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HomeMy WebLinkAboutCT 13-03; Robertson Ranch West Village Rancho Costera; ADDENDUM TO STORM WATER MANAGEMENT PLAN FOR RANCHO COSTERA; 2016-08-01 TECHNICAL MEMORANDUM TO: Toll Brothers Land Development Attention: Kevin Brickley 725 W Town & Country Road, Suite 200 Orange, CA 92868 FROM: Tory Walker, PE, CFM, LEED GA DATE: June 1, 2016. Revised July 11, 2016. Revised August 1, 2016. RE: Addendum to the Storm Water Management Plan for Rancho Costera, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes proposed revisions to the original, approved Storm Water Management Plan (SWMP No. 13-19) for Rancho Costera1 by Chang Consultants. Therefore, this report by Tory R. Walker Engineering is an addendum to the project’s approved SWMP. The addendum falls under the condition of prior lawful approval, meaning that the proposed revisions follow the criteria outlined in the 2007 MS4 permit and the City of Carlsbad’s January 14, 2011, Standard Urban Storm Water Management Plan (SUSMP). This addendum will be accompanied by final engineering plans by the project’s civil engineer, O’Day Consultants. Stormwater quality requirements are addressed in this report for the following DMAs: 3, 4, 5, 6, 7, 8, 9, 10, 11, 18, 19, 20, 21, 24, and 25. The aforementioned DMAs will be referred to as the “analyzed DMAs” in this addendum. Requirements for all other DMAs are covered by the project’s original approved SWMP. For each analyzed DMA, this addendum proposes the following amendments to the project’s approved SWMP:  Replace the biofiltration basin shown in the approved SWMP with a system of Contech Filterra Bioscape Vaults and an underground storage facility:  Pollutant control will be provided by the Filterra Bioscape Vaults, which will biofilter stormwater.  Flow control to satisfy hydromodification criteria will be provided by the underground storage facility. The following section of this addendum describes the specific details of the proposed amendments to the original approved SWMP. Analyzed DMAs are shown as color shaded areas on the BMP Plan exhibit in Attachment 1. For reference purposes, the DMAs not analyzed by this addendum are indicated on the BMP Plan by gray boundaries without color shading. Rancho Costera Addendum to SWMP August 1, 2016 2 Job # 369-01 AMENDMENTS TO SWMP Section 4.3 Low Impact Development Site Design BMPs (pg. 12 of original approved SWMP) The approved SWMP states that “bioretention areas will be used to treat on-site runoff from the proposed residential areas and to meet hydromodification requirements.” The bioretention areas in the approved SWMP are bioretention basins with an impermeable liner and underdrain to prevent infiltration into the underlying soil (also known as a flow-through planter or biofiltration basin). Bioretention areas are no longer proposed for the analyzed DMAs (DMAs 3, 4, 5, 6, 7, 8, 9, 10, 11, 18, 19, 20, 21, 24, and 25). Instead, this addendum proposes an integrated system of Filterra Bioscape Vaults and underground storage facilities in place of the original bioretention basins. The Filterra Bioscape Vaults treat on-site runoff and the underground storage facilities provide detention storage for meeting hydromodication requirements. The general concept of the BMP system proposed by this addendum for each analyzed DMA is shown in the plan view layout provided in Attachment 1. Just upstream of the Filterra unit and underground storage, on-site runoff will be conveyed via curb and gutter to curb inlets, which will incorporate a diversion structure. The diversion structure allows flow up to the water quality flow rate (Qwq) to discharge to the Filterra unit, while any flow in excess of Qwq bypasses the Filterra and discharges directly to the underground storage facility. Flow treated by the Filterra unit is conveyed via an underdrain pipe which will connect to the underground storage facility. The underground storage facility consists of a gravel filled storage layer and outlet structure for flow control. After passing through the outlet structure, flow is conveyed via stormdrain to the project’s points of compliance (POC). Details of the underground storage system are given in the hydromodification study provided in Attachment 4. Section 4.4 Treatment Control BMPs (pg. 12 of original approved SWMP) In lieu of bioretention basins, this addendum proposes Filterra Bioscape Vaults to treat the project pollutants of concern for the analyzed DMAs. Filterra units are essentially high rate flow-through planters (high rate surface biofilters) that utilize a filtration media that has a flow rate many times higher than typical amended soil. The Filterra Bioscape Vaults provide medium to high pollutant removal efficiency (equivalent to a bioretention basin with underdrain) within a smaller footprint and depth that can be feasibly integrated within the project site (see Contech brochure in Attachment 2 for pollutant removal performance). The rationale for not selecting other types of treatment control BMPs listed in the SUSMP is based on feasibility issues. Bioretention basins (with underdrain and impermeable liner) were found to have constructability issues related to large retaining walls that are necessary to support the grading around the basins. Alternate locations for bioretention would encounter similar issues because the project site is a hillside development with relatively steep topography. Slope instability was also a concern due to the combination of large retaining walls, possible leakage from the basins’ impermeable liners, and poorly draining soils. The same feasibility issues arise for the option to capture the design flow in a vault or sump and pump the flow to a bioretention area. Wet ponds and constructed wetlands were not selected because the project does not contain a perennial water source to support wet ponds or wetlands. These BMPs could also create vector issues. Subsurface sand or media filters (5 inch/hour design filtration rate) were not utilized because they require frequent maintenance and they are more sensitive to clogging by fines than biofiltration. The mulch and plant foliage in biofiltration systems tends to trap and breakup fine sediment, which helps prevent clogging by preventing a filter cake from Rancho Costera Addendum to SWMP August 1, 2016 3 Job # 369-01 forming over the media layer, as can often occur with sand filters. Furthermore, plant roots in the biofiltration media tend to enhance permeability. This is important because clay and fine sediment are prevalent, and the sloped nature of the project site increases the potential for erosion of such sediment from pervious areas into the drainage system. In addition, subsurface sand/media filters are much less visible than surface biofilters, and therefore performance issues and lack of maintenance are more prone to go on unnoticed and unattended. The Filterra Bioscape Vaults are flow-based BMPs, meaning that they are sized based on the calculated water quality flow rate (Qwq) to the BMP. Water quality flow rates were calculated per the rational method as outlined in the SUSMP. The rational method uses the equation Q = CiA, where Q = flow rate C = weighted runoff factor between 0 and 1 i = rainfall intensity A = area The standard rainfall intensity of 0.2 in/hr was used for calculating Qwq. Water quality flow rate calculations for each Filterra are provided in Attachment 2. Using the water quality flow rates from Attachment 2, Contech sized the Filterra units based on a media filtration rate of 140 in/hr (supporting documentation for sizing and the 140 in/hr filtration rate is included in Attachment 2). For some of the DMAs, the Qwq was high enough to require the flow to be distributed to two equally sized Filterra units. In these cases, the letters “A” and “B” are appended to the BMP identification number. For example, DMA 3 requires two Filterra units, which are referred to as BMP 3A and BMP 3B. Table 1 below summarizes the water quality flow rates and required Filterra units for each analyzed DMA. Rancho Costera Addendum to SWMP August 1, 2016 4 Job # 369-01 TABLE 1. FILTERRA BIOSCAPE VAULT CONFIGURATION TABLE DMA Qwq (cfs) BMP INNER DIMENSIONS (ft) ESTIMATED OUTER DIMENSIONS (ft) NUMBER OF INLETS UNDERDRAIN DIAMETER (in) LENGTH WIDTH 3 0.774 3A 16 8 17 x 9 2 6 3B 16 8 17 x 9 2 6 4 0.903 4A 18 8 19 x 9 2 6 4B 18 8 19 x 9 2 6 5 0.294 5 13 7 14 x 8 2 6 6 0.222 6 12 6 13 x 7 2 6 7 0.375 7 16 8 17 x 9 2 6 8 0.231 8 12 6 13 x 7 2 6 9 0.143 9 12 4 13 x 5 1 6 10 0.250 10 13 7 14 x 8 2 6 11 0.538 11A 13 7 14 x 8 2 6 11B 13 7 14 x 8 2 6 18 0.253 18 13 7 14 x 8 2 6 19 0.346 19 14 8 15 x 9 2 6 20 0.238 20 13 7 14 x 8 2 6 21 0.256 21 13 7 14 x 8 2 6 24 0.581 24A 13 7 14 x 8 2 6 24B 13 7 14 x 8 2 6 25 0.555 25A 13 7 14 x 8 2 6 25B 13 7 14 x 8 2 6 Section 4.5 Hydromodification (pg. 13 of original approved SWMP) Attachment 4 provides the revised hydromodification analysis for the analyzed DMAs. Section 5.0 Stormwater BMP Maintenance (pg. 15 of original approved SWMP) In addition to the maintenance requirements noted in the original SWMP, regular maintenance of BMP outlet structures and orifices must be performed to ensure potential blockages are minimized. Attachment 3 addresses specific BMP maintenance requirements for the Filterra units within the analyzed DMAs. Rancho Costera Addendum to SWMP August 1, 2016 5 Job # 369-01 SUMMARY This technical memorandum has demonstrated that the proposed amendments to the original, approved SWMP are sufficient to meet the City of Carlsbad 2011 SUSMP criteria if the BMP cross- sectional area and volume recommended within this technical memorandum, and the respective orifices and outlet structures, are incorporated as specified within the project site. KEY ASSUMPTIONS 1. This technical memorandum is an addendum to the project’s original, approved SWMP. Amendments proposed by this addendum apply only to the following DMAs: 3, 4, 5, 6, 7, 8, 9, 10, 11, 18, 19, 20, 21, 24, and 25. REFERENCES [1] – “Storm Water Management Plan for Rancho Costera – SWMP No. 13-19”, July 8, 2015, Chang Consultants. [2] – Order R9-2007-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). ATTACHMENTS 1. BMP Plan Exhibit and BMP Plan and Section Views 2. Filterra Supporting Calculations and Documentation 3. Filterra Operation and Maintenance Information 4. Hydromodification Analysis ATTACHMENT 1 BMP Plan Exhibit and BMP Plan and Section Views UNDERGROUND GRAVELSTORAGE FACILITYFILTERRA BIOSCAPE VAULTUNDERDRAIN TOUNDGERGROUND STORAGELOW FLOW PIPE TO FILTERRA(WATER QUALITY FLOW RATE)HIGH FLOW BYPASS PIPETO UNDERGROUND STORAGEINLET WITHDIVERSIONSTRUCTURECURBANDGUTTEROUTLET STRUCTURE(TYPE G-1 C.B.)OUTFLOW TO STORM DRAIN SYSTEMPLAN VIEW - FILTERRA AND UNDERGROUND STORAGE SYSTEM LAYOUT (TYPICAL)NOT TO SCALE ATTACHMENT 2 Filterra Supporting Calculations and Documentation Project Name…….Rancho Costera Project No………….369-01 Date…………………..5/4/2016 FILTERRA UNIT SIZING Project: Rancho Costera i:0.2 in/hr (assumed Water Quality rainfall intensity per MS4 permit R9-2007-0001) Filterra Unit ID:3 Contributing DMA(s):3 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 158259 1.0 0.64 0.774 PERVIOUS 104031 0.1 TOTAL 262290 TOTAL (ac)6.021 Filterra Unit ID:4 Contributing DMA(s):4 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 186498 1.0 0.68 0.903 PERVIOUS 101994 0.1 TOTAL 288492 TOTAL (ac)6.623 Filterra Unit ID:5 Contributing DMA(s):5 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 54874 1.0 0.43 0.294 PERVIOUS 92664 0.1 TOTAL 147538 TOTAL (ac)3.387 Filterra Unit ID:6 Contributing DMA(s):6 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 45432 1.0 0.64 0.222 PERVIOUS 29923 0.1 TOTAL 75355 TOTAL (ac)1.730 Filterra Unit ID:7 Contributing DMA(s):7 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 76007 1.0 0.61 0.375 PERVIOUS 56844 0.1 TOTAL 132851 TOTAL (ac)3.050 3 4 5 6 7 Project Name…….Rancho Costera Project No………….369-01 Date…………………..5/4/2016 FILTERRA UNIT SIZING Project: Rancho Costera i:0.2 in/hr (assumed Water Quality rainfall intensity per MS4 permit R9-2007-0001) Filterra Unit ID:8 Contributing DMA(s):8 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 47465 1.0 0.67 0.231 PERVIOUS 27405 0.1 TOTAL 74870 TOTAL (ac)1.719 Filterra Unit ID:9 Contributing DMA(s):9 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 29275 1.0 0.64 0.143 PERVIOUS 19669 0.1 TOTAL 48944 TOTAL (ac)1.124 Filterra Unit ID:10 Contributing DMA(s):10 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 51485 1.0 0.67 0.250 PERVIOUS 29894 0.1 TOTAL 81379 TOTAL (ac)1.868 Filterra Unit ID:11 Contributing DMA(s):11 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 107760 1.0 0.58 0.538 PERVIOUS 94208 0.1 TOTAL 201968 TOTAL (ac)4.637 Filterra Unit ID:18 Contributing DMA(s):18 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 51924 1.0 0.66 0.253 PERVIOUS 31637 0.1 TOTAL 83561 TOTAL (ac)1.918 9 10 11 18 8 Project Name…….Rancho Costera Project No………….369-01 Date…………………..5/4/2016 FILTERRA UNIT SIZING Project: Rancho Costera i:0.2 in/hr (assumed Water Quality rainfall intensity per MS4 permit R9-2007-0001) Filterra Unit ID:19 Contributing DMA(s):19 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 64870 1.0 0.45 