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HomeMy WebLinkAboutCT 14-10; POINSETTIA 61; STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2018-05-14Poinsettia -SWQMP CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR POINSETTIA 61 C.T. 14-10 GR 2017-0052 ENGINEER OF WORK: PREPARED FOR : LENNAR HOMES 25 ENTERPRISE, SUITE 300 ALISO VIEJO, CA 92656 PREPARED BY: O'DAY CONSULTANTS, INC. 2710 LOKER AVE. WEST STE. 100 CARLSBAD,CA 92010 760-931-7700 DATE: JANUARY 3, 2018 _. ~ 1--::E m => CJ) -I <( z -u.. Poinsettia -SWQMP CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR POINSETTIA 61 C.T. 14-10 GR 2017-0052 ENGINEER OF WORK: RCE 3 14 PREPARED FOR : LENNAR HOMES 25 ENTERPRISE, SUITE 300 ALISO VIEJO, CA 92656 PREPARED BY: O'DAY CONSULTANTS, INC. 2710 LOKER AVE. WEST STE. 100 CARLSBAD, CA 92010 760-931-7700 DATE: JANUARY 3, 2018 TABLE OF CONTENTS TABLE OF CONTENTS .......................................................................................................... ii CERTIFICATION PAGE .............................................................................................................. ! PROJECT VICINITY MAP ........................................................................................................... 2 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONAIRE (FORM E-34) .................... 3 SITE INFORMATION ................................................................................................................. 8 PROJECT SUM MARY IN FORMATION ................................................................................. 8 DESCRIPTION OF EXISTING SITE CONDITION AND DRAINAGE PATIERNS ........................ 9 DESCRIPTION OF PROPOSED SITE DEVELOPMENT AND DRAINAGE PATIERNS ............. 11 IDENTIFICATION OF RECEIVING WATER POLLUTANTS OF CONCERN ............................. 13 IDENTIFICATION OF PROJECT SITE POLLUTANTS ............................................................ 13 HYDROMODIFICATION MANAGEMENT REQUIREMENTS ............................................... 14 CRITICAL COARSE SEDIMENT YIELD AREAS* .................................................................. 16 FLOW CONTROL FOR POST-PROJECT RUNOFF* ............................................................ 17 OTHER SITE REQUIREMENTS AND CONSTRAINTS .......................................................... 18 CITY OF CARLSBAD STANDARD PROJECT REQUIREMENT CHECKLIST (FORM E-36) ............. 19 SUMMARY OF PDP STRUCTURAL BMPs ................................................................................ 25 PDP Structural BMPs ....................................................................................................... 25 ATIACHMENT 1: BACKUP FOR PDP POLLUTANT CONTROL BMPS ....................................... 34 ATIACHMENT la: OMA Exhibit ...................................................................................... 35 ATIACHMENT le: Harvest & Use Feasibility Screening .................................................. 36 ATIACHMENT ld: Categorization of Infiltration Feasibility Condition ........................... 38 ATIACHMENT le: Pollutant Control BMP Design Worksheets/Calculations ................ .47 ATIACHMENT 2: BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES ............. 58 ATIACHMENT 2b: Management of Critical Coarse Sediment Yield Areas ..................... 59 ATIACHMENT 2d: Flow Control Facility Design .............................................................. 86 ATIACHMENT 3: STRUCTURAL BMP MAINTENANCE THRESHOLDS AND ACTIONS ........... 248 Maintenance Indicators and Actions for Structural BMPs ................................ 249 ATIACHMENT 4: CITY STANDARD SINGLE SHEET BMP (SSBMP) EXHIBIT .......................... 251 II PROJECT NAME: PROJECT ID: CERTIFICATION PAGE POINSETTIA 61 C.T. 14-10 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 requirement 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 OWORK SIGNAi:RE, PE NUMBER & EXPIRATION DATE PRINT NAME DATE PACIFIC OCEAN PROJECT VICINITY MAP ··~ .P . I ~VISTA CITY OF ENCINITAS VICINITY MAP NOT TO SCALE 2 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONAIRE {FORM E-34) 3 (-city of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 ! INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. completed and signed questionnaire must be submitted with each development project application. Only one i..:ompleted and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: POINSETTIA 61 PROJECT ID: CT 14-10 ADDRESS: POINSETTIA LANE APN: 215-020-07,&215-050-21,22,44,47 The project is (check one): I&] New Development D Redevelopment The total proposed disturbed area is: 1,125,000 ft2 ( 25.82 ) acres The total proposed newly created and/or replaced impervious area is: 530,600 tt2 C 12.2 ) 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 of4 REV 02116 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building D IKI or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLl!TIO FOR At.L DEVILOPMENT PROJEC1S ,, To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; D !Kl 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 USE PA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in D 1K] accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BM P manual? D Ii] If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... "and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of4 REV 04/17 F,~ ·J&~ L.. A ,J J ' Tij ···coMPL.rfE I' I AL O~,, . ___ .;!LO_,P ~Nti'. PROJ'i!bi'J - To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, !Kl D 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 D !Kl 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 D lKl 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 1K] D development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is Kl D a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project ~ D site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of Kl D 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 D Kl 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 D ~ 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 !Kl D and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC D !Kl 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stating "My project is a 'STANDARD PROJECT' ... " and complete applicant information. E-34 Page 3 of 4 REV 04/17 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of lhe previously exisling development? Complete the percent Impervious calculatlon below: Existing impervious area (A)= sq. ft. D D Total proposed newly created or replaced impervious area {B) = sq. ft. Percent impervious area created or replaced (8/Ar100 = % 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 51 checlc the first box stating "My project Is a PDP ... " and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating "Mv project is a PDP ... " and complete aoolicant information. STEPS CHECK THE APPROPRIATE BOX ANO COMPLETE APPLICANT INFORMATION Ix] My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Waler Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with '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 PPP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. 0 My Project Is NOT a 'development project' end Is not subject to the requirements of lhe BMP Manual. Applicant Information and Signature Box Applicant Name: ~l'-;,{/~ N~~ Applicant Tille: ~~-:ia.-, MM ~bt)R. Applicant Signature: Or;.,,z Date: 11, h:1 t1 • Envlronmenlally Sen:slUve Areas Include but are not Hmlled to all Clean Waler Act Section 303{d) Impaired water bodies, areas designated as Areas oJ Sp!!!:la1 Blologlcal SlgntRcance by the SI.Ille Water Resources Control Board (Waler Quality Control Plan lor the San Otego Basin (1994) and amendments); water bodies de~lgnated wllh the RARE beneficial use by the State Water Resources Control Boald (Water Quallly Control Plan far the San Diego Basin (1904) and amendments); areas designated as preserves or their equivalent under the Mulll Species Conservation Program Vlllhln the Cities and County of San Diego: Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been tdentllled by Iha City. Th' B t, Cf U O I IS ox or ty se nry YES NO Cily Concurrence: D 0 By: Date: Project ID: E..J4 Page 4 of 4 REV 04117 SITE INFORMATION PROJECT SUMMARY INFORMATION PROJECT NAME POINSETIIA 61 PROJECT ID CT 14-10 PROJECT ADDRESS POINSETIIA LANE BETWEEN CASSIA ROAD AND SKIMMER COURT ASSESSOR'S PARCEL NUMBER{$) {APN(S)) 215-020-07, 215-050-21,22,44,47 PROJECT WATERSHED {Hydrologic Unit) Carlsbad 904 PARCEL AREA SO.SO Acres EXISTING IMPERIVOUS AREA (subset of Parcel Area) 0 Acres AREA TO BE DISTURBED BY PROJECT (Project Area} 25.82 Acres PROJECT PROPOSED IMPERVIOUS AREA (subset of Project Area) 12.18 Acres PROJECT PROPOSED PERVIOUS AREA (subset of Project Area) 13.64Acres Note: Proposed Impervious Area+ Proposed Pervious Area= Area to be Disturbed by the Project. This may be less than the Parcel Area. 8 DESCRIPTION OF EXISTING SITE CONDITION AND DRAINAGE PATTERNS Current Status of the Site (select all that apply): D EXISTING DEVELOPMENT D PREVIOUSLY GRADED BUT NOT BUILT OUT ~ AGRICULTURAL OR OTHER NON-IMPERVIOUS USE ~ VACANT, UNDEVELOPED/ NATURAL Description/ Additional Information: Existing Land Cover Includes (select all that apply): ~ VEGATATIVE COVER D NON-VEGATATED PERVIOUS AREA D IMPERVIOUS AREAS Description/ Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply): D NRCS Type A D NRCS Type B D NRCSTypeC JiZ1 N RCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet D 5 feet< GW Depth< 10 feet D 10 feet< GW Depth< 20 feet ~ GW Depth > 20 feet Existing Natural Hydrologic Features {select all that apply): D Watercourses D Seeps D Springs D Wetlands ~ None Description/ Additional Information: 9 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]: THE EXISTING SITE IS NATURAL OPEN SPACE, WITH SOME AGRICULTURAL GRADED AREAS, AND A PREVIOUSLY GRADED AREA DESIGNATED FOR FUTURE POINSETTIA LANE CONSTRUCTION. PART OF DRAINAGE D OF THE CITY OF CARLSBAD DRAINAGE MASTER PLAN. TWO DRAINAGE BASINS OCCUR ON THE PROJECT SITE. A RIDGE LINE HEADING IN THE NORTHEAST DIRECTION INTERSECTS A THIRD OF THE PROJECT SITE. DRAINAGE BASIN A INCLUDES THE NORTHWEST CORNER OF THE PROJECT SITE, EXISTING POINSETTIA LANE, AND A PORTION OF THE EXISTING DEVELOPMENT ALONG CASSIA ROAD. THE STORMWATER FROM DRAINAGE BASIN A IS CONVEYED THROUGH A 54" STORM DRAIN ALONG THE WESTERLY PROPERTY LINE AND ULTIMATELY TO BATIQUITOS LAGOON. THE SECOND LARGER, BASIN B, INCLUDES RUN-ON FROM THE EXISTING MANZANITA APARTMENT COMPLEX ALONG El CAMINO REAL AS WELL AS A LARGE PORTION OF NATURAL OPEN SPACE. STORM WATER IS CONVEYED IN A NATURAL DRAINAGE CHANNEL THAT FLOWS SOUTHWESTERLY THROUGH THE PROJECT SITE. STORMWATER IS CONVEYED TO AN EXISTING UNDERGROUND STORM DRAIN DOWNSTREAM THAT ULTIMATELY DISCHARGE INTO BATIQUITOS LAGOON. 10 DESCRIPTION OF PROPOSED SITE DEVELOPMENT AND DRAINAGE PATTERNS Project Description I Proposed Land Use and/or Activities: THIS PROJECT PROPOSES 123 RESIDENTIAL UNITS, STREETS, COMMUNITY OPEN SPACE, RECREATIONAL SPACE AND RECREATIONAL VEHICLE PARKING. THERE ARE A FEW PHASES OF CONSTRUCTION AND SETS OF PLANS THAT THIS SWQMP SUPPORTS. THE ROUGH GRADING PLANS, DWG 507-2A, WILL CONSTRUCT THE ON-SITE STORM DRAIN AND ALL THE POST CONSTRUCTION BMPS. THE SECOND PHASE OF CONSTRUCTION IS THE POINSETTIA LANE PUBLIC IMPROVEMENT PLANS AS WELL AS THE ON-SITE IMPROVEMENT PLANS. THESE PLAN WILL PROVIDE INFRASTRUCTURE TO SUPPORT THE ON-SITE RESIDENTIAL FACILITIES WHICH INCLUDE, SEWER, WATER, RECLAIMED WATER AND CURB AND GUTTER. FINALLY PRECISE GRADING PLANS WILL BE PREPARED THAT WILL DELINEATE THE MINOR GRADING AND DRAINAGE AROUND EACH RESIDENCE. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): 123 RESIDENTIAL HOMES, STREETS, RV PARKING LOT, RECREATIONAL CLUB HOUSE List/describe proposed pervious features of the project (e.g., landscape areas): LANDSCAPING AND OPEN SPACE AREAS Does the project include grading and changes to site topography? ~ Yes DNo Description/ Additional Information: THIS PROJECT PROPOSES GRADING TO PROVIDE USABLE LAND FOR RESIDENTIAL USE Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? 21 Yes D No Description/ Additional Information: 11 A NEW STORM DRAIN SYSTEM WILL BE IMPLEMENTED TO DRAIN WATER FROM THE SITE. THE NEW STORM DRAIN IS CONNECTING TO THE EXISTING STORM DRAIN SYSTEM FOR BASIN A. FOR BASIN B STORM WATER WILL BE CONVEYED TO THE EXISTING CHANNEL TO THE SOUTH. Identify whether any of the following features, activities, and/or pollutant source areas will be present {select all that apply): 121 On-site storm drain inlets D Interior floor drains and elevator shaft sump pumps D Interior parking garages 121 Need for future indoor & structural pest control 121 Landscape/Outdoor Pesticide Use 21 Pools, spas, ponds, decorative foundations, and other water features D Food services 121 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 121 Fire Sprinkler Test Water ~ Miscellaneous Drain or Wash Water 121 Plazas, sidewalks, and parking lots 12 IDENTIFICATION OF RECEIVING WATER POLLUTANTS OF CONCERN Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): STORMWATER ON SITE IS CONVEYED IN THE NORTHWEST BY UNDERGROUND STORM SYSTEM, IN THE SOUTH BY A NATURAL CHANNEL. BOTH DRAINAGE BASINS ARE CONVEYED VIA UNDERGROUND STORM DRAIN DIRECTLY INTO THE BATIQUITOS LAGOON WHICH IS NOT LISTED ON THE 303D LIST List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDls for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/ Stressor(s) TMDls IDENTIFICATION OF PROJECT SITE POLLUTANTS Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix 8.6): Pollutant Not Applicable to Anticipated from Also a Receiving the Project Site the Project Site Water Pollutant of Concern Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Substances Oil & Grease X Bacteria & Viruses X Pesticides X 13 HYDROMODIFICATION MANAGEMENT REQUIREMENTS Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? ~ Yes, hydromodification management flow control structural BMPs required. 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): 1. Properly sized energy dissipation system must be provided. 2. Invert elevation of discharge should be equal to or below lowest normal operating water surface. 3. No exemption may be granted for conveyance system outlet invert elevations located above the reservoir spillway elevation. 14 NO lhempt from hydramodlllcatlan m-1ement requirements YES YES YES VES YES NO Hydromodlficalian ft'Ulflapment controls required *Duect discharge refoz:s to an tm.inten:upted hardened co11veya11ce system; ~ote to be used u1 conjunccion with Xode Descriptions. FIGURE 1-2. Applicability ofHydrom.odification Management B:\IP Requirements 15 CRITICAL COARSE SEDIMENT YIELD AREAS * * This section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? IZI Yes D 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 IZI 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 1Z1 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 result? D No critical coarse sediment yield areas to be protected based on verification of GLUs on site. 21 Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 2 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? A Technical memorandum for Determination of Potential Critical Coarse Sediment Yield Areas for Poinsettia, CT 14-10 was prepared by Tory R. Walker Engineering on October 9, 2017 and is included in attachment 2b. 16 FLOW CONTROL FOR POST-PROJECT RUNOFF* * This section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit? Based on the Technical Memorandum for Hydromodification Compliance of Poinsettia (CT 14-10) prepared by Tory R. Walker Engineering in August 9, 2017, depicted in Attachment 2d, there are 3 points of compliance on the project site. The first point of compliance POC-1 is located along the western boundary of the project site. The second point of compliance, POC-2 is located near the middle of the project site. The third point of compliance, POC-3 is located just north of the proposed Poinsettia Lane bridge. Has a geomorphic assessment been performed for the receiving channel(s)? ~ No, the low flow threshold is 0.1Q2 (default low flow threshold) D Yes, the result is the low flow threshold is 0.1Q2 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/Additional Information: (optional) 17 OTHER SITE REQUIREMENTS AND CONSTRAINTS When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Stormwater control and treatment constraints include: poor soil type and permeability (soil type D); high intensity land use; steep terrain; heavy pedestrian or vehicular traffic; restricted right-of-way; and safety concerns. Opportunities include landscape buffer areas and elevation differences. 18 CITY OF CARLSBAD STANDARD PROJECT REQUIREMENT CHECKLIST (FORM E-36) 19 I c-cityof Carlsbad Project Name: Poinsettia 61 Project ID: CT 14-10 DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information OWG 507-2A Source Control BMPac 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 (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "NIA" 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. $owrc. Contrql Requirement '· Applled? ,C-1 Prevention of Illicit Discharges into the MS4 Ill Yes D No D N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage Iii Yes D No 0 NIA Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Iii Yes D No D N/A Dispersal Discussion/justification if SC-3 not implemented: E-36 Page 1 of 4 Revised 09/16 Source Control R•aulrement (cont1n·ued) ADDlled? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Ill Yes DNo D N/A Wind Dispersal Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Ill Yes D No D NIA 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). Iii On-site storm drain inlets Ill Yes D No D NIA D Interior floor drains and elevator shaft sump pumps OYes DNo Iii N/A D Interior parking garages OYes ONo 1!1 NIA Ill Need for future indoor & structural pest control Ill Yes ONo 0 NIA Ill Landscape/Outdoor Pesticide Use Iii Yes D No 0 NIA Ill Pools, spas, ponds, decorative fountains, and other water features Ill Yes ONO 0 NIA D Food service OYes ONo Ill NIA • Refuse areas Ill Yes D No 0 NIA D Industrial processes OYes ONo D NIA D Outdoor storage of equipment or materials OYes ONo 111 NIA D Vehicle and Equipment Cleaning OYes ONO II NIA D Vehicle/Equipment Repair and Maintenance OYes D No D NIA D Fuel Dispensing Areas OYes ONo 111 NIA D Loading Docks OYes ONo 111 NIA Ill Fire Sprinkler Test Water Iii Yes D No D NIA Iii Miscellaneous Drain or Wash Water Iii Yes ONo D NIA Iii Plazas, sidewalks, and parking lots Ill Yes ONo 0 NIA For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. All storm drain inlets & catch basins will be stenciled with "No Dumping! Flows to Batiquitos Lagoon". 1PM Strategies will be employed to detour pests. Landscaping will use minimum pesticides, existing drought tolerant trees and shrubs will be maintained where possible. There may be a pool in the community area, this pool will drain to the sanitary sewer. Any refuse bins in the community area will be designed to prevent storm water discharge. "No hazardous materials" will be posted on larger dumpsters to prevent contamination. Fire sprinklers will be installed in the residences as well as the community building. The fire sprinkler test water will drain to the sanitary sewer. There may be miscellaneous wash and drain water from rooftops, gutters and trim will not be built with copper, to prevent leaching into adjacent ground. The street will be swept regularly. E-36 Page 2 of 4 Revised 09/16 Site Design BMPa All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion 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. Sita Design Requirement I Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I Ill Yes I D No ID NIA Discussion/justification if S D-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I •Yes I DNo ID NIA Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area I •Yes I D No ID N/A Discussion/justification if SD-3 not implemented: S0-4 Minimize Soil Compaction I IIIYes I D No I ON/A Discussion/justification if SD-4 not implemented: S0-5 Impervious Area Dispersion I Iii Yes I D No ID NIA Discussion/justification if SD-5 not implemented: E-36 Page 3 of4 Revised 09/16 Site Deafgn Requirement (continued) I Applled? SD-6 Runoff Collection I D Yes I II) No ID N/A Discussion/justification if SD-6 not implemented: Because of the both the density of the residential development and the impermeability of the underlying soil, small runoff collection strategies does not appear to be feasible. SD-7 Landscaping with Native or Drought Tolerant Species I OYes I D No ID N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I OYes I Im No ID NIA Discussion/justification if SD-8 not implemented: Based on Attachment 1 c, "Harvest & Use is considered infeasible" E-36 Page 4 of 4 Revised 09/16 SUMMARY OF PDP STRUCTURAL BMPs PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodlfication 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 ofthe 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. Step 1: -Determine if this project is a Standard Project or Priority Development Project (PDP) by using City of Carlsbad Form E-34 ("Storm Water Standards Questionnaire". Thls project is determined to be a PDP. -Because this project is a PDP, determine if hydromodification management control is required by using "Figure 1-2. Applicability of Hydromodification Management BMP Requirements" of the BMP Manual. Based on Figure 1-2 Decision Matrix, hydrornodification management control is required for this project and will be integrated with water pollutant control at the selected BMPs. 25 -Determine the Low Flow Threshold for hydromodification flow control. Because the downstream receiving water channel was not assessed, the site must mitigate peak flows and durations based on a pre-development condition lower flow threshold of 0.1Q2. Step 2: -Based on the location of proposed BMPs and OMA delineations, identify DMA(s) that meet 'self-mitigating', 'de minim is area', and/or 'self-retaining' requirement. There are self-mitigating and self retaining landscape areas identified on the OMA Exhibit in Attachment la. -Calculate OCV using the formula in Section B.1 of the BMP Manual. There is no OCV reduction at this site. See Attachment lb-Tabular Summary of OMAs and DCV Calculations in the Technical Memorandum for BMP Sizing for Stormwater Treatment for Poinsettia, prepared by Tory R. Walker on August 9, 2017. Step3: -Conduct feasibility screening analysis for Harvest and Use BMP via Form 1-7. -Because the ratio of 36-Hr demand (in gallons) for toilet/urinal to OCV is less than 25% of OCV, Harvest and Use is considered to be infeasible per Form 1-7. Step 4: -Conduct feasibility analysis for infiltration for the BMP locations using Appendix 1-8: Categorization of Infiltration Feasibility Condition. -Based on Form 1-8 and Attachment ld, infiltration is infeasible because of the low percolation rate of the existing soil. Step 5: -Based on the project DCV, BMP footprints are calculated using "Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs" of the BMP Manual. -Based on the calculated BM P footprints, determine if they fit the site. -Based on the Worksheet B.5-1, the minimum required BMP footprints are delineated in Attachment lb. 26 Chapter 5: Stonu Water Pollutant Control Requirements for PDPs cha1t This section is applicable whether oc not hydcomoclification management requirements applr, however the o•,terall seque11cu1g of project develop111ent may be different if hydromodification ma.nagement requirements apply. Step 1: Evaluate at OMA Scale Step IA: Is the OMA "Self· mitl1atln1" or "De mlnlmls" or "Self-retalnln1"1 Refer to Section 5.2 Yes No ______________ __. Yes Step ZA: Implement Harvest and use BMPs • Refer to Section 5.5.1.1 Yes Step 1B; Adjust runoff fador to account for site desian BMPs and enlm1te DCV Refer to Section 5.3, 8.1 & B.2 No Compliant with Pollutant Control BMP Sizing Requirements Steps 6 & 7: Prepare O&M requirements and Storm Water Quality Management Plan -Refer to Chapters 7 and 8 • Step 2C: Project applicant has an option to also conduct feasibility analysis for infiltration and if infiltration i:.fully or partially feasible has an option to choose between Infiltration and harvest and use BMPs. But If Infiltration Is not feasible and harvest and use is feasible, project applicant must Implement harvest and use BMPs FIGURE 5-1. Stonu Water Pollutant Control BMP Selection Flow Chart 27 Chapter 5: Stom1 Water Pollutant Control Requirements for PDPs Step 3A&8: Full Step3A&B: Partial lnftltratlan lnflltmlan condition Condition Refer to Section Ret.r 10 S.ction S.5.1.2 S.S.2 Step 3C: Compute Step JC; Compute Sizi111 Requirement, Sizin1 Requiremenu Refer to A~pe"d'" 8 4 Refe-r to J\pp'l'nd,x Q.5 No* Step JA&B: No lnffltntion condition Refer to S..ttiori S5.3 Step JC: Compllte Sbin-, Requirement, ll'l'f'l'r to App'l'rd,x 8.5 Yes Step 4A: Desiln IMP for the requlnd size, per deslsn criteria •nd c:onsldenltlonslbs.d In the fact sheets Refer to Ar;,peridi• E Compllant with Pollutant Control BMP Sizing Requirements Steps i & 7: Prepare O&M requlrem.nu end Stonn W•t•r Quellty M.,..ement !'Mn -R•r to Chepters 7 end 8 • C.w,b:1d has not adoplt'd ,an Altem.ati't-@ C.ompli=ce P,ogram. R.ede,ign the proiect to e2pt,ue ti,_@ <"11>"1llllli DCY nsi,,g bio£ilt<ation Refer to App.,id.i.J; B.5 :md E. FIGURE S-2. Stom1 Water Pollutant Control B:MP Selection Flow Chart 28 Structural BMP Summary Information Structural BMP ID No. IMP 1-1 DWG 507-2A Sheet No. 5 & 8 rType of structural BMP: C Retention by harvest and use (HU-1) ~ Retention by infiltration basin (INF-1) ::::J Retention by bioretention (INF-2) [l Retention by permeable pavement (INF-3) LJ Partial retention by biofiltration with partial retention (PR-1) 8 Biofiltration (BF-1) ,-' Flow-thru treatment control included as pre-treatment/forebay for an onsite retention abiofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: [J Pollutant control only L Hydromodification control only IX Combined pollutant control and hydromodification control L Pre-treatment/forebay for another structural BMP 1 Other (describe in discussion section below) Discussion (as needed): 29 Structural BMP Summary Information Structural BMP ID No. IMP 2-1 DWG 507-2A Sheet No. 12 Type of structural BMP: D Retention by harvest and use (HU-1) U Retention by infiltration basin (INF-1) ~-; Retention by bioretention (INF-2) _J Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) R Biofiltration (BF-1) i-1 Flow-thru treatment control included as pre-treatmenVforebay for an onsite retention abiofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) '.J Detention pond or vault for hydromodification management :J Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatmenVforebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 30 Structural BMP Summary lnfonnatfon Structural BMP ID No. IMP 3-1 DWG 507-2A Sheet No. 5 & 6 Type of structural BMP: [' Retention by harvest and use (HU-1) ~ Retention by infiltration basin (INF-1) LJ Retention by bioretention (INF-2) U Retention by permeable pavement(INF-3) i] Partial retention by biofiltration with partial retention (PR-1) M Biofiltration (BF-1) L Flow-thru treatment control included as pre-treatmenVforebay for an onsite retention abiofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: i--: Pollutant control only L Hydromodification control only '1 Combined pollutant control and hydromodification control r~~~) Pre-treatment/forebay for another structural BMP L Other (describe in discussion section below) Discussion (as needed): 31 .. · Structural BMP summ.ary· IJ1format1~ .,· ; ·-·:.:•-· Structural BMP 10 No. IMP 4-1 OWG 507-2A Sheet No. 9 & 10 rType of structural BMP: D Retention by harvest and use (HU-1) U Retention by infiltration basin (INF-1) ::::; Retention by bioretention (INF-2) :J Retention by permeable pavement (INF-3) .--1 Partial retention by biofiltration with partial retention (PR-1) S Biofiltration (BF-1) [] Flow-thru treatment control included as pre-treatment/forebay for an onsite retention abiofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) i_J Detention pond or vault for hydromodification management [ l Other (describe in discussion section below) Purpose: !] Pollutant control only :J Hydromodification control only II Combined pollutant control and hydromodification control [J Pre-treatment/forebay for another structural BMP L Other (describe in discussion section below) Discussion ( as needed): 32 ... Structural BMP Summary Information Structural BMP ID No. IMP 5-1 DWG 507-2A Sheet No. 13 Type of structural BMP: ;-1 Retention by harvest and use (HU-1) ~ Retention by infiltration basin (INF-1) -~ L, Retention by bioretention (INF-2) ;___! Retention by permeable pavement (INF-3) U Partial retention by biofiltration with partial retention (PR-1) M Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention abiofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: t' Pollutant control only l_; Hydromodification control only I Combined pollutant control and hydromodification control ;--J Pre-treatment/forebay for another structural BMP U Other (describe in discussion section below) Discussion (as needed): 33 ATTACHMENT 1 ' ATTACHMENT 1: BACKUP FOR PDP POLLUTANT CONTROL BMPS Attachment Contents Checklist Sequence !Attachment 1 a OMA Exhibit (Required) ll Included Attachment 1 b Tabular Summary of DMAs Showing ii Included on OMA Exhibit OMA ID matching DMA Exhibit, DMA Area, and OMA Type (Required)* Attachment 1 c Form 1-7, Harvest and Use ~ Included Feasibility Screening Checklist Attachment 1 d Form 1-8, Categorization of "IJ Included Infiltration Feasibility Condition !Attachment 1 e Pollutant Control BMP Design L Included Worksheets I Calculations 34 ATTACHMENT la: DMA Exhibit 35 \' 1 / . I / \ '! I I I I / [>_. / . ;~ ,/' [>. I> Q i;'j " ;ii "' -I - t>: ct,""" J;, S6C ----: I> _I> I> I> I> I> "" I s'.:' "'~ ~ ~~ ;::; ti' 15 ,! ~ ~ !i! ~ "'" j;'j is "' "' -~ es[ ~~ <il i >> >> ' >> ' >> ' >> ..._ ;::; ~ ~ ~ ;::; ~ ~~ tl ~ ~ ii; 1/; "' ~k ~ ~ "' i~ ~~ ~ I '<> '"' !i! ~"' :':i bl ~ '<>' "' V, ' I> I ' I> ' ' I> 5l ' ' I> ! ' ' I> __ J I QJ ' ',// / : . '/ --------1.. ~ --:3: '-=c",&,si,£-'cec.C- I ' C, C, "' "' II ' 0 ,- ~ w ., u -0 u, .. .. -C, "' 0 0 N N "' 0 ~ Ii' II ;;: w ' ~ w u, -u ci 0 "' w w z ~ !;;c cl rn 0 0 UJ ~ ~ 0: ci 0 " ui ,i "' _J 0 0 " 2:2 ,;: o' "-" 0 CD 0 0 ~ " 0 t; "' w w w " z w z w z 0: " ~ ~ 0 UJ 0 " w w "' 0: z " 0 " "-w ~ C Ul ·c E ~ .£ h [J1 g, g''iii ,!:, 1,.1 ·-&'l >, Co 1 's 5 .t l3 0::: ~ "-~ ~ 12 ., ~' ~ f[l ill ~' . ~ u:-~8e "'' ri' .. -rl ::; ~ ~ ~cr j'! :::, ~ [8 '/!, m .. i:! " ::!. N 00 .a " rl ~ ~ rl 0 i!l ill j'! ::I u:-"' rl 0 m i:! 0: "' gi' ri' f?_' ;j;' [;!' " -~ 0 w "-0 -ij ~ f[l ~~ ::; -~ m5~ N' oo' ri' r-,.' M~ 0: "- <( -~ ~ "' -"' 00 "' z rl ~ al "' 0: ~ ffiN z rl 00 " o' ~~ ill' .,,--~ .. ,._ m 0 rl rl 0. z ' :5 ~ <( u:- ~ e "' ~ f!1 ~ ~ :, lll ~-g j'! i ::> i:! ~-~~ ~-,; "' <( "- ~ ,!i C u:-e :c om I;:; R §1 g ?<I ~ ~.( ~~ o' ;;{ ~~ rl N z 0 u ~ ~m tli ITT ~ "' 0 ~ ~ $' ::f f:c- rl rl rl rl rl . . • .. ' rl N m "' :l:l <( :l <( ::; ::; 00 C, 0 0 • 0 ATTACHMENT le: Harvest & Use Feasibility Screening 36 1. ls there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? ~ Toilet and urinal flushing / Landscape irrigation ()ther: ______ _ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Gurlance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] Toilet Use: 123 houses*9.3 gpd*l.5 (36 hour demand)=1716 gallons= 229 cf Landscape = 9.58 acres*1470 = 14-,082 gallons = 1,882 cf for moderate plant water use for conserv-auv estimate 3. Calculate the DCV using worksheet B2-1. DCV = 27 809 (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? J Yes / ,'No c::::> JJ. 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 brreater than 0.2SDCV but less than the foll DCV? J Yes JJ I lfll No c:::) 0.25DCV= 6952 cf> 2,111 cf Demand 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 er than 36 hours. Ts harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and useBMPs. ~o, select alternate BMPs. 3c. Ts the 36 hour demand less than 0.25DCV? Yes n Harvest and use is considered to be infeasible. ATIACHMENT ld: Categorization of Infiltration Feasibility Condition 38 GRCUPDELTA December 8, 2017 Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, California 92656 Attention: Mr. Jamison Nakaya SUBJECT: SUPPLEMENTAL INFILTRATION INFORMATION Poinsettia 61. Development Carlsbad, California References: Group Delta (2014). Report of Geotechnical Investigation, Poinsettia 61 Development, Carlsbad, California, Document No. 14-0188, November 20. (' Mr. Nakaya: In accordance with the request of Mr. Tim Carroll, we are summarizing herein the infiltration testing we previously completed in 2014 for the Poinsettia 61 Development in Carlsbad. A narrative describing the infiltration testing was provided in Paragraphs 3 and 4 in Section 2.0 of the referenced 2014 report (GDC, 2014). That narrative is summarized below for clarity. We also previously provided the attached Appendix D, which was intended as an addendum to the 2014 report. Appendix D is attached to the end of this letter, and contains the boring logs and infiltration test results from the investigation, as well as Worksheet C.4-1 of the 2015 San Diego County BMP., Design Manual. Worksheet C.4-1 is identical to the City of Carlsbad Form 1-8. Two falling head percolation tests were conducted as part of our 2014 field investigation. The tests were located in cut areas where retention basins are proposed. Note that several other retention basins are also proposed in portions of the Poinsettia 61 site that were inaccessible to the drilling equipment, or in areas where deep cuts or fills will be needed to reach basin sub"grade elevations. Percolation tests were not conducted ir, t~.ose. areas, since they would not be representative of the future as-graded conditions beneath tne basins. Additional percolation testing may be conducted once the basins are rough graded. For the percolation tests, 6-inch diameter holes were drilled to depths of 5 or 10 feet below grade. The boreholes were then filled with water, and the water surface drop was measured repeatedly at 15 to GO-minute time intervals. The percolation test data was initially presented in Figures A-20 and A-21 from Appendix A of the referenced 2014 investigation, and is also presented in the attached Appendix D. 9245 ~.ctivit'f Road. 51.11te 103, San Diego. CA 92126 TEL: (858) 536-1000 Anaheim -Irvine -Ontario -Sacramento -San Diego -Torrance -V1ctorv11!e \/I/WW G rou pDelta com Supplemental Infiltration Information Poinsettia 61 Development Lennar Homes GDC Project No. S0412B December 8, 2017 Page 2 The field percolation tests indicated that the unsaturated formational sandstone at the site may initially take water at a rate of about 5 to 7 minutes per inch. However, once the dense fine- grained sandstone becomes saturated, the infiltration rate drops to zero. We anticipate that the compacted fill soils proposed for the site may absorb more water than the dense sandstone that will be prevalent throughout the cut portions of the site. However, we have recommended that all of the basins be lined with an impermeable HOPE or PVC membrane to reduce the potential for slope instability. We appreciate this opportunity to be of continued professional service. Feel free to contact the office with any questions or comments, or if you need anything else. Matthew A. Fagan, G.E. 2569 Senior Geotechnical Engineer Distribution: (1) Addressee, Mr. Mr. Jamison Nakaya (Jamison.Nakaya@Lennar.com) (1) Addressee, Mr. Mr. Tim Carroll (timc@odayconsultants.com) GROUP OEL T .l\ N:\Projects\SD\SD412B Lennar -Poinsettia 61, T&O of Earthwork Construction\S. Reports\17-0145.doc APPEND/XO INFILTRATION ASSESSMENT Appendix D: Geotcchnical and Groundwater Investigation Requirements Worksheet C.4·1: Cate orization of Infiltration Feasibili Part 1 · Full lnfdtration Feasibility Screening Criteria Would infdtration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensh·e e\·aluation of the factors presented in Appendix C.2 and Appendix D. ProYide basis: Yes No No Percolation tests were conducted in cut areas where retention basins are proposed (see attached test data). Several other retention basins are also proposed in areas where fills are proposed. Percolation tests cannot be conducted in fill areas until the site is graded. The tests indicate that the formational material has an equilibriu infiltration rate below 0.5 in/hour. We recommend that basins located near the tops of proposed fill slopes be lined with an impermeable membrane to reduce the potential for slope instability. Summarize findings of studies; proYide reference to studies, calculatinns, maps, data sources, etc. Pro,·idc narratiYe discussion of study/ darn 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 comprchensiw evaluation of the factors presented in Appendix C.2. Pnffidc basis: See response to Item 1 above. No Summarize findings of studic::s; providl'. rcfl'.1·cncc to studies, calculations, maps, data sources, etc. ProYidc narratiYc discussion of study/ data source applicability. BMP Design :Manual-Appendices December 2015 D-1 Appendix D: Geotcchnical and Groundwater Investigation Requirements Criteria 3 Worksheet C.4-1 Page 2 of 4 Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensi\'e evaluation of the factors presented in Appendix C.3. Provide basis: See response to Item 1 above. Yes No No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Prm·ide 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 comprehcnsiYe CYaluation of the factors presented in Appendix C.3. Prn\·idc basis: See response to Item 1 above. No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Prcwide narrati\·e discussion of study/data source applicability. Part 1 Result* If all answers to rows 1 - 4 arc "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration if any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally he feasible or desirable to achicYe a "full infiltration" design. Proceed to Part 2 *To be completed usmg 1-,>athcred site information and best professional Jmlgment constdermg the dcfimtion of :\IEP in the MS4 Permit. ,.\dditinnal testing and/or studies may be: required by City Engineer to substantiate findings. BMP Design Manual-Appendices December 2015 D-2 Appendix D: Geotcchnical and Groundwater Investigation Requirements Worksheet C.4-1 Page 3 of 4 Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The: response: w this Screening Question shall be based on a comprehensi\·e evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: The percolation tests indicate that basins located within cut areas in the Santiago Formation will have a negligible equilibrium infiltration rate of about 0.0 inches per hour. We recommend that the basins proposed at the tops of the fill sloped be lined to reduce the potential for slope instability. No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Prm·ide narrati\·c discussion of study/ data sourn: applicability and why it wa,.; not feasible to mitigate low infiltration rates. (, 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 n:sponsc to this Screening Question shall be based on a comprehcnsi\·c evaluation of the factors presented in Appendix C.2. Provide basis: See response to Item 5 above. No Summarize findings of studies; prm-idc reference to studies, calculations, maps, data sources, etc. Provide narratiYe discussion of study/ data source applicability and why it \\·as not fr:a~iblc to mitigate low infiltration rares. BMP Design Manual-Appendices December 2015 D-3 Appendix D: Geotechnical and Groundwater Investigation Requirements Criteria 7 Worksheet C.4-1 Page 4 of 4 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be bas1xl on a comprchensiyc cYaluation of the factors presented in Appendix C.3. Pro,·idc basis: See response to Item 5 above. Yes No No Summarize findings of studies; prm·ide reference to studies, calculations, maps, data sources, etc. Pro.-idc narrati\'c discmsion of study/data source applicabilit~· 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 compn:hcnsi,·c crnluation of the factors presented in Appendix C.3. Prm·idc basis: See response to Item 5 above. No Summarize findings of studies; prodde reference to studies, calculations, maps, data sources, etc. Prn,·idc narratin: discussion of study/data snurcl.'. applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 1-4 arc yes then partial infiltration design is potentially fc.:asibk. