 12/19/1970 25 2.32 2.33 2.508 2/23/1998 24 2.42 2.42 2.511 12/30/1991 23 2.52 2.53 2.603 11/22/1965 22 2.64 2.65 2.621 4/1/1958 21 2.76 2.78 2.631 3/2/1980 20 2.90 2.92 2.651 2/3/1998 19 3.05 3.08 2.766 2/10/1978 18 3.22 3.25 2.879 3/17/1982 17 3.41 3.45 2.896 10/29/2000 16 3.63 3.67 2.965 1/14/1993 15 3.87 3.92 3.088 3/1/1978 14 4.14 4.21 3.111 1/16/1952 13 4.46 4.54 3.136 2/18/2005 12 4.83 4.93 3.192 2/20/1980 11 5.27 5.40 3.231 10/27/2004 10 5.80 5.96 3.496 9/23/1986 9 6.44 6.65 3.503 2/4/1958 8 7.25 7.53 3.518 2/25/1969 7 8.29 8.67 3.699 2/25/2003 6 9.67 10.21 4.665 1/4/1995 5 11.60 12.43 4.798 1/15/1979 4 14.50 15.89 4.843 1/4/1978 3 19.33 22.00 4.998 10/1/1983 2 29.00 35.75 5.572 4/14/2003 1 58.00 95.33 ':~ List of Peak events and Determination of Q2 and QlO (Post-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-2 T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 1.87 1.97 Date Posit Weibull Cunnane 9 1.82 1.84 0.607 12/19/1970 57 1.02 1.01 8 1.69 1.75 0.638 3/17/1963 56 1.04 1.03 7 1.47 1.54 0.638 10/20/2004 55 1.05 1.05 6 1.38 1.38 0.656 1/25/1969 54 1.07 1.07 5 1.32 1.33 0.658 12/18/1967 53 1.09 1.09 4 1.22 1.24 0.659 2/23/1998 52 1.12 1.11 3 1.13 1.13 0.661 4/1/1958 51 1.14 1.13 2 0.90 0.90 0.663 2/2/1960 50 1.16 1.15 0.695 11/29/1985 49 1.18 1.18 0.699 1/13/1997 48 1.21 1.20 Note: 0.718 2/3/1998 47 1.23 1.23 Cunnane is the preferred 0.72 10/29/2000 46 1.26 1.25 method by the HMP permit. 0.744 3/5/1995 45 1.29 1.28 0.747 1/16/1972 44 1.32 1.31 0.755 3/2/1980 43 1.35 1.34 0.76 2/13/1954 42 1.38 1.38 0.762 3/1/1983 41 1.41 1.41 0.764 1/11/1980 40 1.45 1.44 0.766 2/26/2004 39 1.49 1.48 0.788 1/13/1957 38 1.53 1.52 0.8 12/25/1983 37 1.57 1.56 0.818 2/20/1980 36 1.61 1.61 0.82 1/9/2005 35 1.66 1.65 0.831 2/23/2005 34 1.71 1.70 0.835 1/22/1967 33 1.76 1.75 0.838 2/18/2005 32 1.81 1.81 0.859 12/5/1966 31 1.87 1.87 0.895 12/30/1991 30 1.93 1.93 0.897 9/24/1986 29 2.00 2.00 0.902 2/4/1958 28 2.07 2.07 0.916 11/30/2007 27 2.15 2.15 0.935 1/16/1993 26 2.23 2.23 1.002 3/11/1995 25 2.32 2.33 1.003 2/10/1978 24 2.42 2.42 1.01 11/22/1996 23 2.52 2.53 1.022 1/15/1978 22 2.64 2.65 1.119 1/16/1978 21 2.76 2.78 1.123 2/15/1986 20 2.90 2.92 1.136 11/22/1965 19 3.05 3.08 1.148 1/20/1962 18 3.22 3.25 1.148 1/20/1962 17 3.41 3.45 1.181 8/17/1977 16 3.63 3.67 1.186 1/16/1952 15 3.87 3.92 1.291 2/25/2003 14 4.14 4.21 1.301 10/27/2004 13 4.46 4.54 1.311 1/6/1979 12 4.83 4.93 1.354 2/25/1969 11 5.27 5.40 1.381 3/8/1968 10 5.80 5.96 1.385 3/17/1982 9 6.44 6.65 1.608 2/22/2008 8 7.25 7.53 1.798 1/29/1980 7 8.29 8.67 1.882 3/1/1978 6 9.67 10.21 2.412 1/4/1978 5 11.60 12.43 3.169 10/1/1983 4 14.50 15.89 3.441 1/15/1979 3 19.33 22.00 3.657 1/4/1995 2 29.00 35.75 4.405 4/14/2003 1 58.00 95.33 ATTACHMENT 4 AREA VS ELEVATION The storage provided by the LID BMPs is entered into the LID Module within SWMM -please refer to Attachment 7 for further information. Volume provided above the first surface outlet is accounted for in the basins Module within SWMM. A stage-storage relationship is provided within this Module, a copy of which is located on the following pages. DISCHARGE VS ELEVATION The orifices have been selected to maximize its size while still restricting flows to conform with the required 10% of the Q2 event flow as mandated in the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While REC acknowledges that the orifices are small, to increase the size of the outlet would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the BMP from conformance with HMP requirements. In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser and orifices must be performed to ensure potential blockages are minimized. A detail of the orifices and riser structures is provided in Attachment 5 of this memorandum. A stage-discharge relationship is provided on the following pages for the surface outlet structures. The LID low flow orifice discharge relationship is addressed within the LID Module within SWMM -please refer to Attachment 7 for further information. A drawdown calculation is provided on the following page to demonstrate that the facilities are dry in less than 96 hours, within the permit requirement for HMP. ~) .j~ I~. DISCHARGE EQUATIONS 1) Weir: Qw = Cw · L · H 312 (1) 2) Slot: As an orifice: Q -B · h · c · j 2g (H -hs) s-s s g 2 {2.a) As a weir: {2.b) For H > hs slot works as weir until orifice equation provides a smaller discharge. The elevation such that equation (2.a) = equation {2.b) is the elevation at which the behavior changes from weir to orifice. 3) Vertical Orifices As an orifice: Q0 = 0.25 · nD 2 · c9 · j 2g ( H -~) (3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined Q as a function of H: Q'fy A~r A D2 er J H = Yer+~; Ter = 2-v YerCD -Yer); Aer = 8 [aer -sin(aer)]; -=-· g Ter' er Yer = ~ [1 -sin(0.5 · aer)] (3.b.1, 3.b.2, 3.b.3, 3.b.4 and 3.b.5) There is a value of H (approximately H = 110% D) from which orifices no longer work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge using critical equations and equations {3.b). A mathematical model is prepared with the previous equations depending on the type of discharge. The following are the variables used above: Ow, Us, Oo = Discharge of weir, slot or orifice (cfs) Cw, Cg: Coefficients of discharge of weir (typically 3.1) and orifice (0.61 to 0.62) L, 85, D, hs : Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft) H: Level of water in the pond over the invert of slot, weir or orifice (ft) Acr, Tcr, Yer, Ucr: Critical variables for circular sector: area (sq-ft), top width (ft), critical depth (ft), and angle to the center, respectively. Stage-Area for Basin 1 Elevation (ft) Area (ft2) 0.00 4534 0.08 4599 0.17 4664 0.25 4730 0.33 4796 0.42 4862 0.50 4928 0.58 4995 0.67 5062 0.75 5129 0.83 5197 0.92 5264 1.00 5332 1.08 5401 1.17 5469 1.25 5538 1.33 5607 1.42 5676 1.50 5746 1.58 5816 1.67 5886 1.75 5956 1.83 6027 1.92 6098 2.00 6169 2.08 6241 2.17 6312 2.25 6384 2.33 6457 2.42 6529 2.50 6602 2.58 6602 2.67 6602 2.75 6602 2.83 6602 2.92 6602 3.00 6602 SUB SURFACE STORAGE BASIN 1 Elevation (ft) -1.50 -2.50 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0.000 llRBl&Dl&YllltJll!I~ 381 767 1158 1555 1957 2365 2779 3198 3622 4053 4488 4930 S~Rl;At:E DISCH)\ijCiE·(~) 5377 5830 6289 6753 7223 7699 8181 8668 9162 9661 10166 10678 11195 11718 12247 12782 EMERGENCY WEIR (3) 13323 13870 14420 14970 15520 16071 16621 17171 Volume (ft3) __ 3_99_9_.3_---1Amended Soil Base (0.3 voids) 2133.0 Gravel.Base(0-4: voids) ------6132.3 (ft3) 17171.0 (ft3) 23303.2 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 13.05 in Stage-Area for Basin 2 Elevation (ft) Area (ft2) 0.00 2010 0.08 2058 0.17 2107 0.25 2156 0.33 2205 0.42 2253 0.50 2303 0.58 2352 0.67 2401 0.75 2450 0.83 2500 0.92 2550 1.00 2600 1.08 2649 1.17 2700 1.25 2750 1.33 2800 1.42 2850 1.50 2901 1.58 2952 1.67 3003 1.75 3053 1.83 3105 1.92 3156 2.00 3207 SUB SURFACE STORAGE BASIN 2 Elevation (ft) -1.50 -2.50 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 lillllflall!lfi11t1191~ 170 343 521 702 888 1078 1272 1470 1672 51,JRFACt .DIS~HARGE {2) 1878 2089 2303 2522 2745 2972 EMERGENCY WEIR (3) 3203 3438 3678 3922 4170 4422 4679 4940 5205 Volume (ft3) 904.5 Amended Soil Base (0.3 voids) __ 8_0_4-.0--Gravel Base (O;ifvoids) 1708.5 (ft3) 5204.9 (ft3) 6913.4 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. IEffective Depth: 9.98 in ---1 -l Stage-Area for Basin 3 Elevation (ft) Area (ft2) 0.00 3047 0.08 3084 0.17 3122 0.25 3160 0.33 3198 0.42 3236 0.50 3274 0.58 3312 0.67 3351 0.75 3390 0.83 3429 0.92 3468 1.00 3507 1.08 3547 1.17 3587 1.25 3626 1.33 3666 1.42 3707 1.50 3747 1.58 3788 1.67 3828 1.75 3869 1.83 3910 1.92 3952 2.00 3993 SUB SURFACE STORAGE BASIN 3 Elevation (ft) -1.50 -2.50 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 255 514 776 1041 1309 1580 1854 2132 2413 Sl)RF*E~ISCHARGE (2) " 2697 2984 3275 3569 3866 4167 EMERGENCY WEIR (3) 4471 4778 5088 5402 5720 6040 6365 6692 7023 Volume (ft3) 1371.2 Amended Soil Base (0.3 voids) j"---1-2-18-.-8---.GravelBc;1s~(0.4'voids) 2590.0 (ft3) 7023.1 (ft3) 9613.1 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. IEffective Depth: 9.50 in ··1 Stage-Area for Basin 4 Elevation (ft) Area (ft2) Volume (ft3) 0.00 201 0 0.08 210 17 0.17 219 35 0.25 228 54 0.33 238 73 0.42 249 93 0.50 260 114 Sl.lRFAC~r>iSCHARGE (2J. 0.58 271 137 0.67 282 160 0.75 294 184 0.83 307 209 EMERGENCY WEIR (3) 0.92 320 235 1.00 333 262 1.08 347 290 1.17 361 320 1.25 376 351 1.33 391 383 SUB SURFACE STORAGE BASIN 4 Elevation (ft) Volume (ft3) -1.50 -2.50 90.5 Amended Soil Base (0.3 voids) !ll---8-0-.4---t~ra.vel 13ase (0.4 voids) · Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= 170.9 (ft3) 382.6 (ft3 ) 553.4 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 6.84 in Stage-Area for Basin 5 Elevation (ft) Area (ft2) 0.00 184 0.08 195 0.17 206 0.25 219 0.33 232 0.42 247 0.50 263 0.58 280 0.67 297 0.75 316 0.83 336 0.92 357 1.00 379 1.08 402 1.17 426 1.25 451 1.33 477 SUB SURFACE STORAGE BASIN 5 Elevation (ft) -1.50 -2.50 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 16 32 50 69 89 110 133 157 182 210 EMERGENCY WEIR (3) 238 269 302 336 373 411 Volume (ft) 82.8 Amended Soil Base (0.3 voids) il--...;.7.;;;.3 . ...;.6_---1Gravel·Ba~¢.(0;4voids) 156.4 (ft3) 411.2 (ft3) 567.6 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 7.18 in Stage-Area for Basin 6 Elevation (ft) Area (ft2) 0.00 452 0.08 486 0.17 522 0.25 560 0.33 600 0.42 643 0.50 686 0.58 731 0.67 777 0.75 824 0.83 872 0.92 920 1.00 969 1.08 1018 1.17 1068 1.25 1118 1.33 1167 1.42 1217 1.50 1267 1.58 1317 1.67 1367 1.75 1417 1.83 1467 1.92 1518 2.00 1568 2.08 1619 2.17 1670 2.25 1722 2.33 1775 2.42 1828 2.50 1882 SUB SURFACE STORAGE BASIN 6 Elevation (ft) -1.50 -3.00 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 39 81 126 174 226 282 341 403 470 541 615 694 SURfAC~ D!SCHARGE (2) .. 