0.346 PERVIOUS 104043 0.1 TOTAL 168913 TOTAL (ac)3.878 Filterra Unit ID:20 Contributing DMA(s):20 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 48693 1.0 0.65 0.238 PERVIOUS 31236 0.1 TOTAL 79929 TOTAL (ac)1.835 Filterra Unit ID:21 Contributing DMA(s):21 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 52221 1.0 0.64 0.256 PERVIOUS 34843 0.1 TOTAL 87064 TOTAL (ac)1.999 Filterra Unit ID:24 Contributing DMA(s):24 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 116378 1.0 0.58 0.581 PERVIOUS 102595 0.1 TOTAL 218973 TOTAL (ac)5.027 Filterra Unit ID:25 Contributing DMA(s):25 DMA Surface Type Area (sf)Runoff Factor C Weighted Runoff Factor Cw Water Quality Flow Rate Q = Cw*i*A (cfs) IMPERVIOUS 111757 1.0 0.59 0.555 PERVIOUS 92195 0.1 TOTAL 203952 TOTAL (ac)4.682 20 21 24 25 19 Filterra Infiltration Rate = 140 (in/hr) Filterra Flow per Square Foot = 0.0032 (ft3/sec/ft2) Filterra Flow Rate, Q = 0.0023 ft3/sec x Filterra Surface Area Rational Method, Q = C x I x A Site Flowrate, Q = (C x DI x DA x 43560) / (12 x3600) OR DA = (12 x 3600 x Q) / (C x 43560 x DI) where Q = Flow (ft3/sec) DA = Drainage Area (acres) DI = Design Intensity (in/hr) C = Runoff coefficient (dimensionless) DI C C C 0.2 1.00 0.85 0.50 Filterra 100%Commercial Residential LWFilterra Surface Area Flow Rate, Q Imperv. DA max DA max DA (ft) (ft) (ft2) (ft3/sec) (acres) (acres) (acres) 4 4 16 0.0519 0.257 0.302 0.514 6 4 24 0.0778 0.386 0.454 0.771 6.5 4 26 0.0843 0.418 0.492 0.836 8 4 32 0.1037 0.514 0.605 1.028 12 4 48 0.1556 0.771 0.907 1.543 6 6 36 0.1167 0.579 0.681 1.157 8 6 48 0.1556 0.771 0.907 1.543 10 6 60 0.1944 0.964 1.134 1.928 12 6 72 0.2333 1.157 1.361 2.314 13 7 91 0.2949 1.462 1.720 2.925 14 8 112 0.3630 1.800 2.117 3.600 16 8 128 0.4148 2.057 2.420 4.114 18 8 144 0.4667 2.314 2.722 4.628 20 8 160 0.5185 2.571 3.025 5.142 Available Filterra Box Sizes Filterra Sizing Spreadsheet Uniform Intensity Approach Storm Intensity = 0.20 in/hr 7/5/2016 Filterra® Bioretention System Solutions Guide ENGINEERED SOLUTIONS 2 Low Impact Development Site Planner © 2015 Contech Engineered Solutions LLC Stormwater Solutions from Contech Selecting the Right Stormwater Solution Just Got Easier... It’s simple to choose the right stormwater solution to achieve your goals with the Contech Stormwater Solutions Staircase. First, select the runoff reduction practices that are most appropriate for your site, paying particular attention to pretreatment needs. If the entire design storm cannot be retained, select a treatment best management practice (BMP) for the balance. Finally, select a detention system to address any outstanding downstream erosion. The Low Impact Development (LID) Site Planner is a free, web-based tool intended to guide you in preliminary selection of the most effective and likely to be approved stormwater control measures that are technically feasible given known site constraints. To utilize this tool, visit www.conteches.com/lidsiteplanner Benefits of the tool include: • A fast, easy-to-use tool that follows a Low Impact Development design approach consistent with regulations that prioritize Green Infrastructure. • Helps minimize the cost and delay of redesigns by prompting users to consider a wide range of common site constraints early in the design process. • Captures specific site conditions precluding the use of infeasible BMPs. • Allows flexibility to select flow through treatment controls where runoff reduction is not feasible. • Provides a summary report with links to design guides, standard details, and specifications for stormwater management approaches that are likely to be feasible and approved on the project. Learn more about all of our stormwater technologies at www.ContechES.com/stormwater 3 Learn more at www.ContechES.com/filterra Filtration and Biological Treatment in One System Stormwater management regulations such as Low Impact Development (LID) and Green Infrastructure (GI) have proliferated throughout the United States. Implementing LID and GI in urban environments is challenging, as they often require a large footprint. That doesn’t mean LID/GI is not possible, it just means the solution may take a more engineered form. Contech has addressed this need by developing a unique solution – the Filterra Bioretention System. What is Filterra? Filterra is an engineered biofiltration device with components that make it similar to bioretention in pollutant removal and application, but has been optimized for high volume/flow treatment in a compact system. Its small footprint allows Filterra to be used on highly developed sites such as landscaped areas, parking lots, and streetscapes. Filterra is adaptable and can be used alone or in combination with perforated pipes or chambers to optimize runoff reduction. How The Standard Offline Filterra Systems Works Stormwater runoff enters the Standard Offline Filterra system through a curb- inlet opening and flows through a specially designed filter media mixture contained in a landscaped modular container. The biofiltration media captures and immobilizes pollutants; some of these pollutants are then decomposed, volatilized and incorporated into the biomass of the Filterra system’s micro/macro fauna and flora. Stormwater runoff flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. The Standard Offline Filterra system utilizes a downstream catch basin or curb inlet for bypass flows allowing for the shallowest profile and most flexible design of any of the Filterra configurations. In areas where runoff reduction and infiltration are mandated or desirable, Filterra can be paired with other Contech products such as ChamberMaxx or an Urban Green Rainwater Harvesting system to provide even greater alignment with LID/GI goals. Bioretention as a Stormwater Management Strategy 4 • Regulatory Compliance – Multiple third-party field tests confirmed Filterra meets regulatory requirements for pollutant removal under TAPE, TARP, and NJCAT testing. • Value – Filterra offers a cost effective stormwater treatment system featuring easy installation and simple maintenance. • Aesthetics – Landscaping enhances the appearance of your site making it more attractive while removing pollutants. • Flexible – Multiple sizes and a variety of configurations available to meet site-specific needs. • Versatile – Filterra is ideal for both new construction and urban retrofits, as well as: »Streetscapes »Urban settings »Parking lots »Roof drains »Highways • Easy Installation – Delivered on-site, ready to lift and place. • Activation – Performed by Contech-certified providers to ensure effective performance from the start. • Maintenance – Simple and safe (no confined space access), and the first year of maintenance is included with the purchase of every system. Filterra® Features & Benefits Third-party field testing confirmed Filterra meets regulatory requirements for pollutant removal under nationally recognized TAPE, TARP, and NJCAT testing protocols. 5 Learn more at www.ContechES.com/filterra Filterra is offered in multiple configurations to meet site specific needs. These configurations make Filterra a versatile yet effective stormwater BMP with a low life-cycle cost. Filterra Internal Bypass – Curb The Filterra Internal Bypass – Curb incorporates a curb inlet treatment chamber and internal high flow bypass in a single structure. This eliminates the need for a separate bypass structure and enables placement on grade or in a “sag” or “sump” condition. Filterra Internal Bypass – Pipe The Filterra Internal Bypass – Pipe treats stormwater runoff from rooftops or other sub-grade sources such as area drains. Higher flows bypass the biofiltration treatment system via an overflow/bypass pipe design. Filterra - Street Tree The Filterra Street Tree accommodates trees larger than the standard small-medium-sized trees used in standard Filterra units. These larger trees can provide benefits to site landscape designs on canopy cover, tree count, or percentage of green area. Filterra – Sediment Chamber The Filterra Sediment Chamber includes a pre-treatment chamber that provides settling for debris and sediment, meeting water quality volume temporary hold requirements in some jurisdictions, and provides a treatment-train feature to a standard Filterra. Filterra – Recessed Top The Filterra Recessed Top allows for a seamless integration of Filterra into the landscape design with pavers, mulch, sod, or even architectural concrete. Additional Filterra® Configurations 6 Filterra® Media – Proven Pollutant Removal At the heart of the Filterra system is Filterra engineered biofiltration media; a specified gradation of washed aggregate and organic material homogeneously blended under strict quality controlled conditions. Using data from independent, third-party studies including the University of Virginia (TARP), Herrera Environmental Consultants (TAPE), Terraphase Engineering (NJCAT), North Carolina State University (TAPE & TARP) and Geosyntec Consultants, the filter media has been optimized to operate under high flow rates while maintaining pollutant removal performance. Filterra media is tested for hydraulic functionality, fertility, and particle size distribution to ensure uniform performance. Filterra media also supports a vegetation component consisting of grasses, shrubs, or trees that assist with the adsorption of pollutants with biological uptake/storage and pollutant consumption by microbes within the plant root zone. (Ranges varying with particle size, pollutant loading and site conditions) TSS Removal 85% Phosphorus Removal 70% Nitrogen Removal 43% Total Copper Removal 58% Dissolved Copper Removal 46% Total Zinc Removal 66% Dissolved Zinc Removal 58% Oil & Grease 93% Information on the pollutant removal efficiency of the filter media/plant media is based on third-party lab and field studies. Some jurisdictions recognize higher removal rates - see your Contech Stormwater Consultant for details. Measured Pollutant Removal Performance Filterra media has been optimized to operate under high flow rates while maintaining pollutant removal performance. 7 Learn more at www.ContechES.com/filterra Based on more than 20 years of research and development, testing and field monitoring, Filterra’s performance has been recognized by some of the nation’s most significant regulatory agencies, including the states of Washington, Virginia, Maryland and New Jersey, the District of Columbia, the Texas Commission on Environmental Quality and the Atlanta (GA) Regional Commission. Highlights regarding these approvals include: • Granted ESD (Environmental Site Design) status by the state of Maryland Department of the Environment (MDE). • GULD-approved for ALL pollutants of concern with the state of Washington Department of Ecology (WA- Ecology) with (2) TAPE field tests. • Third-party nationally recognized field/lab tests completed: (1) TARP, (2) TAPE, (1) NJCAT and (1) NC-DENR. Filterra® – Regulatory Approvals Filterra® – In the Field 7 We make it easy! The Filterra system is delivered to the job site with all components except plant and mulch. Filterra – Installation • Bioretention system sealed from construction sediment. • Contractor off-loads top and vault separately. • Set vault to grade on 6” compacted #57, pipe up, backfill, set top. Filterra – Activation • Contractors: Do NOT remove throat plate nor tree grate covers. • Vegetation selection guidance based on your climate zone. • Contech-certified providers conduct on-site activation with installation of mulch and plant. Filterra – Maintenance • The first year of maintenance is included with every system. • Maintenance is low-cost, low-tech and simple: »Remove trash, sediment, and mulch. »Replace with a fresh layer of 3” of mulch. »Can be done by landscape contractor. »No confined space entry. The first year of maintenance is included with the purchase of every Filterra system. We print our brochures entirely on Forest Stewardship Council certified paper. FSC certification ensures that the paper in our brochures contain fiber from well- managed and responsibly harvested forests that meet strict environmental and socioeconomic standards. FSC Filterra Brochure 3M 1/16 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITION OF SALES (VIEWABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ENGINEERED SOLUTIONS ©2016 Contech Engineered Solutions LLC 800-338-1122 | www.ContechES.com All Rights Reserved. Printed in the USA. Get Social With Us! ENGINEERED SOLUTIONS PIPE SoLUtIonS Meeting project needs for durability, hydraulics, corrosion resistance, and stiffness • Corrugated Metal Pipe (CMP) • Steel Reinforced Polyethylene (SRPE) • High Density Polyethylene (HDPE) • Polyvinyl Chloride (PVC) StoRMWAtER SoLUtIonS Helping to satisfy stormwater management requirements on land development projects • Stormwater Treatment • Detention/Infiltration • Rainwater Harvesting • Biofiltration/Bioretention StRUCtURES SoLUtIonS Providing innovative options and support for crossings, culverts, and bridges • Plate, Precast & Truss bridges • Hard Armor • Retaining Walls • Tunnel Liner Plate COMPLETE SITE SOLUTIONS Next Steps Dig Deeper Find all the information you need at www.ContechES.com, including field and laboratory test results, approvals, brochures, design