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any nilumc is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. "To be completed usmg gathered site mformanon and best protcssmnal Judgment cons1dcring the definition of MEP 111 the 1\IS4 Permit. Additional testing and/ or studies may he required by Agency/Jurisdictions to substantiate findings B1'v1P Design Manual-Appendices December 2015 D-4 .,. § f-Cl (!) (!) 0 _, u c:, (!) a'. (!) {I) (!) 0 _., ~ .,. Cl (I, Cl <I) _., 5 <I) >< I :::. :::. BORING RECORD l'"r<UJEi.,. NAM!:. I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 P-1 SITE LOCATION ! START I FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD ILOGGED BY I CHECKED BY Pacific Drilling Hollow Stern Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft)j GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (f Truck Rii:i (Wolverine) 6 5 I 247 Y. NIA Ina SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR -82%, N60 -82/60" N -1.37 * N I UJ 0 5ffi ' z 0.. 'l-0 ~ z i= ~ <D ~~ t-UJ ~ t-;;; u.. .jl, I UJ -' I-~~ ~ t-Gj~ -' 0.. 0.. 0.. :i: UJ U) 0 0 UJ -' :i: < z UJ-' -' 0 UJ < Cl) UJ 0:: [IJ co rn 0.. - ~ - ... -245 ~ - ... - -5 - ... - ... -240 ... - ... - -10 - ... - ... -235 ... - ... - -15 - -230 - ... - ,-20 t--225 UJ ~ 0:: tii 0:: U) ::i~ ZU UJ t-t;~ ICI) ~ E: I-UJ 0 01-~ :i: 0 i' £. (.) :i:. c., I 0..0 I-~-' 0.. UJ (!l 0 '. -. -'.' . . . . -.. 5 - - 10- - - 15- - 20- - - DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SILTY SANDSTONE (SM); light gray; moist; mostly fine SAND; little fines; nonplastic. Hole cleaned out to 5' with hand auger. Gravel added to bottom prior to filling with water. See Figure A-20b for percolation test data. Total Depth: 5 feet No groundwater encountered (!) -z ci: gt--~-+-~--'~-+~__.._~~---~--'~~..._~_._~ ........ ..--..._~---~~..,_~~~~~~~~~~--~~..--~~~~- 1 § GROUP DELTA CONSULTANTS, INC. u c:, (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-20 a FALLING HEAD PERCOLATION TEST FIELD DATA SHEET Storm Water lnfilitration Project Name: Test Hole No: Drilllng Method: Depth of Hole as Drilled: Reading Time Number 1 8:16 8:31 2 8:31 8:46 3 8:46 9:16 4 9:16 9:46 5 9:46 10:15 6 10:15 10:45 7 10:45 11:45 8 11:45 12:45 9 10 11 12 13 14 15 16 Lennar Poinsettia Job No.: SD412 P-1 Date Drilled: 10/3112014 6" Hollow-Stem Auger 5 Depth Before Test: 4'6" Time Initial Final Interval Depth of Water Depth of Water (min.) (ft.) (ft.) 0:15 4.00 4.04 0:15 4.04 4.04 0:30 4.04 4.04 0:30 4.04 4.04 0:29 4.04 4.04 0:30 4.04 4.04 1:00 4.04 4.04 1:00 4.04 4.04 Tested By: Date Tested: Depth After Test: Change in Water Level (in.) 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GMS 10/3112014 4'6" Rate (min.Jin.) 6:00 0:00 0:00 0:00 0:00 0:00 0:00 0:00 Document No. 14-0188 GFilCUP CELT.A PERCOLATION TEST DATA (P-1) Project No. $0412 FIGURE A-20 b l § I-0 C, cj 0 ....I 0 0 Cl ..., Q. Cl <Ii Cl 0 ....I ' PRUJi:::v I l'IIA1,11::: I PROJECT NUMBER BORING BORING RECORD Lennar Poinsettia 61 Development $0412 P-2 SITE LOCATION \ START IFINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road I 10/31/2014 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD I LOGGED BY j CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft)I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (1 Truck Ria (Wolverine) 6 10 I 235 • NIA Ina SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR -82%, N60 -82/60 * N -1.37 • N LU zw-~ 'i z a.. 0 Ou~ g 0 ~ z i= i <D i :c i=:i" w ~ ~I-';;; I-:;g ...I Cl.. lij ',Q 3: Cl.. w 0. ::i zfil9 w ...I ~ < ...I C w rn wcx:co ID U) a.. ~ w ~ ex: (I) "f' ~~ Z'5" (J)I!., \g ,9, 0 >-:t ex: Cl - .......... -- -5 ,--230 ,__ --- -10 ,_225 ---- -15 -220 --- ,- -20 -215 0::(1) w I-:c rn 1-W 01- "i g ~ :c (!I :c o.a Ii: ~ .... LU (!I C ... .' .. -·.:·.·. :, ·: •, · ... -: ... 5 -.· .... .. -. ' ..... . . -' · .. : -.· . . . .. . . DESCRIPTION AND CtASSIFICATION SANTIAGO FORMATION: SIL TY SANDSTONE (SM); light gray; moist; mostly fine SAND; little fines; nonplastic. Hole cleaned out with hand auger to 9'. Gravel added to bottom prior to saturating the borehole. See Figure A-21 b for percolation test data . 10--+·~--~-~·--+~~~~~~~~~~~~~~~~~~~ -Total Depth: 10 feet No groundwater encountered - 15- - - 20- :=! ~ ., ... 0 '.'.:1 ~ ~ I ::i; Cl~ z -- - ~,__~ ........ ~---~-i-~-'-~~_,_~___.~~..i-~......_~ ........ .--"'-~-'-~~..__~~~~~~~~~~"-T"""~~~~~~~ § g GROUP DELTA CONSULTANTS, INC. 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-21 a FALLING HEAD PERCOLATION TEST FIELD DATA SHEET Storm Water lnfilitration Project Name: Lennar Poinsettia Job No.: SD412 Tested By: GMS Test Hole No: P-2 Date Drilled: 10131/2014 Date Tested: 10/31/2014 Drilling Method: 6" Hollow-Stem Auger Depth of Hole as Drilled: 10' Depth Before Test: 8'2" Depth After Test: 8' Reading Time Initial Final Change in Rate Number Time Interval Depth of Water Depth of Water Water Level (min./in.) (min.) (ft.) (ft.) (in.) 1 9:00 0:15 7.50 7.75 3.00 5:00 9:15 2 9:15 0:15 7.08 7.33 3.00 5:00 9:30 3 9:30 0:15 7.33 7.58 3.00 5:00 9:45 4 9:45 0:15 5.50 6.08 7.00 2:08 10:00 5 10:00 0:15 6.08 6.25 2.00 7:31 10:15 6 10:15 0:15 6.25 6.42 2.00 7:31 10:30 7 10:30 0:15 6.42 6.58 2.00 7:31 10:45 8 10:45 0:15 6.58 6.75 2.00 7:31 11:00 9 11:00 0:15 5.50 5.75 3.00 5:00 11:15 10 11:15 0:15 5.75 6.17 5.00 3:00 11:30 11 11:30 0:15 6.17 6.33 2.00 7:31 11:45 12 11:45 0:15 6.33 6.42 1.00 15:02 12:00 13 12:00 0:15 6.42 6.46 0.50 6:05 12:15 14 12:15 0:15 6.46 6.46 0.00 0:00 12:30 15 12:30 0:15 6.46 6.46 0.00 0:00 12:45 16 12:45 0:15 6.46 6.46 0.00 0:00 13:00 Document No. 14·0188 ··~~ GROUP CEL TA ~ PERCOLATION TEST DATA (P-2) Project No. SD412 FIGURE A-21 b ATTACHMENT le: Pollutant Control BMP Design Worksheets/Calculations 47 TECHNICAL MEMORANDUM: BMP Sizing for Stormwater Treatment Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar California Coastal August 9, 2017 TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES CIVIC CENTER DR, STE 206, VISTA, CA 92084 • 760-414-9212 TO : FROM : DATE: RE: TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar California Coastal Attention: Jamison Nakaya 25 Enterprise, Suite 400 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA August 9, 2017 Summary of BMP Sizing for Storm water Treatment for Poinsettia, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes the approach used to size biofiltration Best Management Practices (BMPs) for treatment of stormwater from the proposed Poinsettia development in the City of Carlsbad, CA. The biofiltration basins are sized using Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs, as provided in the "City of Carlsbad BMP Design Manua/"1 (BMP Design Manual). The BMP Design Manual was developed for the City of Carlsbad in order to address the BMP sizing requirements set forth in NPDES permit Order No. R9-2013-00012, as established by the San Diego Regional Water Quality Control Board (SDRWQCB). BMP SIZING The biofiltration basins were sized to treat stormwater based on the criteria presented in the BMP Design Manual. Sizing calculations for each BMP follow Worksheet B.S-1 (see Attachment 1). Essentially, the Design Capture Volume (DCV) was calculated for each BMP, followed by calculation of the minimum required footprint (where footprint is equal to the treatment area, which is equal to the area of the amended soil and gravel layers). The footprint provided for each BM P was made larger than the minimum required footprint in order to demonstrate compliance with the BMP Design Manual. The required and provided footprints are shown in Table 1. Each BMP has a footprint that is larger than the required area because hydromodification management plan (HMP) criteria was the controlling factor for sizing each basin. For further information regarding HMP requirements for the project, please refer to the site specific HMP3. Worksheet B.5-1 presents two options for achieving water quality compliance. For this project, Option 1 (Biofilter 1.5 times the DCV), was selected as the water quality criteria for all BMPs . In addition, the BMP Design Manual requires that all biofiltration basins have a footprint greater than or equal to 3% of the area tributary to the BMP multiplied by the adjusted runoff factor (C). The 3% rule is a minimum sizing factor, which for this project requires footprint sizes to be greater than Option 1. WATER SH ED, FLOODPLAIN e? STORM WATER MANAGEMENT · RIVER RESTORATION • FLOOD FACILITIES DESIGN • SEDIMENT e? EROSION 122 CIVIC (ENTER DRIVE, SUIT E 2 06, V I STA CA 92084 · 760-414-9212 • TRWENGINEERI NG .COM -TRWE- Poinsettia BMP Sizing Memo August 9, 2017 The BMP Design Manual also requires consideration of partial retention for biofiltration BMPs. Partial retention was not incorporated into the design of the project's BMPs because the geotechnical investigation4 recommends against infiltration into the underlying soil (due mostly to seepage related slope instability). Thus, all biofiltration basins are fully lined with an impermeable liner. TABLE 1-SUMMARY OF BMP FOOTPRINTS BMP Footprint Required (tt2) Footprint Provided (ft2) 1-1 1,642 2,488 2-1 6,757 8,277 3-1 992 1,733 4-1 4,933 7,253 5-1 1,317 1,400 SUMMARY This technical memorandum has demonstrated that the proposed biofiltration basins within the Poinsettia project satisfy the BMP Design Manual water quality criteria, provided that the cross- sectional areas and volumes recommended within this technical memorandum are incorporated as specified within the proposed project site. KEY ASSUMPTIONS 1. Zero partial retention is used because the project's geotechnical investigation4 recommends against infiltration into the underlying so il. Thus, the biofiltration basins are lined with an impermeable liner. REFERENCES [1] -"City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Manual -2016 Edition", February 16, 2016, City of Carlsbad . (2] -Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [3] -"SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA, August 9, 2017", prepared by Tory R. Walker Engineering. (4] -"Report of Geotechnical Investigation, Poinsettia Development, Carlsbad, California, November 20, 2014", prepared by Group Delta Consultants, Inc. ATTACHMENTS 1. BMP Sizing Calculations 2 Job# 349-11 ATTACHMENT 1 BMP Sizing Calculations TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES RUNOFF FACTOR CALCULATION BMP ID: BMP 1-1 Contributing DMA(s): OMA 1-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw IMPERVIOUS 56089 0.9 0.55 1 PERVIOUS (LANDSCAPE) 42639 0.1 TOTAL 98728 TOTAL (ac) 2.266 BMPIO: BMP 2-1 Contributing OMA(s): OMA 2-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 2 IMPERVIOUS 232630 0.9 0.58 PERVIOUS (LANDSCAPE) 158573 0.1 TOTAL 391203 TOTAL (ac) 8.981 BMPID: BMP 3-1 Contributing DMA(s): OMA3-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 3 IMPERVIOUS 32480 0.9 0.47 PERVIOUS (LANDSCAPE) 38430 0.1 TOTAL 70910 TOTAL (ac) 1.628 BMPID: BMP 4-1 Contributing DMA(s): DMA4-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 4 IMPERVIOUS 162338 0.9 0.48 PERVIOUS (LANDSCAPE) 183451 0.1 TOTAL 345789 TOTAL (ac) 7.938 BMPIO: BMP 5-1 Contributing DMA(s): DMAS-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw IMPERVIOUS 47103 0.9 0.70 5 PERVIOUS (LANDSCAPE) 15225 0.1 TOTAL 62328 TOTAL (ac) 1.431 Project Name ...... . Project No ............ . Date ..................... .. Poinsettia 349-11 8/9/2017 BMP Sizing for Biofiltration Basin 1-1 (IMP 1-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.554 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 2.266 ac (area tributary to BMP) DCV 2920 I cubic-feet I I I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Rema ining DCV after implementing retention BMPs 2920 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ N/A inches 7 Assumed surface area of the biofiltration BM P 2488 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12) x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 2920 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line S)] 14.4 inches 19 Total Depth Treated [Line 17 + Line 18] 44.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 4380 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 1184 sq -ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 2190 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1825 sq -ft Required Footprint of the BMP 24 Area draining to the BMP 98728 sq -ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.554 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 1642 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 1642 sq-ft I I I Biofiltration footprint provided [Line 7] 2488 sq-ft Check that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 2-1 (IMP 2-1) I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.576 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 8.981 ac (area tributary to BMP) DCV 12012 lft3 I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet 8.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 12012 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ N/A I inches 7 Assumed surface area of the biofiltration BMP 8277 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 12012 cubic-feet BMP Parameters 11 Surface Ponding (6 inch minimum, 12 inch maximum] 12 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 20.4 inches 19 Total Depth Treated [Line 17 + Line 18] 50.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 18018 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 4290 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 9009 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 5299 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 391203 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.576 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 6757 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 6757 sq -ft I I Biofiltration footprint provided [Line 7] 8277 sq-ft Check that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 3-1 (IMP 3-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.466 Area weighted runoff factor, per Table B.1-1 d 0.64 in {85th percentile, 24-hr storm rainfall depth) A 1.628 ac (area tributary to BMP) DCV 1764 Jcubic-feet I I I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet 8.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 1764 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] N/A inches 7 Assumed surface area of the biofiltration BMP 1733 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1-Line 9] 1764 cubic-feet BMP Parameters 11 Surface Ponding (6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ line 15 x Line 16] 30 inches Depth of Detention Storage 18 [line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 14.4 inches 19 Total Depth Treated [Line 17 + Line 18] 44.4 inches Option 1-Biofilter 1.5 times the DCV 20 Required biofiltered volume (1.5 x Line 10) 2646 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 715 sq -ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 1323 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1103 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 70910 sq -ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.l and B.2) 0.466 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 992 sq -ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 992 sq -ft I I I Biofiltration footprint provided [Line 7) 1733 sq -ft Ch eck that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 4-1 (IMP 4-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.476 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 7.938 ac (area tributary to BMP) DCV 8771 lcubic-feet I I I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 8771 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ N/A inches 7 Assumed surface area of the biofiltration BMP 7253 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1-Line 9] 8771 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 18 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line S)J 18.8 inches 19 Total Depth Treated [Line 17 + Line 18] 48.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume (1.5 x Line 10) 13156 cubic-feet 21 Required Footprint [Line 20/ Line 19) x 12 3235 sq -ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 6578 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 4199 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 345789 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.l and B.2) 0.476 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03) 4933 sq-ft 27 Footprint of the BMP:;;; Maximum(Minimum(Line 21, Line 23), Line 26) 4933 sq-ft I I I Biofiltration footprint provided [Line 7) 7253 sq -ft Check that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 5-1 (IMP 5-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.705 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 1.431 ac (area tributary to BMP) DCV 2342 lcubic-feet I I I I I Worksheet 8.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 2342 cubic-feet Partial Retention 2 Infiltration rate from Worksheet 0.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] N/A inches 7 Assumed surface area of the biofiltration BMP 1400 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration (Line 1 -Line 9] 2342 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16) 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 14.4 inches 19 Total Depth Treated [Line 17 + Line 18] 44.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 3513 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 950 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 1757 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1464 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 62328 sq -ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.705 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 1317 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 1317 sq-ft I I I Biofiltration footprint provided [Line 7] 1400 sq-ft Check that Line 7 is greater than or equal to Line 27 OK ATTACHMENT 20 0 ATTACHMENT 2: BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES Attachment Contents Checklist Sequence Attachment 2a Hyd romod ification Management N. Included In Attachment 5 of Exhibit Attachment 2d Attachment 2b Management of Critical Coarse 8 Exhibit showing project Sediment Yield Areas drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map Optional analyses for Critical Coarse Sediment Yield Area Determination D 6.2.1 Verification of Geomorphic Landscape Units Onsite & 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 8 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas On site Attachment 2c Geomorphic Assessment of N Not performed Receiving Channels !Attachment 2d Flow Control Facility Design and ~ Included Structural BMP Drawdown Calculations 58 Poinsettia -SWQMP ATTACHMENT 2b: Management of Critical Coarse Sediment Yield Areas 59 Watershed Boundaries Municipal Boundaries --Rivers & Streams Potential Critical Coarse Sediment Yield Areas Carlsbad Watershed -HU 904.00, 211 mi2 Exhibit Date: Sept. 8, 2014 100 Geosyntec C> consultants RICK E'IOll<F.ERINO CoMPIIN't' ~ C: TECHNICAL MEMORANDUM: Determination of Potential Critical Coarse Sediment Yield Areas for: Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar Homes of California, Inc. September 29, 2016. Revised October 9, 2017. Revised December 27, 2017. ~-~~ Tor~lker, R.C. E. 45005 President TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES ~IVIC CENTER DR, STE 206, VISTA, CA 92084 • 760-414-9212 TO : FROM: DATE: RE: TORY R. WALKER ENGINEERING RELIABLE SOLU T ION S I N WATER RESOURCES TECHNICAL MEMORANDUM Lennar Homes of California, Inc. 25 Enterprise, Suite 300 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA September 29, 2016. Revised October 9, 2017. Revised December 27, 2017. Summary of Determination of Potential Critical Coarse Sediment Yield Areas for Poinsettia, City of Carlsbad, CA. INTRODUCTION According to the Potential Critical Coarse Sediment Yield Area (PCCSYA) maps given in the Watershed Management Area Analysis (WMAA), PCCSYAs exist within the project's drainage boundaries. In addition, according to the grading plans for Poinsettia, the project discharges storm water runoff to an existing un-lined channel that runs roughly north to south through the project site. The unlined channel conveys flows to a hardened MS4 system, which eventually discharges into Batiquitos Lagoon. Based on the requirements of the City of Carlsbad BMP Design Manua/1 (BMPDM), projects in PCCSYAs must determine whether or not un-lined receiving streams warrant preservation of on-site coarse sediment supply (see Figure 6-1 and Form 1-10 section below). Therefore, this technical memorandum seeks to Investigate the downstream receiving system's susceptibility to changes in onsite PCCSYAs, per Figure 6-1 and Form 1-10. The site investigation and GIS analysis resulted in the exemption of a portion of the project site (Drainage Management Area 1 (DMA 1) -see Figure 1 in Appendix 1) from the critical coarse sediment yield requirements. The PCCSYAs within OMA 1 drain directly to a hardened MS4 system that drains to Batiquitos Lagoon, which for the purpose of this study is considered as a bay that sinks sediment (Batiquitos Lagoon is impacted by sediment deposition, and is dredged on a regular basis -see maintenance dredging report included in Appendix 3). Per Node 3 and Node 7 of Figure 6-1 of the BMPDM (see Figure 6-1 and Form 1-10 section below}, preservation of onsite PCCSYAs within OMA 1 is not required. The remaining DMAs (DMAs 2 and 3) drain to an unlined channel which drains to a hardened MS4 (concrete lined channel), and thus TRWE investigated the unlined channel and receiving MS4 in order to determine if onsite PCCSYAs require preservation. Based on the site visit, both the un-lined receiving channel and receiving MS4 are impacted by deposition of sediment; therefore no measures for protection of PCCSYAs onsite are necessary (see Figure 6-1 and Form 1-10 below). A summary of the findings of the site investigation, as well as Figure 6-1 and Form 1-10, are presented in the following sections, concluded by the final determination that preservation of onsite PCCSYAs is unnecessary. WATERSHED, FLOODPLAIN d-STORM WATER MANAGEMENT · RIVER RESTORATION · FLOOD FACILITIES DESIGN· SEDIMENT d-EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 · 760-414-9212 · TRWENGINEERING.CO M -TRWE- Poinsettia PCCSYA Study December 27, 2017 FIGURE 6-1 & FORM 1-10 Figure 6-1 and Form 1-10 from the BMPDM are presented below as applied to the Poinsettia project. LEGEND DMAl OMA2 & OMA 3 Ch apter 6: H ydromodification Management ~quirement~ for PDPs Un-lined Channel ', 4. rs the un-llnedchennei d1reci!y downsb'en of the projectorexislilg haidered MS4 system 1mpected by deposiuonof sedment? No 5. Prov1demiligation measures to preserve coerse sedlmen supply to lheurrllneddlamel,orprovide additional allalysis to detei meif sediment from lhe project silt i5 riot 111 source of bed sedlmen1supp1yto lhechennel. 6. Plovidemeau!IS preserve coarse sed1men sup~y ake. Reservoir. or Bay Yes HardenedMS4 System ', I I 11 I I I Sink ..-----------------------'------------~ 7. Downstream system doesnotwarn,nt preserv8fion of COl!Be sediment supply. No meas~es for presavebal o coarse sediment supply from the projects1le are necessary FIGURE 6-1. Evaluation of Do= rrum ystems Requiremems for Pre erv:1don of Co:arse Sedimen1 Supply 6-6 2 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Appendix I: Forms and Checklists Dnwnscrcam Sysrems Requirements for rom1 f-10 Preservation of Coarse Sediment Supply \Vh n it ha b en der rmined that p tential critical c ar e edim nt yi Id area exist within th proj ct ite, the next step is t determine whether down tream ysrcm w uld be sensitive to reduction f coar e sediment yield from the project ite. sc thi form co document the evaluation f d ~ n tream ystem reciuirements ~ r pres rvacion of coar ecliment upply. Project 10: I Will the project discharg runoff t M 4 , · t m ipe or lin d channel) or an un- lined channel? n-lincd channel 2 W ilJ th hard ned 'f 4 ystcm convey • onvey diment (e.g., a concrete-lined channel with teep l pe and clean ing velocity) or ink ediment (e.g., flat slop s, con tricrion , treatment B fPs, or ponds with re tricted ink outl rs ~ ithin th sy tern will trap ediment and not allow convcyanc of coar s dim nt from th pr ject ire co an un-Lined sr tern). 3 \1 hat kind of receiYing water wiJI th hardened M 4 ystem c nvey the sediment co? 4 ls the un-lin d channel impact ,d by deposition f s diment? Thi. condition must be d cumenccd by rhe irv. 1-8 3 n-lined chano Lake Re ervoir .Bay Lago n Ocean Yes () Go r 2 Go co 4 Go to 3 February 2016 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Appendix I: Form and Checklists Fom1 1-10 P.1gc 2 of2 5 ·nd-Preserve coarse sediment supply to pr tect un-lined channel fr m accelerated ero i n due to r ducti n f c ar·c ediment yield from the project si te unless further investigation determines the ediment is not critical t th r ceiving cream. dimcnt chat is critical to r c iving creams is the ediment that is a ignificant source of bed material t th r cci\·ing stream (bed sediment supply) (se ction 6.2.3 and Appendix H.2 of the manual). 6 End -Provide management measur s f, r pre crvation of c ar. ediment . upply (protect beach sand upply). 7 nd Down tream system doe n t warrant pre ervation of coar edimenr supply, no ~ r protecti n of critical coars s dim nt yi Id areas onsitc arc n cc ary. se th pace b low to d scribe the basi for this findi ng for the pr j ct. 1-9 February 2016 4 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Appendix I: Forms and Checklists Downstream Systems Requirements for Fom1 1-10 Preservation of Coarse Sediment Suppl)' When it has been determined that potenti~I critical coar e ediment yield area exi t within the pr ject ite, the next tep i t d termine wh ther d wn tream ·y t m w uJd be ·en ·itive to reduction of coarse cdiment yield fr m the proj ct ·ice. Use rhis form to d cumcnr the evaluation of downstream y. tern requirement f r pre rvation of c ar e cdiment upply. 2 3 4 Will the project di charge run ff to a hardened ;f 4 sy tern ip or lined channel) r an un- lined chann I? edimenr (e.g., flat slopes, con trictions, • n-lined channel nver treatment B fPs, r ponds with restricted ink utlets within the y tern will trap sedim nt and not allow convcvancc of coarse ediment fr m th pr jeer sit to an un-lin d y t m). \X'har kind f receiving\ ater will the hardened 1 4 sy tem convey the scdim nt to? Is the un-lin d chann I impacted by dcpo. iri n f edimcnt? This condition mu r be documented by the ity. 1-8 5 l n-lincd chann I Lake Re crv 1r ay Lg on cean 0 o to 4 G to J G t 4 7 0 to 6 Go to 7 o to 5 February 2016 Job# 349-11 Poinsettia PCCSYA Study December 27, 2017 -TRWE- Appendix I: Forms and Checklists Form 1-10 Page 2 of2 5 nd -Preserve c ar e . dimenr upply to protc t un-lincd channel from accelerat d r ion 6 due t r ducti n of coar cdim nt yi Id fr m the proj ct ire uni s funher inv ti tion d tcrminc the ediment i not critical to th receiving tream. dim nt that is critical to rec iving tr am, is th dimem that i a signi ficant ourc of bed mat rial t the recei\'ing scream (b d cdimenc supply) ( cc ection 6.2. and pp ndix H.2 f the manual). 7 D wn tr am y tern doc not warrant pre ervati n of c ar e cdimcnt uppl y, no mcasur for pr tection of critical c ar e .edimenc yield ar a nsite ar nece ary. . e rhe space below to describe th basis for this findi ng for the project. 1-9 February 2016 6 Job# 349-11 --TRWE-- Poinsettia PCCSYA Study December 27, 2017 SITE INVESTIGATION For DMAs 2 and 3, the site investigation sought to determine whether or not the receiving channel and MS4 are impacted by deposition of sediment. This was achieved by an in-stream analysis that evaluated the potential for an adverse reaction in the receiving channel due to changes in bed sediment supply, based on the present and potential future condition of the receiving channel. The receiving channel in its current condition is characterized by stable banks and a low angle of incision. As can be seen in the Topography Exhibit and Figures 1 through 4, the channel has a high width to depth ratio with gradual side slopes. The channel bottom width is on the order of 30-70 feet, and bank side slopes are approximately 16 percent (6 H : 1 V). Substantial vegetation is already present along the bottom and banks of the entire reach studied, even though the area burned in the Poinsettia fire just over one year prior to the site visit. Vegetation is primarily coastal sage scrub, including large shrubs with extensive root systems that extend into the bank toes and fortify the banks against potential scour and undermining. The channel was burned in the Poinsettia Fire in May 20142, thus the future condition of the channel is anticipated to be more stable than the present state due to recovery of vegetation. The Poinsettia fire burned almost the entire Poinsettia project area, leaving behind very little vegetation. At the time of the site visit 1 year and 4 months later, regrowth of vegetation was observed as seen in Figures 1 through 9, but at levels below pre-fire conditions. Even with immature vegetation, no significant erosion or evidence of sediment transport was observed after relatively heavy rain fell on the project site from a storm that ended 2 days prior to the site visit on September 16, 2015. The 24-hour rainfall total for this storm event at the project site is estimated to be over 1.3 inches, based on daily total precipitation records from the Encinitas (US1CASD0011) and Carlsbad (US1CASD0086) rain gages obtained from the National Climatic Data Center (excerpts from gages are included in Appendix 2). Given the severity of the fire and the current drought conditions which are slowing plant re- establishment, it is reasonable to assume that the vegetation observed during the site visit is significantly less dense than before the fire. This means that the historical condition representing the pre-fire site for at least the past 20 years had an even lower sediment transport potential than the currently low condition discussed in this study. The same is true for the future condition: sediment transport capacity will continue to diminish as vegetation continues to re-grow over the area. Vegetation is already becoming re-established (see Figures 1 through 4), and it will continue to increase in density and coverage to levels at least equivalent to pre-fire conditions. Assuming that the proposed Poinsettia project is built, the volume of wet weather and dry weather runoff received by the channel will increase, allowing higher vegetation growth within the channel and banks relative to pre-fire conditions. The increase in vegetation seen in natural channels receiving runoff from urban areas is a well documented phenomenon. Whether the receiving channel is transport or supply limited is one of the most important factors in determining the channel's susceptibility to changes in bed sediment supply. If the channel is transport limited, then it is by definition impacted by deposition of sediment. There is strong evidence from the site visit that the Poinsettia receiving channel is transport-limited: 7 Job# 349-11 --TRWE - Poinsettia PCCSYA Study December 27, 2017 • The channel geometry is conducive to trapping sediment. The channel bottom width is on the order of 30-70 feet, and bank side slopes are approximately 16 percent (6 H : 1 V). Such a large width to depth ratio results in broad, shallow flow with limited ability to transport sediment. The flow is shallow relative to the high channel roughness from vegetation and debris (see Figures 1 through 4). While the channel profile slope is approximately 2-4%, this is greatly outweighed by the wide channel bottom and shallow flow depth. In support of this, a normal depth calculation using Manning's equation for the 2-year peak flow is provided in Appendix 2. Based on the statistical analysis presented in the HMP Study3, the 2-year peak flow was determined by adding the 2-year peak flows from POC-1 (5.92 cfs) and POC-2 (3.83 cfs) to arrive at a total peak flow of approximately 10 cfs. This peak flow approximation is appropriate, considering that flow is being estimated for the sole purpose of justifying what is intuitively and empirically observed. The wide and flat channel bottom was approximated by assuming a triangular channel with 20:1 side slopes. A Manning's n value of 0.2 was assumed to represent the high roughness produced from dense vegetation and a relatively shallow flow depth of less than 1 foot (typical for shallow flow in floodplain areas where vegetation is dense over the entire depth of flow). An average channel slope of 3% was also assumed. The resulting flow depth is 0.8 feet and the velocity is 0.7 fps, which is well below the typical 3 fps velocity criteria recommended for self-cleansing channels. • Current heavy vegetation in the channel and on the channel banks traps sediment. The vegetation will impede flow in the channel and cause it to spread out, leading to deposition of sediment. Dense vegetation, debris, and sediment deposits were observed in the channel as shown in Figures 1 through 4. As discussed above, the vegetation in the channel will get progressively thicker and more established with time. Therefore, the future condition of the channel is projected to be even more transport limited than the current state. • Deep sediment deposition was observed in the concrete lined section of the downstream end of the receiving channel (4 foot deep trapezoidal channel (beginning of hardened MS4) -see Figures 5 through 9). More than 70% of the length of the hardened channel section has a 12 to 24 inch layer of material deposited on the channel bottom. Figure 7 shows a black top layer underlain by the light brown silty sand found along the top of bank of the hardened channel. The black layer is from more recent washoff of organics from adjacent burned areas, whereas the bottom light brown sediment layer pre-dates the Poinsettia fire. The sediment layer is up to 24 inches deep in some places, and as seen in Figure 9, vegetation over 6 feet tall is established in the sediment layer. This is evidence that from a maintenance and flood control standpoint, the hardened channel reach has been experiencing negative impacts from sediment deposition well before the occurrence of the Poinsettia fire. In other words, sediment is trapped within the hardened channel and is not effectively transported downstream. Based on the observations above, the receiving system is transport-limited and will not respond adversely to a reduction in coarse sediment supply (if any such reduction should occur due to onsite development). Furthermore, both the receiving unlined channel and concrete lined MS4 channel are impacted by deposition of sediment, thus per Node 4 and Node 7 of Figure 6-1, the receiving system does not warrant preservation of onsite coarse sediment supply. 8 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 1. Looking downstream at the upstream reach of the receiving channel near Point #1. Note the high width to depth ratio and dense vegetation. 9 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 2. Looking downstream at the upstream reach of the receiving channel near Point #1 . Note the high width to depth ratio and dense vegetation. Gradually sloped channel banks seen towards the upper left of the picture are characteristic of the receiving channel. Figure 3. Looking downstream at the middle section of the receiving channel between Points #1 and #2. The channel has a low degree of incision and channel banks are stable. Vegetation is still re-establishing after the Poinsettia Fire, but is already relatively dense within the channel. 10 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 .., a • ~ • Figure 4. Looking upstream in the receiving channel from the dirt service road that crosses the receiving channel near Point #2 . Due to the wide channel bottom, water sheet flows across the service road in this location. Vegetation is dense, including shrubs and oak trees with extensive root systems. Many of the oak trees and shrubs survived the fire and are sprouting new growth. 11 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 5. Looking downstream at the sediment deposition in the concrete lined portion of the receiving channel (4' deep, hardened channel), located at the downstream end of the study reach. 12 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 6. Looking downstream at the sediment deposition in the hardened portion of the channel. Sediment is roughly 2' deep (total channel depth is 4'). 13 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 7. Cross section view of the sediment layers in the hardened channel. The black layer is the recent washoff of organics from adjacent burned areas and the light brown layer is the characteristic silty sand found along the top of bank of the hardened channel. 14 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 8. Looking upstream in the hardened channel. Water is ponded due to sediment buildup just downstream. 15 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 9. Looking upstream at the upstream end of the hardened channel. Large, well established vegetation (over 6' tall) is growing out of the sediment deposited in the channel, indicating that the channel was impacted by sediment deposition prior to the Poinsettia fire in May 2014. 16 Job# 349-11 --TRWE-- Poinsettia PCCSYA Study December 27, 2017 CONCLUSION As demonstrated by the site investigation and application of Figure 6-1, the Poinsettia project's DMAs drain to receiving systems that trap and/or sink sediment (impacted by deposition of sediment). Therefore, no measures for protection of onsite potential critical coarse sediment yield areas are necessary. REFERENCES 1. "City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Monuol -2016 Edition," February 16, 2016, City of Carlsbad. 2. "Poinsettia Fire Incident Information," CALFIRE, http:// cdfdata. fire .ca .gov /incidents/incidents_ details_ info? incident _id ;966 3. "Technical Memorandum: SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA," August 9, 2017, Tory R. Walker Engineering. 4. Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). APPENDICES 1. Figure 1-Site Investigation Map, Project Site Topography Exhibit 2. Normal Depth Calculation for Receiving Channel, Rain Gage Data 3. Maintenance Dredging Report (Batiquitos Lagoon) 17 Job# 349-11 APPENDIX 1 Site Investigation Map (Figure 1), Project Site Topography Exhibit PCCSYA SITE INVESTIGATION MAP Legend DMA BOUNDARY SUBBASIN BOUNDARY PCCSYA RECEIVING CHANNEL FLOWLINE STORM DRAIN FLOW DIRECTION REFERENCE POINT Feet 0 100 200 • 400 600 FIGURE 1 / ..... ,, .· ; } .,;#t ------------ • --.,; ...... i POC-1 • ' /,_;.. DMAl 'I, ......... . . ,.,-·,·· .. ,.,,,,,,,: .......... ,.,.,, SUMP (PONDING MF.A TRAPS SED1i1EN1) 1>'' -~·' / J,_~2J~9 POC-2 ; :' :' 25f5 I DMA3 POC-3 r--c· J • J'c 2.t.2" 24t 7 ~tt.J 1,t.2 -~ ( ..... \ \ BASIN BOUM ,,,, ......... ·\ •. t'•J ' ' -> _.,. .. ;. PROJECT SITE TOPOGRAPHY POINSETTIA \ @\ \ . -~,, '"'"· ,. , .... ._.,.,,, . -.,, .... -.•. 0¥_.._ .......... ·-.,.. ...... ~ ............ ,-, • ..,,,,,.. "" :-~•./ ... l ~- .... ........ f APPENDIX 2 Normal Depth Calculation for Receiving Channel, Rain Gage Data Channel Report Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Tuesday, Oct 3 2017 eceiving Channel for DMA 2 and DMA 3 (2-year Peak Flow) Triangular Highlighted Side Slopes (z: 1) = 20.00, 20.00 Depth (ft) = 0.84 Total Depth (ft) = 1.00 Q (cfs) = 10.00 Area (sqft) = 14.11 Invert Elev (ft) = 10.00 Velocity (tus) = 0.71 Slope(%) = 3.00 Wetted Perim (ft) = 33.64 N-Value = 0.200 Crit Depth, Ye (ft) = 0.44 Top Width (ft) = 33.60 Calculations EGL (ft) = 0.85 Compute by: Known Q Known Q (cfs) = 10.00 Elev (ft) Section Depth (ft ~----,.----,.-----.-----.-----.---,---,--,---,--,---,--,--,--2.00 ------------- 11 .50 --+----+----+----+----+----+----+-------------1.50 11 .00 ~--....... ~---t----t----t----t----t----t----1r---~t----t--1.00 10.00 --+----+----+---4---4---31tC-----4----4-----1.------1.