777 864 955 1050 1150 1253 1361 1473 1589 1709 EMERGENCY WEIR (3) 1833 1962 2095 2232 2373 2519 2669 2823 Volume (ft3) 203.4 Amended Soil Base (0.3 voids) __ 2_7_1-.2----1Gi'avel Ba~e (0.4 voids) 474.6 (ft3) 2823.3 (ft3) 3297 .9 (ft3) (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. IEffective Depth: 18.43 in ( Outlet structure for Discharge of Basin 1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Number of orif: 2 Number of slots: Cg-low: 0.62 Invert: B Middle orifice 1" hslot Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.500 ft Number of slots: Invert: *Note: h = head above the invert of the B: lowest surface discharge opening. hslot h* H/D-low H/D-mid Qlow-orif Qlow-weir (ft) - - (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.003 0.083 1.000 0.000 0.011 0.010 0.125 1.500 0.000 0.016 0.019 0.167 2.000 0.000 0.019 0.025 0.208 2.500 0.000 0.022 0.028 0.250 3.000 0.000 0.025 0.028 0.292 3.500 0.000 0.027 0.031 0.333 4.000 0.000 0.029 0.047 0.375 4.500 0.000 0.031 0.093 0.417 5.000 0.000 0.033 0.191 0.458 5.500 0.000 0.035 0.350 0.500 6.000 0.000 0.037 0.367 0.542 6.500 0.500 0.038 0.384 0.583 7.000 1.000 0.040 0.399 0.625 7.500 1.500 0.041 0.415 0.667 8.000 2.000 0.043 0.429 0.708 8.500 2.500 0.044 0.443 0.750 9.000 3.000 0.046 0.457 0.792 9.500 3.500 0.047 0.470 0.833 10.000 4.000 0.048 0.483 0.875 10.500 4.500 0.050 0.495 0.917 11.000 5.000 0.051 0.508 0.958 11.500 5.500 0.052 0.520 ] [ Lower Weir 0 Number of weirs: 0.00 ft Invert: 0.500 ft B: 0.167 ft Emergency weir 0 Invert: 1.50 ft W: 1.00 ft 0.167 ft Qtot-low Qmid-orif Qmid-weir (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.003 0.000 0.000 0.010 0.000 0.000 0.016 0.000 0.000 0.019 0.000 0.000 0.022 0.000 0.000 0.025 0.000 0.000 0.027 0.000 0.000 0.029 0.000 0.000 0.031 0.000 0.000 0.033 0.000 0.000 0.035 0.000 0.000 0.037 0.000 0.000 0.038 0.000 0.000 0.040 0.000 0.000 0.041 0.000 0.000 0.043 0.000 0.000 0.044 0.000 0.000 0.046 0.000 0.000 0.047 0.000 0.000 0.048 0.000 0.000 0.050 0.000 0.000 0.051 0.000 0.000 0.052 0.000 0.000 -J 1 1.00 ft 2.00 ft 1.33 ft 10.00 ft Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Qslot-upp (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 J Qweir Qemerg Qtot {cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.003 0.000 0.000 0.010 0.000 0.000 0.016 0.000 0.000 0.019 0.000 0.000 0.022 0.000 0.000 0.025 0.000 0.000 0.027 0.000 0.000 0.029 0.000 0.000 0.031 0.000 0.000 0.033 0.000 0.000 0.035 0.000 0.000 0.037 0.000 0.000 0.038 0.000 0.000 0.040 0.000 0.000 0.041 0.000 0.000 0.043 0.000 0.000 0.044 0.000 0.000 0.046 0.000 0.000 0.047 0.000 0.000 0.048 0.000 0.000 0.050 0.000 0.000 0.051 0.000 0.000 0.052 ] -J l 'Ji r-l__ ,--L J ; J 1.000 12.000 6.000 0.053 0.531 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 1.042 12.500 6.500 0.054 0.543 0.054 0.000 0.000 0.000 0.000 0.000 0.053 0.000 0.107 1.083 13.000 7.000 0.055 0.554 0.055 0.000 0.000 0.000 0.000 0.000 0.149 0.000 0.205 1.125 13.500 7.500 0.056 0.565 0.056 0.000 0.000 0.000 0.000 0.000 0.274 0.000 0.330 1.167 14.000 8.000 0.058 0.576 0.058 0.000 0.000 0.000 0.000 0.000 0.422 0.000 0.479 1.208 14.500 8.500 0.059 0.586 0.059 0.000 0.000 0.000 0.000 0.000 0.590 0.000 0.648 1.250 15.000 9.000 0.060 0.597 0.060 0.000 0.000 0.000 0.000 0.000 0.775 0.000 0.835 1.292 15.500 9.500 0.061 0.607 0.061 0.000 0.000 0.000 0.000 0.000 0.977 0.000 1.037 1.333 16.000 10.000 0.062 0.617 0.062 0.000 0.000 0.000 0.000 0.000 1.193 0.000 1.255 1.375 16.500 10.500 0.063 0.627 0.063 0.000 0.000 0.000 0.000 0.000 1.424 0.264 1.750 1.417 17.000 11.000 0.064 0.636 0.064 0.000 0.000 0.000 0.000 0.000 1.668 0.746 2.477 1.458 17.500 11.500 0.065 0.646 0.065 0.000 0.000 0.000 0.000 0.000 1.924 1.370 3.358 1.500 18.000 12.000 0.066 0.655 0.066 0.000 0.000 0.000 0.000 0.000 2.192 2.109 4.367 1.542 18.500 12.500 0.066 0.665 0.066 0.000 0.000 0.000 0.000 0.000 2.472 2.948 5.486 1.583 19.000 13.000 0.067 0.674 0.067 0.000 0.000 0.000 0.000 0.000 2.762 3.875 6.705 1.625 19.500 13.500 0.068 0.683 0.068 0.000 0.000 0.000 0.000 0.000 3.063 4.883 8.015 1.667 20.000 14.000 0.069 0.692 0.069 0.000 0.000 0.000 0.000 0.000 3.375 5.966 9.410 1.708 20.500 14.500 0.070 0.701 0.070 0.000 0.000 0.000 0.000 0.000 3.696 7.119 10.885 1.750 21.000 15.000 0.071 0.709 0.071 0.000 0.000 0.000 0.000 0.000 4.027 8.338 12.436 1.792 21.500 15.500 0.072 0.718 0.072 0.000 0.000 0.000 0.000 0.000 4.367 9.619 14.058 1.833 22.000 16.000 0.073 0.726 0.073 0.000 0.000 0.000 0.000 0.000 4.716 10.960 15.749 1.875 22.500 16.500 0.073 0.735 0.073 0.000 0.000 0.000 0.000 0.000 5.075 12.358 17.506 1.917 23.000 17.000 0.074 0.743 0.074 0.000 0.000 0.000 0.000 0.000 5.441 13.811 19.327 1.958 23.500 17.500 0.075 0.751 0.075 0.000 0.000 0.000 0.000 0.000 5.817 15.317 21.209 2.000 24.000 18.000 0.076 0.760 0.076 0.000 0.000 0.000 0.000 0.000 6.200 16.874 23.150 ] ~ ... J l .. .J Outlet structure for Discharge of Basin 2 Discharge vs Elevation Table Low orifice 1.000" Lower slot Number of orif: 0 Number of slots: 1 Cg-low: 0.62 Invert: 0.00 ft B 1.000 ft Middle orifice 3" h,lot 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.333 ft Number of slots: 0 Invert: 1.50 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,lot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif (ft) - - (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.000 0.000 0.000 0.083 1.000 0.000 0.000 0.000 0.000 0.000 0.125 1.500 0.000 0.000 0.000 0.000 0.000 0.167 2.000 0.000 0.000 0.000 0.000 0.000 0.208 2.500 0.000 0.000 0.000 0.000 0.000 0.250 3.000 0.000 0.000 0.000 0.000 0.000 0.292 3.500 0.000 0.000 0.000 0.000 0.000 0.333 4.000 0.000 0.000 0.000 0.000 0.000 0.375 4.500 0.200 0.000 0.000 0.000 0.000 0.417 5.000 0.400 0.000 0.000 0.000 0.000 0.458 5.500 0.600 0.000 0.000 0.000 0.000 0.500 6.000 0.800 0.000 0.000 0.000 0.000 0.542 6.500 1.000 0.000 0.000 0.000 0.000 0.583 7.000 1.200 0.000 0.000 0.000 0.000 0.625 7.500 1.400 0.000 0.000 0.000 0.000 0.667 8.000 1.600 0.000 0.000 0.000 0.000 0.708 8.500 1.800 0.000 0.000 0.000 0.000 0.750 9.000 2.000 0.000 0.000 0.000 0.000 0.792 9.500 2.200 0.000 0.000 0.000 0.000 0.833 10.000 2.400 0.000 0.000 0.000 0.000 0.875 10.500 2.600 0.000 0.000 0.000 0.000 0.917 11.000 2.800 0.000 0.000 0.000 0.000 0.958 11.500 3.000 0.000 0.000 0.000 0.000 Lower Weir Number of weirs: Invert: B: Emergency weir Invert: W: Qmid-weir (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 j 0 0.00 0.25 0.50 ft 12.00 ft Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.026 0.000 0.075 0.000 0.137 0.000 0.211 0.000 0.288 0.000 0.333 0.000 0.372 0.000 0.408 0.000 0.441 0.000 0.471 0.000 0.500 0.000 0.527 0.000 0.552 0.000 0.577 0.000 0.600 0.000 0.623 0.000 0.645 0.000 0.666 0.000 0.687 0.000 0.707 0.000 0.726 0.000 0.745 0.000 0.763 ] J J Qslot-upp Qweir Qemerg Qtot (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 0.000 0.000 0.000 0.075 0.000 0.000 0.000 0.137 0.000 0.000 0.000 0.211 0.000 0.000 0.000 0.288 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.372 0.000 0.000 0.000 0.408 0.000 0.000 0.000 0.441 0.000 0.000 0.000 0.471 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.527 0.000 0.000 0.316 0.869 0.000 0.000 0.895 1.472 0.000 0.000 1.644 2.244 0.000 0.000 2.531 3.154 0.000 0.000 3.537 4.182 0.000 0.000 4.650 5.316 0.000 0.000 5.860 6.546 0.000 0.000 7.159 7.866 0.000 0.000 8.543 9.269 0.000 0.000 10.005 10.750 0.000 0.000 11.543 12.306 J ( 1.000 12.000 3.200 0.000 0.000 0.000 0.000 0.000 0.000 0.781 0.000 0.000 13.152 13.933 1.042 12.500 3.400 0.000 0.000 0.000 0.000 0.000 0.000 0.799 0.000 0.000 14.830 15.629 1.083 13.000 3.600 0.000 0.000 0.000 0.000 0.000 0.000 0.816 0.000 0.000 16.574 17.390 1.125 13.500 3.800 0.000 0.000 0.000 0.000 0.000 0.000 0.833 0.000 0.000 18.381 19.213 1.167 14.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.849 0.000 0.000 20.249 21.098 1.208 14.500 4.200 0.000 0.000 0.000 0.000 0.000 0.000 0.865 0.000 0.000 22.177 23.042 1.250 15.000 4.400 0.000 0.000 0.000 0.000 0.000 0.000 0.881 0.000 0.000 24.162 25.043 [ ] Outlet structure for Discharge of Basin 3 Discharge vs Elevation Table Low orifice 2.000 II Lower slot Number of orif: 0 Number of slots: Cg-low: 0.62 Invert: B Middle orifice 3 II h,lot Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.333 ft Number of slots: Invert: *Note: h = head above the invert of the B: lowest surface discharge opening. h,lot h* H/D-low H/D-mid Qlow-orif Qlow-weir (ft) . . (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.042 0.250 0.000 0.000 0.000 0.083 0.500 0.000 0.000 0.000 0.125 0.750 0.000 0.000 0.000 0.167 1.000 0.000 0.000 0.000 0.208 1.250 0.000 0.000 0.000 0.250 1.500 0.000 0.000 0.000 0.292 1.750 0.000 0.000 0.000 0.333 2.000 0.000 0.000 0.000 0.375 2.250 0.200 0.000 0.000 0.417 2.500 0.400 0.000 0.000 0.458 2.750 0.600 0.000 0.000 0.500 3.000 0.800 0.000 0.000 0.542 3.250 1.000 0.000 0.000 0.583 3.500 1.200 0.000 0.000 0.625 3.750 1.400 0.000 0.000 0.667 4.000 1.600 0.000 0.000 0.708 4.250 1.800 0.000 0.000 0.750 4.500 2.000 0.000 0.000 0.792 4.750 2.200 0.000 0.000 0.833 5.000 2.400 0.000 0.000 0.875 5.250 2.600 0.000 0.000 0.917 5.500 2.800 0.000 0.000 0.958 5.750 3.000 0.000 0.000 - 1 0.00 ft 1.000 ft 0.167 ft 0 1.50 ft 1.00 ft 0.167 ft Qtot-low (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 J Lower Weir Number of weirs: Invert: B: Emergency weir Invert: W: Qmid-orif Qmid-weir (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0.00 0.25 0.50 ft 12.00 ft Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.026 0.000 0.075 0.000 0.137 0.000 0.211 0.000 0.288 0.000 0.333 0.000 0.372 0.000 0.408 0.000 0.441 0.000 0.471 0.000 0.500 0.000 0.527 0.000 0.552 0.000 0.577 0.000 0.600 0.000 0.623 0.000 0.645 0.000 0.666 0.000 0.687 0.000 0.707 0.000 0.726 0.000 0.745 0.000 0.763 I _j Qslot-upp Qweir Qemerg Qtot (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 0.000 0.000 0.000 0.075 0.000 0.000 0.000 0.137 0.000 0.000 0.000 0.211 0.000 0.000 0.000 0.288 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.372 0.000 0.000 0.000 0.408 0.000 0.000 0.000 0.441 0.000 0.000 0.000 0.471 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.527 0.000 0.000 0.316 0.869 0.000 0.000 0.895 1.472 0.000 0.000 1.644 2.244 0.000 0.000 2.531 3.154 0.000 0.000 3.537 4.182 0.000 0.000 4.650 5.316 0.000 0.000 5.860 6.546 0.000 0.000 7.159 7.866 0.000 0.000 8.543 9.269 0.000 0.000 10.005 10.750 0.000 0.000 11.543 12.306 ) [ " J j J 1.000 6.000 3.200 0.000 0.000 0.000 0.000 0.000 0.000 0.781 0.000 0.000 13.152 13.933 1.042 6.250 3.400 0.000 0.000 0.000 0.000 0.000 0.000 0.799 0.000 0.000 14.830 15.629 1.083 6.500 3.600 0.000 0.000 0.000 0.000 0.000 0.000 0.816 0.000 0.000 16.574 17.390 1.125 6.750 3.800 0.000 0.000 0.000 0.000 0.000 0.000 0.833 0.000 0.000 18.381 19.213 1.167 7.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.849 0.000 0.000 20.249 21.098 1.208 7.250 4.200 0.000 0.000 0.000 0.000 0.000 0.000 0.865 0.000 0.000 22.177 23.042 1.250 7.500 4.400 0.000 0.000 0.000 0.000 0.000 0.000 0.881 0.000 0.000 24.162 25.043 J J Outlet structure for Discharge of Basin 4 Discharge vs Elevation Table Low orifice 1.000" Lower slot Number of orif: 1 Number of slots: 0 Cg-low: 0.62 Invert: 0.00 ft B 1.000 ft Middle orifice 3" h,101 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.333 ft Number of slots: 0 Invert: 1.50 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,101 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low (ft) - -(cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.002 0.002 0.083 1.000 0.000 0.006 0.005 0.005 0.125 1.500 0.000 0.008 0.009 0.008 0.167 2.000 0.000 0.010 0.013 0.010 0.208 2.500 0.000 0.011 0.014 0.011 0.250 3.000 0.000 0.012 0.014 0.012 0.292 3.500 0.000 0.014 0.016 0.014 0.333 4.000 0.000 O.D15 0.024 O.D15 0.375 4.500 0.200 0.016 0.046 0.016 0.417 5.000 0.400 O.D17 0.095 0.017 0.458 5.500 0.600 O.D18 0.175 0.018 0.500 6.000 0.800 O.D18 0.184 0.018 0.542 6.500 1.000 0.019 0.192 0.019 0.583 7.000 1.200 0.020 0.200 0.020 0.625 7.500 1.400 0.021 0.207 0.021 0.667 8.000 1.600 0.021 0.215 0.021 0.708 8.500 1.800 0.022 0.222 0.022 0.750 9.000 2.000 0.023 0.228 0.023 0.792 9.500 2.200 0.024 0.235 0.024 0.833 10.000 2.400 0.024 0.241 0.024 Lower Weir Number of weirs: Invert: B: Emergency weir Invert: W: Qmid-orif Qmid-weir (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0.00 0.25 0.33 ft 12.00 ft Qtot-med Qslot-low {cfs) {cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ] Qslot-upp Qweir Qemerg Qtot (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002 0.000 0.000 0.000 0.005 0.000 0.000 0.000 0.008 0.000 0.000 0.000 0.010 0.000 0.000 0.000 0.011 0.000 0.000 0.000 0.012 0.000 0.000 0.000 0.014 0.000 0.000 0.000 O.D15 0.000 0.000 0.316 0.332 0.000 0.000 0.895 0.911 0.000 0.000 1.644 1.662 0.000 0.000 2.531 2.549 0.000 0.000 3.537 3.557 0.000 0.000 4.650 4.670 0.000 0.000 5.860 5.880 0.000 