guides, standard details and specifications within the product section of our site. Connect with Us We're here to make your job easier – and that includes being able to get in touch with us when you need to. www.ContechES.com/localresources. While you’re there, be sure to check out our upcoming seminar schedule or request an in-house technical presentation. Start a Project If you are ready to begin a project, contact your local representative to get started. Or you can check out our design toolbox for all our online resources at www.ContechES.com/startaproject. Links to Stormwater Design Tools: To use the Land Value Calculator, visit: www.ContechES.com/lvc To use the Design Your Own Detention System tool, visit: www.ContechES.com/dyods To use the Design Your Own Hydrodynamic Separator tool, visit: www.ContechES.com/dyohds To use the Rainwater Harvesting Runoff Reduction Calculator tool, visit: www.ContechES.com/rwh-calculator To use the Low Impact Development Site Planner tool, visit: www.ContechES.com/lidsiteplanner NJCAT TECHNOLOGY VERIFICATION Filterra® Bioretention System Americast Inc. August, 2013 i TABLE OF CONTENTS List of Figures ii List of Tables iii 1. Description of Technology 1 2. Laboratory Testing 2 2.1 Test Setup 2 2.2 Testing Procedures 6 2.3 Removal Efficiency Testing 8 2.4 Sediment Mass Loading Capacity 8 2.5 Scour Testing 8 2.6 Quality Assurance/Quality Control 9 3. Performance Claims 9 4. Supporting Documentation 11 4.1 Removal Efficiency Testing 11 4.2 Sediment Mass Loading Capacity Testing 12 4.3 Scour Testing 12 4.4 Quality Assurance/Quality Control 16 5. Design Limitations 17 6. Maintenance Plans 18 7. Statements 20 8. References 25 Verification Appendix 26 ii List of Figures Page Figure 1 Filterra Bioretention System ..............................................................................1 Figure 2 Schematic Test Unit ...........................................................................................3 Figure 3 Vibratory Hopper, Mixing Funnel and Influent Water Line ..............................4 Figure 4 View of the Laboratory Setup ............................................................................4 Figure 5 Plan View of the Laboratory Setup ....................................................................5 Figure 6 Effluent Pipe Discharging Water during Scour Testing ....................................5 iii List of Tables Page Table 1 Test Sediment Feed Results and Requirements .................................................6 Table 2 Summary of Removal Efficiency Testing........................................................13 Table 3 Summary of Sediment Mass Loading Capacity Testing ..................................14 Table 4 Summary of Scour Pre-Loading Flow Rates .................................................. 15 Table 5 Summary of Scour Test Sediment Pre-Load .................................................. 15 Table 6 Summary of Scour Test Flow Rates ............................................................... 16 Table 7 Summary of Scour Test Sediment Concentrations ......................................... 16 Table 8 Summary of QA/QC Samples .........................................................................17 1 1. Description of Technology The Filterra Bioretention System utilizes the physical, chemical, and biological treatment mechanisms of the proprietary filtration media, mulch, and vegetation planted in the unit, and associated microbes to remove pollutants typically found in urban stormwater runoff. Filterra is similar in concept to bioretention in its function and applications. During storm events, filtration and retention of stormwater pollutants occurs in the filtration media. The preservation or regeneration of hydraulic capacity as well as the treatment mechanisms occurs via biological processes facilitated by the vegetation and microbes between storm events. The Filterra Bioretention System is a standalone, fully equipped, pre-constructed drop-in place unit designed for applications in the urban landscape to treat contaminated runoff. Stormwater runoff flows through a specially designed filter media mixture contained in a landscaped concrete container. The filter media captures and immobilizes pollutants reducing the potential for re-suspension of sediments during high flow events; those pollutants are then decomposed, volatilized and incorporated into the biomass of the Filterra bioretention system’s micro/macro fauna and flora. Once the stormwater runoff flows through the filter media it continues into an underdrain system at the bottom of the pre-cast concrete unit, where the treated water is discharged. Higher flows bypass the Filterra via a downstream inlet structure, curb cut or other appropriate relief. (Figure 1) Figure 1 Filterra Bioretention System 2 For on-line installation, Filterra Internal Bypass – Curb (FTIB-C) units are used. A steel Terraflume internal bypass tray is installed on the surface of the FTIB-C unit (mulch layer) that contains a center pipe which allows bypass flows to enter and flow out of the unit via a 6-inch diameter polyvinyl chloride (PVC) pipe.1 The Standard Filterra (FT) installed in the field bypasses flows higher than the desired treatment flow rate externally for off-line design. 2. Laboratory Testing 2.1 Test Setup Filterra tested a full-scale, commercially available four-foot (4’) by four-foot (4’) Filterra Bioretention System (designated a 4’x4’ unit). Where “Filterra Bioretention System” is used throughout this report, this will represent both FT and FTIB-C units. A 4’ by 4’ FTIB-C unit was the model configuration selected for testing; however, both configurations provide water quality treatment in the same manner at the maximum treatment flow rate (MTFR). The 4’x4’ unit contains 16 square feet of filter surface area enclosed in a pre-cast concrete box. This unit is the smallest model size available for commercial application. The walls and bottom of the unit are constructed of 6-inch thick concrete (outer dimensions of the unit are five-foot by five-foot). The bottom of the unit contains an under-drain system consisting of a perforated 4-inch diameter PVC pipe in a 6-inch thick layer of stone, which is connected to a clean-out via a 90-degree elbow. Above the under-drain system is a 21-inch thick layer of specialized bioretention filtration media (proprietary blend) that is covered by a 3-inch thick layer of shredded mulch. Approximately 6 inches of ponding depth remained between the mulch layer and the top of the concrete box walls to confirm that the flow at the MTFR would not enter the internal bypass of a 4x4 FT configuration. The standard FTIB –C unit has a 10” ponding depth (Figure 2). This allows for the side walls of the tray to extend to the bottom of the top slab of the unit, preventing water already trapped in the unit from bypassing the unit and exporting captured pollutants. Influent (potable) water was obtained from an existing on-site fire hydrant located outside Filterra’s testing laboratory. A 2-inch diameter fire hose was connected from the fire hydrant to 2-inch diameter PVC piping which connected to a diaphragm valve (in the laboratory) to control the flow rate into the unit being tested. A paddle wheel flow meter providing instantaneous flow data was attached to the influent pipe to measure the influent flow rate into the unit. Downstream of the flow meter was the influent sediment feed via an auger screw attached to a vibratory hopper. The screw dispensed sediment into a large funnel for sediment mixing (see Figure 3) before discharging into a 6-inch diameter PVC pipe that fed into a constructed gutter that discharged into the FTIB-C. The laboratory test used a full-scale 4’ x 4’ FTIB-C with the Terraflume tray installed. The unit was filled with a mulch layer, specialized filtration media, and under-drain system. The unit tested also included an additional perforated stand-pipe component, per the recently issued New Jersey Department of Environmental Protection Filter Protocol (NJDEP, 2013b), that was capped at the bottom of the filtration media profile (set on the top of under-drain stone layer) and rose above the mulch to allow for head measurements. The FTIB-C discharged treated effluent water via a 4-inch diameter PVC pipe that had an open 1 A 8-inch diameter pipe is available for larger units. 3 channel section for effluent flow rate measurement. The entire bioretention system was raised off the floor of the test laboratory by a 48-inch high concrete riser to allow treated water to be sampled easily by staff and so that the effluent discharged by gravity into two 13-foot by 7-foot (273 cubic feet capacity each) concrete reservoirs. The first reservoir collected discharged effluent water during performance and sediment mass capacity testing. The second reservoir collected effluent water during scour testing and served as storage for a re-circulation loop. Figure 2 Schematic of Test Unit Discharge water from the FTIB-C captured in the concrete reservoir was pumped out during removal efficiency and sediment mass loading testing using a submersible pump or gasoline powered transfer pump. During removal efficiency and sediment mass capacity testing, new influent (potable) water from the fire hydrant was continually introduced into the Filterra Bioretention System. See Figures 4 and 5 for views of the laboratory test setup. 4 Figure 3 Vibratory Hopper, Mixing Funnel and Influent Water Line Figure 4 View of the Laboratory Setup 5 Figure 5 Plan View of the Laboratory Setup The set-up for scour testing was modified slightly from that described above as a higher flow rate was utilized. A 55-gallon container was located after the influent paddle wheel flow meter, prior to the bioretention unit. The 55-gallon container allowed for flow to come in via a 3-inch diameter hose and then flow into the simulated curb inlet more accurately representing flow into the unit. Treated and bypass flow was discharged via a 6-inch diameter PVC pipe (Figure 6). Figure 6 Effluent Pipe Discharging Water during Scour Testing 6 2.2 Testing Procedures Influent Water Influent water was obtained from a fire hydrant on-site, as noted above. Influent water temperature was monitored several times daily and ranged from 44.7-56.7 oF over the duration of the testing; background suspended sediment concentration (SSC) samples were collected with every odd numbered effluent sample. Test Sediment Feed For this laboratory test, Filterra used Sil-Co-Sil 106 as the test sediment. Sil-Co-Sil 106 is a hard, firm, and inorganic silica with a specific gravity of 2.65. Four samples of the test sediment were collected by Filterra and submitted to Analytical Resource, Inc. (Tukwila, Washington) for particle size distribution (PSD) analysis using the methodology of ASTM method D 422-63. A summary of the PSD analytical results and the requirements of the Filter Protocol are presented in Table 1. As can be seen, Sil-Co-Sil 106 is much finer than the sediment requirements of the NJDEP Filter Protocol. Table 1 Test Sediment Feed Results and Requirements Particle Size (µm) Passing (%) NJDEP Minimum Requirement (%) 1 2 3 4 250 100 100 99.9 100 90 150 99.9 99.9 99.8 99.7 75 75 93.5 93.3 93.3 92.6 50 50 -- -- -- -- 45 32 60.1 60.1 61.9 59.6 -- 22 47.3 45.5 47.3 41.6 -- 20 -- -- -- -- 35 13 34.6 34.6 34.6 27.1 -- 9 28.2 27.3 27.3 19.9 -- 8 -- -- -- -- 20 7 21.9 20 20.9 15.4 -- 5 -- -- -- -- 10 3.2 12.7 11.8 11.8 7.2 -- 2 -- -- -- -- 5 1.3 5.5 5.5 5.5 2.7 -- 7 During testing, the test sediment was fed into the influent water stream as described in Section 2.1. Initially, the paired (influent and effluent) sampling method was used per the Quality Assurance Project Plan (QAPP; Filterra 2013). However, the analytical results from the first 15 test runs indicated that the variability of the influent SSC concentrations was greater than the coefficient of variation [COV] requirement in the Filter Protocol (COV less than 0.1). Therefore, the remaining test runs were conducted using the test sediment feed calibration methodology in accordance with the Filter Protocol. The variability in the influent SSC was likely due to minor variations in the auger feed rate into the influent water stream. At the MTFR, utilizing a 1-liter sample container for sample collection, a small variation in test sediment feed due to sediment clumping or sediment particle size variation during dosing resulted in a COV greater than 0.1. Using the alternative acceptable test sediment feed calibration method, which employed a one minute sample interval, rather than a 1.5-second sample time (1-liter at MTFR of 23 gallons per minute (gpm) or 87 liters per minute) for paired sampling, greatly reduced the variability in measured test sediment feed. Flow Measurements A 2-inch diameter paddle wheel flow meter (6 to 60 gpm range) with digital read-out was installed for measuring the influent flow rate during removal efficiency and sediment mass loading capacity testing. A 3-inch diameter paddle wheel flow meter (60 to 600 gpm) with a digital read-out was installed for monitoring the flow rate during scour testing. The paddle wheel flow meters provided instantaneous flow rates that were recorded every minute