----1--0.00 9.50 ~--~--~--~--~--~~-~~--~--~--~--~ -0.50 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) CARLS IN GAGE STATION STATION NAME ELEVATION LATITUDE LONGITUDE DATE PRCP (1/10 mm) Measurement Flag Quality Flag Source Flag I Time of Observation PRCP (in) G HCN D:U S1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150901 0 N 9999 G HCN D:U S1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 ·117 .3307 20150902 0 N 9999 G HCN D:U S1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 ·117.3307 20150903 0 N 9999 G HCN D:U S1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150904 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150905 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150906 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150907 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150908 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150909 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33 .1658 -117.3307 20150910 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150911 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150912 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150913 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150914 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150915 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150916 406 -' N 9999 1.598 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150917 0 N 9999 GHCND:US1CAS00086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150918 0 N 9999 G HCN D :US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150919 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150920 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33 .1658 -117.3307 20150922 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150923 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150924 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 ·117.3307 20150925 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150926 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3ENE CA US 59.1 33.1658 -117.3307 20150928 0 N 9999 GHCND:US1CASD0086 CARLSBAD l.3EN E CA US 59.1 33.1658 -117.3307 20150930 0 N 9999 ENCIN AIN GAGE STATION STATION NAME ELEVATION LATITUDE LONGITUDE DATE PRCP (1/10 mm) Measurement Flag Quality Flag Source Flag Time of Observation PRCP (in) GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150901 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150902 0 N 9999 GHCN D:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150903 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150904 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150905 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150906 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150907 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150908 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150909 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150910 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150911 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150912 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150913 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150914 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150915 3 I N 9999 0.012 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150916 340 I N 9999 1.339 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150917 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150918 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150919 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150920 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150921 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150922 0 N 9999 G HCN D:USlCASDOOl 1 ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150923 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150924 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150925 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150926 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150927 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150928 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150929 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150930 0 N 9999 APPENDIX 3 Maintenance Dredging Report (Batiquitos Lagoon) STATE OF CALIFORNIA -THE NATURAL RESOURCES AGENCY EDMUND G. BROWN, JR., Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA ---,;. METROPOLITAN DRIVE, SUITE 103 :>IEGO, CA 92108-4421 1~ ... , 767-2370 F20c Filed: 180th Day: 2701h Day: Staff: Staff Report: Hearing Date: 7/13/16 1/9/17 4/9/17 T.Ross-SD 12/22/17 1/11-13/17 STAFF REPORT: REGULAR CALENDAR Application No.: Applicant: Agent: Location: Project Description: Staff Recommendation: 6-16-0528 CA Department of Fish and Wildlife Tim Dillingham Batiquitos Lagoon between the ocean and El Camino Real and the beach area south of the lagoon inlet, Carlsbad, San Diego County. Maintenance dredging including removal of up to I 18,000 cubic yards of beach sand from the central basin to be deposited on beach area south of the lagoon inlet. Approval with Conditions SUMMARY OF STAFF RECOMMENDATION Staffis recommending approval of the proposed project with conditions to allow dredging of up to 118,000 cubic yards of beach quality sand from the central basin of Batiquitos Lagoon to be deposited south of the lagoon inlet at South Ponto State Beach. Sand is constantly being brought into the lagoon through tidal action and continually accumulates in the lagoon. This increased sediment results in a reduced tidal prism that 6-16-0528 (CA Department of Fish and Wildlife ) introduces stresses on the natural resources within the lagoon, and the proposed dredging is required to assure the continued health of the lagoon. In order to maintain a permanently open lagoon mouth and healthy lagoon ecosystem, periodic maintenance dredging of the lagoon bottom has occurred since the completion of the initial lagoon restoration plan approved in CDP 6-90-219. Over the past 20 years, five maintenance dredging proposals have previously been approved by the Commission in the form of amendments to CDP 6-90-219 and have involved the dredging of up to I 00,000 cubic yards of beach quality sand per dredge event, that was subsequently deposited on nearby Carlsbad State Beach areas or existing nesting sites within the Lagoon's Ecological Reserve boundary. The proposed project will occur within Batiquitos Lagoon, where the Commission retains jurisdiction. As such, the standard of review is the Chapter 3 policies of the Coastal Act. The current application proposes the removal of the same amount of sediment approved by the Commission in 2010 (118,000 cubic yards). In addition, the proposed location for sand deposition has been the same for all six previous dredge cycles. CDFW has incorporated all previous project modifications required by the Commission regarding timing, staging locations, and dredging practices into the proposed project. The primary concerns associated with the proposed development are potential impacts to marine resources and public access. The potential impacts to marine resources identified include the disruption of nesting birds and/or grunion spawning activities, the removal of eel grass, and/or the uncovering and potential spread of the invasive algae species Caulpera during construction. Public access impacts identified include loss of beach use during sand placement, and the need to determine what the long-term benefits of sand placement are to public access. In order to address these concerns staff is recommending approval of the project with the inclusion of eight (8) Special Conditions. The attached conditions of approval require final plans which indicate appropriate staging areas (Special Condition No. 1) and that dredging can only occur between September 15 and February 15 to avoid potential disturbance of California least terns and western snowy plovers during their breeding periods as well as grunion spawning season (Special Condition No. 4). To prevent the spread of non-native invasive species, Special Condition No. 5 requires a Caulerpa taxifolia survey will be required to occur between 30 to 90 days prior to dredging commencement. The reuse of excavated material on nearby beaches will increase the amount of available recreational area for public use. Special Condition No. 2 requires a shoreline monitoring plan to be developed and implemented to determine the results of beach nourishment over five years. Special Condition No. 4 further requires that beach nourishment activities take place outside of the busy summer season from Memorial Day weekend through Labor Day so that public access is not negatively impacted. Because surfing resources could potentially be impacted by the project, Special Condition No. 3 requires the applicant to monitor surfing conditions prior to and following nourishment activities and submit monitoring reports. 2 6-16-0528 (CA Department of Fish and Wildlife) Finally, Special Condition No. 8 requires the applicant to acknowledge and assume all risks and liabilities from conducting development in a hazardous location. To ensure that all development is undertaken as proposed, Special Condition No. 6 requires the applicant to submit Post-Dredging plans, that are in substantial conformance to those originally submitted, within 60 days of project completion. Additionally, this project, as proposed, was developed in conjunction with the Army Corps of Engineers and the U.S. Fish and Wildlife Service and Special Condition No. 7 requires the applicant to submit copies of all other required state or federal discretionary permits to the commission prior to the commencement of dredging activities. As conditioned, all potential adverse impacts on coastal resources are addressed to assure consistency of the development with Chapter 3 policies of the Coastal Act. Therefore, Commission staff recommends approval of coastal development permit application 6-16-0528 as conditioned herein. 3 6-16-0528 (CA Department of Fish and Wildlife ) TABLE OF CONTENTS I. MOTION AND RESOLUTION ...................................................................... 5 II. ST AND ARD CONDITIONS ........................................................................... 5 III. SPECIAL CONDITIONS ................................................................................ 6 IV. FINDINGS AND DECLARATIONS ............................................................ 10 A. PROJECT DESCRIPTION ................................................................................................. 10 B. MARINE RESOURCES .................................................................................................... 1 1 C. PUBLIC ACCESS/BEACH REPLENISHMENT .................................................................... 17 D. LAND RESOURCES ........................................................................................................ 20 E. LOCAL COAST AL PLANNING ......................................................................................... 2 l F. CALIFORNIA ENVIRONMENTAL QUALITY ACT ............................................................. 2 1 APPENDICES Appendix A -Substantive File Documents EXHIBITS Exhibit 1 -Project Location Exhibit 2 -Aerial of Project Site 4 6-16-0528 (CA Department of Fish and Wildlife) I. MOTION AND RESOLUTION Motion: I move that the Commission approve Coastal Development Permit Application No. 6-16-0528 subject to the conditions set forth in the staff recommendation. Staff recommends a YES vote on the foregoing motion. Passage of this motion will result in conditional approval of the permit and adoption of the following resolution and findings. The motion passes only by affirmative vote ofa majority of the Commissioners present. Resolution: The Commission hereby approves coastal development permit 6-16-0528 and adopts the.findings set forth below on grounds that the development as conditioned will be in conformity with the policies of Chapter 3 of the Coastal Act and will not prejudice the ability of the local government having jurisdiction over the area to prepare a Local Coastal Program conforming to the provisions of Chapter 3. Approval of the permit complies with the California Environmental Quality Act because either 1) feasible mitigation measures and/or alternatives have been incorporated to substantially lessen any significant adverse effects of the development on the environment, or 2) there are no furtherfeasible mitigation measures or alternatives that would substantially lessen any significant adverse impacts of the development on the environment. II. ST AND ARD CONDITIONS This permit is granted subject to the following standard conditions: I. Notice of Receipt and Acknowledgment. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. 2. Expiration. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension of the permit must be made prior to the expiration date. 3. Interpretation. Any questions of intent of interpretation of any condition will be resolved by the Executive Director or the Commission. 5 6-16-0528 (CA Department of Fish and Wildlife ) 4. Assignment. The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 5. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions. III. SPECIAL CONDITIONS This permit is granted subject to the following special conditions: I. Final Plans. PRIOR TO ISSUANCE OF THE COAST AL DEVELOPMENT PERMIT, the applicant shall submit, for the review and written approval of the Executive Director, one full-size set of the following final plans: (a) Dredge and Sand Placement Plans that substantially conform with the plan submitted to the Commission by California Department of Fish and Wildlife dated May 2016. The Plans shall show that the location of all staging is limited to Nesting Site El. The permittee shall undertake development in conformance with the approved final plans unless the Commission amends this permit or the Executive Director determines that no amendment is legally required for any proposed minor deviations. 2. Beach Sand Monitoring. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, a detailed beach sand monitoring program for shore and nearshore monitoring at and near the receiver site (South Ponto Beach, directly south of the mouth ofBatiquitos Lagoon). Monitoring at and adjacent to the receiver sites shall address the following concerns: (a) Monitoring at and adjacent to the receiver sites shall address the following concerns: 1. Confirm as-built project plans for location and deposition amounts and document any plan revisions; ii. Seasonal and inter-annual changes to the receiver sites, in width of dry beach, subaerial and nearshore slope, offshore extent of nourished toe, and overall volume of sand in the profile; 111. Extent of transport of material up-and down-coast from the receiver sites; and 1v. Time period over which the beach benefits related to the project can be identified as distinct from background conditions. (b) The plan shall be prepared by a qualified engineer with experience in coastal engineering and include, at a minimum, the following: 6 6-16-0528 (CA Department of Fish and Wildlife ) i. Field surveys of the receiver sites and adjacent areas. Unless otherwise indicated, all profiles shall extend from an upland fixed location or monument, across the beach, through the nearshore, to closure depth. Profiles shall be prepared within six months prior to sand placement, promptly upon completion of sand placement (this survey may be terminated offshore at the toe of the project rather than going to closure), and 3 months after completion of sand placement. In addition, beach profile monitoring shall be conducted on a semi-annual basis each spring and fall for five (5) years following completion of sand placement. 11. There shall be a minimum of one profile through the South Ponto Beach receiver site, and at least one profile up-coast and two profiles down-coast of this receiver site. 111. Monitoring information shall be analyzed regularly for any changes that have occurred at the receiver sites. To the extent practicable, these reports shall incorporate information from the San Diego Regional Monitoring Program on both historic changes at the receiver sites and on-going regional shoreline trends. 1v. A site specific determination of the current location of the Mean High Tide Line (MHTL) shall be conducted at the receiver site prior to beach nourishment, with the consultation and written confirmation of the State Lands Commission. v. Oblique aerial photographs of the receiver sites shall be taken semi-annually during the first two years following the completion of sand placement, and annually during Year 3 and Year 4 following completion of sand placement. v1. Annual monitoring reports and a final report evaluating long-term effects of the sand placement shall be submitted to the Executive Director, NMFS, CDFW, and USACE. The permittee shall undertake development in conformance with the approved final plan unless the Commission amends this permit or the Executive Director provides a written determination that no amendment is legally required for any proposed minor deviations. 3. Surf Monitoring Plan. PRIOR TO ISSUANCE OF THE COAST AL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director, for review and written approval, a Surf Monitoring Plan to visually monitor surfing conditions at and adjacent to South Ponto Beach before and after sand placement. The Surf Monitoring Plan shall include, at a minimum, the following: (a) Identify the major surfing breaks at and adjacent to South Ponto Beach and determine appropriate monitoring sites; (b) Document morning conditions using a standardized data sheet, with video recording as appropriate, as follows: 1. Pre-construction monitoring shall begin two weeks prior to sand placement, and take place 3 times per week over 14 days; and 11. Post-construction monitoring shall begin within two weeks following completion of sand placement, and take place 3 times per week over 30 days. 7 6-16-0528 (CA Department of Fish and Wildlife ) (c) Surf monitoring shall include estimates of wave height, type of wave (hollow or mushy), breaker distance from shore, length of peel, and existence of backwash; ( d) Conduct standardized interviews with surfers using a questionnaire; ( e) Estimate the density of surfers at each site surfing site during monitoring; and (f) A final report that includes the monitoring results and an analysis of any change in surfing conditions, which shall be submitted to the Executive Director within 90 days of the final survey. The permittee shall undertake development in conformance with the approved final plan unless the Commission amends this permit or the Executive Director provides a written determination that no amendment is legally required for any proposed minor deviations. 4. Timing of Dredging and Beach Deposition. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, final plans which incorporate the following: (a) Public Access/Timing. Placement of sand on Carlsbad State Beach shall occur outside of the summer season of any year (Memorial Day weekend through Labor Day). (b) Sensitive Bird Species/Timing. To avoid potential impacts to the California least tern and western snowy plover breeding period, construction will not be permitted between the dates of March I to August 31 of any year. (c) California Grunion/Timing. To avoid potential impacts to the California grunion no placement of sand shall occur during the grunion spawning period of March I through August 31 of any year. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without an amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 5. Invasive Species. PRIOR TO THE COMMENCEMENT OF DREDGING, the applicant shall provide evidence that dredging of Batiquitos Lagoon can occur without the risk of spreading the invasive green alga Caulerpa taxifolia as follows. (a) Not earlier than 90 days nor later than 30 days prior to commencement or re- commencement of any dredging authorized under this coastal development permit, the applicant shall undertake a survey of the project area dredged area, anchoring areas, and any other areas where the bottom could be disturbed by project activities) and a buffer area at least IO meters beyond the project area to determine the presence of the invasive alga Caulerpa taxifolia. The survey shall include a visual examination of the substrate. 8 6-16-0528 (CA Department of Fish and Wildlife) (b) The survey protocol shall be prepared in consultation with the Regional Water Quality Control Board, the California Department of Fish and Wildlife, and the National Marine Fisheries Service. (c) Within five (5) business days of completion of the survey, the applicant shall submit the survey: 1. For the review and written approval of the Executive Director; and 11. To the Surveillance Subcommittee of the Southern California Caulerpa Action Team (SCCA T). iii. If Caulerpa is found, then the NMFS and DFW contacts shall be notified within 24 hours of the discovery. (d) If Caulerpa is found, the applicant shall, prior to the commencement of dredging, provide evidence to the Executive Director for review and written approval either that the all Caulerpa discovered within the project and buffer areas have been eradicated or that the dredging project has been revised to avoid any contact with Caulerpa. No changes to the dredging project shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is required. 6. Post Dredging Plans. Within 60 days of the dredging of the lagoon, final dredging and deposition plans shall be submitted which indicate: (a) The lagoon has been dredged consistent with the preliminary plans submitted with the application. (b) The South Ponto portion of Carlsbad State Beach has been nourished consistent with the preliminary beach profiles submitted with the application. 7. Other Permits. PRIOR TO THE COMMENCEMENT OF DREDGING, the applicant shall submit copies of all other required state or federal discretionary permits form the U.S. Fish and Wildlife Service and the Army Corps of Engineers for the proposed project. Any mitigation measures or other changes for the project required through said permits shall be reported to the Executive Director and shall become part of the project. No changes to the project shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director detennined that no amendment is legally required. 8. Assumption of Risk, Waiver of Liability and Indemnity Agreement. By acceptance of this permit, the applicant acknowledges and agrees (i) that the site may be subject to hazards from wave action; (ii) to assume the risks to the applicant and the 9 6-16-0528 (CA Department of Fish and Wildlife) property that is the subject of this permit of injury and damage from such hazards in connection with this permitted development; (iii) to unconditionally waive any claim of damage or liability against the Commission, its officers, agents, and employees for injury or damage from such hazards; and (iv) to indemnify and hold harmless the Commission, its officers, agents, and employees with respect to the Commission's approval of the project against any and all liability, claims, demands, damages, costs (including costs and fees incurred in defense of such claims), expenses, and amounts paid in settlement arising from any injury or damage due to such hazards. IV. FINDINGS AND DECLARATIONS A. PROJECT HISTORY/PROJECT DESCRIPTION Project History Batiquitos Lagoon was restored to tidal influence in 1997 by the Port of Los Angeles to mitigate impacts of a wetlands fill project (ref. CDP No. 6-90-219). The restoration of Batiquitos Lagoon was designed to create a lagoon with large/deep basins, and to primarily provide fish nursery habitat area. In order to provide such habitat, the restoration also included introduction of eelgrass and cordgrass, both of which rely on good water quality and the tidal action of an open lagoon mouth. However, the combination of large/deep basins and the open condition of the mouth allows sand passing in front of the mouth (through natural sand migration within the littoral cell) to be drawn into the lagoon and deposited in the shoals around Carlsbad Boulevard Bridge and the railroad trestles. lfleft unmaintained, this leads to the closure of the lagoon mouth and deteriorated water quality and the potential loss of both eelgrass and cordgrass habitats. It was therefore anticipated in the original approval that maintenance dredging would be required to maintain lagoon health. Further, removal of the material trapped in the lagoon and subsequent replacing in the nearshore area will allow that material to continue its natural transport south along the coast. Since the time of restoration, the Department has performed five maintenance dredge events, all of which have received approval by the Commission (ref. CDP No. 6-90-219 including amendments; CDP 6-10-020). The subject permit application is the sixth maintenance dredge project request. Project Description CDFW is proposing to perform maintenance dredging of the Lagoon's Central Basin that would remove 118,000 cubic yards of beach quality sand to be placed south of the lagoon inlet. The project, as proposed, will serve to maintain the tidal lagoon opening and restore the necessary tidal prism. The dredging of sand will be accomplished by an air- quality certified suction dredge (diesel dredge with certification of emissions as required by the Air Resouces Board) that will remove sand from the central lagoon basin and pump it via pipe to South Ponto Beach, a part of Carlsbad State Beach, which is owned by the California Department of Parks and Recreation (CDPR). This pipe would be 10 6-16-0528 (CA Department offish and Wildlife) placed along the upper section of the beach, then along the edge of the bluff to the discharge point to minimize crossings of the beach. Sections of the exposed pipe will be buried to allow crossings for emergency vehicles. Grain size has been tested and the grain size of the shoal material at the proposed dredge site has been determined to be at least 97 .5% consistent with that found at the beach placement site. Additional samples were taken throughout the central basin and in no case were samples found to be less than 80% consistent with beach samples. All work will be completed between September 15 and March I to avoid the California least tern and Western snowy plover nesting seasons. This timing will also avoid grunion spawning season as well as the high recreational use periods on the beaches (Memorial Day weekend to Labor Day). All staging is proposed within the perimeters of the project itself and the dredge methodology and sand replenishment operations will comply with all applicable Chapter 3 Coastal Act policies. The current application proposes the removal of the same amount of sediment approved by the Commission in 2010 (118,000 cubic yards). In addition, the proposed location for sand deposition has been the same for all five previous proposals. CDFW has incorporated all previous project modifications required by the Commission regarding timing, staging locations, and dredging practices into the proposed project. B. MARINE RESOURCES Section 30230 of the Coastal Act states: Marine resources shall be maintained, enhanced, and where.feasible, restored. Special protection shall be given to areas and species of special biological or economic significance. Uses of the marine environment shall be carried out in a manner that will sustain the biological productivity of coastal waters and that will maintain healthy populations of all species of marine organisms adequate for long- term commercial, recreational, scientific, and educational purposes. Section 30231 of the Coastal Act states: The biological productivity and the quality of coastal waters, streams, wetlands, estuaries, and lakes appropriate to maintain optimum populations of marine organisms and for the protection of human health shall be maintained and, where feasible, restored through, among other means, minimizing adverse effects of waste water discharges and entrainment. controlling runoff, preventing depletion of ground water supplies and substantial interference with surface water flow, encouraging waste water reclamation, maintaining natural vegetation buffer areas that protect riparian habitats, and minimizing alteration of natural streams. 1 1 6-16-0528 (CA Department of Fish and Wildlife) Section 30233 of the Coastal Act states: (a) The diking, filling, or dredging of open coastal waters, wetlands, estuaries, and lakes shall be permitted in accordance with other applicable provisions of this division, where there is no feasible less environmentally damaging alternative, and where feasible mitigation measures have been provided to minimize adverse environmental effects, and shall be limited to thefollowing: (I) New or expanded port, energy, and coastal-dependent industrial facilities, including commercial fishing facilities. (2) Maintaining existing, or restoring previously dredged, depths in existing navigational channels, turning basins, vessel berthing and mooring areas, and boat launching ramps. (3) In wetland areas only, entrance channels for new or expanded boating facilities: and in a degraded wetland, identified by the Department of Fish and Game pursuant to subdivision (b) of Section 30411, for boating.facilities if, in conjunction with such boating.facilities, a substantial portion of the degraded wetland is restored and maintained as a biologically productive wetland. The size of the wetland area used for boating .facilities, including berthing space, turning basins, necessary navigation channels, and any necessary support service.facilities, shall not exceed 25 percent of the degraded wetland. (4) In open coastal waters, other than wetlands, including streams, estuaries, and lakes, new or expanded boating.facilities and the placement of structural pilings for public recreational piers that provide public access and recreational opportunities. (5) Incidental public service purposes, including but not limited to, burying cables and pipes or inspection of piers and maintenance of existing intake and outfall lines. (6) Mineral extraction, including sand for restoring beaches, except in environmentally 51ensitive areas. (7) Restoration purposes. (8) Nature study, aquaculture, or similar resource dependent activities. (b) Dredging and spoils disposal shall be planned and carried out to avoid significant disruption to marine and wildlife habitats and water circulation. Dredge .1poils suitable for beach replenishment should be transported for such purposes to appropriate beaches or into suitable long shore current systems. (c) In addition to the other provisions of this section, diking, filling, or dredging in existing estuaries and wetlands shall maintain or enhance the .functional capacity 12 6-16-0528 (CA Department of Fish and Wildlife) of the wetland or estuary. Any alteration of coastal wetlands identified by the Department of Fish and Game, including, but not limited to, the /9 coastal wetlands identified in its report entitled, "Acquisition Priorities for the Coastal Wetlands of California", shall be limited to very minor incidental public facilities, restorative measures, nature study, commercialfishingfacilities in Bodega Bay, and development in already developed parts of south San Diego Bay, if otherwise in accordance with this division. Section 30230 and 30231 state, in part, that marine resources shall be maintained and restored where possible and shall promote the highest feasible level of biological productivity. The dredging is designed to allow for the tidal flushing of the lagoon, a necessary action to maintain lagoon health, and to promote ecological productivity. The current levels of sand in the lagoon basin mute tidal influence, which will eventually lead to stagnation, anoxia (lack of oxygen), associated fish kills, and the emigration of protected shorebirds. The dredging of the central basin will restore the core functions of the lagoon, thus promoting a healthier ecosystem. As noted, a number of marine resources are present in and adjacent to the lagoon. These include endangered bird species, including California least terns and western snowy plovers, as well as California grunion and eel grass beds. Impacts to such resources can occur during construction, as the noise and general activity can cause birds to move out of the area and can prevent grunion from spawning. In addition, dredging can result in the removal of eelgrass. Furthermore, the highly-invasive tropical species Caulerpa taxfolia has been found in Agua Hedionda (nearby lagoon to the north), thus the potential spread of Caulerpa is an additional marine resource impact concern. Finally, sand nourishment at beaches can impact the diversity and abundance of invertebrates, plants, and birds present on the sandy beaches proposed for nourishment as well as adjacent beaches and intertidal/subtidal areas. As such, protection of these various resources needs to be assured. To address the potential impacts to endangered birds and the spawning of grunion, the applicant is proposing to limit dredging and sand placement activities to between September 15 and March I to avoid the nesting seasons of the California least tern and Western snowy plover. This timing will also avoid the California grunion spawning season. To assure that no dredging or sand placement activities occur during this period, Special Condition No. 4 addresses the timing of construction to assure that impacts to avian and grunion species do not occur. In addition, Special Condition No. 7 requires that the applicant provide evidence of obtaining all other State and Federal permits that may be necessary for all aspects of the proposed project because the proposed project includes work within wetlands and tidally influenced areas. Eelgrass beds currently occupy a large part of the eastern lagoon basin and small sections of the western and central basins, and provide habitat for many fish and invertebrates. However, the existing eelgrass beds in the central basin lie outside of the proposed dredging parameters and no impacts to existing eelgrass habitats are expected as part of this proposed project. Eelgrass was planted as a part of the restoration efforts with the understanding that the lagoon would require occasional dredging, and the specifications 13 6-16-0528 (CA Department of Fish and Wildlife ) of the original permit regarding dredging authorized the occasional removal of eel grass beds. Additionally, when the lagoon is fully functional, the sheer velocity of the current deters the growth of eel grass in the proposed dredging zone; thus, even if the dredging were designed to avoid the eel grass beds, once dredged, the conditions would not allow for the persistence of the eel grass population in that area of the lagoon. Regarding the invasive species Calupera taxfolia, these organisms have proven to be detrimental to native habitats; and, in 1999, Caulerpa was designated a prohibited species in the United States under the Federal Noxious Weed Act. AB 1334, enacted in 200 l and codified at California Fish and Wildlife Code Section 2300, forbids possession of Caulerpa. In June 2000, Caulerpa was discovered in Aqua Hedionda Lagoon in San Diego County and in August of that year, an infestation was discovered in Huntington Harbor in Orange County. Other infestations are likely. Although a tropical species, Caulerpa has been shown to tolerate water temperatures down to at least 50° F and will rapidly expand in lagoon environments until endemic species become displaced. Although warmer southern California habitats are most vulnerable, until better information is available, it must be assumed that the whole California coast is at risk. All shallow marine habitats could be impacted. In response to the threat that Caulerpa poses to California's marine environment, the Southern California Caulerpa Action Team, SCCA T, was established to respond quickly and effectively to the discovery ofCaulerpa infestations in Southern California. The group consists of representatives from several state, federal, local and private entities. The goal of SCCA T is to completely eradicate all Caulerpa infestations. If Caulerpa were allowed to reproduce unchecked within area lagoons, sensitive eelgrass beds and the wildlife that depend upon them would be adversely impacted. Therefore, eradication of Caulerpa would be beneficial for native habitat and wildlife. To date, Caulerpa has not been found in Batiquitos Lagoon. However, in order to assure that the proposed project does not cause the dispersal ofCaulerpa, the Commission requires Special Condition No. 5, which requires the applicant, prior to dredging, to survey the project area (which includes the dredged area, anchoring areas, and any other areas where the bottom could be disturbed by project activities) for the presence ofCaulerpa. lfCaulerpa is found in the project area or buffer areas, then prior to commencement of any dredging, the applicant must provide evidence that the Caulerpa within the project or buffer areas has been eradicated (the applicant could seek an emergency permit from the Executive Director to authorize the eradication) or that the dredging project has been revised to avoid any disturbance ofCaulerpa. If revisions to the project are proposed to avoid contact with Caulerpa, then the applicant shall consult with the local Coastal Commission office to determine if an amendment to this permit is required. The dredging of the lagoon mouth will result in the removal of approximately 118,000 cubic yards of material. CDFW has submitted sand grain analyses that indicate this material has been determined to be at least 97.5% consistent with that found at the beach placement site. Therefore, it is proposed, and appropriate, to place this beach-quality sand on adjacent beach area. CDFW is proposing to place the dredged sand material onto South Ponto State Beach, an existing sandy beach area located directly south of the lagoon inlet. This sediment will help nourish this beach temporarily, but will ultimately 14 6-16-0528 (CA Department of Fish and Wildlife) return to the littoral cell and will be transported down shore. Such activities, while a benefit to public access and recreation, can result in impacts to marine resources. Specifically, nourishment at beaches can impact the diversity and abundance of invertebrates, plants, and birds present on sandy beaches and intertidal areas. Beach nourishment can bury kelp wrack washed ashore during high tides as well as disturb plants and invertebrates colonizing the sand. As such, sand replenishment must be carried out in a manner that sustains the biological productivity of coastal waters. Thus, to better address these concerns, the Commission has included ecological monitoring as a condition of approval for recent projects that include deposition of sand on the beach (ref. CDP Nos. 6-16-0275/San Elijo Lagoon Restoration; 4-15-0390/Broad Beach GHAD). However, in this particular case, the Commission's ecologist has determined that detailed ecological monitoring in not necessary to evaluate impacts associated with the proposed sand deposition, because the 118,000 cubic yards of replenishment material slated for South Ponto Beach, while not an insignificant volume, is unlikely to result in any significant ecological impacts. The amount currently proposed to be placed on South Ponto Beach is a similar amount to that placed there numerous times before, including in 2001 (118,000 cubic yards) associated with the Regional Beach Sand Project I (ref. CDP No. 6-00-038); in 2011 (112,000 cubic yards) associated with a previous CDFW maintenance dredging project (ref. CDP No. 6-10-020), and less than the volume placed in 2012 (140,000 cubic yards) associated with the Regional Beach Sand Project II (Ref. CDP No. 6-11-018). Thus, the beach in this location has a long history of receiving dredged sand in the amount proposed. The advantage to continuing to place sand at this receiver beach is that any impacts to marine species at and around the site have previously occurred here, and no new or additional impacts are expected to result from the current project. In addition, the sand being proposed to be placed on the beach is being brought into the lagoon directly from the littoral cell. Specifically, during high tides sand is sucked into the lagoon and then becomes trapped by the bridge overcrossings of Carlsbad Boulevard and the NCTD rail corridor (ref. Exhibit Nos. 1, 2). This sand would otherwise continue along downshore through normal sand transportation processes. As such, the sand being deposited is not a new source of sand into the littoral cell, but rather replacement of sand that was already within the littoral cell that has become trapped by tidal activity and the presence of infrastructure within the restored lagoon. In other words, the project mimics the sand placement that would occur naturally in this location were it not for the artificial development of a permanent lagoon inlet, necessary to support the restoration efforts within the lagoon. This type of sand bypass activity is further less likely to result in significant, long-term ecological impacts because the dredged sand originated from the littoral cell and so therefore is similar to the native beach sand already present on the