0.000 7.159 7.181 0.000 0.000 8.543 8.565 0.000 0.000 10.005 10.028 0.000 0.000 11.543 11.566 0.000 0.000 13.152 13.176 J J Outlet structure for Discharge of Basin 5 Discharge vs Elevation Table Low orifice 1.000" Lower slot Number of orif: 1 Number of slots: Cg-low: 0.62 Invert: B Middle orifice 3" hslot Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.333 ft Number of slots: Invert: *Note: h = head above the invert of the B: lowest surface discharge opening. hslot h* H/D-low H/D-mid Qlow-orif Qlow-weir (ft) --(cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.002 0.083 1.000 0.000 0.006 0.005 0.125 1.500 0.000 0.008 0.009 0.167 2.000 0.000 0.010 0.013 0.208 2.500 0.000 0.011 0.014 0.250 3.000 0.000 0.012 0.014 0.292 3.500 0.000 0.014 0.016 0.333 4.000 0.000 O.D15 0.024 0.375 4.500 0.200 0.016 0.046 0.417 5.000 0.400 O.D17 0.095 0.458 5.500 0.600 0.018 0.175 0.500 6.000 0.800 O.D18 0.184 0.542 6.500 1.000 0.019 0.192 0.583 7.000 1.200 0.020 0.200 0.625 7.500 1.400 0.021 0.207 0.667 8.000 1.600 0.021 0.215 0.708 8.500 1.800 0.022 0.222 0.750 9.000 2.000 0.023 0.228 0.792 9.500 2.200 0.024 0.235 0.833 10.000 2.400 0.024 0.241 Lower Weir 0 Number of weirs: 0.00 ft Invert: 1.000 ft B: 0.167 ft Emergency weir 0 Invert: 1.50 ft W: 1.00 ft 0.167 ft Qtot-low Qmid-orif Qmid-weir (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.002 0.000 0.000 0.005 0.000 0.000 0.008 0.000 0.000 0.010 0.000 0.000 0.011 0.000 0.000 0.012 0.000 0.000 0.014 0.000 0.000 0.015 0.000 0.000 0.016 0.000 0.000 0.017 0.000 0.000 0.018 0.000 0.000 0.018 0.000 0.000 0.019 0.000 0.000 0.020 0.000 0.000 0.021 0.000 0.000 0.021 0.000 0.000 0.022 0.000 0.000 0.023 0.000 0.000 0.024 0.000 0.000 0.024 0.000 0.000 0 0.00 0.25 0.33 ft 12.00 ft Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Qslot-upp (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Qweir Qemerg Qtot (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.002 0.000 0.000 0.005 0.000 0.000 0.008 0.000 0.000 0.010 0.000 0.000 0.011 0.000 0.000 0.012 0.000 0.000 0.014 0.000 0.000 O.D15 0.000 0.316 0.332 0.000 0.895 0.912 0.000 1.644 1.662 0.000 2.531 2.550 0.000 3.537 3.557 0.000 4.650 4.670 0.000 5.860 5.880 0.000 7.159 7.181 0.000 8.543 8.565 0.000 10.005 10.028 0.000 11.543 11.566 0.000 13.152 13.176 j J ] Outlet structure for Discharge of Basin 6 Discharge vs Elevation Table Low orifice 1.000" Lower slot Number of orif: 2 Number of slots: 0 Cg-low: 0.62 Invert: 0.00 ft B 0.500 ft Middle orifice 1 " hslot 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.500 ft Number of slots: 0 Invert: 1.50 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. hslot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low (ft) - -(cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.003 0.003 0.083 1.000 0.000 0.011 0.010 0.010 0.125 1.500 0.000 0.016 0.019 0.016 0.167 2.000 0.000 0.019 0.025 0.019 0.208 2.500 0.000 0.022 0.028 0.022 0.250 3.000 0.000 O.Q25 0.028 0.025 0.292 3.500 0.000 0.027 0.031 0.027 0.333 4.000 0.000 0.029 0.047 0.029 0.375 4.500 0.000 0.031 0.093 0.031 0.417 5.000 0.000 0.033 0.191 0.033 0.458 5.500 0.000 0.035 0.350 O.D35 0.500 6.000 0.000 0.037 0.367 0.037 0.542 6.500 0.500 0.038 0.384 O.D38 0.583 7.000 1.000 0.040 0.399 0.040 0.625 7.500 1.500 0.041 0.415 0.041 0.667 8.000 2.000 0.043 0.429 0.043 0.708 8.500 2.500 0.044 0.443 0.044 0.750 9.000 3.000 0.046 0.457 0.046 0.792 9.500 3.500 0.047 0.470 0.047 0.833 10.000 4.000 0.048 0.483 0.048 0.875 10.500 4.500 0.050 0.495 0.050 0.917 11.000 5.000 0.051 0.508 0.051 0.958 11.500 5.500 0.052 0.520 0.052 J Lower Weir Number of weirs: Invert: B: Emergency weir Invert: W: Qmid-orif Qmid-weir (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0.75 ft 0.25 ft 0.83 ft 12.00 ft Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Qslot-upp Qweir Qemerg Qtot (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003 0.000 0.000 0.000 0.010 0.000 0.000 0.000 0.016 0.000 0.000 0.000 0.019 0.000 0.000 0.000 0.022 0.000 0.000 0.000 0.025 0.000 0.000 0.000 0.027 0.000 0.000 0.000 0.029 0.000 0.000 0.000 0.031 0.000 0.000 0.000 0.033 0.000 0.000 0.000 O.D35 0.000 0.000 0.000 0.037 0.000 0.000 0.000 0.038 0.000 0.000 0.000 0.040 0.000 0.000 0.000 0.041 0.000 0.000 0.000 0.043 0.000 0.000 0.000 0.044 0.000 0.000 0.000 0.046 0.000 0.000 0.000 0.047 0.000 0.000 0.007 0.055 0.000 0.000 0.355 0.405 0.000 0.000 0.949 1.000 0.000 0.000 1.710 1.762 ---------- _] l J F J ' .J\ L_ _j 1.000 12.000 6.000 0.053 0.531 0.053 0.000 0.000 0.000 0.000 0.000 0.000 2.607 2.661 1.042 12.500 6.500 0.054 0.543 0.054 0.000 0.000 0.000 0.000 0.000 0.000 3.623 3.677 1.083 13.000 7.000 0.055 0.554 0.055 0.000 0.000 0.000 0.000 0.000 0.000 4.743 4.799 1.125 13.500 7.500 0.056 0.565 0.056 0.000 0.000 0.000 0.000 0.000 0.000 5.960 6.017 1.167 14.000 8.000 0.058 0.576 0.058 0.000 0.000 0.000 0.000 0.000 0.000 7.267 7.324 1.208 14.500 8.500 0.059 0.586 0.059 0.000 0.000 0.000 0.000 0.000 0.000 8.657 8.715 1.250 15.000 9.000 0.060 0.597 0.060 0.000 0.000 0.000 0.000 0.000 0.000 10.126 10.185 1.292 15.500 9.500 0.061 0.607 0.061 0.000 0.000 0.000 0.000 0.000 0.000 11.669 11.730 1.333 16.000 10.000 0.062 0.617 0.062 0.000 0.000 0.000 0.000 0.000 0.000 13.284 13.346 1.375 16.500 10.500 0.063 0.627 0.063 0.000 0.000 0.000 0.000 0.000 0.000 14.967 15.030 1.417 17.000 11.000 0.064 0.636 0.064 0.000 0.000 0.000 0.000 0.000 0.000 16.716 16.780 1.458 17.500 11.500 0.065 0.646 0.065 0.000 0.000 0.000 0.000 0.000 0.000 18.528 18.593 1.500 18.000 12.000 0.066 0.655 0.066 0.000 0.000 0.000 0.000 0.000 0.000 20.401 20.467 DRAW DOWN CALCULATIONS BASIN 1 Elev Area 2.5 Drawdown time (hrs) BASIN 3 Elev 0 1.75 •2 Area Drawdown time (hrs) BASIN 5 Elev Area 1 1:3.3'.·· Drawdown time (hrs) Volume 6602 13870 BASIN 84.886 Volume 3047 3869 .'3~93 .. 0 6040 .7023)TOP BASIN 25.747 Volume 379 269 411 TOP BASIN 4.467 BASIN 2 Elev Area Volume 0 2010 1.75 Drawdown time (hrs) BASIN4 Elev Area 0 1 '.·1:al Drawdown time (hrs) BASIN 6 Elev Area 0 3053 Volume 201 333 Volume 481 0 4422 BASIN 14.831 0 262 '. ~8~ TOP BASIN 4.162 0 RISER 2 1599 1996 . ;1$$81 > • 2S6iTOP BASIN Drawdown time (hrs) 31.158 Note: It is assumed the basin is full, all surface outlets are inopperable and the only discharge is via the low flow LID orifice. ATTACHMENT 5 Pre & Post-Developed Maps, Project Plan and Detention -~ Section Sketches \SL_J~ "' ~ ,--.... -- I I I It. I I I ;i" ~POC 1 ===========IE= 441.33 ----.0100= PER AS-BUILT DWG No. 415-91 - --It. l~·E·( Civil Engineering· Environmental Consultants, Inc. 2442 Second Avenue San Diego, CA 92101 (619)232-9200 (619)232-9210 Fax ~--- V······ ..... --_T--r I ' J It. ii ' I I --v---li'.-- ~ g_ ,;.. --·-. ----. ----··-· .,_ LEGEND NODE ELEV. NODE NUMBER EL=1000.0 BASIN~SUB-BASIN # 3.01.5 NODE# PROPERTY BOUNDARY ---- -- f lf ' '! l SCALE: 1" = 80' PRE-DEVELOPED CONDITION HIGH-TECH CARLSBAD, CALIFORNIA CJ) ;?: C, !::! Q C X JJ '1'. 2 ::i / 1- 2 §;:: ;), ifl ,_, I... 0 0.. (!) :r: / :0 ~ (I) +-' 0 ~ ~ J) :::, ~ i/ iO 10 u <( / ~ ~I ~I r ~1 01 ~I ~ ~ ~ ~ LEGEND: ·----· ---- If E· ( • Consultants, Inc. 'l I I Ir_ I i i i jDMA-1! i i !DMA6! I f I I I -------------'----1---------------.!. J IDMA 21 J --- LsT-1 j ... 'f OMA BOUNDARY SURFACE FLOW DIRECTION CONCENTRATED RUNOFF FLOW BASIN 4 (BMP 4) Civil Engineering. Environmental 2442 Second Avenue Son Diego, CA 92101 (619)232-9200 (619)232-9210 Fox Q. OMA TOTAL AREA (ACRES) 1 4.00 2 1.20 3 2.08 4 0.31 5 0.28 6 0.68 ST-1 0.49 ST-2 0.03 ST-3 0.06 ST-4 0.21 J IMPERVIOUS PERVIOUS SOIL DRAINS (ACRES) (ACRES) TYPE TO 2.93 1.07 D BASIN 1 1.05 0.15 D BASIN 2 1.65 0.43 D BASIN 3 0.15 0.16 D BASIN 4 0.14 0.14 D BASIN 5 0.56 0.12 D BASIN 6 SCALE: 1" = 80' -0.49 D BYPASS -0.03 D BYPASS -0.06 D BYPASS -0.21 D BYPASS I .\// -------....... I \ ) / / / I I I I /'--/ ... PROPOSED DRAINAGE MANAGEMENT AREAS HIGH-TECH CARLSBAD, CALIFORNIA l -j ] ] j [ ] l J RISER OUTLET STRUCTURE BASIN TO BE LINED TO PREVENT INFILTRATION 18" AMENDED SOIL MIN. INFIL TRA TION RA TE 5"/HR. BASIN TOP ELEV '---BASIN INVERT GRA VEL LA YER ""----BOTTOM OF AMENDED SOIL -----LID INVERT-BOTTOM OF GRAVEL EXIST. GROUND I -----------, I A.,,..., I I I LID ORIFICE BIORETEN TION AREA B/OFIL TRA TION AREA CROSS SECTION NOT TO SCALE BMP H(FT) Hmax (FT) Hg (FT) LID (INCHES) Ag (FT"2) Abot (FT"2) 1 2.33 3.00 1.00 1.75 4534 4534 2 1.25 2.00 1.00 2.00 2010 2010 3 1.25 2.00 1.00 2.00 3047 3047 4 0.83 1.33 1.00 1.00 201 201 5 0.83 1.33 1.00 1.00 184 184 6 1.83 2.50 1.50 1.00 481 481 J L j j j J E: IL J RISER WALL ..1 <J RESTRICTOR PLATE FRENCH DRAIN 6" ~ORIFICE GRAVEL STORAGE LA YER 2 LJ ..1 <J· LID ORIFICE DETAIL NOT TO SCALE [ -1 [ __ _ ] [ LOW ORIFICES INVERT ELEV [ J -J -_ ] J I· EMERGENCY WEIR • I I I· w · I I .I 00 h H (ORIFICE NUMBERS AND ELEV. PER TABLE A TTACHED. ALL ORIFICES TO BE UNIFORMIL Y DISTRIBUTF:D ALONG THE RISER STRUCTURE.) ] l J OUTLET STRUCTURE DETAIL FOR BASIN 1 -SECTION (TYP) NOT TO SCALE BASIN LOW ORIFICE LOWER WEIR EMERGENCY WEIR NUMBER #/DIAM ELEV {FT) W{FT) h {FT) B {FT) H {FT) 1 2 X 1" I 1.00 2.00 I 2.00 10.00 I 2.33 J ] -] ] -J [ J ] I· Btot = BOX DIMENSION • I (ORIFICE NUMBERS ANO ELEV. PER TABLE A TTACHEO. ALL ORIFICES TO BE UNIFORMIL Y DISTRIBUTED ALONG ALL FACES OF RISER STRUCTURE) SLOT I· Bs • I INVERT ELEV I I _L Hs T '.I c•· -_;j iL Htop BIO-RETENTION OUTLET STRUCTURE DETAIL BASINS 2 & 3 -SECTION (TYP) NOT TO SCALE SLOT SPILLWAY BASIN Bs {IN} Hs {IN} ELEV {FT} Btot { FT} Htop { FT} 2 12 2.0 0.75 12.0 1.25 3 12 2.0 0.75 12.0 1.25 [ J J I[ I· Btot = BOX DIMENSION • I {OR/ACE NUMBERS AND ELEV. PER TABLE ATTACHED. ALL OR/ACES TO BE UNIFORMIL Y DISTRIBUTED ALONG ALL FACES OF RISER STRUCTURE.) SURFACE ORIFICE I O O INVERT ELEV Htop BIO-RETENTION OUTLET STRUCTURE DETAIL BASINS~ 5 & 6 -SECTION (TYP) NOT TO SCALE SURFACE ORIFICE SPILLWAY BASIN ELEV (FT) Btot ( FT) Htop ( FT) #-DIAM 4 1-1 0.50 12.0 0.83 5 1-1 1.00 12.0 0.83 6 2-1 0.50 12.0 1.83 J ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) PRE_DEV [TITLE] [OPTIONS] FLOW UNITS CFS INFILTRATION GREEN AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START TIME 00:00:00 REPORT START DATE 08/28/1951 REPORT START TIME 00:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH ,"'1 SKIP STEADY STATE NO FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters ··----------'' MONTHLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 0.286 0.217 0.14 0.067 0.041 F"i DRY ONLY NO ...J [ RAIN GAGES] '' Rain Time Snow Data p~ ; ;Name Type Intrvl Catch Source . ·---------------------------------'' OCEANSIDE INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] I~ '' Total Pent. Pent. Curb ;;Name Raingage outlet Area Imperv Width Slope Length . ·------------------------------------------------------ ------------------------ --------'' DMA-la DMA-2a DMA-lb DMA-2b [SUBAREAS] r""1 ;;Subcatchment . ·--------------'' DMA-la DMA-2a DMA-lb DMA-2b [ INFILTRATION] ;;Subcatchment !""i ··--------------'' DMA-la DMA-2a DMA-lb DMA-2b [OUTFALLS] ; ;Name . ·--------------'' L, OCEANSIDE OCEANSIDE OCEANSIDE OCEANSIDE N-Imperv ---------- 0.012 0.012 0.012 0.012 Suction ---------- 9 9 9 9 Invert Elev. POC-1 POC-2 POC-1 POC-2 N-Perv ---------- 0.15 0.15 0.15 0.15 HydCon ---------- 0.01875 0.01875 0.01875 0.01875 outfall Type S-Imperv ---------- 0.05 0.05 0.05 0.05 IMDmax ---------- 0.33 0.33 0.33 0.33 Stage/Table Time Series 3.83 4. 