during the tests. The flow meters were calibrated by the manufacturers prior to Filterra’s use. Filterra conducted timed-bucket measurements prior to and during testing to confirm flow rates. The 2-inch diameter flow meter consistently had readings approximately 30% less than the actual flow rates. Consequently the flow rates in the 6 to 60 gpm range were monitored and recorded with the effluent flow meter. Effluent flow rates were monitored in 1-minute intervals via a Marsh- McBirney FLO-DAR sensor with a Hach FL900 series flow logger which was calibrated by an outside vendor and checked by Filterra prior to use. The effluent flow monitoring data were downloaded daily or every few days by Filterra. Head Measurements A stand pipe set on top of the under-drain stone and within the specialized filtration media was used during all test runs to monitor head in the under-drain. The head measurements were collected using a Solinst 101 water level-meter when influent and/or effluent samples were collected and at 5 minute intervals at the start and end of the test. Head measurements were recorded after each measurement and the tolerance of the standpipe (water level meter) was within 0.125 inches. Effluent Grab Sampling Method Influent and effluent samples were initially to be collected via grab sampling at the end-of-pipe. However, as explained above, the influent water quality samples were collected by sampling the flow from the influent pipe into the FTIB-C only during the first 15 test runs. The effluent water quality samples were collected by sampling the effluent from the discharge pipe above the concrete reservoirs. A clean funnel was used in conjunction with clean 1-liter plastic sample 8 containers to ensure whole volume sampling from the influent and effluent pipes. The funnel was rinsed between sample collections using distilled water. Samples were transported to the independent analytical laboratory (Analytics Laboratory of Ashland, Virginia) to determine the SSC using the methodology of ASTM method D3977-97. In addition, separate (duplicate) samples were analyzed by Filterra in-house to check the independent analytical laboratory’s results and provide quick turnaround time sampling results to calculate the influent COV. 2.3 Removal Efficiency Testing Removal efficiency testing was conducted using an influent sediment concentration of 200 milligrams per liter (mg/L) +/- 10%. The 4’ x 4’ unit was tested at the maximum treatment flow rate (MTFR) of 140 inches per hour (in/hr.) or 23 gpm (140 in/hr. * 4 ft. * 4 ft. * 1ft/12 inches * 7.48 gallons/ft3 * 1 hr./60 minutes). After initiating and stabilizing the flow rate at the MTFR, influent sampling began after one detention time (6.7 minutes) and effluent sampling began after two detention times (approximately 15 minutes) since the FTIB-C does not contain a wet sump. Test runs #1 through #15 each lasted 54 minutes and six approximately evenly spaced influent and effluent sample pairs were collected downstream of the FTIB-C during each of the first 15 test runs. Background samples were collected every 16 minutes in conjunction with every odd numbered effluent sample collected. Test runs #16 through #27 lasted 64 minutes each and five approximately evenly spaced effluent samples were collected during each test run. The first effluent sample in test runs #16 through #27 were collected after three detention times per the Filter Protocol. In the middle of the test run, after checking the test sediment feed, another three detention times were allowed to pass prior to effluent sample collection. A total of 27 test runs were conducted to determine removal efficiency (15 paired sampling test runs and 12 test runs using test sediment feed calibration). 2.4 Sediment Mass Loading Capacity As a continuation of the removal efficiency testing, sediment mass loading capacity testing was conducted. After initiating and stabilizing the flow rate at the MTFR, effluent sampling began after one detention time (6.7 minutes). Five effluent samples were collected at 15 minute intervals over each 81 minute test run. Background samples were collected every 30 minutes in conjunction with every odd numbered effluent sample collected. Per the Filter Protocol, test runs (#28 through #51) were conducted using an influent SSC concentration of 400 mg/L at a flow rate of 140 in/hr. (23 gpm). Testing was conducted until the FTIB-C went into bypass. 2.5 Scour Testing At the conclusion of the sediment mass load capacity testing, the spent filtration media was removed from the FTIB-C and new bioretention filtration media was installed to restore the unit back to a new condition. Due to the FTIB-C storing sediment in the mulch and pore spaces of the bioretention filtration media, pre-loading of the unit was conducted by dosing influent water at 23 gpm (MTFR) with a 1,000 mg/L SSC concentration to the target pre-load mass of 26.1 pounds (the anticipated mass load of sediment after six months). At the conclusion of scour test #1, the mass of the sediment scoured was calculated. An equal mass of sediment was added back 9 into the unit by flowing influent water at 23 gpm with a sediment concentration of 1,000 mg/L into the unit until the mass that had been scoured was replaced. While not required by the Filter Protocol, an additional 26.1 pounds of sediment was added in the same manner prior to the start of scour test 2 (pre-load target of 52.2 pounds) and a total of 104.4 pounds was pre-loaded into the unit for scour test #3 to represent one and two year sediment loads without maintenance, respectively. A 13-foot by 7-foot concrete reservoir was filled with feed water from the fire hydrant and the water was pumped via a transfer pump through the FTIB-C at flow rate of 250 gpm2 without the addition of sediment. The flow rate was stabilized at 250 gpm within 5 minutes of starting the test (t = 5 minutes) and effluent sampling began after one detention time (t = approximately 7 minutes). Seventeen effluent samples were collected over the duration of the test at two minute intervals (total scour test time was 40 minutes). Background samples of the influent water from the reservoir were collected at the same time as odd numbered effluent samples (every 4 minutes). Three scour tests (scour test #1, #2, and #3), representing a 6-month, 1-year, and 2-year sediment load, were conducted in this manner. 2.6 Quality Assurance/Quality Control During laboratory testing, quality assurance/quality control (QA/QC) samples were submitted to the analytical laboratory to assess for equipment contamination (equipment blanks) and to assess for laboratory accuracy (performance evaluation (PE) samples). The equipment blank samples were collected by rinsing the funnel (post decontamination) used for sample collection with distilled water. PE samples were generated by placing 200 milligrams (during removal efficiency testing) or 400 milligrams (during sediment mass loading capacity testing) of test sediment into a 1-liter sample bottle containing 1-liter of distilled water. To check the quality of the distilled water being used for decontamination and test blanks, distilled water was poured directly into a 1-liter sample container. In addition, the analytical laboratory conducted internal QA/QC procedures during analysis of the samples. Samples were grouped in batches of 20 and a laboratory duplicate, method blank, and PE sample (prepared known SSC concentration from Ultra Scientific, an ISO17025/Guide 34 vendor) were analyzed with each batch. 3. Performance Claims Per the NJDEP verification procedure document (NJDEP, 2013a), the following are the performance claims made by Filterra and/or established via the laboratory testing conducted. Total Suspended Solids Removal Rate Based on the laboratory testing conducted, the Filterra Bioretention System achieved greater than 80% removal efficiency of suspended solids. In accordance with the NJDEP procedure for obtaining verification of a stormwater manufactured treatment device from NJCAT (Procedure; NJDEP 2013) the TSS removal efficiency is rounded down to 80%. 2 Flow rate for a 10-year storm event derived from the New Jersey BMP Manual (IDF curve for Trenton). The 10-year event is what many engineers around the country require when sizing the Filterra system. 10 Maximum Treatment Flow Rate For all of the commercially available model sizes, the infiltration rate of the Filterra Bioretention System is 140 inches per hour per square foot (1.45 gpm/ft2) of filtration media surface area. The infiltration rate on the 4’ x 4’ unit results in a MTFR of 23 gpm. This flow rate was the MTFR used for removal efficiency and sediment mass loading capacity testing. Maximum sediment storage depth and volume There are typically 6 inches of headspace above the mulch layer in the Filterra Bioretention System. The available volume is dependent on the size of the unit. The unit tested (4’ x 4’) has 8 cubic feet of available storage volume. In addition, sediment is typically stored in the mulch layer and pore spaces of the specialized bioretention filtration media in the unit. Effective treatment, filtration, and sedimentation areas The Filterra Bioretention System is a high flow rate bioretention unit with specialized bioretention filtration media that can treat 140 inches per hour per square foot of surface area. The total surface area to be treated is dependent on the size of the unit used. Detention time and wet volume The wet volume of the Filterra Bioretention System is approximately 21 cubic feet for the 4’ x 4’ unit, which equates to a detention time of approximately 6.7 minutes. Sediment Mass Loading Capacity Based on the testing results of the Filterra Bioretention System, the sediment mass loading capacity is approximately 24 pounds per square foot of surface area. Maximum allowable inflow drainage area Based on the results of the laboratory testing, approximately 384 pounds of sediment (24 lb/ft2) can be loaded onto the 4’ by 4’ Filterra Bioretention System, while maintaining an overall 80% removal efficiency, prior to the unit going into bypass. That equates to approximately 0.64 acres of allowable inflow drainage area per the NJDEP Process Document. However, using the New Jersey hydraulic sizing information (1.25 inches of rainfall in a 2-hour storm event) the Filterra Bioretention System has an allowable inflow area of only 0.087 acres for the 4’ by 4’ unit. Therefore, the hydraulic sizing of the 4’ by 4’ unit is the limiting factor and thus governs the maximum allowable inflow drainage area. Relevant Calculations For the first fifteen test runs during removal efficiency testing, the average influent concentration was determined as the mean of the measured influent concentrations. For the remaining test runs, the average influent concentration was determined as follows: 11 The removal efficiency of each test run was calculated using the equation below (per the Filter Protocol): The cumulative sediment retained on the unit tested was calculated using the equation below: 4. Supporting Documentation The NJDEP Procedure (NJDEP, 2013a) for obtaining verification of a stormwater manufactured treatment device (MTD) from the New Jersey Corporation for Advanced Technology (NJCAT) requires that “copies of the laboratory test reports, including all collected and measured data; all data from performance evaluation test runs; spreadsheets containing original data from all performance test runs; all pertinent calculations; etc.” be included in this section. For the Filterra test evaluation this constitutes hundreds and hundreds of pages. This was discussed with NJDEP and it was agreed that as long as such documentation could be made available by NJCAT upon request that it would not be prudent or necessary to include all this information in this verification report. 4.1 Removal Efficiency Testing A total of 27 test runs were conducted during the removal efficiency testing. The first fifteen test runs were conducted using paired influent and effluent sampling. These test runs had an average removal efficiency of 92%. However, 12 of the 15 test runs did not meet the requirements of the Filter Protocol due to the COV of the influent sediment concentration being greater than 0.1 Test runs #16 through #27 were conducted using the test sediment feed calibration method to account for the small amounts of variability in test sediment feed over short periods of time. All twelve of these test runs met the requirements of the Filter Protocol (COV less than 0.1) in addition to test runs #2, 6, and 10. The 15 qualified test runs had an overall average removal 12 efficiency of 90%. Statistical analysis of the 27 test runs indicated that the effluent SSC concentrations were significantly different than the influent SSC concentrations (Wilcoxon rank sum test, p<0.05). Table 2 contains a summary of the 27 test runs, including flow rate, influent concentration (where applicable), test sediment feed rate (where applicable), effluent concentration, removal efficiency, maximum head in the under-drain system, and cumulative sediment accumulation. (Note: Head measurements changed as water backed up inside the unit during sediment loading. When loading stopped at the end of the day the water drained down.) 4.2 Sediment Mass Loading Capacity Testing A total of 51 test runs were conducted at the MTFR (COV of influent SSC concentrations less than 0.1) during the sediment mass loading capacity testing. These test runs were all conducted using the test sediment feed rate monitoring method. Including the 27 test runs conducted as part of the removal efficiency testing, per the Filter Protocol, approximately 384 pounds of sediment was loaded into the Filterra Bioretention System and 317 pounds of sediment was retained in the unit during testing before the FTIB-C went into bypass. During the sediment mass loading capacity testing, the unit maintained an average removal efficiency of 82% (51 test runs). Table 3 contains a summary of sediment mass loading capacity testing results. 