receiver beach. It is important to note that while maintenance dredging is considered a necessary part of maintaining a healthy and functioning restored lagoon system, as originally designed, the maintenance dredging was anticipated to occur every one or two years. The last two dredging proposals by CDFW have been after a number of years without maintenance, 15 6-16-0528 (CA Department of Fish and Wildlife ) and in this case, dredging has not occurred since 2012. This delay in maintenance dredging has resulted in a larger amount of sand that needs to be removed, which also increases the amount of sand proposed to be deposited on South Ponto Beach. Ideally, CDFW would continue maintenance activities on a more frequent basis, which would reduce the amount of sand placed on the beach during each event and would minimize the amount and duration of tidal muting that would occur within the lagoon. Historically, CDFW has been the sole entity responsible for such maintenance activities, through the establishment ofan endowment as a part of the original lagoon restoration. Unfortunately, this endowment has proven to be insufficient to fund adequate ongoing maintenance of the lagoon. As such, maintenance dredging has been postponed until the there was enough funding to pay for the dredging. However, this dredging and future ongoing inlet maintenance of Batiquitos Lagoon will now be wholly funded by Caltrans and the San Diego Association of Governments (SANDAG) as a part of a larger, regional mitigation package (REMP) to address impacts resulting from implementation of the highway, rail, and community enhancement projects in the North Coast Corridor Public Works Plan and Transportation and Resource Enhancement Program (NCC PWP/TREP). As such, it is anticipated that CDFW will now have funding adequate to facilitate future maintenance activities on a smaller-scale and more frequent basis. This will not only reduce any potential impacts on marine resources associated with high volume of sand placement, but will also decrease the amount of tidal muting between dredge cycles. As such, in this case, the Commission has determined that because of the specific set of circumstances discussed above, requiring ecological monitoring for this specific project is not appropriate at this time. However, in the future, when additional maintenance dredging at Batiquitos Lagoon is proposed, if the potential for new or additional impacts to ecological resources is identified, ecological monitoring similar to other projects approved by the Commission may be required. Finally, Section 30233 requires that dredging of open coastal waters shall only be permitted when there is no feasible less environmentally-damaging alternative, where feasible mitigation measures have been provided to minimize adverse environmental effects, where such dredging is one of the permitted uses cited, and where factional capacity of the wetland is maintained or enchanced. In the case of the subject proposal, the Commission has previously found that the Batiquitos Lagoon Enhancement Plan represented a restoration project for the lagoon and was consistent with Section 30233. The proposed project will enhance the functional capacity of the lagoon. Because the proposed maintenance dredging was anticipated to assure the continued success of the restoration of Batiquitos Lagoon, it can also be found a permitted use under Section 30233 and is proposed as the least environmentally damaging alternative. Special Condition No. I requires that the applicant be restricted to the use of the one designated staging area in order to minimize the impact to marine resources. With respect to the proposed dredging of the lagoon in this application, no new impacts will occur to sensitive habitat areas covered by the restoration plan. In summary, the proposed dredging is necessary to restore tidal prism to Batiquitos Lagoon to assure success of previously approved restoration efforts. The proposed dredging is a permitted use under Section 30233 of the Coastal Act and as conditioned; 16 6-16-0528 (CA Department of Fish and Wildlife ) no adverse impacts to sensitive coastal resources are anticipated. Therefore, the Commission finds the proposed work, as conditioned, is consistent with Section 30230, 30231 and 30233 of the Coastal Act. C. PUBLIC ACCESS/BEACH REPLENISHMENT Section 30604(c) of the Coastal Act states: Every coastal development permit issued.for any development between the nearest public road and the sea or the shoreline of any body of water located within the coastal zone shall include a spec/fie.finding that the development is in conformity with the public access and public recreation policies of Chapter. Section 30210 of the Coastal Act states: In carrying out the requirement of Section 4 of Article X of the California Constitution, maximum access, which shall be conspicuously posted, and recreational opportunities shall be provided for all the people consistent with public safety needs and the need to protect public rights, rights of private property owners, and natural resource areas from overuse Section 30211 of the Coastal Act states: Development shall not interfere with the public's right of access to the sea where acquired through use or legislative authorization, including, but not limited to, the use of dry sand and rocky coastal beaches to the first line of terrestrial vegetation. Section 30221 of the Coastal Act states: Oceanfront land suitable fi,r recreational use shall be protected.for recreational use and development unless present and.foreseeable future demand for public or commercial recreational activities that could be accommodated on the property is already adequately provided for in the area. Section 30233(b) of the Coastal Act states: Dredging and spoils disposal shall be planned and carried out to avoid significant disruption to marine and wildlife habitats and water circulation. Dredge spoils suitable for beach replenishment should be transported for such purposes to appropriate beaches or into suitable long shore current systems. The subject proposal involves dredging the Central basin of Batiquitos Lagoon, including placement of dredged spoils on the adjacent South Ponto Beach. There are several provisions of the Coastal Act that are applicable to the proposed project and encourage use of suitable dredged material to supply the region's littoral zones with sand. Such deposition of beach quality material on the region's shoreline will create and protect 17 6-16-0528 (CA Department offish and Wildlife) coastal recreational areas for use by the general public, consistent with the cited Coastal Act policies. The above language in Section 30233(b) clearly suggests the benefit of restoring the region's beaches through use of material that would otherwise reach the shoreline, but for human intervention by development and flood control projects. Therefore, the Commission finds that when dredged material is compatible with and suitable for use as beach sand along the region's shoreline, it should be transported to the shoreline for such use, as is proposed herein, to support the public access and recreation policies of the Act. Sand grain analyses were completed on the lagoon sediment and determined that the grain size of the lagoon sediment is at least 97 .5% consistent with the sand on South Ponto Beach. As such, the sand proposed for removal is considered beach quality and should be placed on the adjacent beach area, consistent with Sections 30233(b) and 30235 of the Coastal Act. Special Condition No. 6 requires that the applicant submit a report within 60 days of completion verifying Carlsbad State Beach has been nourished consistent with the preliminary beach profiles submitted with the application. It is difficult to estimate precisely how long the fill sand will remain on the beach; and therefore, how long the public will have the benefit of wider sandy beaches. Historically, sand has been placed on beaches with very little or no monitoring of the sand profile over time. To date, all previous sand placement projects on South Ponto Beach by CDFW have been approved by the Commission absent any requirement for monitoring. It is only recently that the Commission, as well as numerous other stakeholders, have identified the value and need to include monitoring to help stakeholders better predict and determine how long the sand is retained on beaches and where it moves post- nourishment. As such, Special Condition No. 2 requires the applicant to submit a Shoreline Monitoring Plan for review and approval by the Commission. This condition further requires the applicant to submit reports to the Commission annually. The required monitoring would be similar to the Regional Shoreline Monitoring Program initiated by SANDAG in 1996, which measures the beach width over time at beaches in San Diego County and includes a number of transects at South Ponto State Beach. Using a similar methodology in this case would allow the data collected following the proposed project to be compared to the historic results collected through SANDAG's Regional Shoreline Monitoring Program. In addition, SANDAG recently approved the continuation of the Regional Shoreline Monitoring Program. And, because SANDAG is now a partner to the maintenance ofBatiquitos Lagoon, there is an opportunity for CDFW to use the monitoring already being conducted by SAN DAG to meet the requirements of Special Condition No. 2. The significant public access and recreation benefits associated with the proposed beach nourishment activities would be accompanied by potential adverse effects on public access and recreation, including temporary closure of portions of the beach, construction equipment on the beach at and near the point of sand discharge, and potential changes to surfing conditions due to the introduction of a large quantity of sand and its migration into the littoral system over time. Therefore, measures need to be included to eliminate and minimize any such impacts to the extent feasible. 18 6-16-0528 (CA Department offish and Wildlife) Section 30604(c) of the Coastal Act requires a public access finding to be made for projects located between the sea and the first coastal road; in this case, such a finding can be made for the proposed development, with the inclusion of Special Condition No. 4. This condition requires that the sand replenishment component of the permit be completed during the winter months, when the least number of visitors are present, to reduce the impact on public access, as required by Sections 30210, 30211, 30221, and 30233(b). Section 30210 of the Coastal Act requires that access to the shoreline be provided consistent with public safety needs. The Department offish and Wildlife is proposing to implement a public safety and access program consisting of signs, flagging and sand bridges over discharge pipes in the project area to ensure that people walking, as well as beach maintenance and emergency vehicles, have safe access to and along the beach during replenishment operations. At no point is closure of the entire beach anticipated, however, public access will be restricted to portions of the beach throughout the dredging and sand replenishment process. Section 30211 requires that development not interfere with the public's access to coastal resources including the use of dry sand. While the sand replenishment on South Ponto Beach will restrict the public's access to the immediate coastal resources temporarily, the sand placement activities will result in benefits to public access in the long term. The beach area south of the lagoon inlet is subject to consistent wave action and is classified as an eroding beach. Thus, sand replenishment will enlarge both the depth and breadth of the shoreline on South Ponto Beach, providing for increased public access and beach recreation opportunities. Therefore, it is consistent with section 30211 of the Coastal Act. Section 30221 protects shoreline suitable for recreational use. The project area is within a State Park Region, frequented by numerous visitors. There is a sand volley ball court located within the portion of the beach where sand replenishment will take place. The volleyball court will be removed temporarily; however, without the additional sand, the beach would be comprised of cobble stone and rock, which is not conducive for sand volleyball. While the sand placement will temporarily interrupt the recreational use outside the summer months, the increased amount of sand will add to the longevity of this recreational component. The main users of the sand court are aware of the proposal and are in favor of the sand replenishment. [exhibit supportive comment] Another recreational activity that is at risk from proposed beach nourishment is surfing. There are several surf sites at or downcoast from the receiver site, including South Ponto, Leucadia (Beacons) and Grandview. As such, Special Condition No. 3 requires the applicant to monitor the surf zone at South Ponto prior to commencement of nourishment activities and immediately following nourishment activities and to submit a monitoring report to the Commission. In summary, the proposed project will have short-term impacts on public access and recreation, which have been minimized by conditions requiring that beach nourishment activities be conducted outside the summer season and that staging be designed to have 19 6-16-0528 (CA Department of Fish and Wildlife ) the least impact on public access. Overall, the project will have a positive impact on public access and recreational opportunities at South Ponto Beach, and the required monitoring program will provide valuable information on the movement of sand along the shoreline that will be useful in planning and designing future sand replenishment projects. Therefore, as conditioned, the proposed project is consistent with the public access and recreation policies of the Coastal Act. D. LAND RESOURCES Section 30240 of the Coastal Act states: (a) Environmentally sensitive habitat areas shall be protected against any significant disruption of habitat values, and only uses dependent on those resources shall be allowed within those areas. (b) Development in areas adjacent to environmentally sensitive habitat areas and parks and recreation areas shall be sited and designed to prevent impacts which would significantly degrade those areas, and shall be compatible with the continuance of those habitat and recreation areas. While the lagoon dredging itself does not pose major issues to any upland based environmentally sensitive habitat, the set-up/break down of equipment and sand replenishment operations have potential concerns. The staging areas to be used for dredging operations are limited by Special Condition No. 1 to the EI least tern nesting island in the western basin, a sandy island constructed during the initial restoration of Batiquitos Lagoon to provide safe nesting area(s) for protected bird species. Pursuant to this condition, the loading and launching of the dredge will be from one of the shorebird nesting islands. The least terns require habitat free of vegetation, thus the stewards of the lagoon often remove any vegetation from these islands to allow for nesting. As a result, the placement of equipment will not disturb vegetation required for nesting. Further, as required by Special Condition No. 4, dredging will start and finish outside the breeding season, hence the nesting islands will not be in active use. Thus, no environmentally sensitive habitats will be negatively impacted during set up or break down of the dredging equipment. Dredging activities will direct the lagoon sand through High Density Polyethylene (HOPE) piping to be deposited directly on the designated southern beach placement site. As such, no transportation of the sand over sensitive habitat is necessary. There is an environmentally sensitive habitat located just east of the replenishment area on South Ponto beach. This region is separated by a barrier, and design plans show that the project will take place a safe distance from this area. No negative impacts to the surrounding sensitive habitats are expected. The project has been designed to minimize negative impacts and the grain size is well suited for the replenishment site. The proposed project is thus found to be in conformance with the Chapter 3 policies of the Coastal Act, as conditioned. 20 6-16-0528 (CA Department of Fish and Wildlife ) E. LOCAL COASTAL PLANNING Section 30604 (a) requires that a coastal development permit shall be issued only if the Commission finds that the permitted development will not prejudice the ability of the local government to prepare a Local Coastal Program (LCP) in conformity with the provisions of Chapter 3 of the Coastal Act. In this case, such a finding can be made for the proposed development, with the inclusion of the attached conditions. The project is located in the City of Carlsbad, which has a certified LCP. However, this project is located within Batiquitos Lagoon and thus is within the Commission's original jurisdiction. In 1992, the Commission approved CDP #6-90-219 for enhancement of Batiquitos Lagoon. A critical key to success of the approved enhancement plan is to maintain an open lagoon mouth and specified tidal prism. Beach sands and sediments have accumulated within the central basin, which now threaten the enhancement efforts due to the reduction in the tidal prism. Approval of the proposed project to remove these sediments/sands is consistent with previous Commission action on the original project. Therefore, approval of the proposed dredging, as conditioned, is consistent with Chapter 3 policies of the Coastal Act and will not prejudice the ability of the City of Carlsbad to continue implementing its certified LCP. F. CALIFORNIA ENVIRONMENTAL QUALITY ACT Section 13096 of the Commission's administrative regulations requires Commission approval of a coastal development permit to be supported by a finding showing the permit, to be consistent with any applicable requirements of the California Environmental Quality Act (CEQA). Section 21080.5(d)(2)(A) ofCEQA prohibits a proposed development from being approved if there are feasible alternatives or feasible mitigation measures available which would substantially lessen any significant adverse effect which the activity may have on the environment. The project is located within Sovereign Lands of the State and California and is considered to be Categorically Exempt under CEQA because CDFW found the project exempt as a restoration activity . As conditioned, the proposed project is consistent with the resource protection policies of the Coastal Act. Mitigation measures, in the form of seasonal restrictions, monitoring requirements and a requirement to survey for caulerpa taxifolia prior to dredging, will avoid all adverse environmental impacts. As conditioned, there are no feasible alternatives or feasible mitigation measures available which would substantially lessen any significant adverse impact which the activity may have on the environment. Therefore, the Commission finds that the proposed project, as conditioned to mitigate the identified impacts, is the least environmentally damaging feasible alternative and can be found consistent with the requirements of the Coastal Act to conform to CEQA. (G:ISan Dicgn\Digital Permit Files DO 16\6-!6-0528 Batiquitos Maintenance Dredging\ST AFF RF.PORTS\6-16-0528 Department Offish and Wildlife Batiquitos Maintenance Dredging.docxi 21 6-16-0528 (CA Department of Fish and Wildlife ) APPENDIX A-SUBSTANTIVE FILE DOCUMENTS • City of Carlsbad Certified East Batiquitos Lagoon/Hunt Properties segment • Batiquitos Lagoon Enhancement Project Final EIR/EJS (City of Carlsbad and U.S. Army Corps of Engineers) • Batiquitos Lagoon Enhancement Project Draft Preliminary Design Report (February, 1988) • 2015 Batiquitos Lagoon Sediment Survey prepared by Marine Taxonomic Services and dated March, 2015 • Coastal Commission CDP No. 6-90-219 with amendments A-I through A-IO; • Coastal Commission CDP No. 6-10-020 22 Th Cro m s s c rl b d GOLAND CaHfomia Project Location McCle1 l'an-Palo mar Airport an Di go Bo nic Ga de BfiESSI l nl SI 0 e !lain -· EXHIBIT NO. 1 APPLICATION NO 6-16-0528 Project Location i;) Califomill Coa,tef Commission ~ m ~ en ~ X g ~~ I g:cn o CD s· o ~ --i ; ~~ z .g OO z O 0 9· ~ N ~ igner CDFW May 2016 Batiquitos Lagoon ER Dredge ---Staging Area - - -Travel Route Flood Shoal ---Pipe Alignment c:::J Batiquitos Lagoon ER Boundary 0 75 150 I I I 300 Meters I I N A Poinsettia -SWQMP ATTACHMENT 2d: Flow Control Facility Design 86 TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar California Coastal August 9, 2017 $.lk~ R1!:t;- President TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES ClVIC CENTER DR , STE 206, VISTA, CA 92084 • 760-414-9212 TO: FROM: DATE: RE: TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar California Coastal Attention: Jamison Nakaya 25 Enterprise, Suite 400 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA August 9, 2017 Summary of SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes the approach used to model the proposed Poinsettia development in the City of Carlsbad, CA, using the Environmental Protection Agency (EPA) Storm Water Management Model (SWMM). SWMM analyses were prepared for the pre-and post-developed conditions at the project site to determine if the proposed biofiltration basins meet Hydromodification Management Plan (HMP) requirements. The City of Carlsbad established these requirements in the City of Carlsbad BMP Design Manual1 (BMPDM). SWMM MODEL DEVELOPMENT The Poinsettia project is a proposed residential development located just southeast of the intersection of Poinsettia Lane and Cassia Road in the City of Carlsbad. Two (2) SWMM scenarios were prepared for this study, one for the pre-developed and another for the post-developed conditions. Three (3) Points of Compliance {POC) have been identified along the boundary of the project site, as shown on the pre- and post-developed Drainage Management Area (OMA) maps in Attachment 5. For both SWMM scenarios, flow duration curves were prepared for each POC to determine if the proposed biofiltration Integrated Management Practices (IMPs) are sufficient to meet the current HMP requirements. The input data required to develop SWMM analyses include rainfall, watershed characteristics, and IMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the site precipitation due to elevation and proximity to the project site. Evaporation for the site was modeled using average monthly values from the BMPDM. The site was modeled with Types D and A hydrologic soils, as determined from the Natural Resources Conservation Service (NRCS) Web Soil Survey. Soils are mostly assumed to be unco mpacted in existing conditions. In developed conditions, soils within the developed portion of the site are assumed to be compacted, while soils in undeveloped areas are assumed to remain uncompacted. Based on the BMPDM and the WATERSHED, FLOODPlAIN e?STORM WATER MANAGEMENT· RIVER RESTORATION · FLOOD FACILITIES DESIGN · SEDIMENT e?EROSION 122 C IVIC CENTER DRIVE, SUI TE 206, VISTA CA 92084 · 760-414-9212 · TRWENGINEERING .COM -TRWE- Poinsettia HMP Memo August 9, 2017 HMP Review and Analysis prepared for the Cities of San Marcos, Oceanside & Vista2, other SWMM inputs for the subareas are discussed in the appendices to this document, where the selection of the parameters is explained in detail. HMP MODELING POC-1 POC-1 is located along the western boundary of the project site (see OMA maps in Attachment 5). In existing conditions, OMA 1 drains southwesterly to POC-1. In proposed conditions, OMAs 1-1 and 3-1 are drained to two receiving IMP biofiltration basins (IMPs 1-1 and 3-1). Once flows are routed via the proposed IMPs, all flows are then conveyed via storm drain to POC-1. The area labeled as OMA 1- BYPASS bypasses the IMP facilities and drains directly to POC-1. Tables 1.1 and 1.2 summarize data for POC-1 OMAs in the existing and developed conditions. The IMP biofiltration basins {IMPs 1-1 and 3-1) are responsible for handling hydromodification requirements for POC-1. The biofiltration basins have been designed with a uniform surface depth of 2.50 feet. Each IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a 12-inch layer of gravel for additional detention and to accommodate the French drain system. Below the gravel layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within each IMP with orifices and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 5 and 6). TABLE 1.1-SUMMARY OF EXISTING CONDITIONS FOR POC-1 OMA Tributary Area, A (ac) Impervious Percentage, Ip OMAl 11.53 0.0% TOTAL 11.53 - TABLE 1.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-1 OMA Tributary Area, A (ac) Impervious Percentage, Ip OMA 1-1 2.21 58.3% OMA 3-1 1.59 47.0% OMA 1-BYPASS 4.44 3.1% IMP 1-1 0.06 0.0% IMP 3-1 0.04 0.0% TOTAL 8.34 - POC-2 POC-2 is located near the middle of the project site (see OMA maps in Attachment 5). In existing conditions, OMA 2 drains southeasterly to POC-2. In proposed conditions, OMA 2-1 is drained to one receiving IMP biofiltration basin {IMP 2-1). Once flows are routed via the proposed IMP, all flows are then conveyed via storm drain to POC-2. The area labeled as OMA 2-BYPASS bypasses the IMP facility 2 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 and drains directly to POC-2. Tables 2.1 and 2.2 summarize data for POC-2 DMAs in the existing and developed conditions. The IMP biofiltration basin (IMP 2-1) is responsible for handling hydromodification requirements for POC-2. The biofiltration basin has been designed with a uniform surface depth of 5.00 feet. The IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a 12-inch layer of gravel for additional detention and to accommodate the French drain system. Below the gravel layer, the basin is lined to prevent infiltration into the underlying soil. Flows will discharge from the basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within the IMP with orifices and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 5 and 6). TABLE 2.1-SUMMARY OF EXISTING CONDITIONS FOR POC-2 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA2 7.15 0.0% TOTAL 7.15 - TABLE 2.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-2 DMA Tributary Area, A (ac) Impervious Percentage, Ip OMA 2-1 8.79 60.8% OMA 2-BYPASS 1.56 0.0% IMP 2-1 0.19 0.0% TOTAL 10.54 - POC-3 POC-3 is located just north of the proposed Poinsettia Lane bridge within the project site (see OMA maps in Attachment 5). In existing conditions, OMA 3 drains southwesterly to POC-3. In proposed conditions, OMAs 4-1 and 5-1 are drained to two receiving IMP biofiltration basins {IMPs 4-1 and 5-1). Once flows are routed via the proposed IMPs, all flows are then conveyed via storm drain to POC-3. The area labeled as DMA 3-BYPASS and OMA 3-BYPASS-S bypasses the IMP facilities and drains directly to POC-3. Tables 3.1 and 3.2 summarize data for POC-3 DMAs in the existing and developed conditions. The IMP biofiltration basins (IMPs 4-1 and 5-1) are responsible for handling hydromodification requirements for POC-3. The biofiltration basins have been designed with uniform surface depths of 3.50 and 2.50 feet respectively (3.50 feet for IMP 4-1 and 2.50 feet for IMP 5-1). Each IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a layer of gravel (18-inches for IMP 4-1 and 12-inches for IMP 5-1) for additional detention and to accommodate the French drain system . Below the gravel layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within each IMP with a lower weir and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 5 and 6). 3 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 TABLE 3.1-SUMMARY OF EXISTING CONDITIONS FOR POC-3 OMA Tributary Area, A (ac) DMA3 34.37 TOTAL 34.37 Impervious Percentage, Ip 0.0% - TABLE 3.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-3 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA4-1 7.77 48.0% OMA 5-1 1.40 77.3% DMA 3-BYPASS 25.75 0.0% DMA 3-BYPASS-S 0.86 0.0% IMP 4-1 0.17 0.0% IMP 5-1 0.03 0.0% TOTAL 35.98 - 4 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 General Considerations All biofiltration basins were modeled using the biofiltration LID module within SWMM. The biofiltration module can model the underground gravel storage layer, underdrain with an orifice plate, amended soil layer, and a surface storage pond up to the elevation of the invert of the lowest surface discharge opening in the basin riser structure. Ponding above the invert of the lowest surface discharge opening in the basin riser structure is modeled as a detention basin: elevation vs. area, and elevation vs. discharge tables are needed by SWMM for Modified Puls routing purposes. Detailed outlet structure locations and elevations should be shown on the construction plans based on the recommendations of this study. It is assumed that stormwater quality requirements for the project will be met by the proposed stormwater quality facilities. However, detailed water quality requirements are not discussed within this technical memo. For further information regarding stormwater quality requirements for the project, please refer to the project specific Stormwater Quality Management Plan (SWQMP). IMP MODELING FOR HMP PURPOSES Modeling HMP IMPs Biofiltration basins are proposed for hydromodification conformance for the project site. Tables 5 and 6 illustrate the dimensions required for HMP compliance according to the SWMM models that were undertaken for the project. TABLE 5-SUMMARY OF DUAL PURPOSE IMPs: Biofiltration with Surface Ponding IMP DIMENSIONS FOR POC-1 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth131 Area111 (ft2) Depth (In) Orif. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 1-1 2,488 12 3.25 2,488 4,497 2.50 3-1 1,733 12 2.75 1,733 2,756 2.50 IMP DIMENSIONS FOR POC-2 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth131 Area111 (ft2) Depth (In) Orif. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 2-1 8,277 12 3.25 8,277 12,332 5.00 IMP DIMENSIONS FOR POC-3 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth131 Area111 (ft2) Depth (In) Orif. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 4-1 7,253 18 4.25 7,253 10,244 3.50 5-1 1,400 12 2.0 1,400 2204 2.50 (1) Gravel Area= Amended Soil Area. Amended soil depth is equal to 18-inches for all IMPS. (2) Diameter of orifice in gravel layer with invert at bottom of layer; tied with hydromod min threshold (10%Q2). (3) The total surface ponding depth from the bottom of the pond to the top of the pond berm (pond spill crest). 5 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 TABLE 6-SUMMARY OF HMP RISER SURFACE DISCHARGE STRUCTURES RISER DIMENSIONS FOR POC-1 IMP LOWER OUTLET EMERGENCY WEIR Outlet Invert Dimensions Invert Elevation Type111 Elevation (ft)121 (# -height x width) 131 (ft) (4) Weir Length (ft)151 1-1 Slot Orifice 0.50 4-3 in x 12 in 1.50 12.0 3-1 Slot Orifice 0.50 4 -3 in x 12 in 1.50 12.0 RISER DIMENSIONS FOR POC-2 LOWER OUTLET EMERGENCY WEIR IMP Dimensions Outlet Invert (# -height x width or Invert Elevation Type111 Elevation (ft)121 diameter) 131 (ft) (4) Weir Length (ft)151 Circular 1.50 1-1.0 in 2-1 Orifice 4.50 12.0 Slot Orifice 2.50 4-3 in x 12 in RISER DIMENSIONS FOR POC-3 IMP LOWER OUTLET EMERGENCY WEIR Outlet Invert Dimensions Invert Elevation Type111 Elevation (ft)121 (# -width) <3> (ft) (4) Weir Length (ft)151 4-1 Weir 0.67 1 -1.25 ft 2.67 10.75 5-1 Weir a.so 2 -1.50 ft 1.50 9.0 (1) Type of opening in riser structure. (2) Depth from bottom of pond to invert of lower orifice or weir. (3) Number of outlets -dimensions of outlets. For example: for IMP 1-1, 4 lower slots, one on each side of square riser structure. Each slot is 3 inches high by 12 inches wide. (4) Depth from bottom of pond to invert of emergency overflow weir. (5) Weir length= the internal perimeter of the riser structure. For all lMPs a square riser structure is assumed with 3 feet x 3 feet internal dimensions. For IMPs with lower weirs, the lower weir length is subtracted from the internal perimeter of the riser. For example, for IM P 5-1: em ergency weir length = 12 ft-(2 x 1.50 ft)= 9.0 ft. FLOW DURATION CURVE COMPARISON Flow Duration Curves (FDC) were compared at the project's POCs by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC for each POC was compared between 10% of the existing condition Q2 up to the existing condition Q10• The Q2 and Q10 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 from 10% of Q2 up to Q10 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 (Qi with i=3 to 9). For the purpose of the plot, the values are 6 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 presented as percentage of time exceeded for each flow rate. FDC comparisons for the project's POCs are illustrated in Figures 1 through 3 in both normal and logarithmic scale. As can be seen in Figures 1 through 3, the FDCs for the proposed condition with the HMP facilities are within 110% of the curve for the existing condition in both peak flow and duration. The additional runoff volume generated from developing the site will be released to the storm drain system at a flow rate below the 10% 0 2 lower threshold. Additionally, the project will not increase peak flow rates between the 0 2 and the 0 10, as shown in the FDC plots and also in the peak flow tables in Attachment 1. DRAWDOWN TIME To ensure compliance with the 24-hour and 96-hour drawdown requirements (per Section 6.3. 7 of the BMPDM), drawdown calculations are provided in Attachment 10 of this report. SUMMARY This study has demonstrated that the proposed biofiltration basins provided within the Poinsettia project are sufficient to meet the current HMP criteria if the cross-sectional area and volume recommended within this technical memorandum, and the respective orifices and outlet structures, are incorporated as specified within the proposed project site. KEY ASSUMPTIONS 1. Type D and A soil is representative of both the existing and developed conditions site per the NRCS Web Soil Survey. 2. The biofiltration basins are lined in order to prevent infiltration into the underlying soil. 7 Job# 349-11 -TRWE - 10.00 Poinsettia HMP Memo August 9, 2017 Flow Duration Curve -Poinsettia (POC-1} 9.00 ~Q--}-·-·-·-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·--·-·-·-·-·-·- -·-·-·-·-·-·--~o I 8.00 J ~. = '= .~-.;.-:;;.,-.. ,-;=.;,= '=' =' =' = ,_' . = •=• =' =• =' =' = '=' =' =' =' =' =' =' =• = •=' =• =' =· = •=' =' = ~ (l;:·--·-·-·-·-· .... ·---·:_~-- --·-·-- --·-- -- -·- - -·-·-·--·---a.s Q. - -·-·-·- - - --:---~ 1 --Existing 7.00 6.00 ! 5.00 C1 Qi ·-·-·---·-·--·- ct ·-·-·-·-·-·-·-·-·- I -... ... , '1 ' ,, ', ' -... ---• Proposed -· -°" ---~ . --~ O.SQ2-·---·---·-·-·-·-·--·---·-·---->-. .. -:::,~ -·-· - -·-·-·-·--·-·-o:SQz 2.00 ...... ..... -.. 0.3Q2-·---·-·-·-·-·-·--·------·-·--·-·-·---,-,.JI,. ... ,, - 1.00 l 0.00 0.0001 10.00 ------ ... _ ... __ ... _ ---.. _ - -·-·-·- - -·-·-- - -·-·- - -·-·-- - -·-·- -·-·-·-·-·-·-_ .... ~ .-rQ2 0.001 0.01 0.1 Percenta1• of time e,cceeded (%) Flow Duration Curve -Poinsettia (POC-1} 9.00 +-~~ --·-·--·-·-·----·-·--·--· ~-· -·-·-·-·- -•-·---·-·-·-·-·----~~ Qjj· -·-·- -·-·-·- -·--·-·-·-·-·-Q. ·==-==i=i=:=:=r=i==-:= ===:~ --Qs 8.00 Qi ' Q;· ' I Q. : 7.00 r- 1 Oi' ~--I -·-·-·-·-·-·-·-·---·-·--·-·-·-·--·-·- -·-·---·--·-·-·----~ 6.00 ~-"r - 1 I -· --------.---,--.---,----·-· ----,--~----<lz { 5.00 ----':-" ci ' 4.00 ' I ' I ' ' ' ' ' 3.00 O.Sf'IT=--' .. -·-=·-· ~ ', ' ' ', 2.00 ..._, o.3Qz ·- -·-·--·-... '-·.;:-;. ... 1.00 0.00 -0.01 0.lQi 0 0.01 0.02 0.03 --Existing -- -.. Proposed --Q)c .... __ ... _____ _ ----------.. -------·-·-·-·-·-·---________________ ,_::--_ ...... ____ .,... :~ ... 2 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 Percentaae of time e.ceeded (%) Figure 1. Flow Duration Curve Comparison for POC-1 (logarithmic and normal "x" scale). 8 Job# 349-11 Poinsettia HMP Memo August 9, 2017 -TRWE- Flow Duration Curve -Poinsettia (POC-2} 6.50 Cli"o·-·-·-·-·-·-· -·--·-·-·---·-·---·-·--·-·-·:-·-~-·-·-·-·-·-·-·-·-·-·-·-·-Q10 '----, 6.00 5.50 Qjj ·-·-· -.----i . ·-·-·-·-·-·-·-·-·-·-·- -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-~ ll;·----·-· ~=t.i ·- -·- -·-·-- -·- -·- - - - - - -·-·--·-·--·-·- -·-·---~ 5.00 9!·---·-·-·---~:~r --·-------·-·--·- -·-·-· --Existing -·-·-~ 4.50 .... ·-.. 1 ---·Proposed 4.00 Qi ·-·-·-·-·-·-- - - - -· '•, ·-· \ Qi ·-·-·-·-·-·--·-·-·-·-·-·-',~.-·-·-· ~----·-_Q< ____ ~I_;:--·-~ -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-Qi --...... ',, -3.50 :§. \ ',, a 3.oo 2.50 2.00 1.50 1.00 0.50 o.s~-·-·-·-·-·-·--·-·-·-·- \ ', ' ', , ... , .... .. 'r_ ' ', ·-· -·-· -· -·-· -· -·-· -·1>.SQ2 ' 0.3Q·-·---·--·-·-·-·-·--·-·----·-·-·-·-· _·-----~~ ·-·-·-·-.... __ .... 0.1~-·---·-·-•-·-·-·-·- -·----·-·- -·-·-·-·--·-·-·- -·-· -------------. 0.00 0.0003 0.003 0.03 ! 6 Percentage of time e,cceeded (%) Flow Duration Curve -Poinsettia (POC-2} Qro·-· ·-·-·-·-·----·--·--·--·--·-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·-·-·-·-Q10 Qjj -· ·-·-·-·-·---·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·-·---·~ a;·-· :=:=:=:=·=·=:=:=·=:=:=:=.=:=:=:=:=:=·=:=:=:=:=:=:=:= =:=·=:=:=:=:=:=:=:=·~ 8!--· I-·-·-·-:--·-·-·-·-·-·-·-:-·-·-- -·-·-___ :_·-·-·-·-·-·-·-·-·-·-·----·~ I \ I 4 _9j·- Qi -' ' J ·-·-·-·- -·-·- -·-·-·-·-·-·-·-·-·-· ' ' --Existing ·-·-·-·-· ~ ----~ ---• Proposed --·Q< ·-·---·-·-·-·-·-·tl2 I I a 3 ' I I ' I 0 -0.02 \ \ ' ' ' ' \ O.SQi--·---,,·--· -·-·- -·-·- -·-·-·-·-·-·-·--·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-~Q2 \ \ \ ' ' 0.3Cli--·- - -· '--;-.. -·-·-·-·-·- ---..... -....... __ _ -·--... -- 0.lQz--·-·--·- -·-·-·-·-·- -·- - - ----------_::.·.::'.:.':'.:::·.=,-..,,,-_, ___ . 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 Percenta1e of time exceeded(%) 0.2 0.3 Figure 2. Flow Du ration Curve Comparison for POC-2 (logarithmic and normal "x" sca le ). 9 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 Flow Duration Curve -Poinsettia (POC-3) 30 Oi"ol--·- -·-·-·---·-·-·-----·--·-·------·- -·-·---·-·-·-·-·-·--QlO 1 Qg '-· --·-·--·---·- -·---·---------·--·---·----·- -·-·---(lg ,_ 25 -Sij ---~,· -~-·-c.=_-· . . ~-·-·-'-='-·-·.-, · . . . . -· . . . . --·8;- ~--'_:~~~--~-r --·=._· __ :_·_· ____ ,_: ___ · ___ ---'-.-.-·-_____ -·-·-·-·-·-·-·-·~ .. _ --Existing ~ 20 ... Qi ·----·--- --~ ctz ·-·--·-·-·-·-·-·-·-·-........ -. ' --Proposed -·-Qx -·--·-·--·Qi -·-·-·-·-·-·Ql ' l ... 10 -· -·-·-o.!tQl 5 o.~---·-·-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·--·-·-·-·--·-·-· '.~ ... O.l"Q2-·-·--·-·-·-·-·-·-·-·-------·-·-·-·---·-·- -·-·----·-·-·--:IQ2 0 0.0008 0.008 0.08 30.00 25.00 20.00 I 1s.oo a 10.00 Qic,·- 5.00 o.~-· 0.00 .IJ.02 0 Percentac• of time exceeded (%1 Flow Duration Curve -Poinsettia (POC-3) ---·-·-·-----·--·--· ------·--·-·-·-·------·-·-·---~ ·-·-·-·-·-·-·-·-·-·-·- -·-·-·-·-·-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·-·-Qg :: : :.:.:·:::·:::::·:::::.::::::·:·:::::::.::::::·:::::::.:.:::::::a; := =·= = =-=·=:=.=-=·=:= =·=:=:=·= = =·=:=:=:=:=·=:=:= =:=:=:=:=.=·=:=~ I --Existing --Proposed -·-Qx ·--·---~ ·- -·-·-·-·-·-·--·---·-·-·-·-·-·-·----------__.. --·--·-Cli ' -·-·-·----·-·-·-·--------·- ------·--·-·-""1>.!tQl --·--·- -·--- -·-·-·-·-·--·-·-·-·----~.!Qi -- 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 Percentoge of time exceeded(%] Figure 3. Flow Duration Curve Comparison for POC-3 (logarithmic and normal "x" scale). 10 Job# 349-11 · -TRWE - Poinsettia HMP Memo August 9, 2017 REFERENCES [1] -"City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Manual -2016 Edition", February 16, 2016, City of Carlsbad. [2] -"Review ond Analysis of San Diego County Hydromodification Management Plan (HMP): Assumptions, Criteria, Methods, & Modeling Tools -Prepared for the Cities of San Marcos, Oceanside & Vista", May 2012, Tory R. Walker Engineering. [3] -Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [4]-"Handbook of Hydrology", David R. Maidment, Editor in Chief. 1992, McGraw Hill. ATTACHMENTS 1. Q2 to Q10 Comparison Tables 2. FDC Plots (Log and Natural "x" Scale) and Flow Duration Tables. 