724 0.347 0.405 S-Perv ---------- 0.1 0 .1 0.1 0.1 Tide Gate 0 0 0 0 278 3 0 514 3 0 296 50 0 441 50 0 Pct Zero RouteTo PctRouted ---------- ---------- 25 OUTLET 25 OUTLET 25 OUTLET 25 OUTLET Snow Pack -------- POC-1 POC-2 [TIMESERIES] ; ;Name ;;-------------- 0 0 Date FREE FREE Time Value OCEANSIDE FILE "OsideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL f'"'i NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ; ;Node ··--------------'' POC-1 POC-2 [VERTICES] ; ;Link X-Coord 2235.772 5593.220 X-Coord Y-Coord 2571.138 2711.864 Y-Coord . ·--------------------------------------------------'' [Polygons] ;;Subcatchment . ·--------------'' DMA-la DMA-la DMA-2a DMA-lb r""'1 DMA-2b 1~1 [SYMBOLS] ; ;Gage . ·--------------'' OCEANSIDE X-Coord 1726.695 1726.695 4819.915 3040.254 6737.288 X-Coord 4331.502 Y-Coord 6271.186 6271.186 6122.881 6271.186 6197.034 Y-Coord 7545.788 PRE_DEV NO NO POST_DEV [TITLE] [OPTIONS] FLOW UNITS CFS INFILTRATION GREEN AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START TIME 00:00:00 REPORT START DATE 08/28/1951 REPORT START TIME 00:00:00 END DATE 05/23/2008 END TIME 23:00:00 r""'1 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters .. ----------'' MONTHLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 0.286 0.217 0.14 0.067 0.041 DRY ONLY NO [ RAIN GAGES] '' Rain Time Snow Data ; ;Name Type Intrvl Catch Source . ·---------------------------------'' OCEANSIDE INTENSITY 1:00 1. 0 TIME SERIES OCEANSIDE [SUBCATCHMENTS] '' Total Pent. Pent. Curb Snow ; ;Name Raingage Outlet Area Imperv Width Slope Length Pack . ·-------------------------------------------------------------- --------------------------------'' DMA-1 OCEANSIDE BR-1 3.898 75.07 164 1 0 F'l BR-1 OCEANSIDE DIV-1 0.104086 0 10 0 0 DMA-2 OCEANSIDE BR-2 1.155 90.99 274 1 0 BR-2 OCEANSIDE DIV-2 0.046143 0 10 0 0 DMA-3 OCEANSIDE BR-3 2.006 82.32 278 2 0 BR-3 OCEANSIDE DIV-3 0.069949 0 10 0 0 DMA-4 OCEANSIDE BR-4 0.302 51.77 96 5 0 BR-4 OCEANSIDE DIV-4 0.004614 0 10 0 0 DMA-5 OCEANSIDE BR-5 0.273 50.82 88 4 0 BR-5 OCEANSIDE DIV-5 0.004224 0 10 0 0 DMA-6 OCEANSIDE BR-6 0.667 84.51 268 1 0 BR-6 OCEANSIDE DIV-6 0.010376 0 10 0 0 ST-1 OCEANSIDE POC-1 0.462 0 57 50 0 ST-2 OCEANSIDE POC-1 0.029 0 12 50 0 ST-3 OCEANSIDE POC-2 0.063 0 12 50 0 ST-4 OCEANSIDE POC-2 0.210 0 25 50 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv Pct Zero RouteTo PctRouted ··--------------------------------------------'' ---------------------------------------- DMA-1 0.012 0.15 0.05 0.1 25 OUTLET BR-1 0.012 0.15 0.05 0.1 25 OUTLET DMA-2 0.012 0.15 0.05 0.1 25 OUTLET BR-2 0.012 0.15 0.05 0.1 25 OUTLET DMA-3 0.012 0.15 0.05 0.1 25 OUTLET "l ec:J POST_ DEV lJ.J BR-3 0.012 0.15 0.05 0.1 25 OUTLET DMA-4 0.012 0.15 0.05 0.1 25 OUTLET BR-4 0.012 0.15 0.05 0.1 25 OUTLET ,.,,, DMA-5 0.012 0.15 0.05 0.1 25 OUTLET BR-5 0.012 0.15 0.05 0.1 25 OUTLET DMA-6 0.012 0.15 0.05 0.1 25 OUTLET BR-6 0.012 0.15 0.05 0.1 25 OUTLET ST-1 0.012 0.15 0.05 0.1 25 OUTLET ST-2 0.012 0.15 0.05 0.1 25 OUTLET ST-3 0.012 0.15 0.05 0.1 25 OUTLET ST-4 0.012 0.15 0.05 0.1 25 OUTLET [ INFILTRATION] ;;Subcatchment Suction HydCon IMDmax . ·--------------------------------------------'' DMA-1 9 0.01875 0.33 F-1 BR-1 9 0.01875 0.33 DMA-2 9 0.01875 0.33 BR-2 9 0.01875 0.33 DMA-3 9 0.01875 0.33 BR-3 9 0.01875 0.33 DMA-4 9 0.01875 0.33 BR-4 9 0.01875 0.33 DMA-5 9 0.01875 0.33 BR-5 9 0.01875 0.33 DMA-6 9 0.01875 0.33 BR-6 9 0.01875 0.33 ST-1 9 0.01875 0.33 ST-2 9 0.01875 0.33 ST-3 9 0.01875 0.33 ST-4 9 0.01875 0.33 ~ [LID_CONTROLS] '' Type/Layer Parameters . ·----------------------------------'' BR-1 BC BR-1 SURFACE 13 .05 0.05 0 0 5 BR-1 SOIL 18 0.4 0.2 0.1 5 5 1. 5 BR-1 STORAGE 12 0.67 0 0 BR-1 DRAIN 0.1652 0.5 0 6 l.d BR-2 BC BR-2 SURFACE 9.98 0.05 0 0 5 ~""""'."! BR-2 SOIL 18 0.4 0.2 0.1 5 5 1. 5 BR-2 STORAGE 12 0. 67 0 0 BR-2 DRAIN 0. 662 6 0.5 0 6 BR-3 BC BR-3 SURFACE 9.50 0.05 0.1 1. 0 5 BR-3 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-3 STORAGE 12 0.67 0 0 BR-3 DRAIN 0.3347 0.5 0 6 BR-4 BC BR-4 SURFACE 6.84 0.05 0 .1 1. 0 5 BR-4 SOIL 18 0.4 0.2 0.1 5 5 1. 5 BR-4 STORAGE 12 0.67 0 0 BR-4 DRAIN 1. 65 65 0.5 0 6 BR-5 BC BR-5 SURFACE 7.18 0.05 0.1 1. 0 5 r""'I BR-5 SOIL 18 0.4 0.2 0.1 5 5 1. 5 ~ BR-5 STORAGE 12 0. 67 0 0 BR-5 DRAIN 1. 8096 0.5 0 6 r, BR-6 BC BR-6 SURFACE 18.43 0.05 0.1 1. 0 5 BR-6 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-6 STORAGE 18 0.67 0 0 BR-6 DRAIN 0.7366 0.5 0 6 .r [LID_USAGE] ;;Subcatchment File LID Process Number Area POST_DEV Width InitSatur Fromimprv ToPerv Report ··----------------------------------------------------------------------------------------------'' BR-1 BR-2 BR-3 BR-4 BR-5 BR-6 [OUTFALLS] ;;Name BR-1 1 BR-2 1 BR-3 1 BR-4 1 BR-5 1 BR-6 1 Invert Outfall Elev. Type 4534 0 2010 0 3047 0 201 0 184 0 452 0 Stage/Table Time Series . ·--------------------------------------------------'' POC-1 POC-2 [DIVIDERS] ; ;Name 0 FREE 0 FREE Invert Diverted Elev. Link . ·----------------------------------------'' DIV-1 DIV-2 DIV-3 DIV-5 DIV-4 DIV-6 [STORAGE] 0 0 0 0 0 0 ,, Invert ;;Name Elev. Infiltration Parameters . ·----------------------'' BASIN-1 0 BASIN-2 0 BASIN-3 0 BASIN-4 0 BASIN-5 0 BASIN-6 0 [CONDUITS] '' Inlet Max. BYPASS-1 BYPASS-2 BYPASS-3 BYPASS-5 BYPASS-4 BYPASS-6 Max. Depth 2 1.25 1.25 0.83 0.83 1. 50 Init. Depth 0 0 0 0 0 0 Outlet Divider Type ---------- CUTOFF CUTOFF CUTOFF CUTOFF CUTOFF CUTOFF Storage Curve TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR 0 0 0 0 0 0 Tide Gate NO NO Parameters ---------- 0.05676 0.09847 0.07633 0.02582 0.02582 0.03210 Curve Pa rams BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 0 0 0 0 0 0 Manning ; ;Name Node Node Length N Flow ··------------------------------------------------------------------'' ----------- BYPASS-1 DIV-1 BASIN-1 10 0.01 0 BYPASS-2 DIV-2 BASIN-2 10 0.01 0 BYPASS-3 DIV-3 BASIN-3 10 0.01 0 BYPASS-4 DIV-4 BASIN-4 10 0.01 0 BYPASS-5 DIV-5 BASIN-5 10 0.01 0 BYPASS-6 DIV-6 BASIN-6 10 0.01 0 UDRAIN-1 DIV-1 POC-1 10 0.01 0 UDRAIN-2 DIV-2 POC-2 10 0.01 0 UDRAIN-3 DIV-3 POC-2 10 0.01 0 UDRAIN-4 DIV-4 POC-1 10 0.01 0 100 0 100 0 100 0 100 0 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ponded Evap. Area Frac. 6602 1 3207 1 3993 1 391 1 477 1 1882 1 Inlet Outlet Init. Offset Offset Flow ---------- ------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UDRAIN-5 0 UDRAIN-6 0 [OUTLETS] '' Flap ; ;Name Gate . ·--------------'' 1 NO 2 NO 4 NO 3 NO 5 NO 6 NO [XSECTIONS] ; ;Link . ·--------------'' BYPASS-1 BYPASS-2 BYPASS-3 BYPASS-4 BYPASS-5 BYPASS-6 UDRAIN-1 UDRAIN-2 UDRAIN-3 UDRAIN-4 UDRAIN-5 UDRAIN-6 [LOSSES] ; ;Link ~ ' ' . ·--------------'' [CURVES] ; ;Name ··--------------'' OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 POST_ DEV DIV-5 POC-2 10 0.01 0 0 DIV-6 POC-1 10 0.01 0 0 Inlet Outlet Outflow Outlet Qcoeff/ Node Node Height Type QT able ------------------------------------------------------------------------- BASIN-1 POC-1 0 TABULAR/HEAD OUTLET-1 BASIN-2 POC-2 0 TABULAR/HEAD OUTLET-2 BASIN-4 POC-1 0 TABULAR/HEAD OUTLET-4 BASIN-3 POC-2 0 TABULAR/HEAD OUTLET-3 BASIN-5 POC-2 0 TABULAR/HEAD OUTLET-5 BASIN-6 POC-1 0 TABULAR/HEAD OUTLET-6 Shape Geoml Geom2 Geom3 Geom4 Barrels ------------------------------------------------ DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 DUMMY 0 0 0 Inlet Outlet Average Flap Gate ------------------------------ ---------- Type X-Value Y-Value -------------------- ---------- Rating 0.000 0.000 0.042 0.003 0.083 0.010 0.125 0.016 0.167 0.019 0.208 0.022 0.250 0.025 0. 292 0.027 0.333 0.029 0.375 0.031 0.417 0.033 0.458 0.035 0.500 0.037 0.542 0.038 0.583 0.040 0.625 0.041 0.667 0.043 0.708 0.044 0.750 0.046 0.792 0.047 0.833 0.048 0.875 0.050 0.917 0.051 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 0 0 Qexpon --------- (~ ktiJ POST_ DEV ·~ OUTLET-1 0.958 0.052 OUTLET-1 1. 000 0.053 OUTLET-1 1.042 0.107 r, OUTLET-1 1. 083 0.205 OUTLET-1 1.125 0.330 OUTLET-1 1.167 0.479 OUTLET-1 1. 208 0.648 ~ OUTLET-1 1.250 0.835 OUTLET-1 1.292 1. 037 OUTLET-1 1. 333 1.255 OUTLET-1 1. 375 1. 750 OUTLET-1 1. 417 2.477 f""t OUTLET-1 1. 458 3.358 OUTLET-1 1. 500 4. 367 OUTLET-1 1. 542 5.486 OUTLET-1 1. 583 6.705 f~ OUTLET-1 1. 625 8.015 OUTLET-1 1. 667 9.410 OUTLET-1 1. 708 10.885 OUTLET-1 1. 750 12.436 OUTLET-1 1. 792 14.058 OUTLET-1 1.833 15.749 OUTLET-1 1.875 17.506 OUTLET-1 1.917 19.327 OUTLET-1 1. 958 21.209 OUTLET-1 2.000 23.150 k~ OUTLET-2 Rating 0.000 0.000 OUTLET-2 0.042 0. 026 OUTLET-2 0.083 0.075 OUTLET-2 0.125 0.137 ~ OUTLET-2 0.167 0 .211 OUTLET-2 0.208 0.288 OUTLET-2 0.250 0.333 OUTLET-2 0.292 0 .372 OUTLET-2 0.333 0.408 OUTLET-2 0.375 0.441 OUTLET-2 0.417 0.471 ~ OUTLET-2 0.458 0.500 OUTLET-2 0.500 0.527 OUTLET-2 0.542 0.869 OUTLET-2 0.583 1.472 OUTLET-2 0.625 2.244 OUTLET-2 0.667 3.154 OUTLET-2 0.708 4.182 "'""I OUTLET-2 0.750 5.316 OUTLET-2 0.792 6.546 OUTLET-2 0.833 7.866 OUTLET-2 0.875 9. 2 69 OUTLET-2 0.917 10.750 OUTLET-2 0.958 12.306 OUTLET-2 1.000 13.933 OUTLET-2 1.042 15.629 OUTLET-2 1.083 17.390 OUTLET-2 1.125 19.213 OUTLET-2 1.167 21.098 r-, OUTLET-2 1. 208 23.042 OUTLET-2 1.250 25.043 : ~ OUTLET-3 Rating 0.000 0.000 OUTLET-3 0.042 0.026 OUTLET-3 0.083 0.075 OUTLET-3 0.125 0.137 OUTLET-3 0.167 0.211 OUTLET-3 0.208 0.288 OUTLET-3 0.250 0.333 OUTLET-3 0.292 0.372 OUTLET-3 0.333 0.408 OUTLET-3 0.375 0.441 OUTLET-3 0.417 0.471 ~, OUTLET-3 0.458 0.500 Ind F7'\ 1\ POST_ DEV OUTLET-3 0.500 0.527 OUTLET-3 0.542 0.869 OUTLET-3 0.583 1.472 OUTLET-3 0.625 2.244 OUTLET-3 0.667 3.154 OUTLET-3 0.708 4.182 OUTLET-3 0.750 5.316 OUTLET-3 0.792 6.546 OUTLET-3 0.833 7.866 ~ OUTLET-3 0.875 9. 269 OUTLET-3 0.917 10.750 OUTLET-3 0.958 12.306 r"'\ OUTLET-3 1. 000 13.933 OUTLET-3 1. 042 15.629 OUTLET-3 1. 083 17.390 OUTLET-3 1.125 19.213 P"'1 OUTLET-3 1.167 21.098 OUTLET-3 1.208 23.042 OUTLET-3 1.250 25.043 OUTLET-4 Rating 0.000 0.000 OUTLET-4 0.042 0.002 OUTLET-4 0.083 0.005 OUTLET-4 0.125 0.008 OUTLET-4 0.167 0.010 OUTLET-4 0.208 0. 011 OUTLET-4 0.250 0.012 OUTLET-4 0.292 0.014 OUTLET-4 0.333 0.015 ~ OUTLET-4 0.375 0.332 OUTLET-4 0.417 0. 911 OUTLET-4 0.458 1. 662 OUTLET-4 0.500 2.549 OUTLET-4 0.542 3.557 CG'\ OUTLET-4 0.583 4.670 OUTLET-4 0.625 5.880 OUTLET-4 0.667 7.181 OUTLET-4 0.708 8. 565 OUTLET-4 0.750 10.028 OUTLET-4 0. 792 11.566 OUTLET-4 0.833 13.176 OUTLET-5 Rating 0.000 0.000 r:14 OUTLET-5 0.042 0.002 OUTLET-5 0.083 0.005 OUTLET-5 0.125 0.008 OUTLET-5 0.167 0.010 OUTLET-5 0.208 0. 011 OUTLET-5 0.250 0.012 OUTLET-5 0.292 0.014 OUTLET-5 0.333 0.015 OUTLET-5 0.375 0.332 ~ OUTLET-5 0.417 0.912 OUTLET-5 0.458 1. 662 OUTLET-5 0.500 2.550 OUTLET-5 0.542 3.557 OUTLET-5 0.583 4.670 OUTLET-5 0.625 5.880 OUTLET-5 0.667 7.181 OUTLET-5 0.708 8. 565 OUTLET-5 0.750 10.028 r9 OUTLET-5 0.792 11. 566 OUTLET-5 0.833 13.176 ~ OUTLET-6 Rating 0.000 0.000 P"I OUTLET-6 0.042 0.042 OUTLET-6 0.083 0.083 OUTLET-6 0.125 0.125 OUTLET-6 0.167 0 .167 OUTLET-6 0.208 0.208 OUTLET-6 0.250 0.250 """ r",'1. ~· POST_ DEV ' 1 OUTLET-6 0. 292 0.292 OUTLET-6 0.333 0.333 OUTLET-6 0.375 0.375 OUTLET-6 0.417 0.417 OUTLET-6 0.458 0.458 OUTLET-6 0.500 0.500 OUTLET-6 0.542 0.542 OUTLET-6 0.583 0.583 OUTLET-6 0.625 0.625 OUTLET-6 0.667 0.667 OUTLET-6 0.708 0.708 OUTLET-6 0.750 0.750 OUTLET-6 0. 792 0.792 ~ OUTLET-6 0.833 0.833 OUTLET-6 0.875 0.875 OUTLET-6 0.917 0.917 ~ OUTLET-6 0.958 0.958 OUTLET-6 1. 000 1.000 OUTLET-6 1. 042 1.042 OUTLET-6 1. 083 1. 083 OUTLET-6 1.125 1.125 OUTLET-6 1.167 1.167 OUTLET-6 1. 208 1.208 OUTLET-6 1. 250 1. 250 OUTLET-6 1.292 1. 292 OUTLET-6 1. 333 1. 