4.3 Scour Testing Scour Pre-Loading Pre-loading was conducted prior to each of the three scour tests at a flow rate of approximately 23 gpm with a sediment concentration of approximately 1,000 mg/L (Table 4 – below). For scour test #1, the unit was pre-loaded with the anticipated 6-month load (26.1 pounds)3. However, due to varying concentrations in the test sediment feed rate, a net total of 31.7 pounds was pre-loaded into the unit after accounting for the sediment in the effluent (see Table 5 below). Upon conclusion of scour test #1, the mass of sediment scoured from the unit was calculated (0.16 pounds). The suspended sediment in the influent to the bioretention unit during scour test pre-load #2 added an additional 21.3 pounds of sediment to the bioretention unit for an anticipated total of 52.2 pounds of sediment (a net total of 52.9 pounds was actually added – see Table 5 below). After calculating the mass scoured during scour test #2 (approximately 0.08 pounds) and targeting loading 51.2 pounds at the MTFR with an a target influent SSC concentration of 1,000 mg/L (actual average influent SSC concentration was 994 mg/L – see Table 4 below) during pre-loading for scour test #3, the actual final sediment loading into the unit was a net total of 104.0 pounds (see Table 5 below). Based on scour pre-loading results at 1,000 mg/L influent SSC concentration, SSC removal efficiency testing at 200 mg/L influent SSC concentration, and sediment mass loading capacity testing at 400 mg/L influent SSC concentration, no relationship exists between influent SSC concentration and SSC removal. 3 Maximum inflow area based on New Jersey hydraulic sizing criteria of 1.25-inch storm is 0.087-acres. Using an anticipated inflow loading of 600 pounds per acre, a 1-year load into the unit would be 52.2 pounds of sediment. 13 Table 2 Summary of Removal Efficiency Testing 14 Table 3 Summary of Sediment Mass Loading Capacity Testing 15 Table 4 Summary of Scour Pre-Loading Flow Rates Test ID Average Influent Concentration (mg/L) Average Effluent Concentration (mg/L) Average Effluent Flow Rate (gpm) Standard Deviation (gpm) Coefficient of Variation SCOUR- PL1 1,009 86.0 23.2 0.21 0.01 SCOUR- PL2 1,023 82.4 23.1 0.23 0.01 SCOUR- PL3 994 103.6 23.1 0.22 0.01 Table 5 Summary of Scour Test Sediment Pre-Load Test ID Test Period (minutes) Average Sediment Test Feed (g/min) Standard Deviation (g/min) Coefficient of Variation Total Mass After Pre-Load (pounds) Targeted Sediment Loading Period (months)4 SCOUR-PL1 178 88.6 2.1 0.02 31.7 6 SCOUR-PL2 118 89.2 0.4 0.01 52.9 12 SCOUR-PL3 298 87.2 1.1 0.01 104.0 24 Scour Testing The three scour tests were all conducted at approximately 250 gpm for a period of 40 minutes (Table 6 below). Seventeen effluent and nine background concentrations were measured for each scour test. Background concentrations for scour tests 1 and 2 were all below 15 mg/L; for scour test 3, three background concentrations were slightly above the maximum allowable 20 mg/L (20.3, 20.4, 20.8 mg/L). When corrected for the background sediment concentration of the influent water, the average effluent concentration (scoured concentration) for each of the three scour tests was between 0.9 and 2.6 mg/L (see Table 7 below). The average effluent (scoured concentrations were well below the 20 mg/L requirement in the Filter Protocol. 4 Based on 600 pounds per acre allowable inflow area loading and NJDEP 1.25-inch/2-hour stormwater quality design storm sizing. 16 Table 6 Summary of Scour Test Flow Rates Test ID Test Period (min) Average Flow Rate (gpm) Standard Deviation (gpm) Coefficient of Variation SCOUR-T1 40 252.1 2.4 0.01 SCOUR-T2 40 252.2 1.6 0.01 SCOUR-T3 40 251.9 1.3 0.01 Table 7 Summary of Scour Test Sediment Concentrations Test ID Average Background Concentration (mg/L) Average Effluent Concentration (mg/L) Average Scoured Concentration (mg/L) Mass Lost During Scour Test (pounds) SCOUR-T1 10.8 12.7 1.9 0.16 SCOUR-T2 10.8 11.7 0.9 0.08 SCOUR-T3 18.6 21.3 2.6 0.22 4.4 Quality Assurance/Quality Control The QA/QC sample results indicated that the analytical laboratory was generally reporting accurate results (Table 8). The source blank samples were reported as non-detect. The Ultra Scientific prepared sample with a known sediment concentration submitted during removal efficiency testing was reported as 194 mg/L, representing a 3% difference from the expected concentration (200 mg/L). The two PE samples submitted during sediment mass loading capacity testing were reported as 394 mg/L and 395 mg/L, both representing a less than 2% difference with the expected concentration (400 mg/L). In addition, the equipment blanks that were submitted for analyses were reported as non-detect, indicating that the sampling equipment was not causing sediment cross-contamination. 17 Table 8 Summary of QA/QC Samples Sample ID Sample Date Result (mg/L) Description RE-T15-BG4A 2/14/2013 <1.00 Equipment blank RE-T15-BG5A 2/14/2013 194 Known Standard, 200 mg/L RE-T15-BG6A 2/14/2013 <1.00 Source blank SED-T4-BG4A 2/20/2013 <1.00 Equipment blank SED-T4-BG5A 2/20/2013 395 Known Standard, 400 mg/L SED-T4-BG6A 2/20/2013 <1.00 Source blank SED-T27-BG4A 2/27/2013 <1.00 Equipment blank SED-T27-BG5A 2/27/2013 394 Known Standard, 400 mg/L SED-T27-BG6A 2/27/2013 <1.00 Source blank 5. Design Limitations Required Soil Characteristics Site stabilization should occur prior to unit activation to limit sediment loading in the influent water into the unit. Slope The FTIB-C must be set in a sump on slopes no greater than 2%. Steep slopes should be addressed with Filterra engineering personnel on a case by case basis. Maximum Flow Rate The MTFR is 140 inches per hour per square foot (23 gpm for the 4’ x 4’ unit). Maintenance Requirements Filterra includes a 1-year maintenance plan with each unit purchased. Typical maintenance on the units does not require confined space entry, pumping or vacuum equipment. All maintenance can be effectively performed by properly trained landscape personnel. Please refer to the Filterra Operation and Maintenance (O&M) Manual for a detailed maintenance checklist http://www.filterra.com/index.php/maintenance/ Driving Head The Filterra Bioretention System operates without a driving head. 18 Installation limitations For installation procedures and requirements please refer to Filterra’s Installation Manual http://www.filterra.com/index.php/support/. In general, installation on steep slopes must be addressed with engineering support on a case by case basis. The following specific limitations apply to the Filterra model configurations: • Standard Unit (FT) - This system is not to be placed in a sump as there would be no effective bypass • Internal Bypass-Curb (FTIB-C) - Must be set in sump not on slopes greater than 2% Configurations There are a number of configuration options to deal with different conveyances. The Filterra Bioretention System is very flexible depending on the inlet flow of water, flow rate, and location of the system. Structural Load Limitations The tops of the unit are rated for H-20 loading (32,000 pounds per truck axle). Pretreatment Requirements There are no pre-treatment requirements for the Filterra Bioretention System. Limitations in Tailwater The outlet pipe should be at an elevation greater than the tailwater or receiving water body or structure so as to not allow for water to backup into the unit. However, a check valve (such as a Tideflex® valve) can be used to install the unit in areas where the receiving water body or system’s water elevation is greater than the outlet pipe. Depth to Seasonal High Water Table Depth of the seasonal high water table is not an issue with the Filterra Bioretention System as it includes a pre-cast concrete box with a solid floor and the weight of the Filterra Bioretention System (fully loaded with media and under-drain stone) will weigh more than the water it will displace. 6. Maintenance Plans Regular maintenance of the Filterra Bioretention System is necessary. The Filterra O&M Manual http://www.filterra.com/index.php/maintenance/ describes the general operation and maintenance requirements of the Filterra® and contains a maintenance checklist complete with problem identification, conditions to check for, conditions that should exist, and actions to be taken to remedy the problem. 19 As the Filterra Bioretention System contains many living organisms, regular maintenance will extend the longevity of the unit. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the system. These materials may include trash, silt, leaves, or other debris which will be contained in the space below the top grate and above the mulch layer. Too much silt may obstruct the unit’s flow rate, which is the reason for requiring site stabilization before using the Filterra Bioretention System, minimizing potential sediment loads. In addition, regular replacement of the mulch layer, on the recommended 1-year maintenance frequency, significantly inhibits the accumulation of sediment and replenishes organics within the media. Maintenance of the unit does not require confined space access, pumping, vacuum equipment or specialized tools. Properly trained landscape personnel can effectively maintain the Filterra Bioretention System. Routine annual maintenance is recommended based on the results of the sediment mass loading capacity testing. Varying land uses can affect maintenance frequency; e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented require additional maintenance visits outside of typical annual maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits than the recommended annual maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Owner predict future maintenance frequencies, reflecting individual site conditions. Each maintenance visit should consist of the following tasks; 1. Inspection of the unit and surrounding area a. Check for: standing water, damage to box structure and grate, if the bypass is clear b. Take photographs for documentation 2. Removal of tree grate and erosion control stones, if present a. Remove metal grates and erosion control stones, if present, for access into unit b. Dig out silt (if any) and mulch as well as trash and foreign items 3. Removal of debris, trash, and mulch a. After removal of mulch, trash, and debris, measure the distance from the top of the specialized filtration media to the bottom of the top slab b. If this distance is greater than 12 inches, add Filterra media (not top soil or other) to bring the filtration media level to a distance of 9 inches to the bottom of slab c. Record these measurements and amount of media replaced and save for reference 4. Replace mulch a. Add double shredded mulch evenly to a depth of 3 inches on the surface of the media b. Ensure correct repositioning of erosion control stones, if present, by the inlet 20 c. Replace the grates, taking care not to damage the plant 5. Evaluate plant health a. Examine the plant’s health and replace if indicated b. Prune as necessary to promote growth 6. Clean area around Filterra a. Clean area around unit and remove all refuse b. Dispose of all waste appropriately 7. Complete paperwork a. Good documentation of maintenance performed helps with future servicing b. Some jurisdictions may require submission of maintenance reports Ideal tools for maintenance include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T-Bar or crowbar should be used for moving the tree grates, which can weigh up to 170 pounds each. Most maintenance visits require only replacement mulch. Three bags of double shredded mulch are used per unit (on a standard 6’ x 6’ size unit). Some maintenance visits may require additional specialized filtration media, available from a supplier. 7. Statements The NJDEP procedure for obtaining verification of a MTD from NJCAT (NJDEP 2013a) requires signed statements from the manufacturer, third-party observer (if applicable), independent test facility (if applicable) and NJCAT regarding the testing and any conflicts of interest. Following are signed statements from Filterra, Terraphase Engineering and NJCAT. 