3. List of the "n" largest Peaks: Pre-Developed and Post-Developed Conditions 4. Elevation vs. Area Curves and Elevation vs. Discharge Curves to be used in SWMM 5. Vicinity Map, Existing and Developed Condition DMA Maps, Project plan and section sketches 6. SWMM Input Data in Input Format (Existing and Developed Models) 7. SWMM Screens and Explanation of Significant Variables 8. Soil Map 9. Summary files from the SWMM Model 10. Drawdown Calculations 11 Job# 349-11 ATTACHMENT 1 Qz to Q 10 Comparison Tables ATTACHMENT 1 1.2 to 0 10 Comparison Table -POC-1 Return Period Existing Condition {cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 5.923 3.593 2.330 3-year 6.467 4.559 1.908 4-year 7.375 5.067 2.308 5-year 7.857 5.400 2.457 6-year 8.201 5.655 2.545 7-year 8.251 5.879 2.372 8-year 8.608 5.977 2.631 9-year 9.107 6.102 3.004 10-year 9.340 6.442 2.898 lz to 01o Comparison Table -POC-2 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated {cfs) 2-year 3.832 2.393 1.439 3-year 4.121 3.091 1.030 4-year 4.730 3.359 1.371 5-year 4.889 3.771 1.118 6-year 4.937 4.218 0.719 7-year 5.241 4.384 0.857 8-year 5.361 4.433 0.928 9-year 5.620 4.540 1.081 10-year 6.158 4.739 1.419 Q2 to Q10 Comparison Table -POC-3 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 18.425 15.972 2.453 3-year 19.817 18.741 1.076 4-year 22.746 20.447 2.299 5-year 23.510 21.703 1.807 6-year 23.739 22.718 1.022 7-year 25.207 23.398 1.809 8-year 25.781 24.267 1.514 9-year 27.028 25.233 1.794 10-year 29.615 25.858 3.757 ATTACHMENT 2 FDC Plots {Log and Natural "x" Scale) and Flow Duration Table 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, for each POC, the flow duration curve in post- developed conditions with the proposed IMPs is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.10Q2 -Q10 is divided in 100 sub-intervals, then a) the post-developed divided by pre-developed 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. In this case,% 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- developed and post-developed curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. For the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by TRWE, not only the range of analysis is clearly depicted (10% of Q2 to Q10) but also all intermediate flows are shown (Q2, Os, Q.,, Q5, Q6, Q7, Qg and Q9) in order to demonstrate compliance at any range Q, -Cl,+1• One of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Q; from i = 2 to 10). TRWE 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 Q; with a return period "i", from i=2 to 10. The Q; values are also added into the flow-duration plot. Flow Duration Curve -Poinsettia (POC-1) 10.00 ...----------------------------,------------.---------· -· -· -· -· -· -l _. l '.11 _______ , _ -·-·-·-·-·-·-· ·-·-·-·-·-·-1-·-·_j·-·-·-·-·-·-·-· I . '·-·I ·-· 10 9.oo -+-~-----. ----.-----+---+--+~+-+-"---""""li--------'-1 -----;-+--+--1---r--+-+-----+---+--+-I --+-~ ....... I --+-,,-1---to-' Cli · -· 1.~-:~:~~= · -· =· _: =, = · -· -· 1 · -. -. -· -· -· -. -. -. -. -. -. -. --~1· I . -. -. -Qg --I 8.00 -t---=:::,m_---------'-------r--l--!d--+-----+-----1:-----+--+---+-+-+-+--------r---+--+----r--+--+-1!-+-+--____;;;,::,-<ls . -. -. -. -. ~· 1· -----~L... -. -. -. . -. _ 1 _ i_. T ·1 ·,-. -· -· r · -. -. -. -·1-. T · -. -. -a.s Qi ·-·-·-·-·-·-·T· ·-4·-·-·-·--·-·-· ·-·-·-·-·~·-·-·-·-·-·-·-·-·-tti I -Existing I I L... I Qi ·-·-·-·-·-·-·-· ·~·,·-·-·-·-·-· ·-·-·-·-·-·-· I I 7.00 ---Proposed -·-Qx ·-·~ 6.00 -;;, .... 5.00 u 2 ·-·-·-· I ·1·-·-· 1· ·-·--,~~ .... ~~·-·--:· ~ I ·11 ·,-·-•-•' •-•1-·-· I •-•-·-·-· I I 2 0 4.00 I 3.oo +.~~2~-+--_...,.._, _ __t,-,,_=-,-.r--~--...+.-~.~,~.-=-~·-=--·~-...-.--..-~.--~-~-_...,.._.~=!=-,-==--r-=~~,~-_........._=-:-.=i-,c-=-~;-:-:;;;;-+.--=..,=--.-.1=-,~-=,-,--=-:-.~.~~2 I I I I I 111 ...... ,.... 11 2.00 4----~l--:---__L _ __L_-+-+----~-...----+-----i----i-~l~·~,"----~-... --1--+-----.3'.-....-...l....-~,+---~ 0.3tt,-- -·- --·-~----T --·-I ·-1-T--·-·-'..,<~::~J .. -111-lt.3Q2 1.00 +----------+--+-+-+-l-+--------_.__--_...... __ ~---l~---~,----~,-1--....~ ... ~ ... -... ~,.-------; O.ltli-j-·-·-·1-·1--·, ·1·-·-·,·-·-·-·-·-·-·-·-·-·,·-·1·-·-·1·1i~ .-.. Q2 0.00 -+-------'------''-------~------------,----------------r---- 0.0001 0.001 0.01 0.1 Percentage of time exceeded (%) Flow Duration Curve -Poinsettia {POC-1} 10.00 -.----~.-_.-__ -,_-__ -___ -__ -_1_-_._-_I-__ -__ -_ -I _ ~l __ -l __ ~ __ -,_-.1 _-.L-._-__ -_ I ----r-.--. ,_-_l_-_1_-_'--·,----Q~ ·-· J , _____ I ________ I ·-r·-·-·-.·-·-__ , __ I ·-·-·-·'·-·-·-·-·-·-·-· 10 9.00 +---',,4Qi"!:o--1· '+-:___._ __ : -+-I :--+-: -----'1-: -+I---'-: -:~1 ___.: _-:--+t-:-+--: _+-:-+--: -+I,-. -'-:--'--1 -:·f--------'-:i-:---+-1-: +--: ~:------1-1-: _-L-1 :-: ___,;...._: ---1.-------'--: --+-: --:~-c:a- 8.00 +-~-lia-.---+--~__;---~-----_.;__-~---l---~---l--_____..__--l_--l----l--' ------''---l------+----+-~>-----,----+--1--..=tP~ I . ·-·-·-'--1--~-. ·--1 ·-· --·--·-·1-·-·as ~--·-·-·-·-1-··-·-·, ·-·-· 1 ·1 ·-·-·-·-·1-·1 ·o.i 7 .00 --------------------, --,----+-----r-------t-------;---------,--------,----+~1----;--,-----,---------;-----,------,--------;---- . -. -· -• - -. -• -. -. -• ...L... -. -• -• -• -• -·1-. . -. -. -. -. -. -. -. -. -. -. --~ I I . 6.00 ~ u 5.00 --·-·-·-·-·-·-·-·-·,·-·-·--·-·-·-·-·-·-·-·-·-·-·-·-·1 . 2 a -Existing 4.00 - - -Proposed I I -·-Qx 2 I 2.00 +------t--+----~-,-----~-------,--+-"..._,__ __ ...;__-----r------+--+-------r----+-+-------r-----i-~--+-------:----------- 0.3(ti -. -. -. - . . -. -. -. -1-. -. -. -. -. -. -. -. -. 0':3Q2 I I l.OO f:0~_1:ttl2.=.c-=.r .=.J 1 r.=.-=r.-:..-=1.-=.=-t1 ~-1!~- 1 ~. ~-Ff:~:I:J~~::=:_::_±: ~-;,~-:!:. :::.~Q~z 0.00 --------...-------------------...-----,----,---.....-----,----+---~~ -0.01 0 0.01 0.02 0.03 0.04 0.05 0.06 0 .07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 Percentage of time exceeded(%) Flow Duration Curve Data for Poinsettia (POC-1), Carlsbad, CA Q2 = 5.92 cfs Fraction 10 % QlO = 9.34 cfs Step= 0.0884 cfs Count= 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q(ds} Hours> Q %time Hours>Q %time Post/Pre Fall? 1 0.592 682 l.37E-01 590 1.19E-01 87% Pass 2 0.681 635 l.28E-01 515 1.04E-01 81% Pass 3 0.769 606 1.22E-01 462 9.29E-02 76% Pass 4 0.857 576 1.16E-01 412 8.28E-02 72% Pass 5 0.946 532 1.07E-01 368 7.40E-02 69% Pass 6 1.034 509 1.02E-01 338 6.80E-02 66% Pass 7 1.122 490 9.85E-02 292 5.87E-02 60% Pass 8 1.211 473 9.51E-02 261 5.25E-02 55% Pass 9 1.299 456 9.17E-02 216 4.34E-02 47% Pass 10 1.388 410 8.24E-02 191 3.84E-02 47% Pass 11 1.476 383 7.70E-02 173 3.48E-02 45% Pass 12 1.564 360 7.24E-02 162 3.26E-02 45% Pass 13 1.653 341 6.86E-02 153 3.08E-02 45% Pass 14 1.741 316 6.35E-02 140 2.81E-02 44% Pass 15 1.829 292 5.87E-02 127 2.55E-02 43% Pass 16 1.918 280 5.63E-02 118 2.37E-02 42% Pass 17 2.006 268 5.39E-02 105 2.llE-02 39% Pass 18 2.094 257 5.17E-02 94 1.89E-02 37% Pass 19 2.183 242 4.87E-02 89 1.79E-02 37% Pass 20 2.271 232 4.66E-02 81 1.63E-02 35% Pass 21 2.360 221 4.44E-02 76 1.53E-02 34% Pass 22 2.448 205 4.l2E-02 75 1.51E-02 37% Pass 23 2.536 193 3.88E-02 69 1.39E-02 36% Pass 24 2.625 182 3.66E-02 67 1.35E-02 37% Pass 25 2.713 169 3.40E-02 62 1.25E-02 37% Pass 26 2.801 149 3.00E-02 56 1.13E-02 38% Pass 27 2.890 144 2.90E-02 54 1.09E-02 38% Pass 28 2.978 137 2.75E-02 47 9.45E-03 34% Pass 29 3.066 133 2.67E-02 45 9.05E-03 34% Pass 30 3.155 127 2.55E-02 45 9.05E-03 35% Pass 31 3.243 119 2.39E-02 39 7.84E-03 33% Pass 32 3.331 117 2.35E-02 36 7.24E-03 31% Pass 33 3.420 108 2.17E-02 36 7.24E-03 33% Pass 34 3.508 103 2.07E-02 36 7.24E-03 35% Pass 35 3.597 100 2.0lE-02 34 6.84E-03 34% Pass 36 3.685 94 1.89E-02 33 6.63E-03 35% Pass 37 3.773 93 1.87E-02 30 6.03E-03 32% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours >Q %time Hours>Q %time Post/Pre Fall? 38 3.862 84 L69E-02 28 5.63E-03 33% Pass 39 3.950 78 1.57E-02 28 5.63E-03 36% Pass 40 4.038 70 1.41E-02 27 5.43E-03 39% Pass 41 4.127 65 1.31E-02 27 5.43E-03 42% Pass 42 4.215 62 1.25E-02 27 5.43E-03 44% Pass 43 4.303 62 1.25E-02 25 5.03E-03 40% Pass 44 4.392 62 1.25E-02 24 4.83E-03 39% Pass 45 4.480 57 1.15E-02 22 4.42E-03 39% Pass 46 4.569 53 1.07E-02 21 4.22E-03 40% Pass 47 4.657 52 1.05E-02 19 3.82E-03 37% Pass 48 4.745 so 1.0lE-02 17 3.42E-03 34% Pass 49 4.834 48 9.65E-03 17 3.42E-03 35% Pass so 4.922 46 9.2SE-03 17 3.42E-03 37% Pass 51 5.010 44 8.8SE-03 17 3.42E-03 39% Pass 52 5.099 43 8.65E-03 16 3.22E-03 37% Pass 53 5.187 42 8.44E-03 16 3.22E-03 38% Pass 54 5.275 41 8.24E-03 15 3.02E-03 37% Pass 55 5.364 40 8.04E-03 13 2.61E-03 33% Pass 56 5.452 38 7.64E-03 12 2.41E-03 32% Pass 57 5.541 36 7.24E-03 11 2.21E-03 31% Pass 58 5.629 36 7.24E-03 11 2.21E-03 31% Pass 59 5.717 33 6.63E-03 10 2.0lE-03 30% Pass 60 5.806 33 6.63E-03 9 1.81E-03 27% Pass 61 5.894 33 6.63E-03 8 1.61E-03 24% Pass 62 5.982 31 6.23E-03 7 1.41E-03 23% Pass 63 6.071 29 S.83E-03 6 1.21E-03 21% Pass 64 6.159 28 5.63E-03 6 1.21E-03 21% Pass 65 6.247 28 S.63E-03 6 1.21E-03 21% Pass 66 6.336 23 4.62E-03 6 1.21E-03 26% Pass 67 6.424 23 4.62E-03 6 1.21E-03 26% Pass 68 6.512 21 4.22E-03 6 1.21E-03 29% Pass 69 6.601 21 4.22E-03 5 1.0lE-03 24% Pass 70 6.689 21 4.22E-03 5 1.0lE-03 24% Pass 71 6.778 21 4.22E-03 5 1.0lE-03 24% Pass 72 6.866 20 4.02E-03 5 1.0lE-03 25% Pass 73 6.954 20 4.02E-03 5 1.0lE-03 25% Pass 74 7.043 20 4.02E-03 5 1.0lE-03 25% Pass 75 7.131 18 3.62E-03 5 l.OlE-03 28% Pass 76 7.219 18 3.62E-03 s l.OlE-03 28% Pass 77 7.308 17 3.42E-03 s 1.0lE-03 29% Pass 78 7.396 13 2.61E-03 5 1.0lE-03 38% Pass 79 7.484 12 2.41E-03 5 1.0lE-03 42% Pass 80 7.573 12 2.41E-03 5 1.0lE-03 42% Pass 81 7.661 12 2.41E-03 s 1.0lE-03 42% Pass 82 7.750 12 2.41E-03 4 8.04E-04 33% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q % time Hours>Q %-time Post/Pre Fail? 83 7.838 12 2.41E-03 3 6.03E-04 25% Pass 84 7.926 10 2.0lE-03 3 6.03E-04 30% Pass 85 8.015 10 2.0lE-03 3 6.03E-04 30% Pass 86 8.103 10 2.0lE-03 3 6.03E-04 30% Pass 87 8.191 10 2.0lE-03 2 4.02E-04 20% Pass 88 8.280 8 1.61E-03 2 4.02E-04 25% Pass 89 8.368 7 1.41E-03 1 2.0lE-04 14% Pass 90 8.456 7 1.41E-03 1 2.0lE-04 14% Pass 91 8.545 7 1.41E-03 1 2.0lE-04 14% Pass 92 8.633 7 1.41E-03 1 2.0lE-04 14% Pass 93 8.721 7 1.41E-03 1 2.0lE-04 14% Pass 94 8.810 7 1.41E-03 1 2.0lE-04 14% Pass 95 8.898 7 1.41E-03 1 2.0lE-04 14% Pass 96 8.987 7 1.41E-03 1 2.0lE-04 14% Pass 97 9.075 6 1.21E-03 1 2.0lE-04 17% Pass 98 9.163 6 l.21E-03 1 2.0lE-04 17% Pass 99 9.252 6 l.21E-03 1 2.0lE-04 17% Pass 100 9.340 6 1.21E-03 0 O.OOE+OO 0% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post·Dev. Q Reduction (years) (cfs) {cfs) 10 9.340 6.442 2.898 9 9.107 6.102 3.004 8 8.608 5.977 2.631 7 8.251 5.879 2.372 6 8.201 5.655 2.545 5 7.857 5.400 2.457 4 7.375 5.067 2.308 3 6.467 4.559 1.908 2 5.923 3.593 2.330 6.50 6.00 5.50 5.00 4.50 4.00 3.50 ~ ~ a 3.oo 2.50 2.00 1.50 1.00 0.50 0.00 Flow Duration Curve -Poinsettia (POC-2) I I I I I o.io •-·-·-·-·-· ·-·, ·-·-·-·-·-·-·-·, ·-·-· . I ·-·-·-·-·-·-·-·-·-· ·-·Q10 ----, I I I I . . -. - . -i· -. -. -. - . -. -. - . .....J. -,· -• - • -• -• - . - . - . - • - • -• -• 1 ·1-. Eij:. -. -. -. -. ... i . = :!_: =i =: =: =: =: =: =: ~: =f: I:=:=:=:=:=:=:=:=:=:=: I:=:~ ~:=:=-===:=:T: 1-.: -=-======:=:=======1= : I ===~==================1=~ ~--·-·-·-·-·-·-· • ·-I· I ·-·-·-·-·-·-·-1·_J·-·1-· -Existing ----~ Qi ·-·-·-·- I I I ' ', 0.3Q2 -. -. -· -·-·-,· -. -. -, ·, . - . -. -. -. -. -. -·-_,_. -~ O.lQ2-·-·-·-·1·-1· 1· I ·-·-·-·-·-·-· ,·-·,-·I I ---Proposed -·-Qx -. -. - . -. -. -·o:5Q2 ...... ......... ~-... . -. T . -. -·et.3Q2 ...... ... _ 0.0003 0.003 0.03 Percentage of time exceeded (%) 0.3 6 Clio . - 5 4 03 2 1 0 -0.02 ~-- ~--·-7 ~--·-<li ·- 0.3'Q . O.ltti 0 Flow Duration Curve -Poinsettia {POC-2} I _ I _ I ________ I J __ 1.1 ·-·---1· I __ .I 1._.1 . __ I -1--1.1 ·-·-·-· I ___ ~ I I I I I '-C.10 I I I I I I I I I I I I ,·-·-·-·-·-·-· 1 •1-·-·1 ·1 · I ·-1· 1 ·-·-·-· ·-·-·-I· I · 1 ·-· I . I 1·-·-Qg ·-·-·-·-·-·-·-·-·-·-·-·-·-·,·-·-·-·-·-·-·-·-·r·-·-·--·-·-oo ·-·-·-·-·-·-·-·-·-·' ·-·-·1-'·-·-·-· i ·-·-· ·-· ! ·-·-·-·' ·----1-~ I I I 7, = = = ,-j = = -=,=====:I_===,_· 1 =, :'= = 1 = -=j= = = = • = = = = = = = = 7""" = = = = = = = 1 = = = =~ l, ·-·-·-·-·,-·-·-·-·-·L·-·-·-· ... ·-1-·------r ' -·--·-·---~ -Existing --- -, - - - -I -·-·I ·-·-·-·- ---Proposed -·-Qx -. -. -. ,-. -. - . -02 I I I 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 Percentage of time exceeded (%) Flow Duration Curve Data for Poinsettia (POC-2), Carlsbad, CA Q2 = 3.83 cfs Fraction 10% QlO = 6.16 cfs Step = 0.0583 cfs Count= 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 1 0.383 956 l.92E-01 1031 2.07E-01 108% Pass 2 0.442 863 1.74E-01 804 1.62E-01 93% Pass 3 0.500 790 1.59E-01 617 1.24E-01 78% Pass 4 0.558 741 1.49E-01 486 9.77E-02 66% Pass 5 0.617 701 1.41E-01 418 8.40E-02 60% Pass 6 0.675 663 1.33E-01 348 7.00E-02 52% Pass 7 0.733 625 1.26E-01 281 5.65E-02 45% Pass 8 0.792 596 1.20E-01 254 5.llE-02 43% Pass 9 0.850 562 1.13E-01 218 4.38E-02 39% Pass 10 0.908 529 1.06E-01 189 3.80E-02 36% Pass 11 0.966 487 9.79E-02 173 3.48E-02 36% Pass 12 1.025 459 9.23E-02 162 3.26E-02 35% Pass 13 1.083 417 8.38E-02 148 2.98E-02 35% Pass 14 1.141 386 7.76E-02 136 2.73E-02 35% Pass 15 1.200 351 7.06E-02 126 2.53E-02 36% Pass 16 1.258 325 6.53E-02 118 2.37E-02 36% Pass 17 1.316 308 6.19E-02 111 2.23E-02 36% Pass 18 1.375 299 6.0lE-02 105 2.llE-02 35% Pass 19 1.433 293 5.89E-02 102 2.0SE-02 35% Pass 20 1.491 279 5.61E-02 97 1.95E-02 35% Pass 21 1.550 260 5.23E-02 91 1.83E-02 35% Pass 22 1.608 240 4.83E-02 88 1.77E-02 37% Pass 23 1.666 230 4.62E-02 85 1.71E-02 37% Pass 24 1.725 221 4.44E-02 81 1.63E-02 37% Pass 25 1.783 202 4.06E-02 77 1.SSE-02 38% Pass 26 1.841 184 3.70E-02 75 l.SlE-02 41% Pass 27 1.900 160 3.22E-02 75 1.SlE-02 47% Pass 28 1.958 147 2.96E-02 72 1.45E-02 49% Pass 29 2.016 138 2.77E-02 68 l.37E-02 49% Pass 30 2.075 130 2.61E-02 67 1.35E-02 52% Pass 31 2.133 127 2.SSE-02 63 1.27E-02 50% Pass 32 2.191 123 2.47E-02 62 1.25E-02 50% Pass 33 2.250 120 2.41E-02 62 1.25E-02 52% Pass 34 2.308 114 2.29E-02 56 1.13E-02 49% Pass 35 2.366 108 2.17E-02 55 1.llE-02 51% Pass 36 2.425 99 1.99E-02 53 1.07E-02 54% Pass 37 2.483 95 1.91E-02 so l.OlE-02 53% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 38 2.541 86 1.73E-02 48 9.65E-03 56% Pass 39 2.600 79 1.59E-02 46 9.25E-03 58% Pass 40 2.658 73 1.47E-02 44 8.85E-03 60% Pass 41 2.716 69 1.39E-02 41 8.24E-03 59% Pass 42 2.775 68 1.37E-02 38 7.64E-03 56% Pass 43 2.833 64 1.29E-02 37 7.44E-03 58% Pass 44 2.891 63 1.27E-02 36 7.24E-03 57% Pass 45 2.950 60 l .21E-02 34 6.84E-03 57% Pass 46 3.008 55 l.llE-02 32 6.43E-03 58% Pass 47 3.066 53 l.07E-02 31 6.23E-03 58% Pass 48 3.125 52 1.0SE-02 30 6.03E-03 58% Pass 49 3.183 48 9.65E-03 29 5.83E-03 60% Pass so 3.241 45 9.0SE-03 29 5.83E-03 64% Pass 51 3.300 43 8.65E-03 27 5.43E-03 63% Pass 52 3.358 42 8.44E-03 25 5.03E-03 60% Pass 53 3.416 41 8.24E-03 25 5.03E-03 61% Pass 54 3.475 41 8.24E -03 24 4.83E-03 59% Pass 55 3.533 40 8.04E -03 23 4.62E-03 58% Pass 56 3.591 39 7.84E-03 20 4.02E-03 51% Pass 57 3.650 37 7.44E-03 19 3.82E-03 51% Pass 58 3.708 37 7.44E-03 19 3.82E-03 51% Pass 59 3.766 35 7.04E-03 17 3.42E-03 49% Pass 60 3.825 33 6.63E-03 16 3.22E-03 48% Pass 61 3.883 32 6.43E-03 16 3.22E-03 50% Pass 62 3.941 30 6.03E-03 15 3.02E-03 50% Pass 63 4.000 29 5.83E-03 15 3.02E-03 52% Pass 64 4.058 23 4.62E-03 15 3.02E-03 65% Pass 65 4.116 22 4.42E-03 14 2.81E-03 64% Pass 66 4.175 22 4.42E-03 14 2.81E-03 64% Pass 67 4.233 21 4.22E-03 13 2.61E-03 62% Pass 68 4.291 21 4.22E-03 13 2.61E-03 62% Pass 69 4.350 21 4.22E-03 13 2.61E-03 62% Pass 70 4.408 21 4.22E-03 10 2.0lE-03 48% Pass 71 4.466 21 4.22E-03 10 2.0lE-03 48% Pass 72 4.525 21 4.22E-03 9 1.81E-03 43% Pass 73 4.583 20 4.02E-03 9 1.81E-03 45% Pass 74 4.641 18 3.62E-03 9 1.81E-03 50% Pass 75 4.700 16 3.22E-03 9 1.81E-03 56% Pass 76 4.758 14 2.81E-03 9 1.81E-03 64% Pass 77 4.816 12 2.41E-03 8 1.61E-03 67% Pass 78 4.875 12 2.41E-03 8 l.61E-03 67% Pass 79 4.933 9 1.81E-03 8 l.61E-03 89% Pass 80 4.991 9 l .81E-03 7 1.41E-03 78% Pass 81 5.050 9 1.81E-03 7 1.41E-03 78% Pass 82 5.108 9 1.81E-03 7 l .41E-03 78% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 83 5.166 9 1.81E-03 7 1.41E-03 78% Pass 84 5.225 8 1.61E-03 6 1.21E-03 75% Pass 85 5.283 8 1.61E-03 6 1.21E-03 75% Pass 86 5.341 7 1.41E-03 6 1.21E-03 86% Pass 87 5.400 7 1.41E-03 5 1.0lE-03 71% Pass 88 5.458 6 1.21E-03 5 1.0lE-03 83% Pass 89 5.516 6 1.21E-03 5 1.0lE-03 83% Pass 90 5.575 6 1.21E-03 5 1.0lE-03 83% Pass 91 5.633 6 1.21E-03 5 1.0lE-03 83% Pass 92 5.691 6 1.21E-03 4 8.04E-04 67% Pass 93 5.749 6 1.21E-03 3 6.03E-04 50% Pass 94 5.808 6 1.21E-03 3 6.03E-04 50% Pass 95 5.866 6 1.21E-03 3 6.03£-04 50% Pass 96 5.924 6 1.21E-03 2 4.02E-04 33% Pass 97 5.983 6 1.21E-03 2 4.02E-04 33% Pass 98 6.041 6 1.21£-03 2 4.02E-04 33% Pass 99 6.099 6 1.21£-03 2 4.02E-04 33% Pass 100 6.158 6 1.21E-03 2 4.02E-04 33% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q {cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 6.158 4.739 1.419 9 5.620 4.540 1.081 8 5.361 4.433 0.928 7 5.241 4.384 0.857 6 4.937 4.218 0.719 5 4.889 3.771 1.118 4 4.730 3.359 1.371 3 4.121 3.091 1.030 2 3.832 2.393 1.439 30 25 20 ~ ~ 15 a 10 5 0 Flow Duration Curve -Poinsettia (POC-3} Q;.:---·-·-·-1·-l·-,-1-·~1-·--·-·--·-·-·-·-r-1-1-·-·-·-·-·-·-·-tt,o Qg-, _ -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·1-·-·-·-·-·-·-·-·-·-·-·-·-·-Qg ·-'-· ·-·----~·-·-·--~-~----·-·-·-·-·-·-·-·-·-·-· ·-·-·-·-·-·-· 3 ~, 0z ·-·-·-·-·-·-·-·-·-\. -·-Qx 3 . -. -. -. -. -. -. -. -. -. -. -. -·1-. -. -. -. -. - . -. -. -Q2 l I .... -·-· 1 ·-·-·-·-·-·-·-·~Q2 .... 0. ·-·-·-·-· I ......... , O.l'Qz -. -. -. -. I . -i -. I . -· 1-1 1 · ---. -. -. -. -. -. - . -. -. -. -. T. -. -. -. -. -. -. 0.0008 0.008 0.08 Percentage of time exceeded(%) 30.00 25.00 20.00 ~ ~ 15.00 Cl 10.00 5.00 0.00 -0.02 0 Flow Duration Curve -Poinsettia (POC-3} ·--,-·-·' . ' -·-·-·-1-·-·-·-·-·-·-'-1-·-·-· 1 ·-· 1·-·1 ·-·-· ,--·~10 _L.11 -, -1· '----1 ---·1 ---11 --1 --·1·~ -·-·, · r-·-·-·, ·r--,-·-·-·-·r·-·r· · 1 ·, ·-·-,~·, ·-·-·--·-·1-· -·-·-· ·-·-·-· . ·-·-· ·-· ·-· -· ·-·-·-·-·-·-· ....... ·-_J __ ., . ___ l·-·-·-·-·1-·-·'=·-·-·-·-· ·-·-·J ·-·-·-·-1_. I ·'-· I ·-·-·-·=A--·-·I •' ·-·-·-·I'. ·-·-·-·-·-·-·-· 1·-·1 ·-·-·---·I ·,-·-·-· 1·-· ~ -·-·-· ·-·-·-· ·--·-·-·-·L·-·-·-·-·. 1·-·--~·-·-·-·-·-·-·1--o; I -Existing I - -Proposed . -. -. -1· T ·cl-. -. -. -·1 · -. -~---,._-_· -_o_x ---.----· -. -. -. --o2 I I I -·~·-·-·---·-·-·-·-•-•I ·-·-·~. 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 Percentage of time exceeded(%) Flow Duration Curve Data for Poinsettia (POC-3), Carlsbad, CA Q2;;; 18.43 cfs Fraction 10% QlO"' 29.62 cfs Step"' 0.2805 cfs Count"' 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q % time Hours>Q %time Post/Pre Fail? 1 1.843 957 l.92E-01 1016 2.04E-01 106% Pass 2 2.123 863 1.74E-01 917 1.84E-01 106% Pass 3 2.404 790 1.59E-01 828 1.66E-01 105% Pass 4 2.684 743 1.49E-01 758 l.52E-01 102% Pass 5 2.965 700 1.41E-01 696 l.40E-01 99% Pass 6 3.245 662 l.33E-01 652 1.31E-01 98% Pass 7 3.526 627 l.26E-Ol 601 l.21E-01 96% Pass 8 3.806 598 1.20E-01 553 1.llE-01 92% Pass 9 4.087 563 1.13E-01 504 l.OlE-01 90% Pass 10 4.367 529 l.06E-01 474 9.53E-02 90% Pass 11 4.648 488 9.81E-02 432 8.69E-02 89% Pass 12 4.928 460 9.25E-02 396 7.96E-02 86% Pass 13 5.209 418 8.40E-02 369 7.42E-02 88% Pass 14 5.489 386 7.76E-02 350 7.04E-02 91% Pass 15 5.770 353 7.lOE-02 329 6.61E-02 93% Pass 16 6.051 327 6.57E-02 302 6.07E-02 92% Pass 17 6.331 309 6.21E-02 278 5.59E-02 90% Pass 18 6.612 300 6.03E-02 257 S.17E-02 86% Pass 19 6.892 293 5.89E-02 235 4.72E-02 80% Pass 20 7.173 280 S.63E-02 215 4.32E-02 77% Pass 21 7.453 260 5.23E-02 198 3.98E-02 76% Pass 22 7.734 240 4.83E-02 184 3.70E-02 77% Pass 23 8.014 230 4.62E-02 168 3.38E-02 73% Pass 24 8.295 221 4.44E-02 159 3.20E-02 72% Pass 25 8.575 202 4.06E-02 146 2.94E-02 72% Pass 26 8.856 185 3.72E-02 134 2.69E-02 72% Pass 27 9.136 160 3.22E-02 126 2.53E-02 79% Pass 28 9.417 147 2.96E-02 118 2.37E-02 80% Pass 29 9.697 138 2.77E-02 110 2.21E-02 80% Pass 30 9.978 130 2.61E-02 102 2.05E-02 78% Pass 31 10.259 128 2.57E-02 96 1.93E-02 75% Pass 32 10.539 123 2.47E-02 92 1.85E-02 75% Pass 33 10.820 120 2.41E-02 86 1.73E-02 72% Pass 34 11.100 114 2.29E-02 80 l.61E-02 70% Pass 35 11.381 108 2.17E-02 75 1.SlE-02 69% Pass 36 11.661 99 1.99E-02 72 1.45E-02 73% Pass 37 11.942 95 1.91E-02 69 1.39E-02 73% Pass 38 12.222 86 1.73E-02 64 1.29E-02 74% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 39 12.503 79 1.59E-02 60 1.21E-02 76% Pass 40 12.783 73 1.47E-02 56 1.13E-02 77% Pass 41 13.064 69 1.39E-02 53 1.07E-02 77% Pass 42 13.344 68 1.37E-02 53 1.07E-02 78% Pass 43 13.625 64 1.29E-02 48 9.65E-03 75% Pass 44 13.906 63 1.27E-02 47 9.45E-03 75% Pass 45 14.186 60 1.21E-02 45 9.0SE-03 75% Pass 46 14.467 56 1.13E-02 43 8.65E-03 77% Pass 47 14.747 53 1.07E-02 42 8.44E-03 79% Pass 48 15.028 52 1.0SE-02 41 8.24E-03 79% Pass 49 15.308 48 9.65E-03 40 8.04E-03 83% Pass so 15.589 45 9.0SE-03 35 7.04E-03 78% Pass 51 15.869 43 8.65E-03 34 6.84E-03 79% Pass 52 16.150 42 8.44E-03 30 6.03E-03 71% Pass 53 16.430 41 8.24E-03 30 6.03E-03 73% Pass 54 16.711 41 8.24E-03 28 5.63E-03 68% Pass 55 16.991 40 8.04E-03 27 S.43E-03 68% Pass 56 17.272 39 7.84E-03 27 5.43E-03 69% Pass 57 17.552 37 7.44E-03 26 5.23E-03 70% Pass 58 17.833 37 7.44E-03 25 5.03E-03 68% Pass 59 18.114 35 7.04E-03 25 5.03E-03 71% Pass 60 18.394 33 6.63E-03 24 4.83E-03 73% Pass 61 18.675 32 6.43E-03 23 4.62E-03 72% Pass 62 18.955 30 6.03E-03 19 3.82E-03 63% Pass 63 19.236 29 5.83E-03 19 3.82E-03 66% Pass 64 19.516 23 4.62E-03 19 3.82E-03 83% Pass 65 19.797 22 4.42E-03 18 3.62E-03 82% Pass 66 20.077 21 4.22E-03 18 3.62E-03 86% Pass 67 20.358 21 4.22E-03 17 3.42E-03 81% Pass 68 20.638 21 4.22E-03 16 3.22E-03 76% Pass 69 20.919 21 4.22E-03 15 3.02E-03 71% Pass 70 21.199 21 4.22E-03 15 3.02E-03 71% Pass 71 21.480 21 4.22E-03 14 2.81E-03 67% Pass 72 21.760 21 4.22E-03 12 2.41E-03 57% Pass 73 22.041 20 4.02E-03 12 2.41E-03 60% Pass 74 22.322 18 3.62E-03 12 2.41E-03 67% Pass 75 22.602 16 3.22E-03 12 2.41E-03 75% Pass 76 22.883 14 2.81E-03 11 2.21E-03 79% Pass 77 23.163 12 2.41E-03 11 2.21E-03 92% Pass 78 23.444 12 2..41E-03 10 2.01E-03 83% Pass 79 23.724 9 1.81E-03 9 1.81E-03 100% Pass 80 24.005 9 1.81E-03 7 1.41E-03 78% Pass 81 24.285 9 1.81E-03 7 1.41E-03 78% Pass 82 24.566 9 1.81E-03 7 1.41E-03 78% Pass 83 24.846 9 1.81E-03 7 1.41E-03 78% Pass 84 25.127 8 1.61E-03 6 1.21E-03 75% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fall? 85 25.407 8 1.61E-03 6 1.21E-03 75% Pass 86 25.688 7 1.41E-03 6 1.21E-03 86% Pass 87 25.969 7 1.41E-03 6 1.21E-03 86% Pass 88 26.249 6 1.21E-03 5 l.OlE-03 83% Pass 89 26.530 6 1.21E-03 5 1.0lE-03 83% Pass 90 26.810 6 l.21E-03 5 l.OlE-03 83% Pass 91 27.091 6 1.21E-03 5 1.0lE-03 83% Pass 92 27.371 6 1.21E-03 5 1.0lE-03 83% Pass 93 27.652 6 1.21E-03 5 1.0lE-03 83% Pass 94 27.932 6 1.21E-03 5 1.0lE-03 83% Pass 95 28.213 6 1.21E-03 5 1.0lE-03 83% Pass 96 28.493 6 1.21E-03 5 1.0lE-03 83% Pass 97 28.774 6 1.21E-03 5 1.0lE-03 83% Pass 98 29.054 6 1.21E-03 5 1.0lE-03 83% Pass 99 29.335 6 1.21E-03 5 l.OlE-03 83% Pass 100 29.615 6 1.21E-03 5 1.0lE-03 83% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 29.615 25.858 3.757 9 27.028 25.233 1.794 8 25.781 24.267 1.514 7 25.207 23.398 1.809 6 23.739 22.718 1.022 5 23.510 21.703 1.807 4 22.746 20.447 2.299 3 19.817 18.741 1.076 2 18.425 15.972 2.453 ATTACHMENT 3 List of the "n" largest Peaks: Pre-Development and Post-Development Conditions 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+1 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 Pin 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) Poinsettia (POC-1) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 9.34 9.52 Date Posit Weibull Cunnane g 9.11 9.22 4.156 1/11/2005 57 1.02 1.01 8 8.61 8.83 4.181 9/18/1963 56 1.04 1.03 7 8.25 8.28 4.414 4/27/1960 55 1.05 1.05 6 8.20 8.20 4.435 2/22/2008 54 1.07 1.07 5 7.86 7.86 4.455 3/17/1963 53 1.09 1.09 4 7.37 7.38 4.494 2/22/1998 52 1.12 1.11 3 6.47 6.47 4.494 11/8/2002 51 1.14 1.13 2 5.92 5.92 4.494 2/12/2003 so 1.16 1.15 4.651 2/12/1992 49 1.18 1.18 4.715 3/1/1991 48 1.21 1.20 Note: 4.736 3/15/1986 47 1.23 1.23 Cunnane is the preferred 4.823 1/29/1980 46 1.26 1.25 method by the HMP permit. 4.83 2/6/1969 45 1.29 1.28 4.864 3/19/1981 44 1.32 1.31 4.893 2/15/1986 43 1.35 1.34 4.958 1/6/2008 42 1.38 1.38 4.959 2/14/1998 41 1.41 1.41 5.076 2/8/1993 40 1.45 1.44 5.107 1/16/1978 39 1.49 1.48 5.189 3/11/1995 38 1.53 1.52 5.341 11/11/1985 37 1.57 1.56 5.39 11/15/1952 36 1.61 1.61 5.439 12/2/1961 35 1.66 1.65 5.496 2/4/1994 34 1.71 1.70 5.536 1/18/1993 33 1.76 1.75 5.656 10/20/2004 32 1.81 1.81 5.657 2/17/1998 31 1.87 1.87 5.669 12/19/1970 30 1.93 1.93 5.923 2/16/1980 29 2.00 2.00 5.926 1/29/1983 28 2.07 2.07 6.006 2/23/1998 27 2.15 2.15 6.019 2/18/1993 26 2.23 2.23 6.112 3/2/1980 25 2.32 2.33 6.288 2/10/1978 24 2.42 2.42 6.292 12/30/1991 23 2.52 2.53 6.31 11/22/1965 22 2.64 2.65 6.316 2/27/1983 21 2.76 2.78 6.463 1/27/2008 20 2.90 2.92 6.471 2/3/1998 19 3.05 3.08 7.096 3/1/1978 18 3.22 3.25 7.26 1/16/1952 17 3.41 3.45 7.316 3/17/1982 16 3.63 3.67 7.366 4/1/1958 15 3.87 3.92 7.396 2/20/1980 14 4.14 4.21 7.468 10/27/2004 13 4.46 4.54 7.856 1/14/1993 12 4.83 4.93 7.866 2/18/2005 11 5.27 5.40 8.2 10/29/2000 10 5.80 5.96 8.213 2/25/1969 9 6.44 6.65 8.309 2/4/1958 8 7.25 7.53 9.029 2/25/2003 7 8.29 8.67 9.39 9/23/1986 6 9.67 10.21 10.137 1/4/1995 5 11.60 12.43 10.456 1/15/1979 4 14.50 15.89 11.098 10/1/1983 3 19.33 22.00 11.675 1/4/1978 2 29.00 35.75 12.561 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Post-Development) Poinsettia (POC-1) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 6.44 6.73 Date Posit Weibull Cunnane 9 6.10 6.26 2.599 1/18/1993 57 1.02 1.01 8 5.98 5.98 2.655 2/14/1998 56 1.04 1.03 7 5.88 5.92 2.664 2/23/2005 55 1.05 1.05 6 5.66 5.70 2.681 1/20/1962 54 1.07 1.07 5 5.40 5.42 2.701 2/4/1994 53 1.09 1.09 4 5.07 5.10 2.707 3/8/1968 52 1.12 1.11 3 4.56 4.58 2.726 1/9/2005 51 1.14 1.13 2 3.59 3.59 2.746 3/1/1983 50 1.16 1.15 2.747 1/6/2008 49 1.18 1.18 2.779 1/6/1979 48 1.21 1.20 Note: 2.781 12/24/1988 47 1.23 1.23 Cunnane is the preferred 2.789 12/2/1961 46 1.26 1.25 method by the HMP permit. 2.812 3/17/1963 45 1.29 1.28 2.917 1/11/2005 44 1.32 1.31 2.933 9/18/1963 43 1.35 1.34 2.936 1/15/1978 42 1.38 1.38 2.953 2/15/1986 41 1.41 1.41 3.005 2/18/1993 40 1.45 1.44 3.059 4/27/1960 39 1.49 1.48 3.179 8/17/1977 38 1.53 1.52 3.185 11/11/1985 37 1.57 1.56 3.213 11/15/1952 36 1.61 1.61 3.231 1/16/1972 35 1.66 1.65 3.24 2/16/1980 34 1.71 1.70 3.24 10/20/2004 33 1.76 1.75 3.246 1/29/1983 32 1.81 1.81 3.29 1/27/2008 31 1.87 1.87 3.579 2/17/1998 30 1.93 1.93 3.593 2/27/1983 29 2.00 2.00 3.608 2/22/2008 28 2.07 2.07 3.703 1/29/1980 27 2.15 2.15 3.804 1/16/1978 26 2.23 2.23 3.836 12/19/1970 25 2.32 2.33 4.018 2/23/1998 24 2.42 2.42 4.234 12/30/1991 23 2.52 2.53 4.348 2/3/1998 22 2.64 2.65 4.425 4/1/1958 21 2.76 2.78 4.476 3/2/1980 20 2.90 2.92 4.635 3/17/1982 19 3.05 3.08 4.639 11/22/1965 18 3.22 3.25 4.685 2/10/1978 17 3.41 3.45 4.692 1/14/1993 16 3.63 3.67 5.017 10/29/2000 15 3.87 3.92 5.191 2/18/2005 14 4.14 4.21 5.337 3/1/1978 13 4.46 4.54 5.387 1/16/1952 12 4.83 4.93 5.477 2/20/1980 11 5.27 5.40 5.645 10/27/2004 10 5.80 5.96 5.819 2/4/1958 9 6.44 6.65 5.969 2/25/1969 8 7.25 7.53 5.989 9/23/1986 7 8.29 8.67 6.515 2/25/2003 6 9.67 10.21 7.739 1/15/1979 5 11.60 12.43 7.769 1/4/1995 4 14.50 15.89 8.126 1/4/1978 3 19.33 22.00 8.304 10/1/1983 2 29.00 35.75 9.316 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Pre-Development) Poinsettia (POC-2) T Cunnane Weibull Period of Return {Year) (ds) (ds) Peaks {cfs) (Years) 10 6.16 6.31 Date Posit Weibull Cunnane 9 5.62 5.87 2.89 2/6/1969 57 1.02 1.01 8 5.36 5.40 2.894 2/22/1998 56 1.04 1.03 7 5.24 5.27 2.921 2/8/1993 55 1.05 1.05 6 4.94 5.01 2.935 4/27/1960 54 1.07 1.07 5 4.89 4.89 2.981 1/16/1972 53 1.09 1.09 4 4.73 4.73 2.992 2/22/2008 52 1.12 1.11 3 4.12 4.14 3.008 3/19/1981 51 1.14 1.13 2 3.83 3.83 3.033 4/28/2005 so 1.16 1.15 3.11 3/1/1991 49 1.18 1.18 3.131 12/22/1982 48 1.21 1.20 Note: 3.146 3/15/1986 47 1.23 1.23 Cunnane is the preferred 3.161 2/12/1992 46 1.26 1.25 method by the HMP permit. 3.183 2/14/1998 45 1.29 1.28 3.199 1/29/1980 44 1.32 1.31 3.216 3/17/1963 43 1.35 1.34 3.238 2/15/1986 42 1.38 1.38 3.258 2/27/1991 41 1.41 1.41 3.284 1/6/2008 40 1.45 1.44 3.311 1/16/1978 39 1.49 1.48 3.389 3/11/1995 38 1.53 1.52 3.525 1/18/1993 37 1.57 1.56 3.572 2/4/1994 36 1.61 1.61 3.615 2/17/1998 35 1.66 1.65 3.619 12/2/1961 34 1.71 1.70 3.763 11/15/1952 33 1.76 1.75 3.765 10/20/2004 32 1.81 1.81 3.776 11/11/1985 31 1.87 1.87 3.801 2/18/1993 30 1.93 1.93 3.832 2/23/1998 29 2.00 2.00 3.904 1/29/1983 28 2.07 2.07 3.913 2/16/1980 27 2.15 2.15 3.967 12/19/1970 26 2.23 2.23 4.002 1/27/2008 25 2.32 2.33 4.021 2/3/1998 24 2.42 2.42 4.042 11/22/1965 23 2.52 2.53 4.044 12/30/1991 22 2.64 2.65 4.046 2/10/1978 21 2.76 2.78 4.062 2/27/1983 20 2.90 2.92 4.175 3/2/1980 19 3.05 3.08 4.627 4/1/1958 18 3.22 3.25 4.633 3/1/1978 17 3.41 3.45 4.67 1/16/1952 16 3.63 3.67 4.723 3/17/1982 15 3.87 3.92 4.747 2/20/1980 14 4.14 4.21 4.814 2/18/2005 13 4.46 4.54 4.889 10/29/2000 12 4.83 4.93 4.89 10/27/2004 11 5.27 5.40 4.92 1/14/1993 10 5.80 5.96 5.2 2/25/1969 9 6.44 6.65 5.304 2/4/1958 8 7.25 7.53 5.441 2/25/2003 7 8.29 8.67 6.273 9/23/1986 6 9.67 10.21 6.504 1/4/1995 5 11.60 12.43 6.749 1/15/1979 4 14.50 15.89 7.195 10/1/1983 3 19.33 22.00 7.52 1/4/1978 2 29.00 35.75 8.03 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO {Post-Development) Poinsettia (POC-2) T Cunnane Weibull Period of Return (Year) (ds) (cfs) Peaks (cfs) (Years) 10 4.74 4.85 Date Posit Weibull Cunnane 9 4.54 4.63 1.17 12/19/1970 57 1.02 1.01 8 4.43 4.45 1.205 3/2/1983 56 1.04 1.03 7 4.38 4.39 1.222 3/2/1980 55 1.05 1.05 6 4.22 4.26 1.231 10/20/2004 54 1.07 1.07 5 3.77 3.81 1.237 2/26/2004 53 1.09 1.09 4 3.36 3.39 1.289 12/30/1991 52 1.12 1.11 3 3.09 3.10 1.312 10/29/2000 51 1.14 1.13 2 2.39 2.39 1.325 1/11/2005 50 1.16 1.15 1.326 3/1/1983 49 1.18 1.18 1.33 1/27/1956 48 1.21 1.20 Note: 1.331 1/15/1993 47 1.23 1.23 Cunnane is the preferred 1.338 2/18/2005 46 1.26 1.25 method by the HMP permit. 1.357 1/14/1993 45 1.29 1.28 1.46 4/1/1958 44 1.32 1.31 1.531 1/18/1993 43 1.35 1.34 1.643 2/20/1980 42 1.38 1.38 1.689 9/23/1986 41 1.41 1.41 1.707 12/5/1966 40 1.45 1.44 1.776 1/18/1952 39 1.49 1.48 1.81 11/29/1985 38 1.53 1.52 1.94 2/18/1980 37 1.57 1.56 2.103 2/10/1978 36 1.61 1.61 2.149 1/22/1967 35 1.66 1.65 2.266 11/30/2007 34 1.71 1.70 2.274 3/5/1995 33 1.76 1.75 2.277 12/25/1983 32 1.81 1.81 2.278 1/11/1980 31 1.87 1.87 2.31 2/4/1958 30 1.93 1.93 2.393 1/25/1969 29 2.00 2.00 2.458 3/1/1991 28 2.07 2.07 2.481 2/23/1998 27 2.15 2.15 2.514 1/13/1997 26 2.23 2.23 2.764 11/22/1996 25 2.32 2.33 2.827 2/25/2003 24 2.42 2.42 2.896 3/11/1995 23 2.52 2.53 2.957 10/27/2004 22 2.64 2.65 2.977 1/16/1993 21 2.76 2.78 3.057 1/20/1962 20 2.90 2.92 3.122 1/16/1952 19 3.05 3.08 3.154 1/9/2005 18 3.22 3.25 3.244 2/15/1986 17 3.41 3.45 3.259 1/15/1978 16 3.63 3.67 3.311 2/23/2005 15 3.87 3.92 3.48 3/8/1968 14 4.14 4.21 3.558 1/6/1979 13 4.46 4.54 3.746 1/16/1978 12 4.83 4.93 3.915 2/22/2008 11 5.27 5.40 4.208 10/1/1983 10 5.80 5.96 4.371 11/22/1965 9 6.44 6.65 4.404 3/17/1982 8 7.25 7.53 4.473 1/29/1980 7 8.29 8.67 4.782 3/1/1978 6 9.67 10.21 5.194 2/25/1969 5 11.60 12.43 5.636 1/4/1978 4 14.50 15.89 5.708 1/15/1979 3 19.33 22.00 6.793 4/14/2003 2 29.00 35.75 7.704 1/4/1995 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Pre-Development) Poinsettia (POC-3) T Cunnane Weibull Period of Return (Year) (cfs} (cfs) Peaks (cfs) {Years) 10 29.62 30.36 Date Posit Weibull Cunnane 9 27.03 28.24 13.902 2/6/1969 57 1.02 1.01 8 25.78 25.98 13.918 2/22/1998 56 1.04 1.03 7 25.21 25.35 14.048 2/8/1993 55 1.05 1.05 6 23.74 24.08 14.115 4/27/1960 54 1.07 1.07 5 23.51 23.51 14.335 1/16/1972 53 1.09 1.09 4 22.75 22.77 14.39 2/22/2008 52 1.12 1.11 3 19.82 19.89 14.468 3/19/1981 51 1.14 1.13 2 18.43 18.43 14.598 4/28/2005 50 1.16 1.15 14.957 3/1/1991 49 1.18 1.18 15.063 12/22/1982 48 1.21 1.20 Note: 15.128 3/15/1986 47 1.23 1.23 Cunnane is the preferred 15.205 2/12/1992 46 1.26 1.25 method by the HMP permit. 15.305 2/14/1998 45 1.29 1.28 15.383 1/29/1980 44 1.32 1.31 15.468 3/17/1963 43 1.35 1.34 15.573 2/15/1986 42 1.38 1.38 15.694 2/27/1991 41 1.41 1.41 15.794 1/6/2008 40 1.45 1.44 15.924 1/16/1978 39 1.49 1.48 16.298 3/11/1995 38 1.53 1.52 16.952 1/18/1993 37 1.57 1.56 17.177 2/4/1994 36 1.61 1.61 17.385 2/17/1998 35 1.66 1.65 17.405 12/2/1961 34 1.71 1.70 18.1 11/15/1952 33 1.76 1.75 18.105 10/20/2004 32 1.81 1.81 18.162 11/11/1985 31 1.87 1.87 18.283 2/18/1993 30 1.93 1.93 18.425 2/23/1998 29 2.00 2.00 18.777 1/29/1983 28 2.07 2.07 18.82 2/16/1980 27 2.15 2.15 19.078 12/19/1970 26 2.23 2.23 19.248 1/27/2008 25 2.32 2.33 19.335 2/3/1998 24 2.42 2.42 19.437 11/22/1965 23 2.52 2.53 19.447 12/30/1991 22 2.64 2.65 19.458 2/10/1978 21 2.76 2.78 19.536 2/27/1983 20 2.90 2.92 20.076 3/2/1980 19 3.05 3.08 22.253 4/1/1958 18 3.22 3.25 22.277 3/1/1978 17 3.41 3.45 22.457 1/16/1952 16 3.63 3.67 22.713 3/17/1982 15 3.87 3.92 22.829 2/20/1980 14 4.14 4.21 23.149 2/18/2005 13 4.46 4.54 23.509 10/29/2000 12 4.83 4.93 23.518 10/27/2004 11 5.27 5.40 23.658 1/14/1993 10 5.80 5.96 25.007 2/25/1969 9 6.44 6.65 25.508 2/4/1958 8 7.25 7.53 26.165 2/25/2003 7 8.29 8.67 30.17 9/23/1986 6 9.67 10.21 31.275 1/4/1995 5 11.60 12.43 32.453 1/15/1979 4 14.50 15.89 34.601 10/1/1983 3 19.33 22.00 36.163 1/4/1978 2 29.00 35.75 38.614 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Post-Development) Poinsettia (POC-3) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 25.86 27.11 Date Posit Weibull Cunnane 9 25.23 25.53 12.153 1/6/1979 57 1.02 1.01 8 24.27 24.67 12.17 1/15/1978 56 1.04 1.03 7 23.40 23.56 12.312 4/28/2005 55 1.05 1.05 6 22.72 22.84 12.333 3/19/1981 54 1.07 1.07 5 21.70 21.71 12.419 3/1/1991 53 1.09 1.09 4 20.45 20.50 12.657 12/22/1982 52 1.12 1.11 3 18.74 18.74 12.668 2/12/1992 51 1.14 1.13 2 15.97 15.97 12.675 2/27/1991 so 1.16 1.15 12.83 3/15/1986 49 1.18 1.18 12.908 2/14/1998 48 1.21 1.20 Note: 12.921 4/27/1960 47 1.23 1.23 Cunnane is the preferred 13.454 1/6/2008 46 1.26 1.25 method by the HMP permit. 13.486 2/15/1986 45 1.29 1.28 13.504 3/11/1995 44 1.32 1.31 13.537 3/17/1963 43 1.35 1.34 13.596 8/17/1977 42 1.38 1.38 13.816 1/16/1972 41 1.41 1.41 13.988 1/18/1993 40 1.45 1.44 14.316 2/4/1994 39 1.49 1.48 14.395 2/22/2008 38 1.53 1.52 14.494 12/2/1961 37 1.57 1.56 15.182 10/20/2004 36 1.61 1.61 15.36 2/17/1998 35 1.66 1.65 15.387 2/18/1993 34 1.71 1.70 15.549 11/15/1952 33 1.76 1.75 15.562 11/11/1985 32 1.81 1.81 15.762 2/16/1980 31 1.87 1.87 15.902 1/29/1983 30 1.93 1.93 15.972 1/16/1978 29 2.00 2.00 16.048 1/27/2008 28 2.07 2.07 16.104 1/29/1980 27 2.15 2.15 16.452 2/27/1983 26 2.23 2.23 16.553 2/23/1998 25 2.32 2.33 16.829 12/19/1970 24 2.42 2.42 17.49 2/3/1998 23 2.52 2.53 17.557 12/30/1991 22 2.64 2.65 18.294 3/2/1980 21 2.76 2.78 18.739 11/22/1965 20 2.90 2.92 18.742 2/10/1978 19 3.05 3.08 18.945 4/1/1958 18 3.22 3.25 19.572 3/17/1982 17 3.41 3.45 20.123 1/14/1993 16 3.63 3.67 20.367 10/29/2000 15 3.87 3.92 20.647 2/18/2005 14 4.14 4.21 21.243 2/20/1980 13 4.46 4.54 21.701 3/1/1978 12 4.83 4.93 21.715 1/16/1952 11 5.27 5.40 22.688 10/27/2004 10 5.80 5.96 23.179 2/4/1958 9 6.44 6.65 23.728 2/25/1969 8 7.25 7.53 25.025 2/25/2003 7 8.29 8.67 25.992 9/23/1986 6 9.67 10.21 32.487 1/4/1995 5 11.60 12.43 32.74 1/4/1978 4 14.50 15.89 32.84 1/15/1979 3 19.33 22.00 34.201 10/1/1983 2 29.00 35.75 38.364 4/14/2003 1 58.00 95.33 ATTACHMENT 4 Elevation vs. Area Curves and Elevation vs. Discharge Curves to be used in SWMM ATTACHMENT 4 ELEVATION vs. AREA The elevation vs. area tables in the model are calculated in Excel and imported into the model. The summary of elevation vs. area for each IMP has been provided on the following pages. The LID surface storage depth beneath the lowest surface discharge structure is accounted for in the LID module as illustrated in Attachment 7. ELEVATION vs. DISCHARGE The total elevation vs. discharge curve is imported from an Excel spreadsheet that calculates the elevation vs. discharge of the outlet system. Elevation vs. discharge relationships are provided for the surface discharge of the biofiltration basins as this is where a Modified Puls routing procedure will be taken into account in the continuous simulation model. The orifice sizes have been selected to maximize their size while still restricting flows to conform with the required 10% of the Q2 event flow as mandated in the City of Carlsbad BMP Design Manual. While TRWE acknowledges that these orifices are small, to increase the size of these outlets would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the IMP from conforming 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 orifice and riser structures is provided in Attachment 5 of this memorandum. DISCHARGE EQUATIONS 1) Weir: Qw = Cw. L. H3/2 (1) 2) Slot: As an orifice: Q5 = 85 • h5 • Cg · J 2g ( H -~s) (2.a) As a weir: Q5 = Cw · 85 • H 312 (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 · rrD2 ·cg· Jzg ( 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: Qi g Aer D2 . H = Yer+~; Ter = 2.JYcrCD -Yer); Aer = S [acr -sm(acr)]; er Yer = ~ [1 -sin(0.5 · aer)] 2 (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, Os, 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, B5, D, h5 : 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) Ac,, Tw Yw Uc,: Critical variables for circular sector: area (ft2}, top width (ft), critical depth (ft), and angle to the center, respectively. Stage-Area for IMP 1-1 Depth (ft) Area (ft2) 0.00 2488 0.08 2550 0.17 2612 0.25 2675 0.33 2738 0.42 2801 0.50 2865 0.58 2929 0.67 2993 0.75 3058 0.83 3123 0.92 3188 1.00 3254 1.08 3320 1.17 3386 1.25 3453 1.33 3520 1.42 3588 1.50 3656 1.58 3724 1.67 3792 1.75 3861 1.83 3930 1.92 4000 2.00 4070 2.08 4140 2.17 4211 2.25 4282 2.33 4353 2.42 4425 2.50 4497 SUB SURFACE STORAGE IMP 1-1 Elevation (ft) Area (ft') -1.50 2488 -2.50 2488 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft3) 0 210 425 645 871 1102 1338 1579 1826 2078 2336 2598 2867 3141 3420 3705 3996 4292 4594 4901 5214 5533 5858 6188 6525 6867 7215 7569 7928 8294 8666 Volume (ft') 1120 995 2115 1338 3453 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 void_s) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) l (1): The area at this 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) IEffective Depth: 6.45 in Stage-Area for IMP 2-1 Depth (ft) Area (ft ) Volume (ft') 0.00 8277 0 IIOFILTIIATION 111 I 0.08 8339 692 0.17 8402 1390 0.25 8465 2093 0.33 8527 2801 0.42 8590 3514 0.50 8654 4232 0.58 8717 4956 0.67 8781 5685 0.75 8844 6420 0.83 8908 7159 0.92 8973 7904 1.00 9037 8655 1.08 9101 9411 1.17 9166 10172 1.25 9231 10938 1.33 9296 11710 1.42 9361 12487 1.50 9426 13270 SURFACE OUTLET (2) 1.58 9492 14059 1.67 9558 14852 1.75 9623 15651 1.83 9690 16456 1.92 9756 17266 2.00 9822 18082 2.08 9889 18903 2.17 9956 19730 2.25 10023 20563 2.33 10090 21401 2.42 10157 22244 2.50 10225 23094 2.58 10292 23948 2.67 10360 24809 2.75 10428 25675 2.83 10496 26547 2.92 10565 27424 3.00 10633 28308 3.08 10702 29197 3.17 10771 30091 3.25 10840 30992 3.33 10909 31898 3.42 10979 32810 3.50 11048 33728 3.58 11118 34651 3.67 11188 35581 3.75 11258 36516 3.83 11329 37457 3.92 11399 38404 4.00 11470 39357 4.08 11541 40316 4.17 11612 41281 4.25 11683 42251 4.33 11754 43228 4.42 11826 44210 4.50 11898 45199 4.58 11970 46193 4.67 12042 47194 4.75 12114 48200 4.83 12187 49213 4.92 12259 50231 5.00 12332 51256 SUB SURFACE STORAGE IMP 2-1 Elevation (ft) Area (ft ) 1------·_:cl_;;.s_:co _____ 4-_a_2_1_1_-l---'3c;.7_;;;2;:_s_-1Am•nd•d Soll Bos• 10.3 vold•f ._ _____ ._2_.5_0 _____ ...,_12_11 ____ 3_3_1_1 _ _.Gravel Base (0.4 voids) Gravel & Amended Soll TOTAL m 7035 (ft') Surface Total TOTAL • 10938 (ft1) IMP TOTAL • 17974 (It') (1); The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) 12): Volume at this elevation coresponds with surface volume for WQ purposes {invert of lowest surface outlet) !Effective Depth: 19.24 In Stage-Area for IMP 3-1 Depth (ft) Area (ft2) 0.00 1733 0.08 1765 0.17 1796 0.25 1828 0.33 1860 0.42 1893 0.50 1925 0.58 1958 0.67 1991 0.75 2024 0.83 2057 0.92 2090 1.00 2124 1.08 2157 1.17 2191 1.25 2225 1.33 2259 1.42 2294 1.50 2328 1.58 2363 1.67 2398 1.75 2433 1.83 2468 1.92 2503 2.00 2539 2.08 2575 2.17 2611 2.25 2647 2.33 2683 2.42 2720 2.50 2756 SUB SURFACE STORAGE IMP 3-1 Elevation (ft) Area (ft2) -1.50 1733 -2.50 1733 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft3) 0 146 294 445 599 755 914 1076 1241 1408 1578 1751 1926 2105 2286 2470 2657 2846 3039 3234 3433 3634 3838 4045 4255 4468 4684 4904 5126 5351 5579 Volume (ft3} 780 693 1473 914 2387 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) estimated (ft3) l (1): The area at any surface elevation corresponds to the area of gravel and amended soil {Bio-retention I.; (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface o, I Effective Depth: 6.33 in Stage-Area for IMP 3-1 Depth (ft) Area (ft2) 0.00 1733 0.08 1765 0.17 1796 0.25 1828 0.33 1860 0.42 1893 0.50 1925 0.58 1958 0.67 1991 0.75 2024 0.83 2057 0.92 2090 1.00 2124 1.08 2157 1.17 2191 1.25 2225 1.33 2259 1.42 2294 1.50 2328 1.58 2363 1.67 2398 1.75 2433 1.83 2468 1.92 2503 2.00 2539 2.08 2575 2.17 2611 2.25 2647 2.33 2683 2.42 2720 2.50 2756 SUB SURFACE STORAGE IMP 3-1 Elevation (ft) Area (ft2) -1.50 1733 -2.50 1733 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 146 294 445 599 755 914 1076 1241 1408 1578 1751 1926 2105 2286 