333 OUTLET-6 1. 375 1. 375 ~ OUTLET-6 1.417 1. 41 7 OUTLET-6 1. 458 1.458 OUTLET-6 1. 500 1. 500 OUTLET-6 1. 542 3. 604 OUTLET-6 1. 583 4. 717 OUTLET-6 1.625 5.928 OUTLET-6 1.667 7.228 '"'"" OUTLET-6 1.708 8.613 OUTLET-6 1. 750 10.076 OUTLET-6 1. 792 11. 615 OUTLET-6 1. 833 13.225 !7"1 OUTLET-6 1.875 14.903 OUTLET-6 1.917 16.648 OUTLET-6 1. 958 18.456 OUTLET-6 2.000 20.325 y:~ BASIN-1 Storage 0.00 5332 BASIN-1 0.08 5401 BASIN-1 0.17 5469 BASIN-1 0.25 5538 BASIN-1 0.33 5607 BASIN-1 0.42 5676 BASIN-1 0.50 5746 BASIN-1 0.58 5816 BASIN-1 0.67 5886 '~ BASIN-1 0.75 5956 BASIN-1 0.83 6027 ~"'',j BASIN-1 0. 92 6098 BASIN-1 1. 00 6169 ~~ BASIN-1 1. 08 6241 BASIN-1 1.17 6312 BASIN-1 1.25 6384 BASIN-1 1. 33 6457 BASIN-1 1. 42 6529 ~ BASIN-1 1. 50 6602 BASIN-1 1. 58 6602 BASIN-1 1. 67 6602 BASIN-1 1. 75 6602 r9 BASIN-1 1. 83 6602 BASIN-1 1. 92 6602 BASIN-1 2.00 6602 BASIN-2 Storage 0.00 2450 f'':"""l BASIN-2 0.08 2500 POST_ DEV BASIN-2 0.17 2550 BASIN-2 0.25 2600 BASIN-2 0.33 2649 -' I BASIN-2 0.42 2700 _I BASIN-2 0.50 2750 BASIN-2 0.58 2800 BASIN-2 0.67 2850 --, BASIN-2 0.75 2901 BASIN-2 0.83 2952 BASIN-2 0.92 3003 BASIN-2 1. 00 3053 BASIN-2 1. 08 3105 -"', BASIN-2 1.17 3156 BASIN-2 1. 25 3207 BASIN-3 Storage 0.00 3390 r-rr~ BASIN-3 0.08 3429 BASIN-3 0.17 3468 BASIN-3 0.25 3507 BASIN-3 0.33 3547 BASIN-3 0.42 3587 BASIN-3 0.50 3626 LJ!ii:il BASIN-3 0.58 3666 BASIN-3 0.67 3707 BASIN-3 0.75 3747 '""i BASIN-3 0.83 3788 BASIN-3 0.92 3828 ~--"" BASIN-3 1. 00 3869 BASIN-3 1. 08 3910 BASIN-3 1.17 3952 BASIN-3 1.25 3993 BASIN-4 Storage 0.00 260 BASIN-4 0.08 271 BASIN-4 0.17 282 BASIN-4 0.25 294 BASIN-4 0.33 307 BASIN-4 0.42 320 BASIN-4 0.50 333 BASIN-4 0.58 347 BASIN-4 0.67 361 BASIN-4 0.75 376 BASIN-4 0.83 391 f~ BASIN-5 Storage 0.00 263 BASIN-5 0.08 280 BASIN-5 0.17 297 BASIN-5 0.25 316 BASIN-5 0.33 336 BASIN-5 0.42 357 BASIN-5 0.50 379 BASIN-5 0.58 402 ,--,, BASIN-5 0.67 426 BASIN-5 0.75 451 BASIN-5 0.83 477 ~ BASIN-6 Storage 0.00 969 BASIN-6 0.08 1018 Ld BASIN-6 0.17 1068 BASIN-6 0.25 1118 BASIN-6 0.33 1167 :""'I BASIN-6 0.42 1217 BASIN-6 0.50 1267 BASIN-6 0.58 1317 BASIN-6 0.67 1367 BASIN-6 0.75 1417 BASIN-6 0.83 1467 BASIN-6 0.92 1518 BASIN-6 1. 00 1568 BASIN-6 1. 08 1619 .C'=\ BASIN-6 1.17 1670 =.; r~ '~aJ .""'I 2Ji))jj p~ ~ """l r""1 '~ BASIN-6 BASIN-6 BASIN-6 BASIN-6 [TIMESERIES] ;;Name ,,-------------- OCEANSIDE [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] 1.25 1. 33 1. 42 1. 50 1722 1775 1828 1882 Date Time Value FILE "OsideRain.prn" POST_DEV DIMENSIONS -1761.648 2633.657 9397.248 7543.070 Units None [COORDINATES] ; ;Node X-Coord Y-Coord ,,-------------------------------------------------- POC-1 676.909 2962.278 POC-2 7024.606 2856.812 DIV-1 676.909 5012.261 DIV-2 3856.279 4838.250 DIV-3 6550.012 4827.696 DIV-5 7631.032 4906.795 DIV-4 1906.679 5056.298 DIV-6 2932.784 2959.195 BASIN-1 -1241.242 5012.261 BASIN-2 3439.424 4023.779 BASIN-3 4928.482 4827.696 BASIN-4 2618.539 4581.724 BASIN-5 8890.025 4906.795 BASIN-6 2932.784 3824.971 [VERTICES] ; ;Link X-Coord Y-Coord . ·--------------------------------------------------'' [Polygons] ;;Subcatchment X-Coord Y-Coord . ·--------------------------------------------------'' DMA-1 683.501 6653.566 DMA-1 683.501 6653.566 BR-1 676.909 5842.801 DMA-2 3824.213 6819.916 BR-2 3837.039 5511. 632 DMA-3 6404.997 6726.073 BR-3 6477.505 5579.137 DMA-4 1900.266 6691.653 BR-4 1906.679 5800.224 DMA-5 7571. 708 6824.947 BR-5 7617.849 5651.645 DMA-6 4080.740 2279.400 BR-6 3439.424 2696.255 ST-1 -1254.425 4063.072 ST-2 -1267.835 3055.392 ST-3 6022.685 2856.812 ST-4 8758.193 2916.136 [SYMBOLS] ; ;Gage X-Coord Y-Coord . ·-------------------------------- ------------------'' OCEANSIDE 4279.661 7319.915 ATTACHMENT 7 EPA SWMM FIGURES AND EXPLANATIONS Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both pre-development and post-development conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weir as a discharge, and outfalls (point of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model, typical values found in technical literature (such as Maidment's Handbook of Hydrology). Recommended values for the SWMM model have been attained from the Model BMP Design Manual San Diego Region. Soil characteristics of the existing soils were determined from the NRCS Web Soil Survey (located in Attachment 8 of this report). Some values incorporated within the SWMM model have been determined from the professional experience of REC using conservative assumptions that have a tendency to increase the size of the needed BMP and also generate a long-term runoff as a percentage of rainfall similar to those measured in gage stations in Southern California by the USGS. A technical document prepared by Tory R Walker Engineering for the Cities of San Marcos, Oceanside and Vista (Reference [1]) can also be consulted for additional information regarding typical values for SWMM parameters. PRE-DEVELOPED CONDITION ft SWMM S • PR£..0£V .inp • (Study Alee M-,J ----------- -~-. ~~-=x- ___ ----~------------ f}; fil• (d~ ~-froject .Report !ools Jriindow t:Jelp Data Map Title/Notes I Options i-Cimatology $ Hychology Rain Gages S..t>eatclment I Aquiers Snow Packs Uri Hydrogr LID Lllnhols wves Time Series TimePllttems ' C Ill j 1 + -,ti • • t i Rain Gages ,.,.,.,u.11•1 9 ~ 0 'v <> = El (? ~ 9 © T OCEANSIDE OMA DMA-1b . .. POC-1 T • DMA-2a .. OMA-2b .. Auto-Length:Off ·I Dlfsets:Depth ·I Flow Uris:CFS • ii Zooml~100:t X,Y:7426.7.((),10000.0CIJ Rain Gage OCEANSIDE ijj Outfall POC-1 Property Value Property Name jOCEANSIDE Name . . .. _ ........................ ~ ......... ~ ............... · X-Coordinate 4331.502 X-Coordinate Y -Coordinate 7545.788 Y-Coordinate Description Description Tag Tag Rain Format INTENSITY Inflows Time Interval 1 :00 Treatment Snow Catch Factor 1.0 Invert El. Data Source TIMESERIES Tide Gate Type · File Name · Station ID · Rain Units IN Series Name User-assigned name of rain gage Value [POC-1 .............................. ; 2235.772 2571 .138 NO NO 0 NO FREE User-assigned name of outfall Subcatchment DMA-la ii Property Value Name iDMA-1a ' ? .,. ........ .-.............. ~·········· ..... ; X-Coordinate 1726.695 Y-Coordinate 6271.186 Description Tag ---Rain Gage OCEANSIDE ---Outlet POC-1 Area 3.83 Width 278 % Slope 3 % lmperv 0 N-lmperv 0.012 N-Perv 0.15 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit [GREEN_AMPT Value \9 ............................................................ ; 0.01875 0.33 Subcatchment DMA-lb ii Property Value Name 1~D~A-1b.,. ..... ~ ..... W .. ~"···· ... ,.· X-Coordinate 3040.254 Y-Coordinate 16271.186 Description Tag Rain Gage OCEANSIDE Outlet POC-1 Area 0.347 Width 296 % Slope 50 % lmperv 0 N-lmperv 0.012 N-Perv 0.15 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 ---Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit I GREEN_AM PT Value i9 ........................................................ · 0.01875 0.33 Outfall POC-2 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type Series Name Value )POC-2 :....~ ....................................... ...,.,. ............... . 5593.220 2711 .864 NO NO 0 NO FREE User-assigned name of outfall Subcatchment DMA-2a Property Name X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet Area Width % Slope Value lDMA-2a ......•....•...•..........••. 4819.915 6122.881 OCEANSIDE POC-2 4.724 514 3 % lmperv 0 N-lmperv 0.01 2 N-Perv 0.15 Dstore-lmperv 0.05 Dstore-Perv %Zero-I mperv Subarea Routing Percent Routed Infiltration Groundwater Snow Pack 0.1 25 OUTLET ,00 GREEN_AMPT NO LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit [ GREEN_AMPT Value /9 ; ............................................................... ; 0.01875 0.33 Subcatchment DMA-2b Property Value Name iDMA-2b t,..,,.,.,.,. .... ,.,.,,,,u,u.u.ou~•"'"-~uuu,u,,ul X-Coordinate 6737.288 Y -Coordinate 6197.034 Description t Tag Rain Gage OCEANSIDE Outlet POC-2 Area 0.405 Width 441 % Slope 50 % lmperv 0 N-lmperv 0.012 N·Perv 0.15 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE [ Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit Value :9 · ............................................................... ; 0.01875 0.33 POST-DEVELOPED CONDITION ,.. ..... e,... ..... i-....... o ,u1a •• 11 '°"'IILC:UCl't. , a +<\ )(ii -.. .. -. -10 °=-: -.. _ ..... -.. _ ....... (} -. --0 -.. -T ;: ... :-----.... --·-.... -- -· • ... • ·--·--..... ---· --"-="-'----"'' . -.. • • ti ... • .,, • Rain Gage OCEANSIDE Property Name X-Coordinate Y -Coordinate Description Tag Rain Format Time Interval Snow Catch Factor Data Source ... -- Value OCEANSIDE 4279.661 7319.915 INTE NSITY 1:00 1.0 TIMESERIES ..... • ... • .... · File Name -Station ID 1·:::::::::.:::.:::::::::::::::::.::::::::::::::::::::::::=i -Rain Units IN I Name of rainfall data file ... • - ....., • .. , • B ..... • Outfall POC-1 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Series Name ....., • ., • ..... • ... • Value POC-1 676.909 2962.278 NO NO 0 NO FREE .. . • Subcatc:hment DMA-1 Property Value Name DMA-1 X-Coordinate ~83.501 Y -Coordinate 6653.566 Description Tag Rain Gage I OCEANSIDE Outlet f BR-1 Area 4.536 Width 192 % Slope % lmperv 76.97 ----N-lmperv 0.012 N-Perv [0.15 ............................ ...! D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 Mannings N for pervious area Infiltration E.ditor Infiltration Method Property Suction Head Conductivity Initial D elicit [ GREEN_AMPT __ T_.I I value is ............................................................ , 0.01875 0.3 Subcatchment DMA-4 ~ Property Name DMA-4 X-Coordinate 1900.266 Y-Coordinate 6691 .653 Description Tag Rain Gage OCEANSIDE Outlet BR-4 Area 0.281 Width 89 % Slope 5 %1mperv 54.31 N·lmperv 0.012 N-Perv [0.15 ...... ,.. ...... , .................... ..! D store·I mperv 0.05 Dstore-Perv 0.1 %Zero·lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 Mannings N for pervious area Infiltration Edit or Infiltration Method [ GREEN_AMPT Tl Property I value Suction Head 11_.s ....................................................... , Conductivity 0.225 Initial Deficit 0.33 Subcatchment BR-1 I p ....... Value Name BR-1 ---X-Coordinate 676.909 Y-Coordinate 5842.801 Description Tag Rain Gage OCEANSIDE Outlet JD1v-1 Area 0.142149 Width 10 % Slope 0 % lmperv 0 N-lmperv 0.012 N-Perv 0.15 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration ! ...................................... d 1GREEN_AMPT ••• ;. ....................................... Groundwater NO Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE Curb Length 0 Infiltration parameters (click to edit) Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit [GREEN_A~ 3 Jvalue I i 9 •••v•""""····""'"·'".""'"··"""'••••.••,.••,.' 0.01875 0.3 Subcatchment BR-4 j Property Value Name BR-4 X-Coordinate 1906.679 Y-Coordinate 5800.224 Description Tag Rain Gage OCEANSIDE Outlet DIV-4 Area 0.004614 Width 10 % Slope 0 % lmperv 0 N-lmperv 0.012 N-Perv 0.15 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration r··························· ........... d [GREEN_AMPT ..... Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 Infiltration parameters (click to edit) Infiltration Ed itor Infiltration Method Property Suction Head Conductivity Initial Deficit I GREEN_AMPT -• l I value [9 ............................................................ · 0.01875 0.3 - Subcatchment ST-1 ~ Property Name l ST -1 X-Coordinate -1254.425 Y -Coordinate 4063.072 Description +-Tag Rain Gage OCEANSIDE Outlet POC-1 Area 0.487 ---Width 60 % Slope 50 % lmperv 0 N·lmperv 10.01 2 ......... " ................. ._J N-Perv 0.15 D store-lmperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 Mannings N for impervious area Infi It ration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit [ GREEN_AMPT I value :s ............................................................ , 0.01875 0.3 Subcatchment ST-2 ! Property Value Name ST-2 X-Coordinate -1267.835 Y-Coordinate 3055.392 Description Tag Rain Gage OCEANSIDE Outlet POC-1 Area 0.026 Width 11 % Slope 50 % lmperv 0 N-lmperv to.012 ................................ ..! N-Perv 0.15 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 Mannings N for impervious area Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit !GREEN_AMPT _j I value is ............................................................ · 0.01875 0.3 Outfall POC-2 liil I Property Value Name !POC-2 '\ .............................................. ._. ...... : X-Coordinate 7024.606 Y -Coordinate 2856.812 Description Tag Inflows NO Treatment NO Invert El. 0 Tide Gate NO Type FREE Series Name User-assigned name of outfall Subcatchment DMA-2 iii Property Value Name jDMA-2 ;,..,,._,,.,...._.,.,.,_,,.,,u.,,.._, __ ,, __ ,.,,.,,,,,.: X-Coordinate 3824.213 Y-Coordinate 6819.916 Description Tag Rain Gage OCEANSIDE Outlet BR-2 Area 1.155 Width 274 % Slope 1 % lmperv 90.99 N·lmperv 0.012 N-Perv 0.15 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Per!=ent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit I GREEN_AMPT Value )9 · ............................................................... ; 0.01 875 0.3 Subcatchment DMA-3 fg Property Value I Name jDMA-3 ! -_'\uo•oo;•••••<OC.A OUJ..O.t-''-U.l''-'-'''"-'-U'>-"'> X-Coordinate 6404.997 Y -Coordinate 6726.073 ----Description I Tag I -Rain Gage OCEANSIDE ·-Outlet BR-3 Area 2.006 Width 278 --% Slope 2 % lmperv 82.32 ---N-lmperv 0.01 2 N-Perv 0.15 D store-I mperv 0.05 ' Dstore-Perv 0.1 -%Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit [ GREEN_AMPT Value \9 · ................................................................ · 0.01875 0.3 Subcatchment DMA-5 Property Name X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet Area Width % Slope ---% lmperv ---N-lmperv N-Perv D store-lmperv Dstore-Perv %Zero-lmperv Subarea Routing Percent Routed Infiltration Groundwater Snow Pack Value iDMA-5 . l ,.._,.,,,,..,.,.,.,.,,.,..,_,,,,,.,,,,,u, .. ,.,,j 7571 .708 6824.947 OCEANSIDE BR-5 0.273 88 4 49.13 0.012 0.15 0.05 0.1 25 OUTLET 100 GREEN_AMPT NO LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Ed itor Infiltration Method Property Suction Head Conductivity Initial Deficit §EEN_AMPT Value [9 ............................................................ ; 0.01875 0.3 -·-- Subcatchment BR-2 ii Property Value Name iBR-2 i . ' -....... _._ ...... ~~ .......... -.. ......_ .... ,.. ....... _ .. ,· X-Coordinate 3837.039 ----Y -Coordinate 5511 .632 ---Description I II Tag I ---Rain Gage OCEANSIDE ----Outlet DIV-2 ---Area 0.046143 Width 10 % Slope 0 % lmperv 0 ---N-lmperv 0.012 N-Perv 0.15 D store-I mperv 0.05 Dstore-Perv 0.1 -%Zero-lmperv 25 .~ Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE ---Curb Length 0 1 User-assigned name of subcatchment I Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit I GREEN_AMPT I Value .:9 ............................................................ . 0.01875 0.3 Subcatchment BR-3 ,, Ii] Property I value I Name .1BR -3 ' -;,, ............. _ ..... _ ................. ._._ .. : X-Coordinate 6477.505 ----Y -Coordinate 5579.137 ----Description I t--I Tag ---Rain Gage OCEANSIDE ----Outlet DIV-3 ---Area 0.069949 " Width 10 % Slope 0 % lmperv 0 ---N-lmperv 0.012 -N-Perv 0.15 D store-I mperv 0.05 D store-Perv 0.1 -%Zero-lmperv 25 Subarea Routing OUTLET -Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack I LID Controls 11 --[Land Uses 0 [ 1 nitial Buildup NONE - /Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit Value is ..................................................... .,., ... · 0.01875 0.3 Subcatchment BR-5 ii Subcatchment ST-3 g] Property Value Property Value Name ':BR-5 1 ~.,. .. -.......... ., .. ., ...................... ~ . .! Name !.ST-3 l.k"~"""'""WV!.J'"'-'''-'-'''""'""''"'"-"l X-Coordinate 7617.849 X-Coordinate 6022.685 Y -Coordinate 5651.645 Y-Coordinate 2856.812 Description l Description Tag Tag Rain Gage OCEANSIDE Rain Gage OCEANSIDE Outlet DIV-5 Outlet POC-2 Area 0.004224 Area 0.063 Width 10 Width 12 % Slope 0 % Slope 50 % lmperv 0 % lmperv 0 N-lmperv 0.01 2 N·lmperv 0.012 N-Perv 0.15 N-Perv 0.15 Dstore-lmperv 0.05 D store-lmperv 0.05 Dstore-Perv 0.1 D store-Perv 0.1 %Zero-lmperv 25 %Zero·lmperv 25 Subarea Routing OUTLET Subarea Routing OUTLET Percent Routed 100 Percent Routed 100 Infiltration GREEN_AMPT Infiltration GREEN_AMPT Groundwater NO G roundwaler NO Snow Pack +1 Snow Pack LID Controls LID Controls 0 Land Uses 0 Land Uses 0 Initial Buildup NONE Initial Buildup NONE Curb Length 0 Curb Length 0 J User-assigned name of subcatchment User-assigned name of subcatchment Infiltration Editor Infiltration Editor Infiltration Method [ GREEN_AMPT ., I Infiltration Method ( GREEN_AMPT Property Value Properly Value Suction Head (9 Suction Head (9 :. .............................. ,.. .... ~ .................................... · ................................................................ · Conductivity 0.01875 Conductivity 0.01875 Initial D elicit 0.3 Initial Deficit 0.3 Subcatchment ST-4 ill Property Value Name ,ST-4 , .. ,,,,,,,00..u••».Uo.t.v..o•~••»A<W•••JO.AA<•••M•••li X-Coordinate 8758.193 Y -Coordinate 2916.136 Description Tag Rain Gage OCEAN SIDE Outlet POC-2 Area 0.210 Width 25 % Slope 50 % lmperv 0 N-lmperv 0.012 N·Perv 0.15 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit [ GREEN_AMPT ~ I Value l9 .......................................................... · 0.01875 0.3 EXPLANATION OF SELECTED VARIABLES Sub-Catchment Areas: Please refer to the attached diagrams that indicate the OMA and Bio-Retention BMPs {BMPs) sub areas modeled within the project site at both the pre and post developed conditions draining to the POCs. Parameters for the pre-and post-developed models include soil type D as determined from the site specific Natural Resources Conservation Service (NRCS) geologic review (attached at the end of this appendix). Suction head, conductivity and initial deficit corresponds to average values expected for these soils types, according to sources consulted, professional experience, and approximate values obtained by the interim Orange County modeling approach. REC selected infiltration values, such that the percentage of total precipitation that becomes runoff, is realistic for the soil types and slightly smaller than measured values for Southern California watersheds. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. Sub-Catchment BMP: The area of bio-filtration must be equal to the area of the development tributary to the bioretention facility (area that drains into a biofiltration, equal external area plus bio-filtration itself). Five (5) decimal places were given regarding the areas of the bio-filtration to insure that the area used by the program for the LID subroutine corresponds exactly with this tributary. LID Usage Editor Control Name Number of Replicate Units [J LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) % of Subcatchment Occupied Top Width of Overland Flow Surface of Each Unit (ft or m] % Initially Saturated % of Impervious Area Treated 6192 100.0 0 0 100 LID Usage Editor Control Name Number of Replicate Units [] LID Occupies Full Subcatchment Area of Each Unit (sq ft 01 sq m) % of Subcatchment Occupied Top Width of Overland Flow Surface of Each Unit (ft or m) % Initially Saturated % of Impervious Area Treated 201 100.0 0 0 100 UD Usage Editor UD Usage Editor Control Name m •J Control Name - 0 Number of Replicate Units 0 Number of Replicate Units m m I r:J LID Occupies Full Subcatchment I!:] LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 2010 Area of Each Unit (sq ft or sq m) 3047 I % of Subcatchment Occupied 100.0 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Top Width of Overland Flow 0 I Surface of Each Unit (ft or m] Surface of Each Unit (ft or m) % Initially Saturated 0 % Initially Saturated 0 I % of Impervious Area Treated 100 % of Impervious Area Treated 100 I UD Usage Editor UD Usage Editor Control Name m ·J Control Name IBm ·] I Number of Replicate Units ~ m Number of Replicate Units 0 m IC] LID Occupies Full Subcatchment IEJ LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 184 Area of Each Unit (sq ft or sq m) 452 % of Subcatchment Occupied 100.0 % of Subcatchment Occupied 100.0 I Top Width of Overland Flow 0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) Surface of Each Unit (ft or ml I % Initially Saturated 0 % Initially Saturated 0 % of Impervious Area Treated 100 % of Impervious Area Treated 100 I I I I UD Control Editor Control Name: mm LID Type: [ Bio-Retention Cell Process Layers: Surface Soil Storage Underdrain Storage Depth 13.CS (in. 01 mm) Vegetation Volume 0.05 Fraction Surf ace Roughness 0 (Manrings n] Surface Slope 0 (percent) UD Control Editor Control Name: Ifill) LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I Storage I Underd,ain I Height 12 (in. or mm) Void Ratio 0.67 (Voids I Soids) Conci.rctiv~y 0 (in/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. ·I ·l UD Control Editor Control Name: LID Type: I Bio-Retention CeU ·I Process Layeis: Surface j Soil I Storage I Urxlerdrain l Thickness 18 (in. 01 mm) Porody 0.4 (volume fraction) Field Capacity 0.2 (volume fraction] Wilting Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. or mm) UD Control Editor Control Name: LID Type: [ Bio-Retention Cell Process Layers: Surface l Soil J Storage J Underdrain l ~----, Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm] 0.1652 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain LID Control Editor Control Name: D LID Type: Process Layers: Surface Soi Storage Underdrain Storage Depth 6.84 (in. or mm) I Vegetation Volume 0.05 Fraction Surface Rough'less 0.1 (Mannings n) Surface Slope 1.0 (percent) I I LID Control Editor Control Name: ml) LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I Storage I Unde!drainl Height 12 [In. or mm) Void Ratio 0.67 (\/aids I Solids) Conductivity 0 I [In/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. I ·I ·I UD Control Editor Control Name: D I LID Type: [ Bio-Retention Cell ·I Process Layers: Surface I Soil I Storage I Underdrain I Thickness 18 (in. or mm) Porosity 0.4 (volume fraction] Field Capacity 0.2 (volume fraction) Wiling Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. 