21 22 23 Center for Environmental Systems Stevens Institute of Technology Castle Point on Hudson Hoboken, NJ 07030-0000 August 27, 2013 Elizabeth Dragon Environmental Engineer New Jersey Department of Environmental Protection Bureau of Nonpoint Pollution Control 401-02B, PO Box 420 Trenton, NJ 08625-0420 Mindy Hills Research & Development Manager Filterra Bioretention Systems 11352 Virginia Precast Road Ashland, VA 23005 Ryan Janoch, PE Terraphase Engineering Inc. 1404 Franklin Street, Suite 600 Oakland, CA 94612 To all, Based on my review, evaluation and assessment of the testing conducted on the Filterra Bioretention System (FTIB-C) by Filterra and observed by Terraphase Engineering Inc., the test protocol requirements contained in the “New Jersey Laboratory Testing Protocol for Manufactured Treatment devices that Utilize Filtration for Total Suspended Solids Removal” (NJDEP Filter Protocol) were met or exceeded. Specifically: Test Sediment Feed Filterra used Sil-Co-Sil 106 as the test sediment which is much finer than the sediment requirements of the NJDEP Filter Protocol. 24 Removal Efficiency Testing A total of 27 test runs were conducted during removal efficiency testing. The first fifteen test runs were conducted using paired influent and effluent sampling. These test runs had an average removal efficiency of 92%. However, 12 of the 15 test runs did not meet the requirements of the Filter Protocol due to the COV of the influent sediment concentration being greater than 0.1 Test runs #16 through #27 were conducted using the test sediment feed calibration method to account for the small amounts of variability in test sediment feed over short periods of time. All twelve of these test runs met the requirements of the Filter Protocol (COV less than 0.1) in addition to test runs #2, 6, and 10. The 15 qualified test runs had an overall average removal efficiency of 90%. Sediment Mass Loading Capacity A total of 51 test runs were conducted at the MTFR (COV of influent SSC concentrations less than 0.1) during the sediment mass loading capacity testing. These test runs were all conducted using the test sediment feed rate monitoring method. Including the 27 test runs conducted as part of the removal efficiency testing, per the Filter Protocol, approximately 384 pounds of sediment was loaded into the Filterra Bioretention System and 317 pounds of sediment was retained in the unit during testing before the FTIB-C went into bypass. During the sediment mass loading capacity testing, the unit maintained an average removal efficiency of 82% (51 test runs). The anticipated 6-month load per the NJDEP protocol is 26.1 lbs. Hence the anticipated maintenance interval based on sediment loading greatly exceeds 6-months. Scour Testing Three scour tests were conducted (6, 12, and 24-month sediment loading periods) at a flow rate >10X the MTFR (this scour testing greatly exceeded the Filter Protocol requirements). Several of the background concentrations were slightly above 20 mg/L (20.3, 20.4, 20.8 mg/L) for test three, the most aggressive test. When corrected for the background sediment concentration of the influent water, the average effluent concentration (scoured concentration) for each of the three scour tests was between 0.9 and 2.6 mg/L. Sincerely, Richard S. Magee, Sc.D., P.E., BCEE 25 8. References Filterra Bioretention Systems. 2013. Quality Assurance Project Plan. January 28. Terraphase. 2013. Laboratory Test Report, New Jersey Filter Protocol Testing – Filterra Bioretention System. Prepared by Terraphase Engineering Inc., 1404 Franklin Street, Suite 600, Oakland, CA. May 6, 2013 (revised July 8, 2013). NJDEP. 2013a. New Jersey Department of Environmental Protection Procedure for Obtaining Verification of a Stormwater Manufactured Treatment Device from New Jersey Corporation for Advanced Technology. January 25. NJDEP. 2013b. New Jersey Department of Environmental Protection Laboratory Protocol to Assess Total Suspended Solids Removal by a Filtration Manufactured Treatment Device. January 25. 26 VERIFICATION APPENDIX 27 Introduction • Manufacturer – Filterra® Bioretention Systems, A Division of Americast Inc., 11352 Virginia Precast Road, Ashland, VA 23005 • MTD - Filterra® • TSS Removal Rate – 80% • On-line installation with Terraflume up to 250 gpm (New Jersey 10-year storm event) Detailed Specification • NJDEP sizing table attached (Table A-1 and Table A-2) • Maximum inflow drainage area o 0.64 acres (based on 600 lbs/acre and sediment mass loading capacity testing) o 0.087 acres (based on New Jersey design storm) • No head requirement • No drain down time • Conditions for installation – See Filterra Installation Manual http://www.filterra.com/index.php/support/ • The 4’ x 4’ Filterra unit tested held approximately 2-years of sediment (104.0 lb.) without scouring • See Filterra O&M Manual http://www.filterra.com/index.php/maintenance/ for maintenance needs and procedures 28 Table A-1 Filterra® New Jersey Sizing Table (where C = 1.0) Available Filterra® Box Total Contributing Drainage Area Outlet Pipe 4x4 < 0.09 4" PVC 4x6 or 6x4 >0.09 to 0.13 4" PVC 4x8 or 8x4 >0.13 to 0.17 4" PVC 6x6 >0.17 to 0.19 4" PVC 6x8 or 8x6 >0.19 to 0.26 4" PVC 6x10 or 10x6 >0.26 to 0.32 6" PVC 6x12 or 12x6 >0.32 to 0.39 6" PVC 7x13 or 13x7 >0.39 to 0.49 6" PVC Notes: 1. All boxes are a standard 3.5 feet depth (INV to TC). 2. A standard SDR-35 PVC pipe coupling is cast into the wall for easy connection to discharge piping. 3. Dimensions shown are internal. Please add 1' to each for external (using 6" walls). 4. For C=1.0/CN=98, where lower values are used please contact Filterra. 5. Please ask for sizing tables for other target treatment goals. 6. This Sizing Table is valid for NJ following NJDEP Water Quality Design Storm Event of 1.25" in 2 hours. 7. Filterra infiltration rate 140"/hour. 29 Table A-2 Filterra® Internal Bypass-Curb New Jersey Sizing Table (where C = 1.0) Available Filterra® Box Total Contributing Drainage Area Tray Downcomer Number-Size (in) Outlet Pipe Size (in) Max Bypass Flow (cfs) 4x4 < 0.09 1 – 6” 6” 1.27 4x6 or 6x4 >0.09 to 0.13 1 – 8” 8” 1.69 4x8 or 8x4 >0.13 to 0.17 1 – 8” 10” 1.69 6x6 >0.17 to 0.19 2 – 6” 10” 2.53 6x8 or 8x6 >0.19 to 0.26 2 – 6” 10” 2.53 6x10 or 10x6 >0.26 to 0.32 2 – 6” 10” 2.53 6x12 or 12x6 >0.32 to 0.39 2 – 8” 10” 3.38 7x13 or 13x7 >0.39 to 0.49 2 – 8” 10” 3.38 Notes: 1. All boxes are a standard 3.83 feet depth (Invert out of Filterra to Top of Curb) 2. A standard PVC pipe coupling is cast into the wall for easy connection to discharge piping 3. Dimensions shown are internal. Please add 1' to each for external (using 6" walls) 4. For C=1.0/CN=98, where lower values are used please contact Filterra. 5. This Sizing Table is valid for NJ following NJDEP Water Quality Design Storm Event of 1.25" in 2 hours. 6. Filterra infiltration rate 140"/hour. 7. This sizing is scalable, and equates to a ratio of Filter Surface Area/Drainage Area = 0.0042 (0.42%). 8. Above table is for 4’ long curb inlet throat opening. Contact Filterra for different sizes. 9. Terraflume tray is sized for quantity bypass flow up to Q10 (10-year storm) event. For larger storms contact Filterra. ATTACHMENT 3 Filterra Operation and Maintenance Information Operation & Maintenance (OM) Manual v01 ® Bioretention Systems ENGINEERED SOLUTIONS www.ContechES.com/filterra | 800-338-1122 Table of Contents Overview • Filterra® General Description • Filterra® Schematic • Basic Operations • Design Maintenance • Maintenance Overview »Why Maintain? »When to Maintain? • Exclusion of Services • Maintenance Visit Summary • Maintenance Tools, Safety Equipment and Supplies • Maintenance Visit Procedure • Maintenance Checklist ® Bioretention Systems ENGINEERED SOLUTIONS www.ContechES.com/filterra | 800-338-1122 General Description The following general specifications describe the general operations and maintenance requirements for the Contech Engineered Solutions LLC stormwater bioretention filtration system, the Filterra®. The system utilizes physical, chemical and biological mechanisms of a soil, plant and microbe complex to remove pollutants typically found in urban stormwater runoff. The treatment system is a fully equipped, pre-constructed drop-in place unit designed for applications in the urban landscape to treat contaminated runoff. Stormwater flows through a specially designed filter media mixture contained in a landscaped concrete container. The mixture immobilizes pollutants which are then decomposed, volatilized and incorporated into the biomass of the Filterra® system’s micro/macro fauna and flora. Stormwater runoff flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. Higher flows bypass the Filterra® to a downstream inlet or outfall. Maintenance is a simple, inexpensive and safe operation that does not require confined space access, pumping or vacuum equipment or specialized tools. Properly trained landscape personnel can effectively maintain Filterra® Stormwater systems by following instructions in this manual. www.ContechES.com/filterra | 800-338-1122 Basic Operations Filterra® is a bioretention system in a concrete box. Contaminated stormwater runoff enters the filter box through the curb inlet spreading over the 3-inch layer of mulch on the surface of the filter media. As the water passes through the mulch layer, most of the larger sediment particles and heavy metals are removed through sedimentation and chemical reactions with the organic material in the mulch. Water passes through the soil media where the finer particles are removed and other chemical reactions take place to immobilize and capture pollutants in the soil media. The cleansed water passes into an underdrain and flows to a pipe system or other appropriate discharge point. Once the pollutants are in the soil, the bacteria begin to break down and metabolize the materials and the plants begin to uptake and metabolize the pollutants. Some pollutants such as heavy metals, which are chemically bound to organic particles in the mulch, are released over time as the organic matter decomposes to release the metals to the feeder roots of the plants and the cells of the bacteria in the soil where they remain and are recycled. Other pollutants such as phosphorus are chemically bound to the soil particles and released slowly back to the plants and bacteria and used in their metabolic processes. Nitrogen goes through a very complex variety of biochemical processes where it can ultimately end up in the plant/bacteria biomass, turned to nitrogen gas or dissolves back into the water column as nitrates depending on soil temperature, pH and the availability of oxygen. The pollutants ultimately are retained in the mulch, soil and biomass with some passing out of the system into the air or back into the water. Design and Installation Each project presents different scopes for the use of Filterra® systems. To ensure the safe and specified function of the stormwater BMP, Contech reviews each application before supply. Information and help may be provided to the design engineer during the planning process. Correct Filterra® box sizing (by rainfall region) is essential to predict pollutant removal rates for a given area. The engineer shall submit calculations for approval by the local jurisdiction. The contractor is responsible for the correct installation of Filterra units as shown in approved plans. A comprehensive installation manual is available at www.conteches.com. Maintenance Why Maintain? All stormwater treatment systems require maintenance for effective operation. This necessity is often incorporated in your property’s permitting process as a legally binding BMP maintenance agreement. • Avoid legal challenges from your jurisdiction’s maintenance enforcement program. • Prolong the expected lifespan of your Filterra media. • Avoid more costly media replacement. • Help reduce pollutant loads leaving your property. Simple maintenance of the Filterra® is required to continue effective pollutant removal from stormwater runoff before discharge into downstream waters. This procedure will also extend the longevity of the living biofilter system. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the throat. This may include trash, silt and leaves etc. which will be contained within the void below the top grate and above the mulch layer. Too much silt may inhibit the Filterra’s® flow rate, which is the reason for site stabilization before activation. Regular replacement of the mulch stops accumulation of such sediment. When to Maintain? Contech includes a 1-year maintenance plan with each system purchase. Annual included maintenance consists of a maximum of two (2) scheduled visits. Additional maintenance may be necessary depending on sediment and trash loading (by Owner or at additional cost). The start of the maintenance plan begins when the system is activated for full operation. Full operation is defined as the unit installed, curb and gutter and transitions in place and activation (by Supplier) when mulch and plant are added and temporary throat protection removed. Activation cannot be carried out until the site is fully stabilized (full landscaping, grass cover, final paving and street sweeping completed). Maintenance visits are scheduled seasonally; the spring visit aims to clean up after winter loads including salts and sands while the fall visit helps the system by removing excessive leaf litter. It has been found that in regions which receive between 30-50 inches of annual rainfall, (2) two visits are generally required; regions with less rainfall often only require (1) one visit per annum. Varying land uses can affect maintenance frequency; e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented may require additional maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Supplier and Owner predict future maintenance frequencies, reflecting individual site conditions. Owners must promptly notify the (maintenance) Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the Supplier (i.e. no pruning or fertilizing). www.ContechES.com/filterra | 800-338-1122 Exclusion of Services It is the responsibility of the owner to provide adequate irrigation when necessary to the plant of the Filterra® system. Clean up due to major contamination such as oils, chemicals, toxic spills, etc. will result in additional costs and are not covered under the Supplier maintenance contract. Should a major contamination event occur the Owner must block off the outlet pipe of the Filterra® (where the cleaned runoff drains to, such as drop inlet) and block off the throat of the Filterra®. The Supplier should be informed immediately. Maintenance Visit Summary Each maintenance visit consists of the following simple tasks (detailed instructions below). 