2470 2657 2846 3039 3234 3433 3634 3838 4045 4255 4468 4684 4904 5126 5351 5579 Volume (ft3) 780 693 1473 914 2387 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) estimated (ft3) I 1 (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention le (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface a, IEffective Depth: 6.33 in Stage-Area for IMP 4-1 (POC-3) Depth (ft) Area (ft') 0.00 7253 0.08 7321 0.17 7388 0.25 7456 0.33 7525 0.42 7593 0.50 7661 0.58 7730 0.67 7799 0.75 7868 0.83 7937 0.92 8007 1.00 8076 1.08 8146 1.17 8216 1.25 8286 1.33 8356 1.42 8426 1.50 8497 1.58 8568 1.67 8639 1.75 8710 1.83 8781 1.92 8853 2.00 8924 2.08 8996 2.17 9068 2.25 9140 2.33 9213 2.42 9285 2.50 9358 2.58 9431 2.67 9504 2.75 9577 2.83 9650 2.92 9724 3.00 9798 3.08 9872 3.17 9946 3.25 10020 3.33 10094 3.42 10169 3.50 10244 SUB SURFACE STORAGE IMP 4-1 Elevation (ft) Area (ft') -1.50 7253 -3.00 7253 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft') 0 607 1220 1839 2463 3093 3728 4370 5017 5669 6328 6992 7662 8338 9020 9708 10401 11100 11805 12517 13233 13956 14685 15420 16161 16907 17660 18419 19183 19954 20731 21514 22303 23098 23899 24706 25519 26339 27165 27997 28835 29679 30530 Volume (ft') 3264 4352 7616 5017 12632 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base {0.4 voids) (ft3) (ft3) (ft3) I _J (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention {2): Volume at this elevation coresponds with surface volume for WQ purposes {Invert of lowest surface !Effective Depth: 8.30 in Stage-Area for IMP 5-1 {POC-3) Depth (ft) Area (ft'1) 0.00 1400 0.08 1424 0.17 1449 0.25 1473 0.33 1498 0.42 1523 0.50 1548 0.58 1573 0.67 1599 0.75 1624 0.83 1650 0.92 1676 1.00 1702 1.08 1729 1.17 1755 1.25 1782 1.33 1809 1.42 1836 1.50 1863 1.58 1891 1.67 1918 1.75 1946 1.83 1974 1.92 2002 2.00 2031 2.08 2059 2.17 2088 2.25 2117 2.33 2146 2.42 2175 2.50 2204 SUB SURFACE STORAGE IMP 5-1 Elevation (ft) Area {W) -1.50 1400 -2.50 1400 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (te) 0 118 237 359 483 609 737 867 999 1133 1270 1408 1549 1692 1837 1985 2134 2286 2440 2597 2755 2916 3080 3245 3413 3584 3757 3932 4109 4289 4472 Volume in:) 630 560 1190 737 1927 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3 ) (ft3 ) (ft3) (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface I Effective Depth: 6.31 in I j Outlet structure for Discharge of Biofiltration IMP 1-1 Discharge vs Elevation Table low orifice 1.000 II Lower slot Number of orif: 0 Number of slots: 4 Cg-low: 0.62 Invert: 0.00 ft B 1.00 ft Middle orifice 1" h,101 0.250 ft Number of orif: 0 Cg-middle: 0.62 Upper slot invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft "Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,101 0.250 ft h* H/0-low H/0-mid Qlow-orif Qlow-weir Qtot-low (ft) --(ds) (ch) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.083 1.000 1.000 0.000 0.000 0.000 0.125 1.500 1.500 0.000 0.000 0.000 0.167 2.000 2.000 0.000 0.000 0.000 0.208 2.500 2.500 0.000 0.000 0.000 0.250 3.000 3.000 0.000 0.000 0.000 0.292 3.500 3.500 0.000 0.000 0.000 0.333 4.000 4.000 0.000 0.000 0.000 0.375 4.500 4.500 0.000 0.000 0.000 0.417 5.000 5.000 0.000 0.000 0.000 0.458 5.500 5.500 0.000 0.000 0.000 0.500 6.000 6.000 0.000 0.000 0.000 0.542 6.500 6.500 0.000 0.000 0.000 0.583 7.000 7.000 0.000 0.000 0.000 0.625 7.500 7.500 0.000 0.000 0.000 0.667 8.000 8.000 0.000 0.000 0.000 0.708 8.500 8.500 0.000 0.000 0.000 0.750 9.000 9.000 0.000 0.000 0.000 0.792 9.500 9.500 0.000 0.000 0.000 0.833 10.000 10.000 0.000 0.000 0.000 0.875 10.500 10.500 0.000 0.000 0.000 0.917 11.000 11.000 0.000 0.000 0.000 0.958 11.500 11.500 0.000 0.000 0.000 lower Weir Number of weirs: Invert: B: Emergency weir Invert: B: Qmid-orif Qmid-weir (dsl (ds) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 2.00 1.75 1.00 ft 12.00 ft Qtot-med Qslot-low (cfs) (cfsl 0.000 0.000 0.000 0.105 0.000 0.298 0.000 0.548 0.000 0.844 0.000 1.179 0.000 1.550 0.000 1.953 0.000 2.234 0.000 2.448 0.000 2.644 0.000 2.826 0.000 2.998 0.000 3.160 0.000 3.314 0.000 3.461 0.000 3.603 0.000 3.739 0.000 3.870 0.000 3.997 0.000 4.120 0.000 4.239 0.000 4.356 0.000 4.469 Qslot-upp Qweir Qemerg Qtot (cfs) (ds) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.548 0.000 0.000 0.000 0.844 0.000 0.000 0.000 1.179 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.953 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.448 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.826 0.000 0.000 0.000 2.998 0.000 0.000 0.000 3.160 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.461 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.739 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.997 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.239 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.469 h* H/D-law H/D-mid Qlow-orif Qlow-welr Qtat-law Qmid-orif Qmid-weir Qtat-med Qslat-law Qslat-upp Qweir Qemerg Qtat (ft) - -(dsl (cfsl (cfs) (dsl (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 a.coo 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 Outlet structure for Discharge of Biofiltration IMP 2-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 1 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 1.00 ft Invert: 2.50 B 1.00 ft B: 1.00 Middle orifice 1" h,101 0.250 ft 0.381 6.15 Number of orif: 0 1 3 Cg-middle: 0.62 Upper slot Emergency weir 0.027 6.750 invert elev: 0.000 ft Number of slots: 0 Invert: 3.00 ft Invert: 2.00 ft B: 12.00 ft •Note: h" head above the invert of the B: 0.50 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 Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) ltfsl (cfs) Ids) (cfsl (ds) (ds) (ds) (cfs) (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 0.083 1.000 1.000 0.006 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.167 2.000 2.000 0.010 0.013 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.250 3.000 3.000 0.012 0.014 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.333 4.000 4.000 0.015 0.024 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.417 5.000 5.000 0.017 0.095 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.500 6.000 6.000 0.018 0.184 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.583 7.000 7.000 0.020 0.200 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 0.667 8.000 8.000 0.021 0.215 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 0.750 9.000 9.000 0.023 0.228 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 0.833 10.000 10.000 0.024 0.241 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 0.917 11.000 11.000 0.025 0.254 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.000 12.000 12.000 0.027 0.266 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.083 13.000 13.000 0.028 0.277 0.028 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.326 1.167 14.000 14.000 0.029 0.288 0.029 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.872 1.250 15.000 15.000 0.030 0.298 0.030 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.580 1.333 16.000 16.000 0.031 0.308 0.031 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.265 1.417 17.000 17.000 0.032 0.318 0.032 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.675 1.500 18.000 18.000 0.033 0.328 0.033 0.000 0.000 0.000 2.998 0.000 0.000 0.000 3.030 1.583 19.000 19.000 0.034 0.337 0.034 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.348 1.667 20.000 20.000 0.035 0.346 0.035 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.637 1.750 21.000 21.000 0.035 0.355 0.035 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.905 1.833 22.000 22.000 0.036 0.363 0.036 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.156 h"' H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfsl (cfsl (cfs) (cfs) lcfs) (ds) (ds) (ds) (cfs) (cfs) (cfs) 1.917 23.000 23.000 0.037 0.372 0.037 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.393 2.000 24.000 24.000 0.038 0.380 0.038 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.617 2.083 25.000 25.000 0.039 0.388 0.039 0.000 0.000 0.000 4.792 0.000 0.000 0.000 4.831 2.167 26.000 26.000 0.040 0.396 0.040 0.000 0.000 0.000 4.996 0.000 0.000 0.000 5.036 2.250 27.000 27.000 0.040 0.403 0.040 0.000 0.000 0.000 5.192 0.000 0.000 0.000 5.232 2.333 28.000 28.000 0.041 0.411 0.041 0.000 0.000 0.000 5.381 0.000 0.000 0.000 5.422 2.417 29.000 29.000 0.042 0.418 0.042 0.000 0.000 0.000 5.563 0.000 0.000 0.000 5.605 2.500 30.000 30.000 0.043 0.425 0.043 0.000 0.000 0.000 5.740 0.000 0.000 0.000 5.783 2.583 31.000 31.000 0.043 0.433 0.043 0.000 0.000 0.000 5.912 0.000 0.000 0.000 5.955 2.667 32.000 32.000 0.044 0.440 0.044 0.000 0.000 0.000 6.078 0.000 0.000 0.000 6.122 2.750 33.000 33.000 0.045 0.447 0.045 0.000 0.000 0.000 6.240 0.000 0.000 0.000 6.285 2.833 34.000 34.000 0.045 0.453 0.045 0.000 0.000 0.000 6.398 0.000 0.000 0.000 6.444 2.917 35.000 35.000 0.046 0.460 0.046 0.000 0.000 0.000 6.552 0.000 0.000 0.000 6.598 3.000 36.000 36.000 0.047 0.467 0.047 0.000 0.000 0.000 6.703 0.000 0.000 0.000 6.750 3.083 37.000 37.000 0.047 0.473 0.047 0.000 0.000 0.000 6.850 0.000 0.000 0.895 7.793 3.167 38.000 38.000 0.048 0.480 0.048 0.000 0.000 0.000 6.995 0.000 0.000 2.531 9.574 3.250 39.000 39.000 0.049 0.486 0.049 0.000 0.000 0.000 7.136 0.000 0.000 4.650 11.835 3.333 40.000 40.000 0.049 0.492 0.049 0.000 0.000 0.000 7.275 0.000 0.000 7.159 14.483 3.417 41.000 41.000 0.050 0.499 0.050 0.000 0.000 0.000 7.411 0.000 0.000 10.005 17.466 3.500 42.000 42.000 0.050 0.505 0.050 0.000 0.000 0.000 7.544 0.000 0.000 13.152 20.747 Outlet structure for Discharge of Biofiltration IMP 3-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 0 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.00 ft B: 1.50 Middle orifice 1" h,lot 0.250 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft B: 12.00 ft *Note: h = head above the invert of the B: 0.00 ft lowest surface discharge opening. h,101 0.000 ft h* H/D-low H/0-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) - - (ds) (cfs) (cfs) (ds) (ds) (cfs} (cfs) (cfs} (cfs) (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 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.105 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.298 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.548 0.000 0.000 0.000 0.548 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.844 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 1.179 0.000 0.000 0.000 1.179 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.550 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 1.953 0.000 0.000 0.000 1.953 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.234 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2.448 0.000 0.000 0.000 2.448 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.644 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 2.826 0.000 0.000 0.000 2.826 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 2.998 0.000 0.000 0.000 2.998 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 3.160 0.000 0.000 0.000 3.160 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.314 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 3.461 0.000 0.000 0.000 3.461 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.603 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 3.739 0.000 0.000 0.000 3.739 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.870 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 3.997 0.000 0.000 0.000 3.997 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.120 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 4.239 0.000 0.000 0.000 4.239 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.356 h* H/D-low H/0-mid Qlow-orif Qlow-weir Qtot-low Qmid-orlf Qmid-welr Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (cfs) (cfs) (cfs) {cfs) (cfs) (ds) (ds) (cfs} (cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 4.469 0.000 0.000 0.000 4.469 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 Outlet structure for Discharge of Biofiltration IMP 4-1 (POC-3) Discharge vs Elevation Table Low orifice 1.000" Lower slot lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 1 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.25 Middle orifice 1" h,1ot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 2.00 ft Invert: 0.00 ft B: 10.75 ft *Note: h = head above the invert of the B: 0.00 ft lowest surface discharge opening. h,lot 0.000 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --{ds) (cfs) (cfs) {cfs) (cfs) (ds) Ids) Ids) (cfs) (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 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.000 0.033 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.093 0.000 0.093 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.171 0.000 0.171 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.264 0.000 0.264 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.368 0.000 0.368 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.484 0.000 0.484 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.610 0.000 0.610 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.746 0.000 0.746 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.890 0.000 0.890 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.042 0.000 1.042 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.202 0.000 1.202 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.370 0.000 1.370 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.545 0.000 1.545 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.726 0.000 1.726 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.915 0.000 1.915 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.109 0.000 2.109 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.310 0.000 2.310 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.517 0.000 2.517 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.730 0.000 2.730 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.948 0.000 2.948 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.172 0.000 3.172 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.401 0.000 3.401 h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --{cfs) {tfs) (cfs) {tfs) {cfs) (ds) (ds) (ds) (cfs) (cfs} (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.635 0.000 3.635 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.875 0.000 3.875 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 4.120 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.369 0.000 4.369 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.624 0.000 4.624 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.883 0.000 4.883 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.147 0.000 5.147 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.415 0.000 5.415 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.688 0.000 5.688 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.966 0.000 5.966 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.248 0.000 6.248 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.534 0.000 6.534 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.824 0.000 6.824 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.119 0.000 7.119 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.417 0.000 7.417 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.720 0.000 7.720 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.027 0.000 8.027 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.338 0.000 8.338 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.652 0.000 8.652 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.971 0.000 8.971 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.293 0.000 9.293 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.619 0.000 9.619 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.949 0.000 9.949 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.282 0.000 10.282 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.619 0.000 10.619 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.960 0.000 10.960 2.042 24.500 24.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.304 0.283 11.588 2.083 25.000 25.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.652 0.802 12.454 2.125 25.500 25.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.004 1.473 13.476 2.167 26.000 26.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.358 2.267 14.626 2.208 26.500 26.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.717 3.169 15.885 2.250 27.000 27.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.078 4.166 17.244 2.292 27.500 27.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.443 5.249 18.692 2.333 28.000 28.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.811 6.413 20.225 2.375 28.500 28.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.183 7.653 21.836 2.417 29.000 29.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.558 8.963 23.521 2.458 29.500 29.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.936 10.341 25.276 h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . -(ds) (cfs) (cfs) (ds) (cfs) (ds) (ds) (ds) (cfs) (cfs) (cfs) 2.500 30.000 30.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.317 11.782 27.099 2.542 30.500 30.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.702 13.285 28.987 2.583 31.000 31.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.089 14.847 30.937 2.625 31.500 31.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.480 16.466 32.946 2.667 32.000 32.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.874 18.140 35.014 2.708 32.500 32.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.271 19.867 37.138 2.750 33.000 33.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.671 21.645 39.317 2.792 33.500 33.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.075 23.474 41.548 2.833 34.000 34.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.481 25.351 43.832 Outlet structure for Discharge of Biofiltration IMP 5-1 (POC-3) Discharge vs Elevation Table Low orifice 1.000 " Lower slot Lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 2 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.50 Middle orifice 1" h,lot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft B: 9.00 ft •Note: h ~ head above the invert of the B: 0.00 ft lowest surface discharge opening. h,1ot 0.000 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) -. (cfs) (cfs) (cfs) (cfs) (tfsl (cfs) (ds} (cfs) (cfs) (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 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.079 0.000 0.079 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.224 0.000 0.224 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.411 0.000 0.411 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.633 0.000 0.633 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.884 0.000 0.884 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.163 0.000 1.163 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.465 0.000 1.465 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.790 0.000 1.790 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.136 0.000 2.136 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.501 0.000 2.501 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.886 0.000 2.886 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.288 0.000 3.288 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.707 0.000 3.707 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.143 0.000 4.143 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.595 0.000 4.595 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.062 0.000 5.062 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.544 0.000 5.544 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.041 0.000 6.041 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.551 0.000 6.551 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.075 0.000 7.075 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.612 0.000 7.612 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.162 0.000 8.162 h* H/0-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(ds) (dsl (cfs) (dsl (cfs) (ds) (ds) Ids) (cfs) (cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.725 0.000 8.725 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.300 0.000 9.300 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.887 0.237 10.125 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.486 0.671 11.158 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.097 1.233 12.330 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.719 1.898 13.618 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.353 2.653 15.006 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.997 3.488 16.485 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.652 4.395 18.047 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.318 5.369 19.688 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.995 6.407 21.402 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.681 7.504 23.185 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.378 8.657 25.035 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.085 9.864 26.949 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.802 11.122 28.924 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.529 12.430 30.959 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.265 13.786 33.050 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.010 15.187 35.197 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.765 16.633 37.398 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21.530 18.122 39.651 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 22.303 19.652 41.956 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.086 21.224 44.310 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.877 22.836 46.713 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24.678 24.486 49.164 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 25.487 26.175 51.661 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.304 27.900 54.204 ATTACHMENT 5 Vicinity Map, Pre & Post-Developed DMA Maps, Project Plan and Detention Section Sketches ,rOak,Way ampm • ia e " Av,ara commumty Park Po111sett1a Ln 1t .. .; J> c:! Oaybreok Communny Chuich .A, Ooceoa~°' "· Wlnd«l< at Aviara • \ ~ od!--~ <., -a,l'\eCr )$"' ,.~I) e,~'-a,1\6 r .. = :l ~ l g 5· !;" ;;; .. j .f > 3 ,:r a I!! POINSETTIA 61 , .. ~ \ -i,6~ ~b\e Camino Vida Ro'o\e ~~o 0 v~ Las Palmas or Viii• Loma Apanrnenta • Coll1si&Ci' Cassia R6 FairleadAve Cassia Rd 51(1mmetC1 f'o\nse\lla'-" Oriole Ct VICINI TY MAP NO SCALE Project Site .!,,<:;f ! fs~ UmoniteCt (·/t,, '\. it ., 6: [!jTI ~\0 ....... (1 I <,, ..... " " carlsbad Cny Ubr&I)' C1nepoh1 Luxury ("inPfTHllitt -I II f".nc.tA • La Costa Paloma EXISTING CONDITIONS DMA EXHIBIT ( ' f i r_!- POINSETTIA 61 '• '> • • A ' . '",._ ' . . ", ' ... ., •' ,, . . • • . . n ,• . ' )o ~- ' • y . '· ' I•,, .. ' ,....., ,. ;,\ CASSIA ROAD . .,. '•·.. I ,. • > ( ... ' .,I ''~-....... ~ .. ···" ' ... . .. ...... ', ... ",• .r·<l:'· ~-_ 2A A-20 , 1.28 AC., _/_.,,,· / ' ' ' : : \ ' A-2F 1 , 0.63 AC. °\, ' ? • . -... .... , . .,/"' ... .. -, .... , ... -.... 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' • ;. ·~-I;._ \ ,..... _, • .._../· .. ,·' .. .,,...~.-< ;,I·..,.. r~ / ... ,~·· ,../" ,..... >v : I ' .:. .:1 ~-, ~,· .,.- .. V '"' ., /•Y ,1••"'\'•' ,I''/" ,/ /' 1 ,, ...... '•,,;,. • •-. ""' ..... , ..... '.,/" • ' -,,,r • •• ,,. .. ; ..... /' ""' ... '\ ,.. > .,rvt:·.,. ;"'" ~ ' .... _. .,. ••. ,.,,,..-, ...... •:,· .. ,, '\ /' ,-•r \., -••• •,, ·, ~. '<.. •• ;' LEGEND OMA BOUNDARY d•9 Uo~ o,, 2015 ?,(l{,ptn DMAAREA - ~ I CITY OF CARLSBAD 1111 L2._J ~ TORY R. WALKER ENGINEERING BENCH MARK Description:----------------------------EXISTING CONDITIONS OMA EXHIBIT POINSEmA 61 location:----------------------------- 12 2 CIVIC CENTER DR, STE 206, VISTA , CA 92084 • 760 -414-9212 Record From:----------------------------~ Elev: Dolum: _______________ _ I Approved I R EL IABLE SOLUTIONS IN WATER RESOURCES ENGINEER OF WORK Checked by Approval dote ENGINEER RCE DEVELOPED CONDITIONS DMA EXHIBIT POINSETTIA TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES 122 CIV IC CENTER DR, STE 206, VISTA, CA 92084 · 760 -414-9212 MAP SCALE 1• = 100' ~ I 0 50 100 200 OMA BOUNDARY BIOFILTRATION BASIN ~ I CITY OF CARLSBAD 1111 ~ ~ BENCH MARK DEVELOPED CONDJnONS OMA EXHIBIT POINSETTIA Oeecrlptloo: ---------------------------- Location:------------------------------- Record From: __________________________ _ I Approved I Elev: Datum: _______________ _ ENGINEER OF WORK Checked by Approvol dote ENGINEER RCE 18" AMENDED SOIL MIN. INFIL TRA 170N RATE 5"/HR. \! t I · A,.,,=4, 49 7 sf • I A-=2,488 sf RISER OUllET STRUCTURE Np er / BASIN TOP ELEV 111111E~-~---RISER TOP ELEV H,,_=2.50 ft BASIN INVERT ~ ~ BOTTOM OF AMENDED SOIL H_.=1.0 ft GRAVEL LAYER \ I I I I ! A,,,...=2, 488 sf ! INVERT UD ORIFICE -BOTTOM OF GRAVEL 0=3.25 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA 170N AREA BIOFIL TRA TION BASIN CROSS SECTION (IMP 1-1) NOT TO SCALE 18" AMENDED SOIL MIN. /NFIL TRA TION RATE 5"/HR. I· A,.,,,=12,332 sf • I -4-=8,277 s f RISER OUTLET STRUCTVRE ~ iJ If r r / BASIN TOP ELEV a££ RISER TOP ELEV H,,,....=5.00 ft BASIN INVERT -BOTTOM OF AMENDED SOIL GRAVEL LA YER ~ I I l ~ I I A,,-,=8,277 sf l BIOFIL TRA T10N AREA INVERT UD ORIFICE -BOTTOM OF GRAVEL 0=3.25 {in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 2-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFILTRATION RATE 5"/HR. I · At.,,=2, 756 sf • I A-=1,733 sf RISER oun.ET STRUCTURE sl:_O\l:_ 'Hf? 12 /BASIN TOP ELEV . -RISER TOP ELEV H-=2.50 ft BASIN INVERT l!I .. , BOTTOM OF AMENDED SOIL GRAVEL LA YER ~ I I I ,, I ! A,-F1, 733 sf l BIOFIL TRA noN AREA INVERT UD ORIFICE -BOTTOM OF GRAVEL 0 =2 .75 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 3-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFILTRATION RATE 5"/HR. I· A,.,,=10,244 sf • I Ai.ot= 7,253 s f RISER OUTLET STRUCnJRE Mr 12 /BASIN TOP ELEV 151112------RISER TOP ELEV H,,_=3.50 ft BASIN INVERT ....,_ __ -,--,.:.__ ___ ~ BOTTOM OF AMENDED SOIL GRA\IEL LAYER ~ j-A,,_,,= 7,253 sf BIOFIL TRA noN AREA INVERT UD ORIFICE -BOTTOM OF GRAVEL 0 =4.25 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 4-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFIL TRA T/ON RATE 5"/HR. I· A,.,,=2,204 sf • I ~ EXIST. GROUND Aoot=f,400 sf RISER OUTLET STRUCnJRE ?¥. iP 11 /BASIN TOP ELEV •192-jllll:!:::.----RISER TOP ELEV H-=2.50 ft BASIN INVERT k'lf ~. · .~. · ' · ·· BOTTOM OF AMENDED SOIL I I · · ';-.-I I A,-,= 1,400 sf I BIOFIL TRA T/ON AREA INVERT UD ORIFICE -BOTTOM OF GRAVEL 0=2.00 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) BIOFIL TRA TION BASIN CROSS SECTION (IMP 5-1) NOT TO SCALE • . . . • ' .; .. ~-,, ·• ·. • ~ .. .. ~ • .. .. : : .... .... . • ! . . .. . • ..•. : ~.-..... -~ ··". ...• ... . .. .. . " · ...... . .. • .. . -LI) LI) LI) LI) 8 C: ·-N N " N -N o::i N "C m m -C: N ·-00 00 00 \.0 -M C Q. M M M M M ~ I I I I I M N m s::t LI) - ;., . . .. : .. ·. .. " • • ~ . .. · .• . " . . • .» · .. ·· ·,;,, .. ,., . . ,. . ., ..... ~-.. ·: . ... : :• "'· .. . .. .. . .. .. ., ·. ~-. · . .... ·. •· . . "" .. ,• .. • -...J (S ~ ~ " f ~ ~ ~ ! ~ ~ ~ ~ ~ I ~~ ~ . ··. ~ ! ~ 'II ct .. l H(inv. elev.)= 0.50 ft RISER DETAIL FOR IMP 1-1 I· B(inner) = 3. 00 ft • I ... .... . . ·•·· .. : ; ..,; . . ~ . . ·. . . . 4! " • '•4 .. . r· • ,, ~ ti ·: .. . .. . I·.:.:.\ It-.. ' ,1 : f \ . :~/>! ·! .... - . .... =·, :.i ~· '~ .:.•.,· . _,._ :•= 1.Bs = 12 '~I J_ . I jHs = 3 m T ~ t:~· . • •• "-i ."'f ..... .·, . ... ~. ·~ •4. : •: • •• ·I : .. ,: ... t . . ;_. .. : ~ . ., . ;, i.-, ... ~ .. • . '; ·,' ·,1 · .. :·. . ... . .... ~ .... _: -.. :- L4 • •• •i '-I.· • . .-...... . ·:::·· : .! .· ~- <t. :~ • .. H = 1.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TOTAL OF 4 SLOTS, ONE ON EACH FACE OF SQUARE RISER STRUCTURE H(inv. elev.)= 2 .50 ft H(inv. elev.)= 1.50 ft RISER DETAIL FOR IMP 2-1 I~ B(inner) = 3. 00 ft • I . •.. ...... .· ... ; ..;-1 .~ • ;.~ "I ...• ... r~ •. 1 .. • .... ~-~I f"· .. . -:.;:: •I ~~ ... i. ... lo-·,:1 ·,~ . . ... • r.;t· i.Ss = 12 i21 J_ . I jHs = 3 m T _l_ . Qa = J m T -;;. :..-·· '·. ~ •• ,•,I .·1 · •. ·:~-' :~ • C. • .... :.1 . , ~ ·:f ::. : ~ ,? •• ~-···~ .•. J; i , ., ·. ,·.·. . .· •· .. ·.• .. • .: -:..:· .4 · ·· •I ,,1 •. . ... ...... · .... :· A:,•' : •!' . ~-'. :~ .. ~ H = 4.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TOTAL OF 4 SLOTS, ONE ON EACH FACE OF SQUARE RISER STRUCTURE H{in v. elev.)= 0 . 50 ft RISER DETAIL FOR IMP 3-1 I· B(inner) = 3. 00 ft • I .. . •.. ..... •· -:···. : ; .,;. .~ .. ,,: .. ...• .. . r· .. •' ' '. ·1 : . 1: :· ;: . . ·-: ·. It. : ;I ,<C : I ;· · .. 1· :: .... : :~;:: :! ·~ .. -" Li .A: j.·, ~1 ~\). . . .. .. . . .. '•. :•: 1.as = 12 i~l l_ l jHs = 3 in T .;-.- :..· '· . .. . ;. · .... .'t · •. ~~., :~ ·c. : .. ... . , . • A .:· ,. . . · •, , '· ., .. I,~ ···) ..• . ":~ .... , ·, '. '· .. .... ..... ~ ·,· 1 .= -.. :· ~ ..... j,-1 • • .. . •• ~1 ..... '•·:::·· : •! . .. ".: ~-.. H = 1.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TOTAL OF 4 SLOTS, ONE ON EACH FACE OF SQUARE RISER STRUCTURE H(inv. elev.)= 0.67 ft RISER DETAIL FOR IMP 4-1 \~ B(inner) = J.00 ft • I . . .... ..... •· . ·/·. : ~.;.-.. -,! 41 ...• ·,, : r· .. ··,"'.'·1 .·. '·l . :· . ·1 Ir:··:; .• . •: ··.: 1 .. . :~/~· ·: .. -. .... : , ..... ~ ~· .~ ....... . . 1•. : ... : Bw = 1.25 ft ;;--.-... '· . . . .·1 -:. ;-.. : . ... : Ti . : .... ;_ ., ... ~' ···/ .·'. "". ... ; ·, · ...... .. ... . ·.'tit ~-"/. .· .... .t · .. "i 1-1 · .. . .··. ....... ·-... : ·:: · . ... ~· .... . , ~ H = 2 .67 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: ONE WEIR, LOCATED ON ONE FACE OF SQUARE RISER STRUCTURE H(inv. ele v.)= 0.50 ft RISER DETAIL FOR IMP 5-1 I· B(inner) = 3. 00 ft • I . . .... ..... •·. ·:•·. : ~~- •.;.: ...• .. : r· .. ' . . ': ·~ ~1 ·:· .· <-= "·f1 Ir. : • .• . .... . 1· :: . •• ~ I :~~-·. 't•·· .... : . ~ _.,1 ~._;. . ! ....... . _, .. : .. : Bw = 1.50 ft " ... \ .. ; . ... • .... 1 .· .. '•, I•,"• -~ • C. . .•.. :~ ,• ·i . .. t . :. : ~ ., . .i ~' ···: .. •'":. ., , ·, . .... . .· .... . ..... ~-·,:. : .... ~ •• , •I ~-. .. " -···· :·:;-·. ~ . : •! . A• .... : • . . , ·• H = 1.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TWO WEIRS, EACH ONE LOCATED ON A SEPARATE SIDE OF RISER STRUCTURE ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) [TITLE] [OPTIONS] FLOW_UNITS INFILTRATION FLOW ROUTING START DATE START_TIME REPORT START DATE REPORT_START_TIME END DATE ENO TIME SWEEP_START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP ALLOW PONDING INERTIAL_DAMPING VARIABLE_STEP LENGTHENING STEP MIN SORFAREA NORMAL FLOW LIMITED SKIP STEADY STATE FORCE_MAIN_EQUATION LINK_OFFSETS MIN SLOPE [EVAPORATION] CFS GREEN_AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH NO H-W DEPTH 0 ; ; Type Parameters ,;---------- Pre-Dev Input (POC-1) MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY_ONLY NO [RAINGAGES] " Rain Time Snow Data ; ;Name Type Intrvl Catch Source ',--------------------------------- OCEANSIDE INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE [SOBCATCHMENTS] Total ; ;Name Raingage Outlet Area ;;-------------- OMA 1 OCEANSIDE POC-1 [SUBAREAS) ; ; Subcatchment N-Imperv N-Perv S-Imperv ';-------------- OMA 1 .012 0.06 0,05 [INFILTRATION] ;;Subcatchment Suction HydCon IMDmax ;;-------------------------------------------- OMA 1 8.6 0.040 0.30 [OUTFALLS] ; ;Name ,,-------------- Invert Elev. outfall Type Stage/Table Time Series 11.530 S-Perv 0. 1 Tide Gate POC-1 0 FREE NO [TIMESERIES] ; ;Name ;;--------------Date Time Value Pent. Imperv Width Pent. Slope o.o 2093 14. 6 PctZero Route To 25 OUTLET Curb Length 0 PctRouted OCEANSIDE FILE "X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-1\0sideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMMS Snow Pack Page 1 C Pre-Dev Input (POC-1) [MAP) DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ; ,· Node ,,-------------- POC-1 [VERTICES] ; ;Link ,,-------------- [Polygons) ;;Subcatchment ,,-------------- DMA 1 [SYMBOLS] ; ;Gage ;,-------------- OCEANSIDE SWMM5 X-Coord Y-Coord 2182.708557 6022.686723 x-coord Y-Coord X-Coord Y-Coord 2182.712596 6036.919161 X-Coord Y-Coord 2178.772275 6036.698503 Page 2 C [TITLE) [OPTIONS] FLOW UNITS INFILTRATION CFS GREEN AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START TIME 05:00:00 REPORT_START DATE 08/28/1951 REPORT START TIME 05:00:00 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 SKIP_STEAOY_STATE NO FORCE MAIN EQUATION H-W LINK_OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type ,,---------- Parameters Post-Dev Input (POC-1) MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY ONLY NO [RAINGAGES] ; ;Name '' -------------- OCEANSIDE ~ [SUBCATCHMENTS] (' ; :Name '' -------------- OMA 1-1 -OMA 3-1 OMA 1-BYPASS IMP 1-1 IMP 3-1 - [SUBAREAS] ;;Subcatchment '' -------------- OMA 1-1 -OMA 3-1 OMA 1-BYPASS -IMP 1-1 IMP 3-1 [ INFILTRATION] ; ; Subcatchment ,;-------------- DMA_1-1 OMA 3-1 OMA 1-BYPASS IMP 1-1 IMP 3-1 [LID CONTROLS] - '' -------------- IMP 1-1 IMP 1-1 IMP 1-1 IMP 1-1 -IMP 1-1 IMP 3-1 -IMP 3-1 - IMP 3-1 IMP 3-1 -IMP 3-l - [LID_ USAGE] ;;Subcatchment SWMMS Rain Time Snow Data Type Intrvl Catch Source ------------------- INTENSITY 1 ; 00 1. 0 TIMESERIES OCEANSIDE Raingage Outlet -------------------------------- OCEANSIDE OCEANSIDE OCEANSIDE OCEANSIDE OCEANSIDE N-Imperv ---------- 0.012 0.012 0. 012 0.012 0.012 Suction 8. 8 9 8. 1 9 9 Type/Layer ---------- BC SURFACE SOIL STORAGE DRAIN BC SURFACE SOIL STORAGE DRAIN LID Process IMP 1-1 IMP 3-1 POC-1 D!V -DIV - N-Perv ---------- 0. 08 0.08 0.08 0.08 0.08 HydCon 0.0240 0.01875 0.0445 0.025 0.025 Parameters ---------- 6. 4 5 18 12 1.4135 6.33 18 12 1.4530 1-1 3-1 S-Imperv ---------- 0. 0 5 0.05 0.05 0.05 0.05 IMDmax 0.30 0.30 0.30 0.30 0.30 0.05 0. 4 0.67 0. 5 0.05 0. 4 0.67 0.5 Number Area Total Area -------- 2.209 J • 5 8 8 4.447 0.057117 0.039784 S-Perv ---------- 0. 1 0. 1 0. 1 0. 1 0. 1 0. 2 0 0 0 0.2 0 0 Width Pent. Imperv -------- 58.3 4 7. 0 3. 1 0 0 Pct Zero Width -------- 1452 1390 94 5 10 10 Pent. Slope -------- 1. 3 2.2 1 7. 3 Curb Length 0 0 0 0 RouteTo Pct Routed ------------------------------ 25 25 25 25 25 0 0. 1 0 6 0 0. 1 0 6 OUTLET OUTLET OUTLET OUTLET OUTLET 5 5 lnitSatur Fromlmprv ToPerv Snow Pack 1. 5 1. 5 Report File Page 1 C (" ,;-------------- IMP 1-1 IMP 3-1 [OUTFALLS] ; ;Name ,,-------------- POC-1 [DIVIDERS] ; ;Name ; .-------------- DIV 1-1 DIV 3-1 [STORAGE] ; ;Name ,,-------------- SURF 1-1 SURE' 3-1 [CONDUITS] ; ;Name ,,-------------- BYPASS 1-1 OUM 1-1 BYPASS_3-l DUM_3-1 [OUTLETS] ; ;Name ,,-------------- 1-1 3-1 [ XSECT IONS) ; ; Link ,,-------------- BYPASS 1-1 OUM 1-1 -BYPASS 3-1 DUM 3-1 [LOSSES] ; ; Link ,,-------------- [CURVES] ; ;Name ,,-------------- OUT 1-1 OUT 1-1 OUT 1-1 OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 - SWMM5 Post-Dev Input (POC-1) IMP 1-1 IMP 3-1 Invert Elev. 0 Invert Elev. ---------- 0 0 Outfall Type F'REE Diverted Link 2488 173 3 Stage/Table Time Series Divider Type 0 -------------------------- BYPASS 1-1 CUTOFF BYPASS 3-1 CUTOFF Invert Max. In it. Storage Tide Gate NO 0 Parameters 0.26484 0.19189 Curve 0 0 100 100 0 0 0 0 0 0 0 0 Elev. Depth Depth Curve Pa rams Ponded Area Evap. Frac. Infiltration Parameters ------------------------------------------ 0 2.00 0 0 2.00 0 Inlet outlet Node Node DIV_l-1 SURF_l-1 DIV_l-1 POC-1 DIV 3-1 SURF 3-1 DIV 3-1 Inlet Node SURF _1-1 SURF_3-l POC-1 Outlet Node POC-1 POC-1 TABULAR TABULAR SU Rf SURF Length 400 4D0 400 400 Outflow Height 1-1 3-1 Manning N 0.01 0. 0 l 0.01 0.01 Outlet Type In let Offset 0 0 0 0 Outlet Offset ---------- 0 0 0 0 Qcoeff/ QT able ----------------------------------------- 0 TABULAR/HEAD OUT 1-1 0 TABULAR/HEAD OUT 3-1 Shape Geoml Geom2 Geom3 Geom4 Barrels ------------ DUMMY DUMMY DUMMY DUMMY 0 0 0 0 0 0 0 Inlet Outlet Average Type X-Vallle Y-Value ---------- ---------- ---------- Rating 0. 000 0. 000 0. 04 2 0. 105 0.083 0.298 0. 125 0. 54 8 0. 167 0. 84 4 0.208 1. 179 0.250 1.550 0.292 1. 953 0.333 2. 2 34 0.375 2.448 0. 41 7 2. 64 4 0. 4 5 8 2. 82 6 0.500 2.998 0.542 3.160 0.583 3.314 0.625 3. 4 61 0. 667 3.603 0. 7 08 3. 7 3 9 0. 7 :)0 3.870 0.792 3. 997 0. 8 33 4. 12 C 0. 8 7 5 4.239 0. 91 7 4.356 0.958 4 . 4 69 1 . 000 4 . 5 7 9 1 . 04 2 5.003 1.083 5.687 1. 12:) 6. 5 3 9 1 . 167 7.527 1 . 2 08 8. 632 1.250 9.842 1 . 2 92 11 . 1 4 7 Flap Gate 0 0 0 Init. Max. Flow Flow -------------------- 0 0 0 0 0 0 0 0 Flap Qexpon Gate ---------- NO NO Page 2 Post-Dev Input (POC-1) OUT 1-1 1 . 3 3 3 12.540 -OUT 1-1 1. 37 5 14.016 - C OUT -1-1 1.417 15.569 OUT -1-1 1 . 4 58 17.195 OUT -1-1 1 . 5 0 0 18.892 OUT 1-1 1 . 54 2 20.656 -OUT 1-1 1. 58 3 22.485 --OUT 1-1 1 . 625 24. 376 -OUT 1-1 1. 667 26.327 -OUT 1-1 1 . 7 08 28.337 -OUT 1-1 1. 7 50 30.402 -OUT 1-1 1. 7 92 32.523 -OUT 1-1 1 . 8 3 3 34.697 -OUT 1-1 1 . 8 7 5 36.924 -OUT 1-1 1. 91 7 39.201 OUT 1-1 1. 958 41.528 -OUT 1-1 2.000 43.903 - OUT 3-1 Rating 0.000 0.000 -OUT 3-1 0. 04 2 0. 105 -OUT 3-1 0.083 0.298 -OUT 3-1 0. 12 5 0. 54 8 -OUT 3-1 0. 167 0. 8 4 4 -OUT 3-1 0.208 1.179 -OUT 3-1 0.250 1. 550 -OUT 3-1 0.292 1 . 953 -OUT 3-1 0.333 2. 2 34 -OUT 3-1 0.375 2.448 -OUT 3-1 0. 41 7 2. 64 4 -OUT 3-1 0.458 2.826 -OUT 3-1 0.500 2.998 -OUT 3-1 0. 5 4 2 3. 160 -OUT 3-1 0.583 3. 314 -OUT 3-1 0.625 3. 4 61 -OUT 3-1 0.667 3.603 -OUT 3-1 0. 7 08 3.739 -OUT 3-1 0.750 3.870 -OUT 3-1 0.792 3.997 -OUT 3-1 0.833 4. 120 -OUT 3-1 0. 87 5 4.239 -OUT 3-1 0. 91 7 4 . 3 5 6 - C OUT 3-1 0.958 4 . 4 69 OUT -3-1 1 . 000 4.579 OUT -3-1 1 . 0 4 2 5.003 OUT 3-1 1 . 08 3 5.687 -OUT 3-1 1 . 125 6. 53 9 -OUT 3-1 1.167 7. 52 7 -OUT 3-1 1 . 2 0 8 8.632 -OUT 3-1 1 . 2 50 9. 8 4 2 -OUT 3-1 1. 292 11.147 -OUT 3-1 1.333 12.540 -OUT 3-1 l . 37 5 14.016 -OUT 3-1 1 . 41 7 15.569 -OUT 3-1 l . 4 58 17.195 -OUT 3-1 1.500 18.892 -OUT 3-1 l . 54 2 20.656 -OUT 3-1 1 . 58 3 22.485 -OUT 3-1 1. 62 5 24.376 -OUT 3-1 l . 667 26.327 -OUT 3-1 1. 708 2 8. 3 37 -OUT 3-1 1 . 7 50 30.402 -OUT 3-1 1 . 7 92 32. :,23 -OUT 3-1 1 . 8 3 3 34.697 -OUT 3-1 1 . 8 7 5 36.924 -OUT 3-i 1. 91 7 39.201 -OUT 3-1 1. 9 58 41.528 -OUT 3-1 2.000 4 3. 90 3 - SURF 1-1 Storage 0.00 2865 -SURf 1-1 0.08 2929 -SURf 1-1 0. 1 7 2993 -SURf_ 1-l 0.25 3058 SURF l-1 0.33 3123 -SURF 1-1 0. 4 2 3188 -SURF' 1-1 0.50 32 54 -SURF 1 -l 0.58 3320 -SURF 1-1 0. 67 3386 -SURF 1-1 0.75 3453 SURF 1-1 0.83 3 52 0 -SURF 1-1 0. 92 3588 -SURF 1-: i . 00 3656 -c-SURF -1-l l . OB 3 7 24 SURF -1-1 1. 1 7 37 92 SURF 1-1 1. 2 5 3861 -SURF 1-1 1.33 3930 -SURF 1-1 1 . 4 2 4000 SURF l-1 1 . 5 0 4070 - SWMM5 Page 3 C Post-Dev Input (POC-1) SURF 1-1 1.58 4140 -SURF 1-1 1 . 67 4211 -SURF 1-1 1. 75 4282 SURF 1-1 1 . 8 3 4353 -SURF 1-1 1 . 92 4 4 2 5 -SURF 1-1 2.00 4497 SURF 3-1 Storage 0.00 1925 SURF 3-1 SURF 3-1 -SURF 3-1 SURF 3-1 SURF 3-1 -SURF 3-1 -SURF 3-1 -SURF 3-1 SURF 3-1 -SURF 3-1 -SURF 3-1 SURF 3-1 SURF 3-1 -SURF 3-1 SURF 3-1 SURF 3-1 SURF 3-1 SU Rf 3-1 -SURF 3-1 SURF' 3-1 -SURF 3-1 SURF 3-1 SURF 3-1 -SURF 3-1 - [TIMESERIES] ; ;Name :;-------------- OCEANS I DE [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] 0.08 1958 0. l 7 1991 0. 25 2 02 4 0.33 2057 0.42 2090 0.50 2124 0.58 2157 0.67 2191 0.75 2225 0.83 2259 0.92 2294 1 . 00 2328 l . 08 2363 1. 1 7 2 398 1.25 2433 1. 33 2468 1. 4 2 2503 1 . 5 0 2539 1 . 58 2575 1 . 67 2 611 1. 75 2647 1. 83 2683 1 . 92 2720 2.00 2756 Date Time Value FI LE "X: \Proj ects2 \34 9 (Lennar) \07 Poinsettia 61 \SWMM\HMP\ POC-1 \Os ideRa in. prn" DIMENSIONS 524.615 4941.240 1175.249 5719.468 Units None [COORDINATES] ; ;Node ,,-------------- POC-1 DIV 1-1 DIV 3-1 SURF 1-1 SURF 3-1 [VERTICES] ; ; Link ,,-------------- [Polygons] ; ; Subcatchment ,;-------------- DMA 1-1 DMA 1-1 DMA_J-1 DMA 1-BYPASS IMP 1-1 IMP 3-1 [SYMBOLS] ; ; Gage ;;-------------- OCEANSIDE SWMM5 X-Coord 859.672 756.944 965.041 554 .189 1144.938 X-Coord x-coord 755.824 755.824 965.398 552.924 755.824 965.398 X-Coord 547.584 Y-Coord 4976.614 5245.370 5263.502 5245.793 5262.943 Y-Coord Y-Coord 5684.761 5684.761 5687.431 5040.020 5472.517 5479.192 Y-Coord 5680.757 Page 4 [TITLE] [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT_START_DATE REPORT_START_TIME END DATE END TIME SWEEP START SWEEP_END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING_STEP ALLOW PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING STEP MIN SURFAREA NORMAL_FLOW LIMITED SKIP_STEADY_STATE FORCE_MAIN_EQUATION LINK OFFSETS MIN SLOPE [EVAPORATION) CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH NO H-W DEPTH 0 ; ;Type Parameters ;;---------- Pre-Dev Input (POC-2) MONTHLY DRY ONLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 NO [RAINGAGES] " Rain Time Snow Data ; ;Name Type Intrvl Catch Source ,,--------------------------------- OCEANSIDE INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] Total ; ;Name Raingage Outlet Area ;;-------------- DMA 2 [SUBAREAS] ;;Subcatchment ,,-------------- OMA 2 [INFILTRATION] OCEANSIDE N-Imperv 0.012 POC-2 N-Perv S-Imperv 0.06 0.05 ;;Subcatchment Suction HydCon IMDmax DMA 2 9 0.025 0.30 [OUTFALLS] ; ;Name ,,-------------- POC-2 [TIMESERIES] ; ;Name , ,-------------- Invert Elev. Outfall Type 0 FREE Stage/Table Time Series Date Time Value 7. 