01 mm) UD Control Editor Control Name: LID Type: [ Bio-Reteuion Cel Process Layers: S1..1face I Soi I Storage I Underdrain J '-------, Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm) 1.6565 0.5 0 Note: use a Drain Coefficient of O l the LID unit has no underdrain I I I I UD Control Editor Control Name: LID Type: [ Bio-Retention Cel Process Layers: Surface Soil Sto,age Underiiain Storage Depth 9.98 (in. or mm) Vegetation Volume Fraction SY"face Roughness (Man~ngs n) SlJ'face Slope [percent) UD Control Editor Control Name: LID Type: Process Layers: 0.05 D 0 [ Bio-Retention Cell 1 Surface I Soil I Storage I Underaainl ~~~~~~~~~ Height 12 (in. ormm) Void Ratio 0.67 [\/ oids I Solids) Conductivity 0 (in/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O if the LID 1.11it has an impermeable bottom. UD Control Editor Control Name: LID Type: [ Bio-Retention CeU Process Layers: Surface l Soil I Sto,age I Underdrain I Thickness 18 (in. or mm) Parody (volume fraction) Field Capacity (volume fraction) Wilting Point [volume fraction) Conductivity (in/hr or mm/hr) Conductivity Slope Suction H ead (in. or mm) UD Control Editor Control Name: LID Type: Process Layers: 0.4 0.2 0.1 5 5 1.5 [ Bio-Retention CeU Surface I Soil I Storage I Underdrain l'-----~ Drain Coefficient (in/hr or mm/hr) Drain E~ponent Drain D ff set Height (in. or mm) 0.6626 0.5 0 Note: use a Drain Coefficient of O t the LID unit has no underaain. I UD Control Editor Control Name: LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I StoragE,I Underdrain I Storage Depth 9.50 (in. ormm) Vegetation Vollll1e O.C6 Fraction Surface Roughness 0.1 (Mannings n) Surface Slope 1.0 (percent] UD Control Editor ControlN~e: l!lil] LID Type: [ Bio-Retention Cell Process Layers: Surface Soi Storage Underdrain Height 12 (in. ormm) Void Ratio 0.67 (Voids I Solids) Conductivity 0 (in/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. ... ] UD Control Editor Control Name: LID Type: [ Bio-Retention CeU Process Layers: Surface I Soil I Storage l Underdrainl Thickness 18 (in. or mm) Poros~y 0.4 (volume fraction] Field Capacity 0.2 (volume fraction] Wilting Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. or mm) UD Control Editor Control Name: LID Type: [ Bio-Retention CeU Process Layers: Surface I Soil I Storage I Underdrain l ~---~ Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm] 0.3347 0.5 0 Note: use a Drain Coefficient ci O if the LID unit has no underdrain. I I I I UD Control Editor Control Name: LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I Storage I Underrhin I Storage Depth 7.18 (in. ormm] Vegetation VolLrne 0.05 Fraction Surface Roughness 0.1 (Mannings n] Surface Slope 1.0 (percent] UD Control Editor Control Name: lm LID Type: [ Bio-Retention CeU Process Layers: Surface I Soil I Storage I Underdrainl Height 12 (in. ormm] Void Ratio 0.67 [Voids I Soids] Conductivity 0 (in/hr or mm/hr] Cloggng Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. I ·I UD Control Editor Control Name: LID Type: [ Bio-Retention CeU Process Layers: Surfacel Soil [ Storage 1 Underdrainl Thickness 18 (r1. ormm] Porosity 0.4 (volume fraction] Field Capacity 0.2 (volume fraction] Wilting Point 0.1 (volume fraction] Conductivity 5 (in/hr or mm/hr] Conductivity Slope 5 Suction Head 1.5 (in. or mm] UD Control Editor Control Name: LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I Storage I Underdrain I ~---~ Drain Coefficient (in/hr or mm/hr] Drain Exponent Drain Offset Height (in. or mm] 1.8096 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. UD Control Editor Control Name: LID Type: [ Bio-Retention Cell Process Layers: Surface Soi Storage Underdrain ..... ~_._~-=_..~~~-'-----~ Storage Depth 18.43 (hormm) Vegetation Volume 0.05 Fraction Surface Rou~ness 0.1 I (Mamingsn) Surface Slope --- 1.0 (percent) I I UD Control Editor I Control Name: ram . I LID Type: [ Bio-A etention Cell ·] Process Layers: Sllface I Soil I Storage I Underdrain I I Height 18 (in. or mm) I Void Ratio 0.67 [Voids I Solids) Conductivity 0 (in/hr or mm/hr) Clogging Faclor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. Control Name: 'ram LID Type: [ B io-R etertion Cell ·I Process Layers: SU1face J Soi I Storage I Underdrain I Thickness 18 (hormm) Porosity 0.4 (volume fr~tion) Field Capacity 0.2 (volume fraction) Wilting Point 0.1 (volume fr~tion) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (h ormm) UD Control Editor Control Name: LID Type: I Bio-Retention CeU Process Layers: Surface I Soi I Storage I Underctain I '-------, Drain Coefficient (in/hr or rmi/hr] Drain E~ponent Drain Offset Height (in. or mm) 0.7366 0.5 0 Note: use a Drain Coe/ficient of O if the LID unit has no underdrain. --1 LID Control Editor: Explanation of Significant Variables Storage Depth: The storage depth variable within the SWMM model is representative of the storage volume provided beneath the first surface riser outlet and the engineered soil and mulch components of the bioretention facilities. In those cases where the surface storage has a variable area that is also different to the area of the gravel and amended soil, the SWMM model needs to be calibrated as the LID module will use the storage depth multiplied by the BMP area as the amount of volume stored at the ,, surface. Let A8MP be the area of the BMP (area of amended soil and area of gravel). The proper value of the storage depth So to be included in the LID module can be calculated by using geometric properties of the surface volume. Let Ao be the surface area at the bottom of the surface pond, and let Ai be the surface area at the elevation of the invert of the first row of orifices (or at the invert of the riser if not surface orifices are included). Finally, let hi be the difference in elevation between Ao and Ai. By volumetric definition: A S _ (Ao+Ai) h BMP' D -z i (1) Equation (1) allows the determination of S0 to be included as Storage Depth in the LID module. Porosity: A porosity value of 0.4 has been selected for the model. The amended soil is to be highly sandy in content in order to have a saturated hydraulic conductivity of approximately 5 in/hr. REC considers such a value to be slightly high; however, in order to comply with the HMP Permit, the value recommended by the Copermittees for the porosity of amended soil is 0.4, per Appendix A of the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. Such porosity is equal to the porosity of the gravel per the same document. Void Ratio: The ratio of the void volume divided by the soil volume is directly related to porosity as n/(1-n). As the underdrain layer is composed of gravel, a porosity value of 0.4 has been selected (also per Appendix A of the Final HMP document), which results in a void ratio of 0.4/(1-0.4) = 0.67 for the gravel detention layer. Conductivity: Due to geotechnical concerns all basins will be lined to prevent infiltration. Therefore the conductivity value is set to O in the model for the gravel layer meaning 0 infiltration. Clogging factor: A clogging factor was not used (0 indicates that there is no clogging assumed within the model). The reason for this is related to the fairness of a comparison with the SOHM model and the HMP sizing tables: a clogging factor was not considered, and instead, a conservative value of infiltration was recommended. '' I L _j '-·-' ,--, Drain (Flow) coefficient: The flow coefficient C in the SWMM Model is the coefficient needed to transform the orifice equation into a general power law equation of the form: q = C(H-Hvr (2) where q is the peak flow in in/hr, n is the exponent {typically 0.5 for orifice equation), Ho is the elevation of the centroid of the orifice in inches {assumed equal to the invert of the orifice for small orifices and in our design equal to O) and H is the depth of the water in inches. The general orifice equation can be expressed as: Q _ re D 2 2 (H-Hv) -c -g---4 B 144 12 {3) where Q is the peak flow in cfs, D is the diameter in inches, Cg is the typical discharge coefficient for orifices {0.61-0.63 for thin walls and around 0.75-0.8 for thick walls), g is the acceleration of gravity in ft/s2, and H and Ho are defined above and are also used in inches in Equation (3). It is clear that: (in)x ABMP q hr 12 x 3600 = Q (cf s) {4) !~ r, ATTACHMENT 8 Soils Maps 33" 8'45"N 33" 8' 34' N --Hydrologic Soil Group-San Diego County Area, California R ;;: ~ I ~ ~ i R i I R ~ 476400 N A 476450 476500 476550 47WXJ 476650 476700 476450 476500 476550 47WXJ 476650 476700 Map Scale: 1:2,420 if pmted on A landscape (11" X 8.5") sheet 0 35 70 140 Meters 210 -------========-------------c:::===========~Feet 0 100 200 400 600 Map p-ojection: Web Mercator Ccmeraiordinates: WGS84 Edge tics: lJTlvl Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey ::iiiili Conservation Service 476750 476750 - 476BOO 476850 476BOO 476850 476900 ~ 1il :!; ~ ~ 1il ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ R ~ 11/2/2015 Page 1 of 4 33' 8'45"N 33' 8' 34" N -Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) ._____, Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB D BID D C D CID D D D Not rated or not available Soil Rating Lines ,-., A ...., AID ,-.,,. B ...., BID C ...., CID ...., D .. " Not rated or not available Soil Rating Points • A • AID • B • BID USDA Natural Resources a.ii Conservation Service [J C • CID • D Cl Not rated or not available Water Features Streams and Canals Transportation t+t Rails ,,.., Interstate Highways ,,.., US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 9, Sep 17, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 11 /2/2015 Page 2 of 4 :~ Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Cieneba coarse sandy D Totals for Area of Interest loam, 15 to 30 percent slopes, ero ded Description 16.0 16.0 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, 8/D, and C/D). The groups are defined as follows: Group A Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified USDA Natural Resources = Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0% 11/2/2015 Page 3 of 4 i~ Hydrologic Soil Group-San Diego County Area, California Tie-break Rule: Higher USDA Natural Resources ~ Conservation Service Web Soil Survey National Cooperative Soil Survey 11/2/2015 Page 4 of 4 ATTACHMENT 9 Summary Files from the SWMM Model PRE_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmel t . . . . . . . . . . . . . . . NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN AMPT Starting Date ............ AUG-28-1951 00:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) ************************** Flow Routing Continuity ************************** Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) *************************** Subcatchment Runoff Summary :9 *************************** Subcatchment DMA-la DMA-2a DMA-lb DMA-2b Total Precip in 67 5. 2 6 67 5. 2 6 675. 26 67 5. 2 6 Volume acre-feet 523.664 23.317 392.342 118. 529 0.000 -2.009 Volume acre-feet 0.000 118.529 0.000 0.000 0.000 118. 529 0.000 0.000 0.000 0.000 0.000 Total Run on in 0.00 0.00 0.00 0.00 Analysis begun on: Fri Nov 13 12:43:18 2015 Analysis ended on: Fri Nov 13 12:43:33 2015 Total elapsed time: 00:00:15 Depth inches 675 .260 30.066 505.921 152.841 0.000 Volume 10A6 gal 0.000 38.624 0.000 0.000 0.000 38.624 0.000 0.000 0.000 0.000 Total Evap in 30.42 30.15 27.79 27. 72 Total Infil in 511.16 505.44 482.50 482.05 Total Runoff in 146.58 152. 96 183.33 184.50 Total Runoff 10A6 gal 15.24 19.62 1. 73 2.03 Peak Runoff CFS 3. 92 5 .11 0.39 0.46 Runoff Coe ff 0.217 0.227 0 .271 0.273 POST_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method GREEN AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 00:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) ************************** Flow Routing Continuity ************************** drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used Volume acre-feet 523.574 80.290 105.835 343.641 0.037 -1.190 Volume acre-feet for for for for for for for for for for for for conduit BYPASS-1 Conduit BYPASS-2 Conduit BYPASS-3 Conduit BYPASS-4 Conduit BYPASS-5 Conduit BYPASS-6 Conduit UDRAIN-1 Conduit UDRAIN-2 Conduit UDRAIN-3 Conduit UDRAIN-4 Conduit UDRAIN-5 Conduit UDRAIN-6 Depth inches 675.260 103.551 136.497 443.198 0.048 Volume 10A6 gal ;'"°"1 C""I F"1 L,j Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) .... . ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step *************************** Subcatchment Runoff Summary *************************** 0.000 343.641 0.000 0.000 0.000 342.264 0.000 1.322 0.000 0.000 0.016 60.00 sec 60.00 sec 60.00 sec 0.00 1. 00 POST_DEV 0.000 111. 980 0.000 0.000 0.000 111. 532 0.000 0.431 0.000 0.000 ------------------------------------------------------------------------------------------------------ Total Total Total Total Total Total Peak Runoff Precip Run on Evap Infil Runoff Runoff Runoff Coe ff Subcatchment in in in in in 10A6 gal CFS ------------------------------------------------------------------------------------------------------ DMA-1 675.26 0.00 90.49 125.51 462.74 48.98 4.55 0.685 BR-1 675.26 17329.29 872. 22 0.00 17171.94 48.53 4.58 0.954 DMA-2 67 5. 2 6 0.00 96.04 43.48 544.07 17.06 1. 38 0.806 BR-2 675. 26 13618.51 871.17 0.00 13541. 53 16.97 1. 44 0.947 DMA-3 67 5. 2 6 0.00 89.27 85.99 507.57 27.65 2.39 0.752 BR-3 675.26 14556.10 874.43 0.00 14436.66 27.42 2.47 0.948 DMA-4 67 5. 2 6 0.00 61. 34 233.88 388.43 3.19 0.35 0.575 BR-4 675. 26 25423.68 918.06 0.00 25481.82 3.19 0.36 0.976 DMA-5 675. 26 0.00 60.70 238.77 383.96 2.85 0.32 0.569 BR-5 67 5. 2 6 24815.39 915.58 0.00 24864.06 2.85 0.32 0.975 DMA-6 67 5. 2 6 0.00 88.86 74.76 521.14 9.44 0.79 0. 772 BR-6 675.26 33499.98 938.68 0.00 33603.77 9.47 0.81 0.983 ST-1 675.26 0.00 21. 46 487.77 170.12 2.13 0.52 0.252 ST-2 675.26 0.00 20.84 482.23 178.87 0.14 0.03 0. 265 C""1 ~ ST-3 0.257 ST-4 0.251 *********************** LID Performance Summary *********************** ------------ Final Pent. Storage Error 67 5. 2 6 67 5. 2 6 Subcatchment LID Control in ------------ BR-1 BR-1 0.49 -0.23 BR-2 BR-2 0.59 -0.84 BR-3 BR-3 0.60 -0.53 BR-4 BR-4 1.14 -1.15 BR-5 BR-5 1.10 -1.14 BR-6 BR-6 1. 59 -1. 08 ****************** Node Depth Summary ****************** Node Type POST_DEV 0.00 21.20 485.38 173.65 0.00 21. 49 487.99 169.81 Total Evap Infil Surface Inflow Loss Loss Outflow in in in in 18004.55 872.25 0.00 4280.15 14293.77 871.20 0.00 687.98 15231.36 874.45 0.00 1969.65 26098.94 918.03 0.00 6396.18 25490.65 915. 60 0.00 6035.65 34175.24 938.67 0.00 5936.69 Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Feet Feet Feet days hr:min --------------------------------------------------------------------- POC-1 POC-2 DIV-1 DIV-2 DIV-3 DIV-5 DIV-4 DIV-6 BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 ******************* Node Inflow Summary ******************* Node POC-1 POC-2 DIV-1 OUTFALL OUTFALL DIVIDER DIVIDER DIVIDER DIVIDER DIVIDER DIVIDER STORAGE STORAGE STORAGE STORAGE STORAGE STORAGE Type OUTFALL OUTFALL DIVIDER 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Maximum Lateral Inflow CFS 0.56 0.31 4.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1. 51 0.57 0.63 0.38 0.37 0.70 Maximum Total Inflow CFS 5.94 4.47 4.58 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 1. 51 18857 0.57 18857 0. 63 18857 0.38 18857 0.37 18857 0.70 18857 Time of Max Occurrence days 18857 18857 18857 hr:min 17:04 17:03 17:15 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 17:15 17:06 17:02 17:00 17:01 17:19 Lateral Inflow Volume 10A6 gal 2.275 1. 265 48.533 0.30 0.97 Drain Outflow in 12892.37 12853.98 12467.44 19084.78 18828.98 27666. 72 Total Inflow Volume 10A6 gal 63.095 48.429 48.533 0.07 0.24 Init. Storage in 0.00 0.00 0.00 0.00 0.00 0.00 w ~ DIV-2 DIVIDER DIV-3 DIVIDER DIV-5 DIVIDER DIV-4 DIVIDER DIV-6 DIVIDER BASIN-1 STORAGE BASIN-2 STORAGE BASIN-3 STORAGE BASIN-4 STORAGE BASIN-5 STORAGE BASIN-6 STORAGE ********************** Node Surcharge Summary ********************** 1. 44 2.47 0.32 0.36 0.81 0.00 0.00 0.00 0.00 0.00 0.00 POST_DEV 1. 44 18857 17:00 16.967 16.967 2.47 18857 17:00 27.420 27.420 0.32 18857 17:00 2.852 2.852 0.36 18857 17:00 3.193 3.193 0.81 18857 17:00 9.468 9.468 4.53 18857 17:15 0.000 13.057 1. 34 18857 17:00 0.000 0. 961 2.39 18857 17:00 0.000 4.179 0.33 18857 17:00 0.000 0.625 0.30 18857 17:00 0.000 0.511 0.78 18857 17:00 0.000 1. 616 Surcharging occurs when water rises above the top of the highest conduit. Node DIV-1 DIV-2 DIV-3 DIV-5 DIV-4 DIV-6 BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 ********************* Node Flooding Summary ********************* Type DIVIDER DIVIDER DIVIDER DIVIDER DIVIDER DIVIDER STORAGE STORAGE STORAGE STORAGE STORAGE STORAGE No nodes were flooded. ********************** Storage Volume Summary ********************** Storage Unit BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 Average Volume 1000 ft3 0.048 0.000 0.001 0.000 0.000 0.000 *********************** Outfall Loading Summary *********************** Outfall Node POC-1 Flow Freq. Pent. 7.12 Hours Surcharged Max. Height Above Crown Feet 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 Avg E&I Pent Pent Full Loss Avg. Flow CFS 0.07 0 0 0 0 0 0 3 1 1 0 0 0 Max. Flow CFS 5.94 0.000 0.000 0.000 0.000 0.000 0.000 1. 505 0.574 0.632 0.375 0.370 0.703 Maximum Volume 1000 ft3 8.975 1.505 2.236 0.107 0.112 0.829 Total Volume 10A6 gal 63.095 Min. Depth Below Rim Feet 0.000 0.000 0.000 0.000 0.000 0.000 0.495 0.676 0.618 0.455 0.460 0.797 Max Pent Full 73 43 48 40 37 39 Time of Max Occurrence days hr:min 18857 17:15 18857 17:05 18857 17:02 18857 16:46 18857 16:46 18857 17:18 Maximum Outflow CFS 4.50 1. 34 2.39 0.33 0.30 0.70 11 r"DI r-7~-o;i !~ POST_DEV POC-2 System ******************** Link Flow Summary ******************** Link BYPASS-1 BYPASS-2 BYPASS-3 BYPASS-4 BYPASS-5 BYPASS-6 UDRAIN-1 UDRAIN-2 UDRAIN-3 UDRAIN-4 UDRAIN-5 UDRAIN-6 1 2 4 3 5 6 3.82 5.47 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY ************************* Conduit Surcharge Summary ************************* 0.09 0.16 Maximum IFlowl CFS 4.53 1. 34 2.39 0.33 0.30 0.78 0.06 0.10 0.08 0.03 0.03 0.03 4.50 1. 34 0.33 2.39 0.30 0.70 4.47 10.41 Time of Max Occurrence days hr:min 18857 17:15 18857 17:00 18857 17:00 18857 17:00 18857 17:00 18857 17:00 141 11: 44 141 11 :56 124 05:53 141 11:36 141 11:39 141 11:31 18857 17:15 18857 17:06 18857 17:00 18857 17:02 18857 17:01 18857 17:19 Conduit ---------Hours Full-------- Both Ends Upstream Dnstream BYPASS-1 0.01 0.01 0.01 BYPASS-2 0.01 0.01 0.01 BYPASS-3 0.01 0.01 0.01 BYPASS-4 0.01 0.01 0.01 BYPASS-5 0.01 0.01 0.01 BYPASS-6 0.01 0.01 0.01 UDRAIN-1 0.01 0.01 0.01 UDRAIN-2 0.01 0.01 0.01 UDRAIN-3 0.01 0.01 0.01 UDRAIN-4 0.01 0.01 0.01 UDRAIN-5 0.01 0.01 0.01 UDRAIN-6 0.01 0.01 0.01 Analysis begun on: Wed Apr 13 11:34:12 2016 Analysis ended on: Wed Apr 13 11:35:32 2016 Total elapsed time: 00:01:20 48.429 111. 524 Maximum IVelocl ft/sec Max/ Full Flow Max/ Full Depth Hours Above Full Normal Flow Hours Capacity Limited 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 j: 't·,-., Lot 19 ... --?· .·.::;~,;,/··-~ T:'Projod_Dota't.c< 17\Fn,I_Ma!)llu,t18_1S_~seSedmert_021216.mxd Project Boundary and Potential Critical Coarse Sediment Yield Areas LOT18&19 LEGEND C :J Project Boundary -Potential Critical Coarse Sediment Yield Areas -NHD Recognized Stream/River San Diego County Guidance The site does not meet San Diego County Guidance for Investigating a Potential Critical Coarse Sediment Yield Area based upon the County's GIS data for elevation, land cover and geology. 1 inch = 500 feet 0 --Feet 500 250 e Data Source: ESRI Basemap, San Diego County Regional INMM, National Hydrography Dataset (USGS) I February 2016 ~\ I F"1 !"'l 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 Design/Planning/CEQA 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: D 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) D How to access the structural BMP(s) to inspect and perform maintenance D 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) D Manufacturer and part number for proprietary parts of structural BMP(s) when applicable D 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.) D Recommended equipment to perform maintenance D When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Vegetation Management for Aesthetics (optional) Soil Repair Standing Water Trash and Debris Sediment Management Underdrains Average vegetation height greater than 12-inches, emergence of trees or woody vegetation, Evidence of erosion Standing water for more than 96 hrs Trash and Debris present Sediment depth exceeds 10% of the facility design Evidence of Clogging Inlet structures, outlet structures, side slopes or other features General Maintenance damaged, significant erosion, Inspection burrows, emergence of trees or woody vegetation, graffiti or vandalism, fence damage, etc. Reporting measurements throughout the side slope area Visual observation Visual observation Visual observation Measure depth at apparent maximum and minimum accumulation of sediment. Calculate average depth Visual Observation Visual observation Annually, prior to start of wet season Annually, prior to start of wet season Annually, 96 hours after a target storm (0.60 in) event Annually, prior to start of wet season Annually, prior to start of wet season Annually, prior to start of wet season Annually, prior to start of wet season Cut vegetation to an average height of 6- inches and remove trimmings. Remove any trees, or woody vegetation. Reseed/revegetate barren spots prior to wet season. Drain facility. Corrective action prior to wet season. Consult engineers if immediate solution is not evident. Remove and dispose of trash and debris Remove and properly dispose of sediment. Regrade if necessary. (expected every 2 years) Corrective action prior to wet season. Consult engineers if immediate solution is not evident. Corrective action prior to wet season. Consult engineers if immediate solution is not evident. ' J ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] ----- BMP ID # BMP TYPE SYMBOL CASQA NO. HYDROMODIFICATION & TREATMENT CONTROL BIORETENTION 0) © frr®!ij TC-32 AREA SOURCE CONTROL © 0 TRASH ENCLOSURE ~ SD-32 8 STENCILS NO DUMPING SD-13 DRAINS TO OCEAN SWMP NO. PARTY RESPONSIBLE FOR MAINTENANCE: NAME ______ _ ADDRESS ______ CONTACT ____ _ PHONE NO. _____ _ PLAN PREPARED BY: NAME: RJD COMPANY: REC CONSULTANTS INC. ADDRESS: 2442 SECOND AVENUE SAN DIEGO CA 92101 PHONE NO.: (619)-326-6021 SIGNATURE CERTIFICATION ___ _ BMP QUANTITY 11,634 SF 2 EA 15 EA TABLE SHEET NO.(S) INSPECTION ' MAINTENANCE' DRAWING NO. FREQUENCY FREQUENCY -2, 3 ,4 QUARTERLY SEMI-ANNUALLY -2, 3, 4 BMP NOTES: 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. CHOOSE FROM THE UST BELOW FOR COMPLETING THE FIELDS * IN THE INSPECTIONS & MAINTENANCE FRENQUENCY COLUMNS: ANNUAL SEMI-ANNUALLY QUARTERLY BIMONTHLY MONTHLY AS NEEDED NONE WEEKLY 1 TIME PER YEAR 2 TIMES PER YEAR 3 TIMES PER YEAR 4 TIMES PER YEAR SCALE: 1" = 40' DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL . Ii· l[·.I : Consultur1ls, Inc. Civil Engineering, Environmental 2442 Second Avenue San Diego, CA 92101 (619)232--9200 (619)2.32-9210 Fax --, I SHfET I CITY OF CARLSBAD I SH~ETS I ENGINEERING DEPARTMENT SINGLE SHEET BMP SITE PLAN HIGH TF.r,H RECORD COPY I PROJECT NO. I I DRAWING NO. I INITIAL DATE