1. Inspection of Filterra® and surrounding area 2. Removal of tree grate and erosion control stones 3. Removal of debris, trash and mulch 4. Mulch replacement 5. Plant health evaluation and pruning or replacement as necessary 6. Clean area around Filterra® 7. Complete paperwork Maintenance Tools, Safety Equipment and Supplies Ideal tools include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T-Bar or crowbar should be used for moving the tree grates (up to 170 lbs ea.). Most visits require minor trash removal and a full replacement of mulch. See below for actual number of bagged mulch that is required in each unit size. Mulch should be a double shredded, hardwood variety; do not use colored or dyed mulch. Some visits may require additional Filterra® engineered soil media available from the Supplier. Box Length Box Width Filter Surface Area (ft²) Volume at 3” (ft³) # of 2 ft³ Mulch Bags 4 4 16 4 2 6 4 24 6 3 8 4 32 8 4 6 6 36 9 5 8 6 48 12 6 10 6 60 15 8 12 6 72 18 9 13 7 91 23 12 www.ContechES.com/filterra | 800-338-1122 Maintenance Visit Procedure Keep sufficient documentation of maintenance actions to predict location specific maintenance frequencies and needs. An example Maintenance Report is included in this manual. 1. Inspection of Filterra® and surrounding area • Record individual unit before maintenance with photograph (numbered). Record on Maintenance Report (see example in this document) the following: 2. Removal of tree grate and erosion control stones • Remove cast iron grates for access into Filterra® box. • Dig out silt (if any) and mulch and remove trash & foreign items. 3. Removal of debris, trash and mulch • After removal of mulch and debris, measure distance from the top of the Filterra® engineered media soil to the bottom of the top slab. If this distance is greater than 12”, add Filterra® media (not top soil or other) to recharge to a 9” distance Record on Maintenance Report the following: Standing Water yes | no Damage to Box Structure yes | no Damage to Grate yes | no Is Bypass Clear yes | no If yes answered to any of these observations, record with close-up photograph (numbered). Record on Maintenance Report the following: Silt/Clay yes | no Cups/ Bags yes | no Leaves yes | no # of Buckets Removed ________ Record on Maintenance Report the following: Distance of Bottom of Top Slab (inches) ________ # of Buckets of Media Added ________ www.ContechES.com/filterra | 800-338-1122 4. Mulch replacement • Please see mulch specifications. • Add double shredded mulch evenly across the entire unit to a depth of 3”. • Ensure correct repositioning of erosion control stones by the Filterra® inlet to allow for entry of trash during a storm event. • Replace Filterra® grates correctly using appropriate lifting or moving tools, taking care not to damage the plant. 5. Plant health evaluation and pruning or replacement as necessary • Examine the plant’s health and replace if dead. • Prune as necessary to encourage growth in the correct directions 6. Clean area around Filterra® • Clean area around unit and remove all refuse to be disposed of appropriately. 7. Complete paperwork • Deliver Maintenance Report and photographs to appropriate location (normally Contech during maintenance contract period). • Some jurisdictions may require submission of maintenance reports in accordance with approvals. It is the responsibility of the Owner to comply with local regulations. Record on Maintenance Report the following: Height above Grate ________________(ft) Width at Widest Point ________________(ft) Health alive | dead Damage to Plant yes | no Plant Replaced yes | no www.ContechES.com/filterra | 800-338-1122 Maintenance Checklist Drainage System Failure Problem Conditions to Check Condition that Should Exist Actions Inlet Excessive sediment or trash accumulation. Accumulated sediments or trash impair free flow of water into Filterra. Inlet should be free of obstructions allowing free distributed flow of water into Filterra. Sediments and/or trash should be removed. Mulch Cover Trash and floatable debris accumulation. Excessive trash and/or debris accumulation. Minimal trash or other debris on mulch cover. Trash and debris should be removed and mulch cover raked level. Ensure bark nugget mulch is not used. Mulch Cover “Ponding” of water on mulch cover. “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils. Stormwater should drain freely and evenly through mulch cover. Recommend contact manufacturer and replace mulch as a minimum. Vegetation Plants not growing or in poor condition. Soil/mulch too wet, evidence of spill. Incorrect plant selection. Pest infestation. Vandalism to plants. Plants should be healthy and pest free. Contact manufacturer for advice. Vegetation Plant growth excessive. Plants should be appropriate to the species and location of Filterra. Trim/prune plants in accordance with typical landscaping and safety needs. Structure Structure has visible cracks. Cracks wider than 1/2 inch or evidence of soil particles entering the structure through the cracks. Vault should be repaired. Maintenance is ideally to be performed twice annually. ENGINEERED SOLUTIONS © 2015 Contech Engineered Solutions LLC Revised 6/22/2015 ATTACHMENT 4 Hydromodification Analysis TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: Rancho Costera City of Carlsbad, CA Prepared for: Toll Brothers Land Development April 11, 2016. Revised July 11, 2016. Revised August 1, 2016. Tory R. Walker, R.C. E. 45005 President TECHNICAL MEMORANDUM TO: Toll Brothers Land Development Attention: Kevin Brickley 725 W Town & Country Road, Suite 200 Orange, CA 92868 FROM: Tory Walker, PE, CFM, LEED GA DATE: April 11, 2016. Revised July 11, 2016. Revised August 1, 2016. RE: Summary of SWMM Modeling for Hydromodification Compliance of Rancho Costera, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes the approach used to model the proposed Rancho Costera 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 BMPs meet Hydromodification Management Plan (HMP) requirements. The San Diego Regional Water Quality Control Board (SDRWQCB) established these requirements in the Final HMP Document1 dated March 2011, prepared by Brown & Caldwell for the County of San Diego Copermittees, which includes the City of Carlsbad. HMP requirements are addressed in this report for the following Drainage Management Areas (DMAs): 3, 4, 5, 6, 7, 8, 9, 10, 11, 18, 19, 20, 21, 24, and 25. HMP requirements for all other DMAs are covered by the original Storm Water Management Plan by Chang Consultants2 (SWMP). Therefore, this report by Tory R. Walker Engineering (HMP Report) is an addendum to the project’s SWMP. SWMM MODEL DEVELOPMENT The Rancho Costera project is a residential development (currently under construction) located just east of the intersection of Tamarack Avenue and El Camino Real in the City of Carlsbad. Five 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 (DMA) maps in Attachment 5. POC-2 and POC-3 are analyzed in this report, while POC-1, POC-4, and POC-5 are shown on the DMA maps for reference only. HMP analyses for POC-1, POC-4, and POC-5 are included in the project’s SWMP. Two (2) SWMM scenarios were prepared for the HMP Report, one for the pre-developed and another for the post-developed conditions. For both SWMM scenarios, flow duration curves at each POC were generated to determine if the proposed Best Management Practices (BMPs) are sufficient to meet the current HMP requirements. In developed conditions, the SWMM models only include the DMA’s analyzed by the HMP Report (see color shaded areas on Proposed Condition DMA Map). For each Rancho Costera HMP Memo August 1, 2016 2 Job # 369-01 developed conditions SWMM model, a corresponding existing condition model was also created. The existing condition model has a total drainage area equal to the developed condition model (the analyzed existing condition drainage area for each POC is delineated by the color shaded areas on the Existing Condition DMA Map). The input data required to develop SWMM analyses include rainfall, watershed characteristics, and BMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the site precipitation due to elevation and proximity to the project site. Evaporation for the site was modeled using average monthly values from the County hourly dataset. The site was modeled with Type D hydrologic soil, as determined from the Natural Resources Conservation Service (NRCS) Web Soil Survey. Soils are assumed to be mostly uncompacted in existing conditions and compacted in developed conditions. Based on the HMP Review and Analysis prepared for the Cities of San Marcos, Oceanside & Vista3, 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-2 POC-2 is located along the southwestern boundary of the project site (see DMA maps in Attachment 5). In existing conditions, DMA-EXIST-2 drains southwesterly to POC-2. In proposed conditions, DMAs 3, 4, 5, 6, 7, 8, and 9 drain to underground storage BMPs within each DMA (BMPs 3, 4, 5, 6, 7, 8, and 9, respectively). DMAs 10 and 11 bypass the underground storage BMPs and drain directly to the storm drain system. Once flows are routed via the proposed BMPs, all flows are then conveyed via storm drain to POC-2. Tables 1.1 and 1.2 summarize data for POC-2 DMAs in the existing and developed conditions. The underground storage BMPs (BMPs 3 through 10) are responsible for handling hydromodification requirements for POC-2. The BMPs consist of subsurface gravel storage draining into a riser structure through perforated pipe (see detail drawings in Attachment 5). Below the gravel bedding layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each BMP via the riser structure, which contains a low flow orifice and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 4, 5, and 6). TABLE 1.1 – SUMMARY OF EXISTING CONDITIONS FOR POC-2 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA-EXIST-2 30.16 0.0% TOTAL 30.16 – TABLE 1.2 – SUMMARY OF DEVELOPED CONDITIONS FOR POC-2 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA 3 6.02 60.3% DMA 4 6.62 64.6% Rancho Costera HMP Memo August 1, 2016 3 Job # 369-01 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA 5 3.39 37.2% DMA 6 1.73 60.3% DMA 7 3.05 57.2% DMA 8 1.72 63.4% DMA 9 1.12 59.8% DMA 10 1.87 63.3% DMA 11 4.64 53.4% TOTAL 30.16 – POC-3 POC-3 is located in the southeastern area of the project site (see DMA maps in Attachment 5). In existing conditions, DMA-EXIST-3 drains southeasterly to POC-3. In proposed conditions, DMAs 18, 19, 20, 21, 24, and 25 drain to underground storage BMPs within each DMA (BMPs 18, 19, 20, 21, 24, and 25, respectively). Once flows are routed via the proposed BMPs, all flows are then conveyed via storm drain to POC-3. Tables 2.1 and 2.2 summarize data for POC-3 DMAs in the existing and developed conditions. The underground storage BMPs (BMPs 18 through 25) are responsible for handling hydromodification requirements for POC-3. The BMPs consist of subsurface gravel storage draining into a riser structure through perforated pipe (see detail drawings in Attachment 5). Below the gravel bedding layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each BMP via the riser structure, which contains a low flow orifice and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 4, 5, and 6). TABLE 2.1 – SUMMARY OF EXISTING CONDITIONS FOR POC-3 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA-EXIST-3 19.34 0.0% TOTAL 19.34 – TABLE 2.2 – SUMMARY OF DEVELOPED CONDITIONS FOR POC-3 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA 18 1.92 62.1% DMA 19 3.88 38.4% DMA 20 1.83 60.9% DMA 21 2.00 60.0% DMA 24 5.03 53.1% DMA 25 4.68 54.8% TOTAL 19.34 – Rancho Costera HMP Memo August 1, 2016 4 Job # 369-01 BMP MODELING FOR HMP PURPOSES Modeling HMP BMPs Underground storage BMPs are proposed for hydromodification conformance for the project site. Tables 4, 5, and 6 illustrate the dimensions required for HMP compliance according to the SWMM models that were undertaken for the project. TABLE 4 – SUMMARY OF HMP BMPs: Underground Storage Facilities POC BMP Gravel Depth(1) (ft) Footprint (Area of