14 8 S-Perv 0.1 Tide Gate NO Pent. Imperv Width Pent. Slope 0 1354 13.2 Pct Zero Route To 25 OUTLET Curb Length 0 PctRouted OCEANSIDE FI LE "X: \ Proj ects2 \ 3 4 9 (Lennar l \ O 7 Poinsettia 61 \SWMM\HMP\ POC-2 \Os ideRain. prn" [REPORT) INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMM5 Snow Pack Page 1 Pre-Dev Input (POC-2) [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ;;Node ,,-------------- POC-2 [VERTICES] ; ;Link ,,-------------- [Polygons] ;;Subcatchment OMA 2 [SYMBOLS] ; ; Gage OCEANSIDE SWMM5 X-Coord 2182.708557 X-Coord X-Coord 2182.696834 X-Coord 2182.822925 Y-Coord 6022.686723 Y-Coord Y-Coord 6037.076774 Y-Coord 6038.715947 Page 2 [TITLE'.] [OPTIONS] FLOW_UNITS INFILTRATION CFS GREEN AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START_TIME 05:00:00 REPORT START DATE 08/28/1951 REPORT START TIME 05:00:00 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 Q.75 LENGTHENING_STEP 0 MlN_SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ;;Type Parameters Post-Dev Input (POC-2) MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY ONLY NO [RAINGAGES] ; ;Name ··-------------- OCEANSIDE C [SUBCATCHMENTS] ; ;Name ,,-------------- DMA_2-l DMA_2-BYPASS IMP 2-1 [SUBAREAS] Rain Type --------- INTENSITY Raingage OCEANS I DE OCEANSIDE OCEANSIDE Time Intrvl 1:00 Snow Catch 1. 0 Outlet IMP 2-1 POC-2 DIV 2-1 Data Source ---------- TIMESERIES OCEANSIDE Total Area 8. 7 91 1 . '.i ':i g 0.190014 Pent. Imperv -------- 60. 0 0 Pent. curb Width Slope Length ------------------------ 6113 2 0 302 17.6 0 1 0 0 ;;Subcatchment N-Imperv N-Perv S-Irnperv S-Perv PclZero RouteTo PctRouted OMA 2-1 DMA_2-BYPASS IMP 2-1 [INFILTRATION] 0. 012 0.012 0.012 0.08 0.08 0.08 ;;Subcatchment Suction HydCon DMA_2-1 9 0.01875 OMA 2-BYPASS 9 0.018"/5 IMP 2-1 9 0.025 [LID CONTROLS] Type/Layer Parameters ,,------------------------ ---------- rnP 2-1 BC IMP 2-1 SURFACE 19.24 0.05 0.05 0.05 IMDmax 0.30 0.30 0.30 0.05 0. 1 0. 1 0. l 0 25 25 25 0 OUTLET OUTLET OUTLET Snow Pack IMP 2-1 SOIL 18 0. 4 0. 7 0. 1 1 . 5 !MP 2-1 -IMP 2-1 - [LID_USAGE] ; ; Subcatchment '. -------------- IMP 2-l [OUTFALLS] ; ;Name .. -------------- POC-2 [DIVIDERS] ; ; Name SWMM5 STORAGE DRAIN LID Process IMP 2-1 Invert Elev. 0 Invert Elev. 12 0. 67 0 0.4249 0. 5 0 Number Area Outfall Type FREE Diverted Link 8277 Stage/Table Time Series Divider Type Width 0 Tide Gate NC 0 6 InitSatur Fromimprv ToPerv 100 Parameters Report File Page 1 ,,-------------- DIV 2-1 C [STORAGE] ; ;Name C r SURf 2-1 [CONDUITS] ; ;Name ,,-------------- BYPASS 2-1 OUM 2-1 {OUTLETS) ; ;Name ,,-------------- 2-1 [XSECTIONS] ; ; Link ,,-------------- BYPASS 2-1 DUM_2-1 [LOSSES] ; ; Link ,,-------------- [CURVES] ; ;Name '' -------------- OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-l OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 - OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 OLlT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 SURf_2-l SURF' 2-1 SU Rf 2-l -SU Rf 2-1 SURF' 2-1 SURF' 2-1 SURF 2-1 SURF' 2-1 SWMM5 0 BYPASS_2-1 Invert Max. I nit. Elev. Depth Depth Post-Dev Input (POC-2) CUTOFF Storage CLJrve 0.26484 Curve Pa rams 0 0 Ponded Area 0 Evap. rrac. 0 Infiltration Parameters ------------------------------------------ ---------------- -------- ------------------------------- 0 3. 5 0 TABULAR SURF 2-1 0 Inlet Node DIV 2-1 DTV_2-1 Inlet Node SURF 2-1 Outlet Node SURf'_2-1 POC-2 Outlet Node POC-2 Manning Length N 10 0.01 10 0.01 Outflow Height Outlet Type Inlet Offset 0 0 Outlet Offset 0 0 Qcoeff/ QT able 0 TABULAR/HEAD OUT 2-1 Shape Geoml Geom2 Geom3 Geom4 Barrels -------------------------------------- -------------------- DUMMY DUMMY In let ---------- Type ---------- Rating Storage 0 0 Outlet ---------- X-Value ----------o.cco 0.083 0. 16 7 0.250 0.333 0. 41 7 0.500 0.583 0.667 0.750 0.833 0. 91 7 1.000 1. 0 8 3 1 . 167 1 . 2 50 1.333 1. 41 7 1.500 l . 5 8 3 1 . 667 1 . 7 5 0 1 . 8 33 1.917 2.000 2.083 2. 167 2.250 2.333 2. 41 7 2.500 2.583 2.667 2.750 2.833 2. 91 7 3.000 3. 08 3 3. 167 3.250 3.333 3.417 3.500 0.00 0.08 0. 1 7 0.25 0.33 0.42 0. 50 0. 58 Average 0 0 ---------- Y-Value ---------- 0.000 0. 0 0 5 0. 01 0 0. 012 0.015 0.017 0.018 0. 020 0. 021 0. 02 3 0.024 0. 02 5 0.027 0.326 0.872 1 . 58 0 2. 2 65 2. 67 5 3.030 3. 34 8 3. 637 3. 90 5 4 . 15 6 4.393 4.617 4.831 5.036 5. 2 32 5.422 5. 60 5 5.783 5.955 6. 122 6.285 6.444 6.598 6.750 7.793 9. 5 7 4 11.835 14.483 1'7.466 20. "/ 4 7 94 2 6 9492 9558 9623 9690 9756 9822 9889 0 l''1ap Ga:e ---------- 0 0 I nit. Flow 0 Qexpon Max. Flow 0 0 Flap Gate NO Page 2 (' SURF 2-1 -SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 -SURF 2-1 -SURF 2-1 SURF 2-1 SURF 2-1 -SURF 2-1 SURF 2-1 -SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF' 2-1 SURF _2-1 SURF 2-l SURF 2-1 SURF 2-1 SURF-2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 SURF_2-l SURF 2-1 SURF 2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 [TIMESERIESJ ; ;Name ,,--------------Date Post-Dev Input (POC-2) 0.67 9956 0.75 10023 0.83 10090 0.92 1015 "l 1. 00 10225 1.08 10292 1.17 10360 1. 2 5 104 28 1.33 10496 1.42 10565 1 . 50 10633 1 . 58 107 02 1.67 107 71 1 . 7 5 108 4 0 1 . 8 3 10909 l . 92 10979 2.00 11048 2.08 11118 2. 1 7 11188 2.25 112 58 2.33 1132 9 2.42 11399 2.50 114 7 0 2. 5 8 11541 2.67 11612 2. 7 5 1168 3 2.83 11754 2. 92 11826 3.00 118 98 3.08 11970 3.17 12042 3.25 12114 3.33 12187 3.42 12259 3.50 12332 Time Value OCEANSIDE FILE ux:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-2\0sideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS AL~ NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units None [COORDINATES] ; ;Node ,,-------------- POC-2 DIV 2-1 SURF 2-1 [VERTICES] X-Coord 756.717 756.944 239.000 ;;Link X-Coord [Polygons] ; ;Subcatchment DMA 2-1 DMA 2-1 DMA_2-BYPASS IMP 2-1 [SYMBOLS] ; ;Gage ,,-------------- OCEANSIDE SWMMS X-Coord 756.717 756.717 228.970 756.717 X-Coord 304.006 Y-Coord 4957.778 5245.370 5245.858 Y-Coord Y-Coord 5646.100 5646.100 5043.799 5444. 940 Y-Coord 5618.164 Page 3 [TITLE) [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START_DATE START TIME REPORT START DATE REPORT START TIME END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING_STEP ALLOW PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING STEP MIN SURFAREA NORMAL FLOW LIMITED SKIP STEADY STATE FORCE MAIN EQUATION LINK OFFSETS MIN SLOPE [EVAPORATION] CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH NO H-W DEPTH 0 ; ;Type Parameters ,,---------- Pre-Dev Input (POC-3) MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY ONLY NO [RAINGAGESJ " ; ;Name ',-------------- OCEANSIDE [SUBCATCHMENTS] ; ;Name OMA 3 [SUBAREAS] ; ; Subcatchment ,,-------------- DMA_3 [INFILTRATION] ; ; Subcatchment ,,-------------- OMA 3 [OUTFALLS] ; ;Name ,,-------------- POC-3 [TIMESERIES) ; ;Name OCEANSIDE [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMM5 Rain Time Snow Data Type Intrvl Catch Source ------------------- INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE Total Raingage Outlet Area OCEANSIDE POC-3 N-Imperv N-Perv S-Imperv 0.012 0.07 0.05 Suction HydCon IMDmax 9 0.025 0.3 Invert Elev. Outfall Type Stage/Table Time Series 34. 37 3 S-Perv 0 .1 Tide Gate 0 FREE NO Date Time Value Pent. Imperv 0 Pct zero 25 Width 6510 Pent. Slope 18.6 RouteTo OUTLET Curb Length 0 Pct Routed FILE ''X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-3\0sideRain.prn'' Snow Pack Page 1 Pre-Dev Input (POC-3) [MAP) DIMENSIONS 2182.681359 6021.851375 2183.279716 6040,229030 Units Degrees [COORDINATES] ; ;Node ;,-------------- POC-3 [VERTICES] ; ; Link ,,-------------- [Polygons] ;;Subcatchment ;;-------- OMA 3 [SYMBOLS] ; ;Gage ; ;--------- OCEANSIDE SWMM5 X-Coord 2182.708557 X-Coord X-Coord 2182. 708276 X-Coord 2182.696834 Y-Coord 6022.686723 Y-Coord Y-Coord 6033. 558622 Y-Coord 6035.279987 Page 2 c- r [TITLE] [OPTIONS] FLOW_UNITS lNFILTRATION CFS GREEN_AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START_TIME 05:00:00 REPORT_START DATE 08/28/1951 REPORT START_TIME 05:00:00 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 SKIP STEADY STATE NO FORCE MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters ,,---------- Post-Dev Input (POC-3) MONTHLY 0.060 0.080 0.110 0.150 0.110 0.190 0.190 0.180 0.150 0.:10 0.080 0.060 DRY ONLY NO [ RAINGAGES l ; ;Name ,,-------------- OCEANSIDE l SIJBCATCHMENTS] ; ; Name ,,-------------- DMA_ 4-1 OMA 5-1 OMA 3-BYPASS IMP 4-1 IMP 5-1 OMA 3-BYPASS-S - [SUBAREAS] ; ; Subca tchmen t ,;-------------- OMA 4-1 - OMA 5-1 OMA 3-BYPASS -IMP 4-1 IMP 5-1 OMA 3-BYPASS-S - ! INFILTRATION] ; ; Subcatchment ,,-------------- OMA 4-1 OMA 5-1 - OMA 3-BYPASS -IMP 4-1 -IMP 5-1 OMA 3-BYPASS-S [LID CONTROLS] ,,-------------- IMP 4-1 -IMP 4-1 -IMP 4-1 IMP 4-1 -IMP 4-1 IMP 5-1 - IMP 5-1 IMP 5-1 IMP 5-1 -IMP 5-1 - SWMMS Rain Time Snow Data Type Intrvl Catch Source ------------------- INTENS1TY 1 : 00 1. 0 TIMESERIES OCEANSIDE Raingage Outlet -------------------------------- OCEANSIDE IMP 4-1 -OCEANSIDE IMF ';i-1 OCEANSIDE POC-3 OCEANSIDE DIV 4-1 OCEANSIDE DIV 5-1 -OCEANSIDE POC-3 N-Imperv N-Perv S-Imperv ---------- ---------- ---------- 0.012 0.08 0.05 0.012 0.08 0.05 0. 012 0.08 0.05 0.012 0.08 0.05 0.012 o.os 0.05 0.012 0.08 0.05 Suction HydCon TMDrnax ------------------------------, 0.01875 0.30 9 0.01875 0.30 9 0.025 0.30 9 .025 0.30 9 0. 02 5 0.30 9 0 . 0187') 0.30 Type/Layer Parameters ---------- ----------BC SURFACE 8. 30 0.05 SOIL 18 0. 4 STORAGE 18 0. 67 DRAIN o.s2g2 0.5 BC SURFACE 6.31 0.05 S01L 18 0. 4 STORAGE 12 0.67 DRAIN 0.9513 0. 5 Total Area -------- 7 . 7 72 1 . 3 99 2 'J. 7 S4 0.166506 0.032140 0.858 s-Perv ---------- 0. 1 0. 1 0. 1 0. 1 0. 1 0. 1 0 0.2 0 0 0. 2 0 0 Pent.. Pent. Curb Snow Imperv Width Slope Length Pack -------- -------------------------------- 4 8 . 0 5239 1. 1 77. 3 1039 3. 5 0 4878 l 8. 6 0 10 0 10 0 623 50 Pct Zero RouteTo -------------------- 25 25 25 25 25 25 0 0. 0 6 0. 1 0 6 OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET 5 5 5 0 0 0 0 0 Pct Routed ---------- 1. 5 1. 5 Page 1 c-- [LID USAGE] ; ; Subcatchment '' ------------- IMP 4-1 IMP 5-1 [OUTFALLS] ;;Name ,,-------------- POC-3 [DIVIDERS] : ; Name ' ,-------------- DIV 4-1 -DIV 5-1 [STORAGE] ; ;Name '. ---------- SURF_4-l SURF_5-l [CONDUITS] ; ;Name ' ,-------------- BYPASS 4-1 DUM 4-1 BYPASS 5-1 -OUM 5-1 - [OUTLETS] ; ;Name ' ,-------------- 4-1 5-1 [XSECTIONS] ;;Link '' -------------- BYPASS 4-1 OUM 4-1 BYPASS 5-1 DUM 5-1 [LOSSES] ; ; Link ,,-------------- [CURVES] : ;Name ,,-------------- OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-I -OUTLET 4-1 -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 - SWMM5 LID Process Invert Elev. 0 Invert Elev. ---------- 0 0 Post-Dev Input (POC-3) Number Area Widtf. InitSatur Outfall Type fREE Diverted Link 7253.00 0 1400.02 Stage/Table Time Series Divider Type 0 -------------------------- BYPASS 4-1 CUTOFF BYPASS 5-1 CUTOFF Tide Gate NO 0 0 Parameters 0.56023 0.10327 0 0 Fromirnprv ToPerv 100 100 0 0 0 0 0 Report file 0 0 Invert Elev. Max. Depth Init. Depth Storage Curve curve Pa rams Ponded Area Evap. Frac. Infiltration Parameters 0 0 2.83 2 0 TABULAR TABULAR SUR.F 4-1 SUc<.F_5-1 0 Inlet outlet Manning Inlet Outlet Node Node Length N Offset Offset ------------------------------------------ ------------------------------ DIV 4-1 SURF 4-1 10 0.01 0 DIV 4-1 POC-3 10 0.01 0 0 OIV 5-1 SURF 5-1 10 0.01 0 0 - DIV 5-1 POC-3 1 0 0.01 0 0 - Inlet Outlet outflow outlet Qcoeff/ Node Node Height Type QT able ---------------- --------------------------------------------------------- SURF 4-1 POC-3 0 TABULAR/HEAD OUTLET 4-1 SURF 5-1 POC-3 0 TABULAR/HEAD OUTLET 5-1 Shape Geoml Geom2 Geom3 Geom4 Barrels DUMMY DUMMY DUMMY DUMMY Inlet ---------- Type ---------- Rating 0 0 0 outlet ---------- X-Value ---------- 0.000 0.042 0.083 0. 12 S 0. 1 67 0.208 0.250 0. 2 92 0.333 0.375 0. 41 7 0. 4 58 0.500 0. 54 2 0.583 0.625 0. 667 0. 7 08 0.750 0. 7 92 0.833 0. 87 5 0. 91 7 0.958 1 . 000 1.042 1. 08 3 1 . 125 1. 167 Average 0 0 0 ---------- Y-Value ---------- 0.000 0. 03 3 0.093 0. l 71 0. 2 64 0.368 0.484 0. 610 0. 7 4 6 0. 8 90 1 . 042 1.202 1 . 37 0 1 . 54 5 1 . 7 2 6 1. 91 S 2.109 2. 310 2. 51 7 2.730 2.948 3. 1 7? 3.401 3. 63 S 3. 87 :i 4.120 4. 369 4 . 624 4 . 8 8 3 Flap 0 0 0 0 Gate ---------- 0 0 0 0 Init. Max. Flow flow -------------------- 0 0 0 0 0 0 0 Flap Qexpon Gate ---------- ND NO Page 2 Post-Dev Input (POC-3) OUTLET 4-1 1.208 5. 14 7 -OUTLET 4-1 1 , 2 50 5. 415 -(' 0UTL8T -4-1 1.292 5.688 OUTLET -4-1 1 . 3 3 3 5.966 OUTLET 4-1 1 . 3 7 5 6. 24 8 -OUTLET 4-1 1. 41 7 6. 5 3 4 -OUTLET 4-1 1.458 6. 8 24 -OUTLET 4-1 1.500 7,119 -OUTLET 4-1 l . 542 7,417 -OUTLET 4-1 1.583 7 . 720 -OUTLET 4-1 1 , 62 5 8. 027 -OUTLET 4-1 1.667 8 . 338 -OUTLET 4-1 1. 7 OB 8. 652 -OUTLET 4-1 1 . 7 50 8. 971 -OUTLET 4-1 l . 7 92 9.293 -OUTLE:T 4-1 1. 8 33 9.619 -OUTLET 4-1 l. 8 7 S 9.949 -OUTLET 4-1 1 , 91 7 10.282 -OUTLET 4-1 1 . 958 10.619 -OUTLET 4-1 2. 0 00 10.960 -OUTLET 4-1 2. 04 2 11.588 -OUTLET 4-1 2.083 12.454 -OUTLET 4-1 2. 12 5 13.476 -OUTLET 4-1 2. 167 14.626 -OUTLET 4-1 2.208 15.885 -OUTLET 4-1 2.250 17.244 -OUTLET 4-1 2.292 18.692 -OUTLET 4-1 2.333 20.225 -OUTLET 4-1 2.375 21.836 -OUTLET 4-l 2. 41 7 23.521 -OUTLET 4-1 2. 4 58 25.276 -OUTLET 4-1 2. 500 27.099 -OUTLET 4-1 2. 54 2 28.987 -OUTLET 4-1 2.583 30.93"1 -OUTLET 4-1 2.625 32.946 -OUTLET 4-1 2. 6 67 35.014 -OUTLET 4-1 2.708 37.138 -OUTLET 4-1 2.750 39.317 -OUTLET ,-1 2.792 41.548 -OUTLET 4-1 2.833 43.832 - r OUTLET -5-1 Rating 0.000 0.000 OUTLET 5-1 0.042 0.079 OUTLET -5-1 0.083 0.224 OUTLET 5-l 0. 125 0. 411 -OUTLET 5-1 0. 167 0.633 -OUTLET 5-1 0. 2 08 0.884 -OUTLET 5-1 0.250 1. 163 -OUTLET 5-1 0. 2 92 1 . 4 65 -OUTLET 5-1 0.333 1.790 -OUTLET 5-1 0. 37 5 2. 136 -OUTLET 5-1 0.417 2. 5 01 -OUTLET 5-1 0.458 2. 8 8 6 -OUTLET 5-1 0. 5 00 3.288 -OUTLET S-1 0.542 3. 707 -OUTLET 5-1 0.583 4 . 14 3 -OUTLET 5-1 0.625 4 . 5 95 -O;JTLET 5-1 0.667 5.062 -OUTLET 5-1 0.708 5.544 -OUTLET 5-1 0.750 6. 041 -OUTLET 5-1 0.792 6. 551 -OUTLET 5-1 0.833 7.075 OUTLET 5-1 0.875 7. 612 -OUTLET 5-1 0. 91 7 8. 162 -OUTLET 5-l 0. 958 8. 7 2 5 -OUTLET S-1 1 . 000 9.300 -OUTLET 5-1 .042 10.125 OUTLET 5-1 .083 11 . 158 -OUTLET 5-1 1 . 12 5 12.330 -OUTLET 5-1 1.167 13. 618 -OUTLET 5-1 1 . 208 15.006 -OUTLET 5-1 1 . 2 50 16.485 -OUTLET 5-1 1.292 18.047 -OUTLET 5-1 1 . 3 3 3 19.688 -OUTLET 5-1 l . 3 7 5 21.402 -OUTLET 5-1 1 . 41 7 23.185 -OUTLET 5-1 1. 4 58 25.035 -OUTLET 5-1 1.500 26.949 -OUTLET 5-1 1.542 28.924 -OUTLET 5-1 1 . 58 3 30.9~9 -OUTLET 5-1 l . 62S 33.050 c-OUTLET -5-1 1 . 667 3 5. 1 97 -OUTLET -5-1 1 . 7 08 37.398 OUTLET 5-1 1. 7 5 0 39. 651 OUTLET 5-1 1 . 7 92 41.956 -OUTLET S-1 1 . 8 3 3 44.310 -OUTLET 5-1 1 . 8 7 5 46. 713 - SWMM5 Page 3 OUTLET 5-1 OUTLET 5-1 0UTLET_5-l SURF_4-l SURF 4-1 SURF 4-1 SURF_4-l SURF_4-1 SURF 4-1 SURF_4-l SURF 4-1 SURF 4-1 SURF_4-1 SURF_ 4-1 SURF_4-l SURF_ 4-1 SURF_ 4-1 SURF_4-l SURF 4-1 SURF= 4-1 SURF_4-l SURF 4-1 SURF_ 4-1 SURF_ 4-1 SURF 4-1 SURF_ 4-1 SURF 4-1 SURF 4-1 SURF_ 4-1 SURF_4-1 SURF_4-1 SURF_ 4-1 SURF_4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURF 4-1 SURF_4-l SURF_5-1 SURF_'.:i-1 SURF 5-1 SURF 5-1 SURF_S-1 SURF 5-1 SURF_S-: SURF'_5-1 SURF 5-1 SURF 5-1 SURF_5-1 SURF 5-1 SURF '.:i-1 SURF_5-1 SURF 5-1 SURf_5-l SURF_5-1 SURF_5-1 SURF 5-1 SURF 5-1 SURF_5-1 SURF 5-1 SURF 5-1 SURF-5-1 SURF_S-1 [TIMESERif,S] ; ;Name ;,-------------- OCEANSIDE [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] Storage Storage 1. 91 7 1. 958 2.000 0. 0 0 0.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0. 75 0.83 0.92 1 . 00 1.08 1 . 1 7 1.25 1.33 1 . 4 2 1.50 l. 58 1 . 67 1.75 1 . 8 3 1 . 92 2. 00 2.08 2.17 2.25 2.33 2.42 2.50 2.58 2.67 2.75 2.83 o.oo 0.08 0. 1 7 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0. 92 l . 00 1. 08 1. 1 7 1 . 2 5 1.33 l . 4 2 1 . 50 1. 58 1 . 67 1 . 7 5 1. 8 3 1 . 92 2.00 Post-Dev Input (POC-3) 4 9. 164 51.661 54.204 7799 7868 7937 8007 8 07 6 8146 8216 8286 8 35 6 8 42 6 84 97 8568 8639 8710 8781 8853 8 924 8996 9068 914 0 9213 9285 9358 9431 9504 9577 9650 97 24 9"198 9872 9 94 6 10020 10094 10169 1 024 4 154 8 1573 1599 162 4 1650 167 6 1702 1729 1755 1782 1809 1836 1863 1891 1918 194 6 1974 2002 2 031 2059 2088 2117 2146 2175 ?204 Date Time Value FI LE "X: \Proj ects2 \ 3 4 9 (Lennar) \ 07 Poinsettia 61 \SWMM\ HMP\POC-3 \Os ideRa in. prn" DIMENSIONS 462.060 4986.883 1173.589 571'.:i.481 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;,------------------------- SWMM5 Page4 C POC-3 DIV 4-1 -DIV 5-1 - SURF 4-1 SURF 5-1 - [VERTICES] ; ; Link ,,-------------- [Polygons] ; ; Subcatchment ,,-------------- DMA_4-1 OMA 4-1 DMA_5-J DMA_3-BYPASS IMP_4-1 IMP 5-1 DMA_3-BYPASS-S [SYMBOLS] ; ;Gage '' -------------- OCEANSIDE SWMM5 953_4-,3 756.944 968.583 542.678 1141.247 X-Coord X-Coord 7'.:>l.862 751. 862 962.385 516.336 753.748 964.156 548.159 X-Coord 610.858 Post-Dev Input (POC-3) 5020.001 5245.370 5251. 991 5245. 793 5251. 991 Y-Coord Y-Coord 5682.363 5682.363 5677.896 5122.553 5467.442 5475.126 5049.693 Y-Coord 5679.66"/ Page 5 ATTACHMENT 7 SWMM Screens and Explanation of Significant Variables 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-developed and post-developed conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weirs and orifices as a discharge, and outfalls (points of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model and the City of Carlsbad BMP Design Manual. Soil characteristics of the existing soils were determined from the site specific NRCS Soil Survey. Some values incorporated within the SWMM model have been determined from the professional experience of TRWE using conservative assumptions that have a tendency to increase the size of the needed IMP 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. PRE-DEVELOPED CONDITION (POC-1) 1...-........::=:===i 9 Roii Gages SubcatclYnents Aqule,s Snow Packs Unit Hydrogophs LID Controls El H y<i aulict S Nodes Juictions Outfals ~ 0 ~ 0 ~ Dividets T Sto,age Units GI Links Transects Conuol, Ill Quoli!y IP Curves - Time Series Tine Patterns Maplabei. + -,ti . . :. Hie/Notes OCEANSIDE ~ l OMA 1 ' - POC-1 • A<ao·Length: Off • [ Offsets: Depth • J Flow Units: CFS • [., Zoom Level: 100,: X.Y: 2187.527586,600!.197453 deg Rain Gage OCEANSIDE Property Name X-Coordinate Y-Coordinate Description Tag Rain Format Value :OCEANSIDE ······~··························"'"''''0"''"''"''""''''''""'''''''''"'". 2178.772 6036.699 +----~ INTENSITY Time Interval 1 :00 Snow Catch Fad 1.0 Data Source TIMESERIES -File Name -Station ID -Rain Units IN User-assigned name of rain gage Outfall POC-1 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type Series Name Value iPOC-1 ! ........ ,. ....................................................................... · 2182.709 6022.687 NO NO 0 NO FREE User-assigned name of outfall Subcatchment DMA_l Property Name X-Coordinate Y -Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N·lmperv N·Perv Dstore·lmperv D store-Perv %Zero-lmperv Value jDMA_1 ,:; ...................................................................... ._ ............... · 2182.713 6036.919 OCEANSIDE POC-1 11.530 2093 14.6 0.0 .012 0.06 0.05 0.1 25 Subarea Routin~ OUTLET Percent Routed 1 00 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 [8.6 .................................................... ,u, 0.040 0.30 POST-DEVELOPED CONDITION (POC-1) .t-:;-~WMM5· (_, File Edit View Project Report Tools Window Http ID~'1Si !Q A 4J l?{l~~llUiiil L ~~ITT Data Map -' OCEANSIDE ~-T~-~~~~Ol~~'======;i <i! ~ Options Clinotolo!w W Hyd,olcgy lil Hyd,auics GJ Quality fllJJ 0 'v 0 lil·Cu-ves ~ Tine Serie< Tine Patte,ns MapLobelt + -~ . . ~. h~INOlos (J' ~ e © T SURF_1-1 OMA 1-BYPASS •---~---..... OMA 1-1 ' - IMP 1-1 ' - OMA 3-1 ' - .IMP 3-1 ' - SURF _3-1 Auto-long(h: Off • Off,ots: Depth • I Flow Unis: CFS ZoomLovol:1!m: I X,Y:546.917,5716.798 Rain Gage OCEANSIDE Property Name X-Coordinate Y -Coordinate Description Tag Value jOCEANSIDE ........................................ , ...... , ... ., ...... ._ ....................... · 547.584 5680.757 Rain Format I INTENSI TY Time Interval 1 :00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name -Station ID · Rain Units IN User-assigned name of rain gage Outfall POC-1 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Value jPOC-1 ',,,,,,,,,,,,,,,,,,,,,.,,,.,,.,,,,,,,,,,,,,,,v,.,<.~••••••u~"''''''''''''-'''>'''V' 859.672 4976.614 NO NO 0 NO Type FREE Series Name User-assigned name of outfall Subcatchment DMA_l-1 Property Value Name I DMA_l -1 ~ .................. ~········.,·~··o,•••••••,o••·~···················"'"'''''"''''''". X-Coordinate 755.824 Y -Coordinate 5684.761 Description Tag Rain Gage OCEANSIDE Outlet IMP_1·1 Area 2.209 Width 1452 % Slope 1.3 % lmperv 58.3 N-lmperv 0.012 N-Perv 0.08 ---D store-I mperv 0.05 D store-Perv 0.1 %Zero·lmperv 25 Subarea Routin~ OUT LET 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 I Conductivity : 1na;,1 Del;,; LGREEN_AMPT Value /8.8 ii ,: ............................................................... = 0.0240 0.30 Subcatchment DMA_3-1 lg Property Value Name jDMA_3-1 ··········~ ............ ,~············································· ............... · X·Coordinate 965.398 Y -Coordinate 5687.431 Description Tag Rain Gage OCEANSIDE Outlet IMP_3-1 Area 1.588 Width 1390 % Slope 2.2 %1mperv 47.0 N-lmperv 0.012 N-Perv 0.08 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 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 I Conductivity Initial Deficit GREEN_AMPT _3 Value .1: .......... , ............ , ... ., ...... ., ...................... : 0.01875 0.3 Subcatc.hment IMP _1-1 g] Property Value Name IIMP_1-1 ! ................................................ -·········~· ... , ................ .,.: X-Coordinate 755.824 Y -Coordinate 5472.517 Description Tag Rain Gage OCEANSIDE Outlet DIV_1-1 Area 0.057117 Width 10 % Slope 1 % lmperv 0 N·lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-I mperv 25 Subarea Routini; OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater N 0 Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head I Conductivity Initial Deficit GREEN_AMPT -. ] Value 19 ..................................... ., .............. , ..... ; 0.025 0.30 Subcatchment IMP _3-1 Property Value Name !IMP_3-1 ~ .......................... ~ ................. ~ ..... ,. ................................... · X-Coordinate 965.398 Y -Coordinate 5479.192 Description Tag Rain Gage OCEANSIDE Outlet DIV_3·1 Area 0.039784 Width 10 % Slope 1 %1mperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routini; OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head I Conductivity Initial Deficit Value i9 ... " ...................................................... .J I 0.025 0.30 Subcatchmcnt DMA_l-BVPASS Property Name X·Coordinate Y -Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N-lmperv N-Perv D store-I mperv D store-Perv %Zero-lmperv Value 1DMA_1 -BYPASS \ !__, .. ., .................. , .... ., .................. ., ........................... ' 552.924 5040.020 OCEANSIDE POC-1 4.447 945 17.3 3.1 0.012 0.08 0.05 0.1 25 Subarea Routin~ OUTLET Percent Routed 1 00 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 = .... j Value 18.1 . ......... , ............................. , ........................ , 0.0445 0.30 PRE-DEVELOPED CONDITION (POC-2) {;< SWMM 5 -PRE_DEV_POC-2.inp-\ \ -. ~ - (;~ Fil• Edit View Project Report Tools Window Http 'I Cl ~ liil 8 I IQ .. {1 1 ?{l t::l:! "& lil'.. l!iiil ~ !:ti' "TI~ IZ + ~ -U =( s J 0 " Options ~ Cfimalofogy 0 13 Hydlofogy 'v Rain Gages <> Subcetchmenl, Aquifefs l:;;j Snow Pocks E Unit Hydlog,aphs LID Controls v' I;) Hydlauficc @ 8 Nodes 9 J..-.ctions Outlah @ Dividers Storage Unit, T ~ Lirl<s Conduits ~ Oriices Weifs Outlets Transects Conuofs m + -"1 • .. ~ . hle/Nolos l · I Offceto: Depth Auto-Length: Off Rain Gage OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 2182.823 Y-Coordinate 6038.716 Description +-Tag Rain Format INTENSITY Time Interval 1:00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name · Station ID -Rain Units IN · I FlowUnito: CFS OCEANSIDE 121 OMA 2 ' - POC-2 • · \ii\1[ Zoom Lovet: 100X \ X.Y: 2194.9'S9112. 603,4,91,4762 dog Outfall POC-2 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type Series Name Value POC-2 2182.709 6022.687 NO NO 0 NO FREE Subcatchment DMA_2 Property Name X·Coordinate Y·Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N-lmperv N-Perv D store-I mperv D store-Perv %Zero-lmperv Value /DMA_2 1 ;,,v•••••••••••·~'''''''''"'''-"''''''''''''''''''''''"''''"''''~'''''''''"''''"• 2182.697 6037.077 OCEANSIDE POC-2 7.148 1354 13.2 0 0.012 0.06 0.05 0.1 25 Subarea Routint OUTLET Percent Routed 100 I nfiltr at ion 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 r GREEN_AMPT Value (9 . .,, ................................................... , .. · 0.025 0.30 POST-DEVELOPED CONDITION (POC-2) f;' SWMM 5 • POST_OEV_POC·2.~ -'. . ' -- (~ File Edit View Project Report Tools Window Help,,_ __ _ II D ~ " cit I ~ " q I 1{J ~ ~ I:!:: liiiil }: cF 1'i I ~ r a + ~ ·i.. ):( s Hie/Notes 9 Option, ~ Clmotology 0 El H)'d,ology "v Rain Gages 0 Subc«ctvnenls Aquilets ~ Snow Pocks Uni H)'d,ograc,l,s Ii LID Controls CJ' 8 H)'d,oulict ~ c:J Nodes 0 J\l'lCtiom Outfols @ Dividof, T Sto,ageUrots 8 Links c:or.luits P\.mps Oriices Weis Outlets Transects Controls Ill + -,ti • • '-• Hie/Notes Auto-Lor,¢,: Off • Offieta: Depth Rain Gage OCEANSIDE Property Name X-Coordinate Y -Coordinate Description Tag Value OCEANSIDE 304.006 5618.164 Rain Format INTENSITY Time Interval 1:00 Snow Catch Fae 1 .0 Data Source TIMESERIES · File Name · Station ID · Rain Units IN OCEANSIDE Btl OMA 2·1 ' - IMP 2·1 ' - .sl::-u_R_F __ 2_.1 ______________ -+01v_2.1 OMA 2·BYPASS .... -:-.......... . POC·2 FlowUrota: CFS . .., Z00tnlovel: 1~ X,Y: 1002.351. 568-4.416 [ii] Outfall POC-2 Property Value Name POC-2 X-Coordinate 756.717 Y·Coordinate 4957.778 Description Tag Inflows NO Treatment NO Invert El. 0 Tide Gate NO Type FREE Series Name -If IC Subcatchment DMA_2-1 Property Value Name )DMA_2-1 . ········~··············"'>'''''''''''''''''''''"'--''''"''''''''' .. >'''''''"'"'''. X-Coordinate 756.717 Y-Coordinate 5646.100 Description Tag Rain Gage OCEANS IDE Outlet IMP_2-1 Area 8.791 Width 6113 % Slope 2 % lmperv 60.8 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin -OUTLET Percent Routed 1 00 Infiltration GRE EN_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 I Conductivity Initial Deficit [ GREEN_t,.MPT Value Subcatchment IMP _2-1 lil Property Value Name ]IMP 2-1 ~,,,,,,,,,-,,,,,,u,,,.,.,o,uouuo,,0,,,,.,,,,,,,,,, .... ,.,,,.,,0,,, .. ,,,,,,,,,,• X-Coordinate 756.717 Y -Coordinate 5444.940 Description Tag Rain Gage OCEANSI DE Outlet DIV_2-1 Area 0.190014 Width 10 % Slope %1mperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 125 Subarea Routin9 OU TLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method GREEN_AMPT Property Value Suction Head ,~:;:: is .............. , .... ,,. .................... , ........ ., ...... , 0.025 0.30 Subcatch~nt DMA_2-BYPASS Property Value Name \D MA_2-BYPASS ....... ., ................ , .. ., ............ · X-Coordinate 228.970 Y·Coordinate 5043.799 Description l Tag Rain Gage OCEANSIDE Outlet POC-2 Area 1.559 Width 302 % Slope 17.6 % lmperv 0 N·lmperv 0.012 N·Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin 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 [ GREEN_AMPT Property Value ... Suction Head Conductivity Initial D elicit 9 : ........................... ~ ................................... : 0.01875 0.30 PRE-DEVELOPED CONDITION (POC-3) (:;_ SWMM 5 -PRE_D£V_POC-3.ir,p-l'$ludy Alu •• -C X . I ..___, -- (.'; Fil• Edit View Proj•ct R•port Tools Window Holp II D ~ Iii a I CQ 11 4J I 1<1 ~ l!Hu1m L ~ ~ If it ~ 13: + ~ ~ ):( s .---...:....~===i 9 ! OP'ion• Cim.,!ology E::J H)ldrology Rain Gages Subcatchments Aqule,s Snow Packs _ Unit H)ldrogiaphs • LID Controls 8 H)ldroulic• El Nodes Jl.l"Cliom Outfalls Dividefs Staoge Units 8 links Conduits PUl!"4)S Orfo"' Weirs Outlets Transects Controls -,.- ~ 0 '1 <> ~ (j' illt e © T OCEANSIDE ~ OMA 3 . - POC-3 " Auto-Length: Off • Offset~ DOl)(h • I Flow Unit~ CFS • ;.,1 Zoom Lovet 125X X.Y: 2177.255272,6031.916508dog Rain Gag~ OCEANSIDE Property Value Name OCEANSIDE ><-Coordinate 2182.697 Y-Coordinate 6035.280 Description Tag Rain Format INTENSITY Time Interval 1 :00 Snow Catch Fae 1.0 Data Source TIMESERIES -Station ID -Rain Units IN Outfall POC-3 Property Value Name POC-3 ><-Coordinate 2182.709 Y-Coordinate 6022.687 Description Tag Inflows NO Treatment NO Invert El. 0 Tide Gate NO Type FREE Series Name Subcatchmcnt DMA_3 Property Name X·Coordinate Y -Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N-lmperv N-Perv D store-lmperv D store-Perv %Zero-lmperv Value /,D.MA_3 ................................................................ · 2182.708 6033.559 OCEANSIDE POC-3 34.373 6510 18.6 0 0.012 0.07 0.05 0.1 25 Subarea Routin~ OUTLET Percent Routed 1 00 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 I Conductivity Initial Deficit --.r ' -• ..,. ·.1 _ l GREEN_AMPT -j . - Value '69 ............................................................ i I 0.025 0.3 I~-SWMM 5 • POST_DEV_POC-3.inp ·!Study"- Junctions Oulfols Divide<, Storage Units 8 Lnks Conduits ~· 01lices Weit Oullels T1ansect, Conuols -,.- + -,ti . . ,. l,tJe/Note, 0 'v 0 Gj 0' ~ e © T l Auto-Length: Off • I Offael~ Depth Rain Gage OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 610.858 Y-Coordinate 5679.667 Description +--Tag Rain Format INTENSITY Time Interval 1:00 Snow Catch FaG 1.0 Data Source TIMESERIE S -File Name -Station ID · Rain Units IN POST-DEVELOPED CONDITION {POC-3) IMP_4-1 ... SURF_ 4-1 ·01v_4-1 ---~~~~~~__. OMA 3-8YPASS ··< .. OMA_3-8YPASS-S • '•. •············· OMA 5-1 ... - .IMP 5-1 ... - Flow Unitr.CFS • i, Zoom Level:1~ I X,Y:1000.274.5706.733 fiJ Outfall POC -3 I P<,,,,,,, I value POC-3 Name X-Coordinate 853.473 Y-Coordinate 5020.001 Description Tag Inflows NO Treatment N 0 Invert El. 0 Tide Gate Type Series Name NO FREE SURF _5-1 Subcatchment DMA_ 4-1 Property Value Name !DMA_ 4-1 ....................... -... -.............................. · X-Coordinate 751.862 Y -Coordinate 5682.363 Description Tag Rain Gage OCEANSIDE Outlet IMP_4-1 Area 7.772 Width 5239 % Slope 1.1 % lmperv 149_0 N-lmperv 0.012 N-Perv 0.08 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 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 I GREEN_AMPT Property Value ' ... , Suction Head Conductivity 1 Initial Deficit l9 ................. , .... ., .................................... 11 0.01875 0.30 Subcatchment DMA_S-1 fi) Property Value Name \DMA_5-1 ~,,,,,,.,,,,,,,,,,,,,,,,,,,.,,,,,,,,,,,,,, .. ,,o.,,,,,,,,,,,,,,,,,"''''''''''"''"~'. X·Coordinate 962.385 Y-Coordinate 5677.896 Description Tag Rain Gage OCEANSIDE Outlet IMP_5·1 Area 1.399 Width 1039 % Slope 3.5 % lmperv 77.3 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero·! mperv 25 Subarea Routine 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 19 t ........................................................ ~······; 0.01875 0.30 Subcatch~nt IMP_ 4-1 Ii) Property Value Name IIMP_4-1 • ............... ., ...................................... ., .... , ..................... ' X-Coordinate 753. 748 Y-Coordinate 5467.442 Description Tag Rain Gage OCEANSIDE Outlet DIV_4·1 Area 0.166506 Width 10 % Slope % lmperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial 8 uildup NONE Curb length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit Value )9 ll '0. 025 .......... , ....... ,. ............................. ; 0.30 Subcatch~nt IMP _5-1 ii Property Value Name j1MP_5·1 ........................................... ., . ., ... ., .......... · X-Coordinate 964.156 Y -Coordinate 5475.126 Description Tag Rain Gage OCEANSIDE Outlet DIV_5-1 Area 0.032140 Width 10 % Slope 1 % lmperv 0 N-lmperv 0.012 N-Perv 0.08 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE Curb length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head I Conductivity , lriti,I De1~;1 19 ............ ,, ............................................. · 0.025 0.30 Subcatchment DMA_3-BYPASS Property Value Name jDMA_3-BYPASS ... , ................ ., ..................... X-Coordinate 516.336 Y -Coordinate 5122.553 Description .i.. Tag Rain Gage OCEANSIDE Outlet POC-3 Area 25.754 Width 4878 % Slope 18.6 % lmperv 0 N·lmperv 0.01 2 N-Perv 0.08 Dstore-lmperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 ---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 GREEN_AMPT --;, Property Suction Head I Conductivity Initial Deficit Value !9····························································' 0.025 0.30 Subcatchment DMA_3-BYPASS-S Property Value Name X-Coordinate Y -Coordinate Description Tag \OMA 3-BYPASS-S ~ .... ;0,,.,, ••••• -............ ._ ....................................................... • 548.159 5049.693 Rain Gage OCEANSIDE Outlet POC-3 Area 0.858 Width 623 %Slope 50 %1mperv 0 N-lmperv 0.012 N-Perv 0.08 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~ 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 19 l .. ,,,,,,,,,,,, .. ,, .. ,,.,.,,,,,., .. , .. o•••·~··•••• ... ._,,, .... ,.,, ! 0.01875 0.30 EXPLANATION OF SELECTED VARIABLES Sub Catchment Areas: Please refer to the attached diagrams that indicate the OMA and biofiltration BM P sub-areas modeled within the project site at both the pre and post developed conditions draining to each POC. Parameters for the existing and developed models include soil type D and A as determined from the NRCS Web Soil Survey (see Attachment 8}. Suction head, conductivity and initial deficit correspond to average values expected for this soil type, according to sources consulted, professional experience, and approximate values obtained by the City of Carlsbad BMP Design Manual. For this particular project, area weighted values were used to model infiltration for OMA 1, OMA 1-1, and OMA 1-BYPASS, as these DMAs contain multiple soil types. The breakdown of the soil types and the weighted infiltration parameters that were used are shown below. Existing Conditions OMA 1 Soil Type A B C D Total Area Green_Ampt Value Suction Head Undeveloped Conductivity Developed Conductivity Initial deficit Area (sq-ft) 26676 0 0 475571 502247 Type A 111 1.5 0.3 0.225 0.33 111 Typical Values used for SWMM modeling. Percent Area 5% 0% 0% 95% 100% Weighted Type B 111 Type C 111 Type D 111 Values 3 6 9 8.6 0.2 0.1 0.025 0.040 0.15 0.075 0.01875 0.0297 0.32 0.31 0 .30 0.30 Developed Conditions OMA 1-1 Soil Type A B C D Total Area Green Ampt Value Suction Head Undeveloped Conductivity Developed Conductivity Initial deficit Area (sq-ft) 2527 0 0 96201 98728 Type A 111 1.5 0.3 0.225 0.33 111 Typical Values used for SWMM modeling. DMA_l-BYPASS Soil Type Area (sq-ft) A 24149 B 0 C 0 D 169572 Total Area 193721 Green Ampt Value Type A 111 Suction Head 1.5 Undeveloped Conductivity 0.3 Developed Conductivity 0.225 Initial deficit 0.33 111Typical Values used for SWMM modeling. Percent Area 3% 0% 0% 97% 100% Weighted Type B 111 Type C 111 Type D 111 Values 3 6 9 8.8 0.2 0.1 0.025 0.03 0.15 0.075 0.01875 0.0240 0.32 0.31 0.30 0 .30 Percent Area 12% 0% 0% 88% 100% Weighted Type B 111 Type C 111 Type D 111 Values 3 6 9 8.1 0.2 0.1 0.025 0.059 0.15 0.075 0.01875 0.0445 0.32 0.31 0.30 0.30 TRWE selected infiltration values, such that the percentage of total precipitation that becomes runoff is realistic for the soi l types and slightly smaller than measured va lues for Southern California watersheds. The pervious overland flow roughness values (N-Perv) were selected by comparing t he existing surface (determined from aerial photos) and proposed surface (assumed based on plans) to the surface types and N-perv values presented in the SUMMARY ON MANNING'S "N " VALUES FOR OVERLAND FLOW USING EPA SWMM and the WHITE PAPER ON MANNING'S "N" VALUES FOR OVERLAND FLOW USING EPA SWMM. These documents have been reviewed and accepted by the Copermittee Land Development Work Group, and are available on Project Clean Water at the following link: http://www. pro jectclea nwater .o rg/i ndex. p hp ?option =com content& view=a rticle& id =250& lte m id=220 The following tables provide a summary of the surface type and corresponding N-Perv value for each DMA in existing and developed conditions: Existing Condition N-Perv Values OMA Percentage of N-Surface Type OMA Area Weighted N-Perv ID (approximate) Perv Shrubs and bushes 50% 0.08 DMA1 Row crops & bare dirt1 0.060 50% 0.04 Shrubs and bushes 50% 0.08 DMA2 Row crops & bare dirt1 0.060 50% 0.04 Shrubs and bushes 75% 0.08 DMA3 Row crops & bare dirt1 0.070 25% 0.04 I N-Perv value for the areas composed of a mixture of row crops, bare dirt, and dirt roads was conservatively estimated as 0.04 based on the SUMMARY ON MANNING'S "N" VALUES FOR OVERLAND FLOW USING EPA SWMM (available on Project Clean Water). Developed Condition N-Perv Values Percentage of N-DMAID Surface Type OMA Perv Area Weighted N-Perv (approximate) DMA 1-1 Shrubs and bushes 100% 0.08 0.08 DMA 2-1 Shrubs and bushes 100% 0.08 0.08 DMA 3-1 Shrubs and bushes 100% 0.08 0.08 DMA4-1 Shrubs and bushes 100% 0.08 0.08 DMA 5-1 Shrubs and bushes 100% 0.08 0.08 DMA 1-BYPASS Shrubs and bushes 100% 0.08 0.08 DMA 2-BYPASS Shrubs and bushes 100% 0.08 0.08 DMA 3-BYPASS Shrubs and bushes 100% 0.08 0.08 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 subcatchment BMP is assigned the area of biofilitration, which is equal to the area of amended soil. Five (5) decimal places were given regarding the areas of the biofiltration to insure that the area used by the program for the LID subroutine corresponds exactly with this tributary. TORY R. WALKER ENGINEERING RELI ABLE SOLUTION S I N W ATER RESO URCES Manning's n Values for Overland Flow1 The BMP Design Manuals within the County of San Diego allow for a land surface description other than short prairie grass to be used for hydromodification BM P design only if documentation provided is consistent with Table A.6 of the SWMM 5 User's Manual. In January 2016, the EPA released the SWMM Reference Manual Volume I -Hydrology {SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User's Manual by providing an in-depth description of the program's hydrologic components. Table 3-5 of the SWMM Hydrology Reference Manual expounds upon Table A.6 of the SWMM 5 User's Manual by providing Manning's n values for additional overland flow surfaces. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees with confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I -Hydrology. The values are provided in the table below: Overland Surface Manning value (n) Smooth asphalt pavement 0.010 Smooth impervious surface 0.011 Tar and sand pavement 0.012 Concrete pavement 0.014 Rough impervious surface 0.015 Smooth bare packed soil 0.017 Moderate bare packed soil 0.025 Rough bare packed soil 0.032 Gravel soil 0.025 Mowed poor grass 0.030 Average grass, closely clipped sod 0.040 Pasture 0.040 Timberland 0.060 Dense grass 0.060 Shrubs and bushes 0.080 Land Use Business 0.014 Semibusiness 0.022 Industrial 0.020 Dense residential 0.025 Suburban residential 0.030 Parks and lawns 0.040 1Content su mmarized from Improving Accuracy in Continuous Simulation Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region (TRWE, 2016). WATERSHED, FLOODPLAIN e?STORM WATER MANAGEMENT· RIVER RESTORATION· FLOOD FACILITIES DESIGN · SEDIMENT e?EROSION 12 2 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 · 760-414-9 212 • TRWENGINEERING.COM LID Usage Editor Control Name IMP_l-1 Number of Replicate Units C] LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 2488 % of Subcatchment Occupied 100.0 Top Width of Overland Flow o Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 LID Usage Editor :•· r -·~ ""' '• r'1 Control Name IMP_3-1 Number of Replicate Units [CJ LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 1733 % of Subcatchment Occupied 100.0 Top Width of Overland Flow o Surface of Each Un~ (ft or m) % Initially Saturated 0 % of Impervious Area Treated 1 00 UD Usage Editor Control Name IMP_5·1 Number of Replicate Units L] 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 1400.02 100.0 0 0 100 LID Usage Editor Control Name IMP_2-1 ,,. Number of Replicate Units r. I• LI LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 8277 % of S ubcatchment Occupied 100.0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 LID Usage Editor Control Name IMP_4-1 ,,. Number of Replicate Units ~ [) LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 7253.00 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 ------. . UD Control Editor '• Control Name: IMP_H LID Type: [ Bio·Retention Cell ·I Process Layers: Su1face Soil StOJage Unde1d1ain Storage Depth 6.45 (in. ormm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent) ' --UD Control Editor 'l ------'·: ' Control Name: IMP_l-1 LID Type: I B ierR etention Cell Process Layers: I Surface I Soil I Storage I Underdrainl L----'------~ Height 12 (in. ormml 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: IMP_1·1 LID Type: [ B io·R etention Cel ·I Process Layers: Surface Soil Storage Underdrain Thickness 18 (in. 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. ormm) UD Control Editor r ,-1 _-___ -~ -· >! Control Name: IMP_1·1 LID Type: I Bio·Retention Cell Process Layers: St01age Underdrain .,_~---'----'---=-~ ~----~ Surface Soi Drain Coefficient (in/hr or mm/hr) Drain E wponent D1ain Offset Height (in. ormm) 1.4135 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. UD Control Editor --,----. . ~ ~' ---_._ --~ ._ .. Control Name: IMP_2-1 LID Type: [ Bio-Aeterfon Cell Process Layers: Surface So~ SI01age Underdrain i......;;,..-1...;;...;;.;.;:~J..,;;""'-".;;...;;;..;;.;...,L_ __ ~~--, Storage Depth 19.24 (in. ormm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent) UD Control Editor . --~-. ------- Control Name: LID Type: Process Layers: Surface Soil Height (in. ormm) Void Ratio [\I oids I Solids) Conductivity (in/hr or mm/hr) Clogging Factor IMP_2-1 [ Bio-Retention Cell Storage Underdrain 12 0.67 0 0 Note: use a Conductiv~y of O if the LID unit has an impermeable bottom. ------.- UD Control Editor . . . ·l' - Control Name: IMP_2-1 LID Type: [ Bio-Retention Cel Process Layers: Surface I Soil I Storage I Underdrainl Thickness 18 (in. 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. ormm) UD Control Editor Control Name: IMP_2-1 LID Type: [ Biofletention CeU Process Layers: Storage Underdrain 1-~~ ..... ~~-'-~--"-w ~~~~~--, Surface Soil Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. ormml 0.4249 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. UD Control Editor Control Name: IMP_3·1 LID Type: [ Bio-A etention Cell Process Layers: i__Surface _i Soil Staage Underdrain L.;;..;.;...-1. ...... ..;.;;;::~...;;;.....;;.;;.;.;;;...:~----~ Storage Depth 6.33 (in. ormm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannini;is n) Surface Slope 0 (percent) UD Control Editor Control Name: IMP_3·1 LID Type: [ B io·R etention Cell Process Layers: 1 Surface I Soil I Storage I Underdrainl ,.._~~--'----- Height 12 (in. or mm) Void Ratio 0.67 (Voids I Solids) Conductivity 0 (in/hr or mm/hr) Cloi;igini;i Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. '----O_K ______ ) I Cancel J ._I _He_lP ______ UD Control Editor Control Name: IMP_3·1 LID Type: I Bio-Retention Cel Process Layers: Surface I Soil I Storage I Underdrain I Thickness 18 (in. ormm) Poros~y 0.4 (volume fraction) ---Field Capacity 0.2 (volume fraction) ---Wilting Point 01 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. ormm) .___o_K _j I Cancel JI._ _He_lp___, UD Control Editor Control Name: IMP_3·1 LID Type: [ Bio-Retention Cel Process Layers: S1.1face I Soil I Staage] Underdrain I ~---- Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. ormm) 1.4530 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. '---_o_K ___,j I Cancel J ._[ _He_lp___, --~ UD Control Editor ----- Control Name: IMP_4·1 LID Type: I Bio-Retention Cell Process Layers: Surface Soil Storage Underdrain '----'---=-"--~~~-'-------, Storage Depth 8.30 (in. or mm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent] LID Control Editor Control Name: IMP_4·1 LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil I Storage I Underdrainl .__ ___ ..__ ____ ~ Height 18 (in. ormm) Void Ratio 0.67 (Voids I Solids) Conductivity 0 (in/hr OJ mm/hr] Clogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. LID Control Editor . . ----- Control Name: IMP_4-1 LID Type: [ Bio-Retention Cel Process Layers: Surface Soil Storage Underdrain Thickness 18 (in. 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) ' . ~ I LID Control Editor -· ____ 1.: .,.J Control Name: IMP_4·1 LID Type: I Bio-Reterfon Cel Process Layers: .,__s_ur_fa_c_e-1-S_or_·_1 _._S_t_or_ag.::.e_, Underdrain ~----- Drain Coefficient (in/hr or mm/hrJ Drain EKponent Drain Offset Height (in. ormm) 0.8292 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. UD Control Editor Control Name: IMP_5-1 LID Type: [ Bio-Retention Cell Process Layers: Surface Soil St01aoe Underdrain ~-~-~~---~~ Storage Depth 6.31 [In.or mm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent) UD Control Editor Control Name: IMP_5-1 LID Type: [ Bio-Retenlion CeH Process Layers: Surface Soi Storage Underdrain Height (in. 01 mm) Void Ratio (Voids I Solids) Conductivity [in/hr Of mm/hr) Clogging Factor 12 0.67 0 0 Note. use a Conductivity of O if the LID unit has an impermeable bottom. l.lD Control Editor Control Name: IMP_5-1 LID Type: [ Bio-Retention Cell Process Layers: Surface Soil S tOI age LJ nderdrain Thickness 10 [ri or mm) 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 (ri. or mm) ~-----~ UD Control Editor Control Name: IMP_5-1 LID Type: [ B io-R etenlion Cel Process Layers: ,.._S_ur_fa_c_e~S_o_il ~~S_t_or_a~ge-Underdrain ~-----, Drain Coefficient [in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm) 0 9513 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdrain. 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 lowest surface outlet within the biofiltration basin. This is the volume that can only discharge from the facility via the LID portion of the basin. 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 IMP area as the amount of volume stored at the surface. Let A iMP be the area of the IMP (area of amended soil and area of gravel). The proper value of the storage depth S0 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 A; 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 h; be the difference in elevation between Ao and A;. By volumetric definition: A S _ (Ao+Ai) h IMP • D -2 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. TRWE considers such a va lue 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 the City of Carlsbad BMPDM. 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 (per the City of Carlsbad BMP Design Manual), which results in a void ratio of 0.4/(1-0.4) = 0.67 for the gravel detention layer. Conductivity: Due to the natural soil and geotechnical conditions existing on site, infiltration may not be a viable addition to the LID design. As the IMP's are to be lined, the conductivity value was set to Oto represent zero 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. Drain (Flow) coefficient: The flow coefficient in the SWMM Model is the coefficient needed to transform the orifice equation into a general power law equation of the form: (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 = ~ C !!:_ 2 (H-Ho) 4 n 144 B 12 (3) where Q is the peak flow in cfs, D is the diameter in inches, c8 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 Hand Ho are defined above and are also used in inches in Equation (3). It is clear that: (in) X A1MP q hr 12 x 3600 = Q (cf s) (4) Cut-Off Flow: Q (cfs) and q (in/hr) are also the cutoff flow. For numerical reasons to insure the LID is full, the model uses cut-off= 1.01 Q. Drain (Flow) coefficient calculations: IIMP _1-1 IIMP 3-1 AIMP 2488.0 sq-ft AIMP 1733.0 sq-ft Cg 0.61 Cg 0.61 Dorif 3.25 il Dorif 2.75 il A orifice 0.05761 sq-ft A orifice 0.04125 sq-ft CsWMM 1A135 Cs.WMM 1A530 IIMP 2-1 AIMP 8277 sq-ft Cg 0.61 Dorif 3.25 il A orifice 0.05761 sq-ft Cs.WMM OA249 IIMP _4 -1 !IMP 5-1 I AIMP n 53 sq-ft AIMP 1400 sq-ft Cg 0 .61 Cg 0.61 Dorif 4.25 in Dorif 2 in A orifice 0.09852 sq-ft A orifice 0.02182 sq-ft Cs.WMM 0.8292 Cs.WMM 0.9513 Surface Detention and Discharge for IMP _1-1 Storage Unit SURF _1-1 Ii] Property Value Name SURF_1-1 X-Coordinate 554.189 Y -Coordinate 5245.793 Description + Tag Inflows NO Treatment NO Invert El. 0 Ma><. Depth '2.00 Initial Depth 0 Ponded Area 0 Evap. Factor 1 Infiltration NO Storage Curve TABULAR Functional Curv Coefficient 1 000 Exponent 0 Constant 0 Storage Curve Editor Curve Name SURF_1·1 Description ~ Depth Area ... (ft) (ft2) 0 0.00 2865 2 0.08 2929 3 0.17 2993 4 0.25 3058 5 0.33 3123 6 0.42 3188 7 0.50 3254 8 0.58 3320 9 0.67 3386 Outlet 1-1 Property Value Name 1-1 Inlet Node SURF_1·1 Outlet Node POC-1 Description Tag Inlet Offset 0 Flap Gate NO Rating Curve TABULAR/HEAD Functional CurvG Coefficient 10. 0 Exponent 0. 5 Tabular Curve , Curve Name OU T_1·1 Rating Curve Editor Curve Name OUT_1-1 Description Head (ft) 0.000 2 0.042 3 0.083 4 0.125 5 0.167 6 0.208 7 0.250 8 0.292 9 0.333 Outflow (CFS) 0.000 0.105 0.298 0.548 0.844 1.179 1.550 1.953 2.234 C .... ~ Surface Detention and Discharge for IMP _2-1 Storage Unit SURF _2-1 Ji] Outlet 2-1 Property Value Property Value Name SUAF_2-1 Name 2-1 X-Coordinate 239.000 Inlet Node SUAF_2·1 Y-Coordinate 5245.858 Outlet Node iPOC-2 Description Description Tag Tag Inflows NO Inlet Offset 0 Treatment NO Flap Gate NO Invert El. 0 Rating Curve TABULAR/HEAD Ma>!. Depth 3.5 Functional Curv Initial Depth 0 Ponded Area 0 Evap. Factor 1 Infiltration NO Curve Name OUT _2-1 Storage Curve TABULAR Curve Name SUAF_2-1 Storage Curve Editor Rating Curve Editor Curve Name Curve Name SURF_2·1 OUT_2-1 Description Description ~ ~ Depth Area Head Outflow (ft) (ft2) D (ft) (CFS) D 0.00 9426 0.000 0.000 2 0.08 9492 2 0.083 0.005 3 0.17 9558 3 0.167 0.010 4 0.25 9623 4 0.250 0.012 5 0.33 9690 5 0.333 0.015 6 0.42 9756 6 0.41 7 0.017 7 0.50 9822 7 0.500 0.018 8 0.58 9889 8 0.583 0.020 9 0.67 9956 9 0.667 0.021 ... Surface Detention and Discharge for IMP _3-1 Storage Unit SURF _3-1 Prope,ty Value Name SURF_3-1 X-Coordinate 1144.938 Y·Coordinate 5262.943 Description 4 Tag Inflows T,eatment Invert El. Max. Depth Initial Depth Ponded Area Evap. Factor I nfilll at ion Sto,age Curve Functional Curv Coefficient Exponent Constant Curve Name Storage Curve Editor Curve Name SURF_3·1 Description Depth (ft) 0.00 2 0.08 3 0.17 4 0.25 5 0.33 6 0.42 7 0.50 8 0.58 9 0.67 NO NO 0 2.00 0 0 NO TABULAR 1000 0 0 SURF_3·1 Area (ft2) 1925 1958 1991 2024 2057 2090 2124 2157 2191 ~ ... D Outlet 3-1 Property Value Name 3-1 Inlet Node SU RF_3·1 Outlet Node POC-1 Description +-Tag Inlet Offset 0 Flap Gate NO Rating Curve TABULAR/HEAD Functional Curve Coefficient 10. 0 Exponent 0. 5 - Tabular Curve Cu,ve Name OUT_3·1 Rating Curve Editor Curve Name OUT_3·1 Description ~ Head Outflow (ft) (CFS) D 0.000 0.000 2 0.042 0.105 3 0.083 0.298 4 0.125 0.548 5 0.167 0.844 6 0.208 1.179 7 0.250 1.550 8 0.292 1.953 9 0.333 2.234 Surface Detention and Discharge for IMP_ 4-1 Storage Unit SURF_4-1 Iii] Outlet4-1 Property Value Property Value Name SURF_4-1 Name 4-1 X-Coordinate 542.678 Inlet Node SURF_4·1 Y -Coordinate 5245.793 Outlet Node POC-3 Description Description Tag Tag Inflows NO Inlet Off set 0 Treatment jNO Flap Gate NO Invert El. 0 Rating Curve TABULAR/HEAD Max. Depth 12.83 Functional Curve Initial Depth 0 Coefficient 10.0 Ponded Area 0 Exponent 0.5 Evap. Factor Tabular Curve Infiltration NO Curve Name OUTLET_ 4-1 Storage Curve TABULAR Coefficient 11000 E><ponent 0 Constant 0 Curve Name SURF_4-1 Storage Curve Editor Rating Curve Editor Curve Name Curve Name SURF_4·1 OUTLET_4-1 Description Description ~ ~ Depth Area ,. Head Outflow [ft) [ft2) C [ft) (CFS) D 0.00 7799 0.000 0.000 2 0.08 7868 2 0.042 0.033 3 0.17 7937 3 0.083 0.093 4 0.25 8007 4 0.125 0.171 5 0.33 8076 5 0.167 0.264 6 0.42 8146 6 0.208 0.368 7 0.50 8216 7 0.250 0.484 8 0.58 8286 8 0.292 0.610 9 0.67 8356 9 0.333 0.746 Surface Detention and Discharge for IMP _5-1 Storage Unit SURF_S-1 Property Value Name SUR F_5·1 X·Coordinate 1141.247 Y ·Coordinate 5251. 991 Description Tag Inflows NO Treatment NO Invert El. 0 Max. Depth 2 Initial Depth 0 Ponded Area 0 Evap. Factor Infiltration NO Storage Curve I TABULAR ii Functional Curvd - Coefficient 1 000 Exponent 0 Constant 0 CurveName SURF_5·1 Storage Curve Editor Curve Name SURF_5·1 Description (jJ Depth Area .... (ft) (ft2) Q 0.00 1548 2 0.08 1573 3 0.17 1599 4 0.25 1624 5 0.33 1650 6 0.42 1676 7 0.50 1702 8 0.58 1729 9 0.67 1755 .... Outlet 5-1 Property Name Inlet Node Outlet Node Description Tag Inlet Off set Flap Gate Rating Curve Functional Curv Coefficient Exponent Tabular Curve 1 Value 5-1 SURF_5·1 POC-3 0 NO TABULAR/HEAD 10.0 0.5 Curve Name OUTLET _5·1 Rating Curve Editor Curve Name OUTLET_5·1 Description Head Outflow (ft) (CFS) 0 0.000 0000 2 0.042 0.079 3 0.083 0.224 4 0.125 0.411 5 0.167 0.633 6 0.208 0.884 7 0.250 1.163 8 0.292 1.465 9 0.333 1.790 (jJ ATTACHMENT 8 Soil Map Hydrologic Soil Group-San Diego County Area, California (Poinsettia 61) 33" 6' 51" N i 473900 474000 474100 474200 474300 474400 474500 33" 6' 16"N 473900 ~ " "' ~ 474000 474100 474200 474300 474400 Map Scale: 1:5,270 ifpnnted on A portra~ (8.5" X 11") sheet -----======-----------==========Meters 0 50 100 200 300 --------i========----------------================Feet 0 250 500 1000 1500 Map projection: Web Mercator Comermordinates: WGS84 Edge ties: UTM Zone llN WGS84 ~DA Natural Resources iiiim Conservation Service Web Soil Survey National Cooperative Soil Survey 474500 474600 474600 474700 ~ !!:? ~ 4/13/2015 Page 1 of 4 33" 6'Sl"N 33° 6' 16" N USDA -- Hydrologic Soil Group-San Diego County Area, California (Poinsettia 61) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons DA D AID D B D BID D C D CID D o D Not rated or not available Soil Rating Lines ,,_,,,,. A ,,_,,,,. AID ~ B ~ BID C ,,_,,,,. CID ,,_,,,,. D ti fl Not rated or not available Soil Rating Points 8 A • AID • B • BID Natural Resources Conservation Service C C 8 CID • D C] 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 8, Sep 17, 2014 Soil map units are labeled (as space allows)for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Data not available. 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. 4/13/2015 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Poinsettia 61 Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit -San Diego County Area, California (CA638} Map unit symbol I Map unit name I Rating Acres lnAOI Percent of AOI CfD2 ---CsB CsC HrC LvF3 0.7 0.7°k am, 9 to 15 percent 1 JJ sterton fine sandy ID --d~ I to 5 percent slopes J --1Corrali-to_s_lo-am;-.-.n-d-, 0 IA------+-----4-11------44 --o,-,.-li-to-s loa_m_y_s_a-nd, 5 A --_--_-3.8_ _ ___ -__ -3 9~ to 9 percent slopes --~erhueroloam,2to9 ID --I 53 ____ [ _P _P_er_c_e_nt s_lo_p_e_s__ _J ___ _ ___ ~-- 5 Loamy alluvial land-D Huerhuero complex, 9 5.5°/o 85.6°k severely eroded to 50 percent slopes, _J §a_ls for fJ._rea of lnter~;t [ 96.41 USDA Natural Resources ,,_1FE Conservation Service Web Soil Survey National Cooperative Soil Survey 4/13/2015 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rufe: Higher USDA Natural Resources =a Conservation Service Web Soil Survey National Cooperative Soil Survey Poinsettia 61 4/13/2015 Page 4 of 4 ATTACHMENT 9 Summary Files from the SWMM Model Pre-Dev Output (POC-1) 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 , ......... . NO Water Quality .... . Infiltration Method ..... . Star-ting Date ........... . Ending Date ............ , . NO GREEN_AMPT AUG-28-1951 MAY-23-2008 0.0 01:00:00 00:15:00 04:00:00 05:00:00 23:00:00 Antecedent Dry Days •..... Report Time Step ........ . Wet Time Step Dry Time Step ........... . Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage Continuity Error (l) ************************** Flow Routing Continuity Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDI I Inflow External Inflow ......... . External Outflow ........ . Internal Outflow ... . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error I') *********'***************** Subcatchment Runoff Summary Volume acre-feet 648.812 16.536 534.142 108.842 0.000 -1. 650 Volume acre-feet 0.000 108.842 0.000 0.000 0.000 108.842 0.000 0. 000 0.000 0.000 0.000 Depth inches 675.260 17.210 5'.)5.915 113.2"18 0.000 Volume 10"6 gal 0. 00() 35.468 0.000 0.000 0.000 3 5. 4 68 0.000 0. 0 00 0. 0 DO 0.000 -------------------------------------------------------------------------------------------------------- Subcatchment Total Precip ic Total Ru non rn Total Evap ic Total Inf i l ic Total Runoff ic Total Runoff 10"6 gal Peak Runoff Runoff CFS Coe ff -------------------------------------------------------------------------------------------------------- DMA_l 675.26 0.00 1 7. 21 555.92 113.28 35.47 12.56 0.] 68 SWMM5 Page 1 C C Post-Dev Output (POC-1) 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/Runoft ........ YES Snowmel t ............... NO Groundwater ........... . flow Routing .......... . Ponding Allowed ....... . Water Quality ......... . Infiltration Method flow Routing Method,,, ... Starting Date ..... . Ending Date ............. . Antecedent Dry Days ..... . Report Time Step ........ . Wet Time Step ........... . Dry Time Step ........... . Routing Time Step ....... . NO YSS NO NO GREEN AMPT KINWAVE AUG-28-1951 05:00:00 MAY-23-2008 23:00:00 0.0 01:00:00 00:15:00 04:00:00 60.00 sec WARNING 0 4 : minimum elevation drop used fo, Conduit BYPASS WARNING 0 4 : minimum elevation WARNING 04 : minimum elevation WARNING 04: minimum elevation ************************** Runoff Quantity Continuity ***********************'** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continui~y Error (t) 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 (~) drop used drop used drop used Volume acre-feet 469.356 32.525 273.758 169.622 0.015 -1.398 Volume acre-feet 0. 000 169.618 0.000 0. 000 0. 00 0 169.580 0. 00 0 0.01 7 0. 00 0 0.000 0.012 foe to, fo, 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 ****T********************** SWMM5 60.00 sec 60.00 sec 60.00 sec 0.00 1 . 00 Conduit DUY! 1-1 Conduit BYPASS Conduit DUY: Depth inches 675.260 46.793 393.854 244.035 0.022 Volume 10"6 gal 0.000 55.273 0. ll O 0 0.000 0.000 55.260 0.000 0. 0 D 6 0. 0 00 0.000 3-1 1-1 3-1 Page 1 C Subcatchment OMA 1-1 OMA 3-1 DMA_l-BYPASS Total Precip in 675.26 675.26 675.26 675.26 675.26 *********************** LID Performance Summary *********************** Subcatchment IMP 1-1 IMP 3-1 Node Depth Summary Node POC-1 DIV 1-1 DIV_3-1 SURF 1-1 SURF 3-1 LID Control IMP_l-1 IMP 3-1 Type OUTFALL DIVIDER DIVIDER STORAGE STORAGE •••••************** Node Inflow Summary ******************* Node Type POC-1 OUTFALL DIV 1-1 DIVIDER -DIV 3-1 DIVIDER -SURF 1-1 STORAGE SURF' 3-1 STORAGE Node Surcharge Summary Post-Dev Output (POC-1) Total Runon in 0.00 0.00 0.00 15852.08 15004.11 Total Inflow io Total Evap rn 66. 50 5 8. 96 13.)) 931.59 912.68 Evap Loss rn Total Infil in 208.57 250.84 545.54 0.00 0.00 Infil Loss rn Total Runoff rn 409.88 375.90 120.51 15817.17 14984.47 Surface Outflow in Total Runoff 10"6 gal 24.59 16.21 14. 55 24. 53 16.19 Drain Outflow io 16527.34 15679.37 931 . 63 912. 7 J 0.00 o.oo 1957.87 13859.98 2105.82 12879.12 Average Depth Feet 0.00 0.00 0.00 0.00 0.00 Maximum Lateral Inflow crs 4.83 2.65 1.90 0.00 0.00 Maximum Depth Feet 0.00 0.00 0.00 0.36 0.27 Maximum Total Inflow CFS 9.32 2.65 1.90 2.38 1 . 71 Maximum HGL Feet 0.00 0.00 0.00 0.36 0.27 Time ot Time of Max Occurrence days hr:min 0 00:00 0 00:00 0 00:00 18 85 7 12: 14 18857 12:00 Lateral Max Inflow Occurrence Volume days hr:min ] QA 6 gal 18 8 57 12: 00 14.551 18 8 5 7 12: 00 24.530 18 8 5 ·1 12:00 16.187 18857 12:00 0.000 18857 12:00 0.000 Total Inflow Volume 1 QA 6 gal 55.256 24.530 16.187 2. 4 4 3 1.788 Peak Runoff Runoff Coeff crs 2.59 1 . 8 6 4. 8 3 2.65 1. 90 I nit. Storage in 0.00 0.00 0.607 0.557 0. 178 0.957 0.956 Fina 1 Storage in 0.99 0.84 Surcharging occurs when water rises above the top of the highest conduit. Node Type DlV 1-1 DIVIDER DIV 3-1 DIVIDER -SURF' 1-1 STORAGE -SURF 3-1 STORAGE - Node Flooding Summary **********·••******** No nodes were flooded. Storage Volume Summary ********************** SWMMS Average Hours Surcharged 497370.02 497370.02 497370.02 497370.02 Avg E&I Max. Height Above Crown F'eet o.uoo 0.000 0.357 0.266 Maximum Min. Depth Below Rim F'eet 0.000 0.000 1.643 1 . 7 34 Time of Max Maximum Pent. Error -1.35 -1. 4 0 Page 2 C Storage Unit SURF 1-1 SURF 3-1 Volume 1000 ft3 0. 00 0 0. 000 Post-Dev Output (POC-1) Pent Pent Full Loss 0 0 0 0 Volume 1000 ft] 1.073 o. 527 Pent Full 15 11 Occurrence days hr:min 18857 12: 13 18857 11: 56 Outfall Loading Summary Outfall Node POC-1 System Link Flow Summary ******************** Link BYPASS 1-1 -OUM 1-1 BYPASS 3-1 - DUM 3-1 -1-1 3-1 Flow Freq. Pent. 2.59 2.59 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY Conduit Surcharge Summary ************************* Avg. Flow CFS 0. 16 0. 16 Max. Flow ccs 9. 32 9.32 Total Volume 10"6 gal 55.256 :>5.256 Maximum Time of Max I Flow I Occurrence CFS days hr:min Maximum IVelocl ft/sec 2.38 18857 12:00 0. 26 14 1 06:35 1 . 71 188 5 7 12; 00 0.19 2351 22:02 2.36 188 5 7 12; 1 4 1. 71 188 5 7 12:00 Max/ Full Flow Max/ Full Depth Hours Hours Conduit ---------Hours Full-------- Both Ends Upstream Dnstream Above Full Capacity Normal Flow Limited BYPASS 1-1 0.01 0.01 0.01 497370.02 0.01 - OUM 1-1 0. 01 0.01 O.Cl 497370.02 0. 01 BYPASS 3-1 0.01 0.01 0.01 497370.02 0.01 -OUM 3-1 0. ()] 0.01 0.01 497370.02 0.01 SWMM5 Outflow CFS 2.36 1. 71 Page 3 C C Pre-Dev Output (POC-2) 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 Starling Date ............ AUG-28-1951 05:00:00 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 ... . Contini.;ity Error {9·) Flow Routing Continuity Dry Weather Inflow Wet. Weather Inflow ...... . Groundwater Inflow ...... . RDI I Inflow External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error I') Subcatchment Runoff Summary *************************** Volume acre-feet 402.230 14.697 304. 936 91.517 0.000 -2.218 Volume acre-feet 0. 000 91.517 0.000 0.000 0.000 91.517 0.000 0.000 0.000 0.000 0.000 Subcatchment Total Precip rn Total Runon rn DMA_2 67 5. 2 6 0.00 SWMMS Depth inches 675.260 24.674 511.924 153.638 0.000 Volume 10'"6 gal 0.000 29.822 0.000 0.000 0.000 29.822 0. 0 00 0. 0 00 0.000 O.OOC Total Evar, io 2 4 . 67 Total Infil ic 511.92 Total Runoff io 153.64 Total Runoff 10'"6 gal 2 9. 82 Peak Runoff Runoff CFS 8.03 Coe ff 0. 22 R Page 1 C Post-Dev Output (POC-2) 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 lime step. Analysis Options **************** Flow Units ········· CFS Process Models: Rainfall/Runoff .. YES Snowmel t ......... , ..... 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 05:00:00 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 drop used for Conduit BY?ASS 2-1 WARNING 04: minimum elevation drop used for Conduit OUM 2-1 Runoff Quantity Continuity Volume acre-feet ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (~l 593.104 69.068 197.862 336.634 0.037 -1. TIO Flow Routing Continuity Volume acre-feet * •• ****************** ••• *• Dry Weather Inflow Wet Weather Inflow ... . Groundwater Inflow ...... . ROI T lnf low External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (1) * * *. * *. * * * ** * * * * * * * * * * * * * * *. * *. * Highest Flow Instability Indexes ******************************** All links are stable. Routing Time Step Summary Minimum Time Step Average Time Slep Maximum Time Step Percent in Steady State Average Iterations per Step Subcatchment Runoff Summary SWMMS Total Precip 0. 000 336.616 0.000 0.000 0.000 334.080 0.000 2.503 0. 0 00 0.000 0.010 60.00 sec 60.00 sec 60.00 sec 0.00 1. 00 Total Runon Depth inches 675.260 78.635 225.270 383.264 0.043 Volume 10A6 gal 0.000 109.69i 0.000 0.000 0.000 108.865 0.000 0.816 0.000 0.000 Total Evap Total Infil Total Runoff Total Runoff Peak Runoff Runoff Coe ff Page 1 C C Subcatchment DMA 2-1 DMA 2-BYPASS IMP 2-1 675.26 675.26 675.26 LID Performance Summary *********************** Subcatchment IMP 2-1 Node Depth Summary ****************** Node POC-2 DIV 2-1 SURF 2-1 LID Control IMP 2-1 Type OUTFALL DIVIDER STORAGE Node Inflow Summary ******************* Node r'OC-2 DIV 2-1 SURF 2-1 Type OUTFALL D!VlOER STORAGE Node Surcharge summary *************** ........ * Post-Dev Output (POC-2) rn 0.00 0.00 19915.27 Total Inflow io in 69.55 22.89 956.48 Evap Loss rn io 185.48 477.12 0.00 Infil Loss io in 430.47 180.58 19777.92 Surface Outflow 10"6 gal 102.75 7. 64 102.04 Drain Outflow 20590.53 956.51 0.00 3001.19 16777.47 Average Depth Feet 0.00 0.00 0.02 Maximum Lateral Inflow CFS 1 . 78 l O. "., 9 0.00 Maximum Depth Feet 0.00 0.00 2.80 Maximum Total Inflow CFS Maximc1m HGL Feet Time of Max Occurrence days hr:min 0.00 0 00:00 0.00 0 00:00 2.80 15835 16:22 Lateral Time of Max Int low Occurrence Volume days hr:min 1 0" 6 gal 7.70 15835 16:00 10.59 1B857 12:00 10.33 18857 12:00 7. 64 4 102.039 0.000 Total Inflow Volume 10"6 gal 108.857 102.039 16.661 CfS 10. 37 1. 7 8 10. 5 9 I nit. Storage in 0.00 Surcharging occurs when water rises above the top of the highest conduit. Node DIV 2-1 SURF 2-1 Node Flooding Summary Type DIVIDER STORAGE No nodes were flooded. Storage Volume Summary Storage Unit SURF 2-1 Average Volume 1000 ft3 0. 152 Outfall Loading Summary SWMM5 Flow Freg. Hours Surcharged 497370.02 497370.02 Avg E&l Pent Pent Ful I Loss 0 Max. Height Above r::rown Feet 0.000 2.796 Maximum Volume 1 000 ft3 Avg. Flow Max. Flow Total Volume Min. Depth Below Rim Feet 0.000 0. 7 04 Max Pent Full 78 Time of Max Occurrence days hr:min 15835 16:21 Maximum Outflow CFS 6.37 0.637 0. 2 6 7 0. 961 Final Storage in 1 . 2 0 Pent. Error -0.71 Page 2 C Outfall Node POC-2 System Link Flow Summary Link BYPASS 2-1 OUM 2-1 2-1 Pent. 7.29 7. 2 9 Type DUMMY DUMMY DUMMY Post-Dev Output (POC-2) CFS CFS 0.11 7. 7 0 0.11 7.70 Maximum Time of Max I Flow I Occurrence CFS days hr:min 10.33 18857 12:00 0.26 141 06:36 6.37 15835 16:22 108.857 108.857 Maximum :Velocl ft/sec Max/ Full Flow Max/ Full Depth Conduit Surcharge Summary Conduit BYPASS 2-1 OUM 2-1 SWMM5 ---------Hours Full-------- Both Ends Upstream Dnstrearn Hours Hours Above Full Capacity Normal Flow Limited 0.01 0.01 0.01 0.01 0.01 497370.02 0.01 497370.02 0.01 0.01 Page 3 C C Pre-Dev Output (POC-3) EPA STORM WATER MANAGEMEN7 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 Snowmel t ......•....... , Groundwater· ......•• , .•. Flow Routing .......... . Water Quality ......... . Infiltration Method ..... . Starting Date ..•......•.. E:nding Date ...••......... Antecedent Dry oays ..... . Report Time Step ........ . Wet Time Step Dry Time Step ... Runoff Quantity Continuity Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (~I YES NO NO NO NO GREEN AMPT AUG-28-1951 05:00:00 MAY-23-2008 23:00:00 0. 0 01:00:00 00:15:00 04:00:00 Volume acre-feet 1934 .226 70.660 1,06.176 440.342 0.000 -2.221 Depth inches 67'.,.260 24.668 511.859 153.728 0.000 Flow Routing Continuity Volume acre-feet Volume 10"6 gal Dry Weather Inflow Wel Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored volume ... . E'inal Stored Volume ..... . Continuity Error (~) Subcatchrnent Runoff Summary *'********~**************** Subcatchrnent DMA 3 SWMM5 Total Precip in 675.26 0.000 440.342 0.000 0.000 0.000 440.342 0.000 0.000 0.000 0.000 0.000 Total Runon in 0.00 0.000 143.492 0.000 0.000 0. 000 143.492 0.000 0.000 0.000 0.000 Total EVdp rn 24.67 Total Inf i l rn 5 J J • 8 6 Total Runoff in 15 3. 7 3 Total Runoff 10"6 gal 143. 48 Peak Runoff Runoff CFS 38.61 Coe ff 0. 22 R Page 1 C C Post-Dev Output (POC-3) 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 Uni ts ....••......... CFS Process Models: Rainfall/Runoff ........ YES Snowme l t . . . . . . . . . . . . . . . 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 05:00:00 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 drop used foe Conduit BYPASS - WARNING 04: minimum elevation drop used foe Conduit OUM 4-1 WARNING 0 4 : minimum elevation WARNING 0 4 : minimum elevaLion ***********************'** 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 ...... . ROI I Inf low External Inflow ......... . External Outflow ..... . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume .. Final Stored Volume Continuity Error (·-I drop used drop used Volume acre-feet 2024. 747 104.674 1299.933 642.689 0. 034 -1 . 115 Volume acre-feet 0.000 642.685 0.000 0.000 0.000 642.461 0.000 0. 162 0. 000 0.000 0.010 foe foe Highest Flow Instability Indexes ** ***************** *' •••••• *. *** All links are stable. Routing Time Step Su~mary ******·****************** Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step Subcatchment Runotf Summary *************************** SWMM5 60.00 sec 60.00 sec 60.00 sec 0.00 1. 00 - Co~duit BYPASS Conduit OUM Depth inches 6"75.260 34.909 433.532 214.33() 0.011 Volume 10~6 gal 0.000 209.428 0.000 0.000 0.000 209.355 0. 0 00 0.053 Cl.()() 0 0.000 5-1 4-1 5-1 Page 1 C C Subcatchment OMA 4-1 OMA 5-1 DMA 3-BYPASS IMP 4-1 IMP 5-1 - OMA 3-BYPASS-S Total Precip rn 675.26 675.26 675.26 675.26 675.26 675.26 *********************** LID Pel'."formance Summary *********************** SubcatchmenL IMP_ 4-1 IMP_ 5-1 LID Control IMP 4-1 IMP 5-1 Node Depth Summary Node Type POC-3 OUTFALL DIV 4-1 DIVIDER DIV 5-1 DIVIDER SURF 4-1 STORAGE SURF 5-1 STORAGE ....... ,. ........... Node Inflow summary ******************* Node Type POC-3 OUTFALL DIV 4-1 DIVIDER -DIV 5-1 DIVIDER -SURF 4-1 STORAGE SURF 5-1 STORAGE Node Surcharge Summary Post-Dev Output (POC-3) Total Run on io 0.00 0.00 0.00 17616.50 21656.96 0.00 Total Inflow rn Total E:vap io 59. 9 ':i 82.20 18.25 930.55 962.30 22.48 Evap Loss rn Total Infil io 246.98 107.07 509.63 0.00 0.00 471.90 Inf i l Loss io Total Runoff io 377.42 497.54 152.35 17590.98 21638.81 191.42 Surface Outflow io Total Runoff 10A6 gal 79.65 18. 90 106.54 79.53 18.88 4.46 Drain Outflow rn 18291. 76 22332.22 930.58 962.33 0.00 0.00 2753.95 14837.68 3796.02 17843.56 Average Depth Feet 0.00 0.00 0.00 0.00 0.00 Maximum Lateral Inflow CFS 29. 91 9. 19 1 . 7 0 0.00 0.00 Maximum Depth Feet 0.00 0.00 0.00 1. :>6 0.31 Maximum Total Inflow CFS 38. 36 9. 19 1 . 70 8.63 1. 60 Maximum HGL Time of Max Occurrence Feet days hr:min 0.00 0 00:00 0.00 D 00:00 0.00 0 00:00 1 . S6 18857 12:20 0.31 18 85 7 11:55 Lateral Time of Ms, Inflow Oc:currer.ce Volume days hr:mln 10A6 gal 188:, 7 12:00 110.997 J. 8 8 5 7 12:00 7 9. 5 32 18 85 7 12:00 18.884 : B 8 5 7 12:00 0.000 168 5 7 12:00 0.000 Total Inflow Volume l QA 6 gal 209.340 79.532 18. 884 11.477 3. 094 Surcharging occurs when water rises above the t_op of lhe highest conduit.. Node DIV_4-1 DIV 5-1 SURF_4-1 SURF 5-1 Node Flooding Summary Type DIVIDER DIVIDER STORAGE STORAGE No nodes were flooded. Storage Volume Summary SWMM5 Hours Surcharged 497370.02 497370.02 497370.02 497370.02 Max. Height Above Crown Feet 0.000 0. DOO 1. 55 7 0.309 Min. Depth Below Rim Feet 0.000 0.000 1 . 2 7 3 1. 691 Peak Runoff CFS 9. 1 0 1. 66 28.93 9.19 1 . 7 0 0,98 Init. Storage io 0.00 0.00 Runoff coeff 0.559 0. 7 3 7 0. 226 0,962 0.969 0. 2 8 3 Final Storage io 0.97 1 . 4 2 Pent. Error -1. 27 -1 . 21 Page2 C C Storage Unit SURF 4-1 SURF~5-1 Average Volume 1000 ft3 0.004 0. 000 Outfall Loading Summary Outfall Node POC-3 system ******************** Link Flow Summary Flow Freq. Pent. 2. 78 2. 78 Post-Dev Output (POC-3) Avg E&I Pent Pent Full Loss Avg. Flow CFS 0.56 0.56 0 0 0 0 Max. Flow CFS 38.36 38. 36 Maximum Volume 1000 ft3 13.172 0. 4 93 Total Volume 10~5 gal 209.340 209.340 Max Pent Full 52 13 Time of Max Occurrence days hr:min 18857 12:19 18857 11:54 Maximum Time of Max Maximum IVelocl ft/sec Max/ Fu 11 Flow Max/ Full Depth I Flow I Occurrence Link Type CFS days hr :min BYPASS 4-1 DUMMY 8.63 18857 12:00 OUM 4 -1 DUMMY 0.56 18857 11: 4 3 BYPASS 5-1 DUMMY 1. 60 18857 12: 00 OUM 5-1 DUMMY 0. 10 141 06:22 4-1 DUMMY 7.53 18857 12:20 5-1 DUMMY 1.60 18857 11:55 Conduit Surcharge Summary ************************* Conduit ---------Hours Full-------- Both Ends Upstream Dnstream Hours Above Ful 1 Normal Flow BYPASS_ 4-1 OUM 4-1 BYPASS 5-1 OUM 5-1 SWMMS 0.01 0.01 0.01 0.01 0. 0 l 0.01 0.01 0.01 0.01 497370.02 0.01 497370.02 0.01 497370.02 0.01 497370.02 Hours Capacity Limited 0.01 C.01 0. 0 l 0.01 Maximum Outflow CFS 7.53 1 . 60 Page 3 ATTACHMENT 10 Drawdown Calculations TORY R. WALKER ENGINEERING Project Name. Project No .... .. POINSETIIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date ...................... . Drawdown Calculation for IMP 1-1 (POC-1) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.50 0.42 0.33 0.25 0.17 0.08 0.00 0.8 hours 3.25 in 0.61 1.50 ft 1.00 ft Volume (cf) Clor1flce (cfs) 1338 0.477 1102 0.470 871 0.463 645 0.456 425 0.449 210 0.441 0 0.434 Note: Orawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. 6T (hr) Total Time (hr) 0.000 0.0 0.138 0.1 0.137 0.3 0.136 0.4 0.135 0.5 0.134 0.7 0.133 0.8 TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSETIIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date ...................... . 1rawdown Calculation for IMP _2-1 (POC-2) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 2.50 2.42 2.33 2.25 2.17 2.08 2.00 1.92 1.83 1.75 1.67 1.58 1.50 1.42 1.33 1.25 1.17 1.08 1.00 0.92 0.83 0.75 0.67 0.58 a.so 0.42 0.33 0.25 0.17 0.08 0.00 12.1 hours 3.25 in 0.61 1.50 ft 1.00 ft Volume (cf) 23094 22244 21401 20563 19730 18903 18082 17266 16456 15651 14852 14059 13270 12487 11710 10938 10172 9411 8655 7904 7159 6420 5685 4956 4232 3514 2801 2093 1390 692 a Oorifice (cfs) 0.622 0.617 0.611 0.606 0.600 0.595 0.589 0.584 0.578 0.572 0.566 0.560 0.554 0.548 0.542 0.536 0.530 0.524 0.517 0.511 0.504 0.498 0.491 0.484 0.477 0.470 0.463 0.456 0.449 0.441 0.434 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the slot orifice in the basin outlet structure. Discharge is calculated based on underdrain orifice only. The 1.0" orifice in the riser structure is ignored (conservative). IIT (hr) Total Time (hr) 0.000 0.0 0.381 0.4 0.382 0.8 0.383 1.1 0.383 1.5 0.384 1.9 0.385 2.3 0.386 2.7 0.388 3.1 0.389 3.5 0.390 3.9 0.391 4.2 0.393 4.6 0.394 5.0 0.396 5.4 0.398 5.8 0.399 6.2 0.401 6.6 0.403 7.0 0.405 7.4 0.408 7.8 0.410 8.3 0.413 8.7 0.415 9.1 0.418 9.5 0.421 9.9 0.424 10.3 0.428 10.8 0.432 11.2 0.435 11.6 0.440 12.1 TORY R. WALKER ENGINEERING Project Name ...... . Project No ... POINSETTIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date .. Drawdown Calculation for IMP _3-1 (POC-1) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.50 0.42 0.33 0.25 0.17 0.08 0.00 0.8 hours 2.75 in 0.61 1.50 ft 1.00 ft Volume (cf) Qorlflce (cfs) 914 0.343 755 0.338 599 0.333 445 0.328 294 0.323 146 0.317 0 0.312 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. IIT (hr) Total Time (hr} 0.000 0.0 0.130 0.1 0.129 0.3 0.129 0.4 0.129 0.5 0.129 0.6 0.129 0.8 TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSETIIA 349·11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date ...................... . Drawdown Calculation for IMP_ 4-1 (POC-3) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (It) 0.67 0.58 0.50 0.42 0.33 0.25 0.17 0.08 0.00 1.6 hours 4.25 in 0.61 1.50 ft 1.50 ft Volume lcf) Oorlflce (cfs) 5017 0.901 4370 0.890 3728 0.879 3093 0.868 2463 0.856 1839 0.845 1220 0.834 607 0.822 0 0.810 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. Ill (hr) Total Time (hr) 0.000 0.0 0.201 0.2 0.202 0.4 0.202 0.6 0.203 0.8 0.204 1.0 0.205 1.2 0.206 1.4 0.207 1.6 TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSETIIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date ...................... . Drawdown Calculation for IMP 5-1 (POC-3) Total Orawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) o.so 0.42 0.33 0.25 0.17 0.08 0.00 1.2 hours 2.00 in 0.61 1.50 ft 1.00 ft Volume (cf) Oo,lflce (cfs) 737 0.182 609 0.180 483 0.177 3S9 0.174 237 0.172 118 0.169 0 0.166 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. 4T (hr) Total Time (hr) 0.000 0.0 0.196 0.2 0.196 0.4 0.196 0.6 0.196 0.8 0.194 1.0 0.196 1.2 ATTACHMENT 3 i \ Poinsettia -SWQMP ATTACHMENT 3: STRUCTURAL BMP MAINTENANCE THRESHOLDS AND ACTIONS 248 Maintenance Indicators and Actions for Structural BMPs Maintenance of Vegetated Infiltration or Filtration BMPs Biofiltration Basins qualify as vegetated filtration BMPs and are subject to the following maintenance indicators and actions: TYPICAL MAINTENANCE MAINTENANCE ACTIONS INDICATOR(S) FOR VEGETATED BMPs I Accumulation of sediment, litter, or j_ debris ' Poor vegetation establishment Overgrown vegetation Erosion due to concentrated • irrigation flow I,... •-·-··-· I Erosion due to concentrated storm I 1 water runoff flow i ---···---··-·-····--· Standing water in vegetated swales Remove and properly dispose of accumulated r11~te!ia!s,_ v.i]~~-out dama.!l.e_ to t~_e 11eg_et_atiC>_r,_. Re-seed, re-plant, or re-establish vegetation per original plans. ... " ". --... Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale r:!lay reguj~~ a mi~im~f!! 11eg_etaticrn hei!l_~~). Repair/re-seed/re-plant eroded areas and adjust the i~rigat!ons_ysterTl ---- Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at i flow entry points, or minor re-grading to restore ! proper drainage according to the original plan. 1 If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan an_d 249 Standing water in bioretention, biofiltration with partial retention, or biofiltration areas, or flow-through planter boxes for longer than 96 hours following a storm event* ___ .... _ Obstructed inlet or outlet structure Damage to structural components such as weirs, inlet or outlet structures Obstructed orifice grade, the [City Engineer] shall be contacted I prior to any additional repairs or reconstruction. ! Make ;PP~~pr;t~-~~7rect~-;-;;,-~~;~-;:;·~-s~ch-~-~ 1 adjusting irrigation system, removing Iii obstruction of debris or invasive vegetation, clearing underdrains (where applicable), or I _repairing/replacing dogged or compacted _soils.~ Clear obstructions. · -.. -·· ·-· ·-.... -·. ······ ----------·-----·-. -· -----.. -····I Repair or replace as applicable. I ' ' i ... _,. ---. --·-··· -·-------···--···--·-·-·-·"----------·-----------J Clear obstructions through access at top of catch basin. r-------------··-... ---·-·----------····--·--------------····---.... --·-· ··-··--·---·-·-------------------·---... -----.. ····---· ··-.,.---------··: , * These BMPs typically include a surface ponding layer as part of their function which \ I may take 96 hours to drain following a storm event. · ·---·---------- 250 ATTACHMENT 4 I \. ATIACHMENT 4: CITY STANDARD SINGLE SHEET BMP (SSBMP) EXHIBIT 251 ... i ... ' I I Ii) NOTE!! ELECTRONIC DATA RLES ARE FOR REFERENCE ONLY AND ARE NOT TO BE USED FOR HORIZONTAL OR VERTICAL SURVEY CONTROL. ©2018 O'Day Consultants, Inc. ... ... ; ; I ;' 258 Dr ; • ' G: \141018\Grodir:ig-Rough \1418A-GP-EXHB-SingleSheetBMP.dwg May 07, 2018 4; 15prn / ; / ' x,efs: 1418A-MAPG: 1418Jl.-UT',L; 1418A-STRM; B!... -LEN102-TI-151201; 1418A-GRAD: 14",888-ROAD: ,141888-SiRM; 1418A-UTt.-E~; 1L18C-ROAC: 1418C-S1TE-C1VIL; i418A-MAPG; 1418A-TOP0-NVGD29_A-GRAD 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 760-931-7700 Fax: 760-93i-8680 ODayConsultants.com Civi! Engineering Planning Processing Surveying DESIGNED BY: P.K. DATE: APRIL 2017 DRAWN BY: P.K., G.M. SCALE: 1" = 60' PROJECT MGR.: ~G-=O~. __ JOB NO.: 141018 ENGINEER OF WORK: DATE: RCE: "' "' "' "' "' "' DA TE INITIAL ENGINEER OF WORK ... ! BMP ID# BMP TYPE PARTY RESPONSIBLE FOR MAINTENANCE· NAM£· LENNAR HOMES ADDRESS: 25 £NlERPRISE, SUITE 300 AUSO lt7EJa CA 92656 PHONE NO.: (949) 349-8204 PLAN PREPARED BY: NAM£· GEORGE O'oAY COMPANY: O'oA Y CONSULTANTS, INC. ADDRESS: 2710 LOKER A VENUE ~ST SUITE 100 CARLSBAD, CA 92010 PHONE NO.: 760-931-7700 BMP NOTES: CONTACT: ANDREW HAN CERTIFICATION ___ _ 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 SWQMP FOR ADDITIONAL INFORMATION. BMP TABLE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) INSPECTION FREQUENCY MAINTENANCE FREQUENCY HYDROMODIFICATION AND TREATMENT CONTROL ' QUARTERLY & ~-~ BIOFIL TRA TION ~ TC-32 21,150 SF 507-2A 5,6,8-10,12,13 AFTER MAJOR SEMI-ANNUALLY BASIN STORM EVENT LOW-IMPACT DESIGN (L.I.D.) ROOF DRAIN TO I ~ • LANDSCAPING ' ) ) , (TYPICAL) · SOURCE CONTROL .-.<; ~~. STORM DRAIN INLET STENCILS EFFICIENT IRRIGATION LANDSCAPE/ OUTDOOR PESTICIDE USE D . . POOL & SPA I SEE PLAN TRASH STREETS SIDEWALKS SWEEPING WATER QUAUTY SIGN SEE PLAN SD-11 SD-13 SC-44 SD-12 SC-41 SC-E** SD-32 sc-P•• SEE DETAIL BELOW 123 EA 19 EA 1 EA 1 EA 7 EA 507-2A 5-13 , SEMI-ANNUALLY & AFTER MAJOR STORM EVENT REPLACE WHEN FADED WEEKLY ANNUALLY *ALL RESIDENCES WILL TIE ROOF DRAINS TO LANDSCAPE SWALES •• SEE SOURCE CONTROL CHECKUST FROM THE CITY OF CARLSBAD Bl.IP DESIGN MANUAL APPENDIX E. I I I Ii ! ~ [ o· 30' 60' SCALE: 1" 60' DATE INITIAL PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATffIMAYS CLEAN MAINTAIN WITH CAFE -NO MODFICATIONS WIT1-IOUT AoacY APPROVAL DATE INITIAL DETAIL -WATER QUALITY SIGN NOT TO SCALE CITY OF CARLSBAD ENGINEERING DEPARTMENT PO/NSEmA 61 SINGLE-SHEET BMP SITE PLAN GR20/ 7-0052 RECORD COPY PROJECT NO. C.T. 14-10 !3/!!.3 / 1i DRAWING NO. REVISION DESCRIPTION JI OTHER APPROVAL CITY APPROVAL INITIAL loATE 507-2A