Gravel) (ft2) Effective Area(2) (Footprint x porosity) (ft2) Total Volume (ft3) 2 3 4.500 4,151 1,660 7,472 4 5.500 5,798 2,319 12,756 5 4.500 1,792 717 3,226 6 4.500 1,152 461 2,074 7 4.000 2,196 878 3,514 8 6.500 1,765 706 4,589 9 3.500 1,933 773 2,706 3 18 3.500 1,792 717 2,510 19 4.000 1,843 737 2,948 20 3.000 1,890 756 2,268 21 4.500 3,760 1,504 6,768 24 4.000 3,937 1,575 6,300 25 4.000 2,837 1,135 4,540 (1) Depth measured from invert of perforated underdrain pipe (lower pipe) to interface with soil/grass layer (see Attachment 5 for details). (2) Gravel porosity is assumed to be 0.4. TABLE 5 – SUMMARY OF HMP BMP OUTLET STRUCTURES FOR POC-2 BMP RISER DIMENSIONS FOR POC-2 LOWER OUTLET UPPER OUTLET Outlet Type(1) Invert Elevation (ft)(2) Diameter (in) Outlet Type(1) Invert Elevation (ft) (2) Diameter (in) 3 Orifice 0.00 7.50 Orifice 3.250 15.00 4 Orifice 0.00 7.50 Orifice 4.250 15.00 5 Orifice 0.00 4.50 Orifice 3.417 13.00 6 Orifice 0.00 3.50 Orifice 3.500 12.00 7 Orifice 0.00 4.50 Orifice 3.000 12.00 8 Orifice 0.00 3.00 Orifice 5.500 12.00 9 Orifice 0.00 3.00 Orifice 2.500 12.00 Rancho Costera HMP Memo August 1, 2016 5 Job # 369-01 TABLE 6 – SUMMARY OF HMP BMP OUTLET STRUCTURES FOR POC-3 BMP RISER DIMENSIONS FOR POC-3 LOWER OUTLET UPPER OUTLET Outlet Type(1) Invert Elevation (ft)(2) Diameter (in) Outlet Type(1) Invert Elevation (ft) (2) Diameter (in) 18 Orifice 0.00 3.00 Orifice 2.500 12.00 19 Orifice 0.00 4.50 Orifice 2.833 14.00 20 Orifice 0.00 3.50 Orifice 2.000 12.00 21 Orifice 0.00 3.00 Orifice 3.500 12.00 24 Orifice 0.00 5.00 Orifice 2.667 16.00 25 Orifice 0.00 5.00 Orifice 2.750 15.00 (1) Type of opening in riser structure. (2) Depth measured from invert of perforated underdrain pipe (lower pipe). See Attachment 5 for outlet structure details. General Considerations The underground storage BMPs are modeled using the storage unit element within SWMM. Ponding in the underground storage is modeled as a detention basin: elevation vs. area, and elevation vs. discharge tables, are needed by SWMM for Modified Puls routing purposes. This study provides the hydraulic design of the BMPs needed for hydromodification purposes in terms of dimensions and outlet structure only. Detailed outlet structure location and elevations should be shown on the construction plans based on the recommendations of this study. It is assumed that storm water quality requirements for the project will be met by the proposed stormwater treatment facilities. However, detailed water quality requirements are not discussed within this study. For further information regarding storm water quality requirements for the project, please refer to the original SWMP2, as well as the addendum7 to the SWMP prepared by Tory R. Walker Engineering. 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 50% 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 50% 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 presented as percentage of time exceeded for each flow rate. FDC comparisons for the project’s POCs are illustrated in Figures 1 and 2 in both normal and logarithmic scale. Rancho Costera HMP Memo August 1, 2016 6 Job # 369-01 As can be seen in Figures 1 and 2, 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 50% Q2 lower threshold. Additionally, the project will not increase peak flow rates between the Q2 and the Q10, as shown in the FDC plots and also in the peak flow tables in Attachment 1. SUMMARY This study has demonstrated that the proposed HMP underground storage facilities provided within the Rancho Costera project are sufficient to meet the HMP criteria4 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 soil is representative of both the existing and developed conditions site per the NRCS Web Soil Survey. 2. The underground storage facilities are lined in order to prevent infiltration into the underlying soil. 3. Downstream low susceptibility enables 50% Q2 HMP criteria for all POCs per the Erosion Susceptibility Analysis5 performed by Chang Consultants. Rancho Costera HMP Memo August 1, 2016 7 Job # 369-01 Figure 1. Flow Duration Curve Comparison for POC-2 (logarithmic and normal “x” scale). Rancho Costera HMP Memo August 1, 2016 8 Job # 369-01 Figure 2. Flow Duration Curve Comparison for POC-3 (logarithmic and normal “x” scale). Rancho Costera HMP Memo August 1, 2016 9 Job # 369-01 REFERENCES [1] – “Final Hydromodification Management Plan (HMP) prepared for the County of San Diego”, March 2011, Brown and Caldwell. [2] – “Storm Water Management Plan for Rancho Costera – SWMP No. 13-19”, July 8, 2015, Chang Consultants. [3] – “Review and 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. [4] – Order R9-2007-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [5] – “Hydromodification Screening for Rancho Costera & El Camino Widening”, June 2013, Chang Consultants. [6] – “Handbook of Hydrology”, David R. Maidment, Editor in Chief. 1992, McGraw Hill. [7] – “Addendum to Storm Water Management Plan for Rancho Costera”, June 1, 2016. Revised July 11, 2016. Revised August 1, 2016, Tory R. Walker Engineering. 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 ATTACHMENT 1 Q 2 to Q10 Comparison Tables ATTACHMENT 1 Q2 to Q10 Comparison Table – POC-2 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 16.203 13.712 2.491 3-year 17.514 16.126 1.388 4-year 20.008 17.631 2.378 5-year 20.813 18.257 2.556 6-year 20.929 19.173 1.756 7-year 22.130 19.787 2.343 8-year 22.677 20.718 1.960 9-year 23.798 23.209 0.589 10-year 26.086 26.968 -0.882 Q2 to Q10 Comparison Table – POC-3 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 10.420 10.106 0.313 3-year 11.235 11.565 -0.330 4-year 12.828 12.346 0.482 5-year 13.302 12.695 0.607 6-year 13.381 13.168 0.214 7-year 14.189 13.429 0.760 8-year 14.542 13.948 0.594 9-year 15.271 15.192 0.079 10-year 16.754 17.418 -0.664 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 BMPs is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.5Q2 – 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 (50% of Q2 to Q10) but also all intermediate flows are shown (Q2, Q3, Q4, Q5, Q6, Q7, Q8 and Q9) in order to demonstrate compliance at any range Qx – Qx+1. One of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Qi from i = 2 to 10). 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 Qi with a return period “i”, from i=2 to 10. The Qi values are also added into the flow-duration plot. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 0.0005 0.005 0.05Q (cfs) Percentage of time exceeded (%) Flow Duration Curve - Rancho Costera (POC-2) Existing Proposed Qx 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 -0.005 0.005 0.015 0.025 0.035Q (cfs) Percentage of time exceeded (%) Flow Duration Curve - Rancho Costera (POC-2) Existing Proposed Qx Flow Duration Curve Data for Rancho Costera (POC-2), Carlsbad, CA Q2 =16.20 cfs Fraction 50 % Q10 =26.09 cfs Step =0.1817 cfs Count =499679 hours 57.00 years Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? 1 8.101 165 3.30E-02 158 3.16E-02 96%Pass 2 8.283 156 3.12E-02 143 2.86E-02 92%Pass 3 8.465 145 2.90E-02 136 2.72E-02 94%Pass 4 8.646 137 2.74E-02 127 2.54E-02 93%Pass 5 8.828 132 2.64E-02 118 2.36E-02 89%Pass 6 9.010 131 2.62E-02 109 2.18E-02 83%Pass 7 9.191 129 2.58E-02 101 2.02E-02 78%Pass 8 9.373 126 2.52E-02 93 1.86E-02 74%Pass 9 9.555 123 2.46E-02 85 1.70E-02 69%Pass 10 9.736 121 2.42E-02 78 1.56E-02 64%Pass 11 9.918 113 2.26E-02 73 1.46E-02 65%Pass 12 10.100 109 2.18E-02 71 1.42E-02 65%Pass 13 10.281 103 2.06E-02 67 1.34E-02 65%Pass 14 10.463 95 1.90E-02 66 1.32E-02 69%Pass 15 10.645 90 1.80E-02 62 1.24E-02 69%Pass 16 10.826 84 1.68E-02 60 1.20E-02 71%Pass 17 11.008 79 1.58E-02 57 1.14E-02 72%Pass 18 11.190 74 1.48E-02 55 1.10E-02 74%Pass 19 11.371 72 1.44E-02 53 1.06E-02 74%Pass 20 11.553 70 1.40E-02 52 1.04E-02 74%Pass 21 11.735 68 1.36E-02 50 1.00E-02 74%Pass 22 11.916 68 1.36E-02 48 9.61E-03 71%Pass 23 12.098 65 1.30E-02 47 9.41E-03 72%Pass 24 12.280 63 1.26E-02 45 9.01E-03 71%Pass 25 12.461 60 1.20E-02 44 8.81E-03 73%Pass 26 12.643 60 1.20E-02 44 8.81E-03 73%Pass 27 12.825 55 1.10E-02 40 8.01E-03 73%Pass 28 13.006 54 1.08E-02 39 7.81E-03 72%Pass 29 13.188 52 1.04E-02 38 7.60E-03 73%Pass 30 13.370 52 1.04E-02 35 7.00E-03 67%Pass 31 13.551 47 9.41E-03 35 7.00E-03 74%Pass 32 13.733 46 9.21E-03 32 6.40E-03 70%Pass 33 13.915 45 9.01E-03 32 6.40E-03 71%Pass 34 14.096 43 8.61E-03 32 6.40E-03 74%Pass 35 14.278 42 8.41E-03 30 6.00E-03 71%Pass 36 14.459 41 8.21E-03 28 5.60E-03 68%Pass 37 14.641 41 8.21E-03 27 5.40E-03 66%Pass 38 14.823 41 8.21E-03 25 5.00E-03 61%Pass Detention Optimized Interval Existing Condition Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? Detention Optimized Interval Existing Condition 39 15.004 40 8.01E-03 25 5.00E-03 63%Pass 40 15.186 39 7.81E-03 25 5.00E-03 64%Pass 41 15.368 37 7.40E-03 25 5.00E-03 68%Pass 42 15.549 37 7.40E-03 23 4.60E-03 62%Pass 43 15.731 37 7.40E-03 23 4.60E-03 62%Pass 44 15.913 37 7.40E-03 22 4.40E-03 59%Pass 45 16.094 36 7.20E-03 22 4.40E-03 61%Pass 46 16.276 32 6.40E-03 22 4.40E-03 69%Pass 47 16.458 32 6.40E-03 22 4.40E-03 69%Pass 48 16.639 31 6.20E-03 21 4.20E-03 68%Pass 49 16.821 31 6.20E-03 21 4.20E-03 68%Pass 50 17.003 29 5.80E-03 21 4.20E-03 72%Pass 51 17.184 22 4.40E-03 20 4.00E-03 91%Pass 52 17.366 22 4.40E-03 19 3.80E-03 86%Pass 53 17.548 22 4.40E-03 17 3.40E-03 77%Pass 54 17.729 22 4.40E-03 16 3.20E-03 73%Pass 55 17.911 21 4.20E-03 14 2.80E-03 67%Pass 56 18.093 21 4.20E-03 14 2.80E-03 67%Pass 57 18.274 21 4.20E-03 13 2.60E-03 62%Pass 58 18.456 21 4.20E-03 13 2.60E-03 62%Pass 59 18.638 21 4.20E-03 12 2.40E-03 57%Pass 60 18.819 21 4.20E-03 12 2.40E-03 57%Pass 61 19.001 21 4.20E-03 12 2.40E-03 57%Pass 62 19.183 21 4.20E-03 11 2.20E-03 52%Pass 63 19.364 20 4.00E-03 11 2.20E-03 55%Pass 64 19.546 20 4.00E-03 11 2.20E-03 55%Pass 65 19.728 17 3.40E-03 11 2.20E-03 65%Pass 66 19.909 16 3.20E-03 9 1.80E-03 56%Pass 67 20.091 14 2.80E-03 9 1.80E-03 64%Pass 68 20.273 13 2.60E-03 9 1.80E-03 69%Pass 69 20.454 12 2.40E-03 9 1.80E-03 75%Pass 70 20.636 12 2.40E-03 9 1.80E-03 75%Pass 71 20.818 11 2.20E-03 8 1.60E-03 73%Pass 72 20.999 9 1.80E-03 8 1.60E-03 89%Pass 73 21.181 9 1.80E-03 8 1.60E-03 89%Pass 74 21.363 9 1.80E-03 7 1.40E-03 78%Pass 75 21.544 9 1.80E-03 7 1.40E-03 78%Pass 76 21.726 9 1.80E-03 7 1.40E-03 78%Pass 77 21.908 9 1.80E-03 7 1.40E-03 78%Pass 78 22.089 8 1.60E-03 6 1.20E-03 75%Pass 79 22.271 8 1.60E-03 6 1.20E-03 75%Pass 80 22.453 7 1.40E-03 6 1.20E-03 86%Pass 81 22.634 7 1.40E-03 6 1.20E-03 86%Pass 82 22.816 7 1.40E-03 6 1.20E-03 86%Pass 83 22.998 7 1.40E-03 6 1.20E-03 86%Pass Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? Detention Optimized Interval Existing Condition 84 23.179 6 1.20E-03 6 1.20E-03 100%Pass 85 23.361 6 1.20E-03 6 1.20E-03 100%Pass 86 23.542 6 1.20E-03 6 1.20E-03 100%Pass 87 23.724 6 1.20E-03 6 1.20E-03 100%Pass 88 23.906 6 1.20E-03 6 1.20E-03 100%Pass 89 24.087 6 1.20E-03 6 1.20E-03 100%Pass 90 24.269 6 1.20E-03 6 1.20E-03 100%Pass 91 24.451 6 1.20E-03 6 1.20E-03 100%Pass 92 24.632 6 1.20E-03 6 1.20E-03 100%Pass 93 24.814 6 1.20E-03 6 1.20E-03 100%Pass 94 24.996 6 1.20E-03 6 1.20E-03 100%Pass 95 25.177 6 1.20E-03 6 1.20E-03 100%Pass 96 25.359 6 1.20E-03 6 1.20E-03 100%Pass 97 25.541 6 1.20E-03 6 1.20E-03 100%Pass 98 25.722 6 1.20E-03 6 1.20E-03 100%Pass 99 25.904 6 1.20E-03 6 1.20E-03 100%Pass 100 26.086 6 1.20E-03 6 1.20E-03 100%Pass Peak Flows calculated with Cunnane Plotting Position Return Period (years)Pre-dev. Q (cfs)Post-Dev. Q (cfs) Reduction (cfs) 10 26.086 26.968 -0.882 9 23.798 23.209 0.589 8 22.677 20.718 1.960 7 22.130 19.787 2.343 6 20.929 19.173 1.756 5 20.813 18.257 2.556 4 20.008 17.631 2.378 3 17.514 16.126 1.388 2 16.203 13.712 2.491 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 0.00075 0.0075Q (cfs) Percentage of time exceeded (%) Flow Duration Curve - Rancho Costera (POC-3) Existing Proposed Qx 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 -0.0025 0.0025 0.0075 0.0125 0.0175 0.0225 0.0275 0.0325Q (cfs) Percentage of time exceeded (%) Flow Duration Curve - Rancho Costera (POC-3) Existing Proposed Qx Flow Duration Curve Data for Rancho Costera (POC-3), Carlsbad, CA Q2 =10.42 cfs Fraction 50 % Q10 =16.75 cfs Step =0.1166 cfs Count =499679 hours 57.00 years Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? 1 5.210 166 3.32E-02 101 2.02E-02 61%Pass 2 5.326 157 3.14E-02 97 1.94E-02 62%Pass 3 5.443 145 2.90E-02 94 1.88E-02 65%Pass 4 5.560 139 2.78E-02 92 1.84E-02 66%Pass 5 5.676 131 2.62E-02 88 1.76E-02 67%Pass 6 5.793 131 2.62E-02 87 1.74E-02 66%Pass 7 5.909 128 2.56E-02 84 1.68E-02 66%Pass 8 6.026 128 2.56E-02 82 1.64E-02 64%Pass 9 6.143 124 2.48E-02 81 1.62E-02 65%Pass 10 6.259 120 2.40E-02 79 1.58E-02 66%Pass 11 6.376 113 2.26E-02 77 1.54E-02 68%Pass 12 6.492 109 2.18E-02 76 1.52E-02 70%Pass 13 6.609 103 2.06E-02 73 1.46E-02 71%Pass 14 6.726 96 1.92E-02 72 1.44E-02 75%Pass 15 6.842 90 1.80E-02 68 1.36E-02 76%Pass 16 6.959 83 1.66E-02 65 1.30E-02 78%Pass 17 7.076 78 1.56E-02 62 1.24E-02 79%Pass 18 7.192 73 1.46E-02 62 1.24E-02 85%Pass 19 7.309 72 1.44E-02 60 1.20E-02 83%Pass 20 7.425 70 1.40E-02 59 1.18E-02 84%Pass 21 7.542 68 1.36E-02 59 1.18E-02 87%Pass 22 7.659 68 1.36E-02 58 1.16E-02 85%Pass 23 7.775 65 1.30E-02 58 1.16E-02 89%Pass 24 7.892 62 1.24E-02 56 1.12E-02 90%Pass 25 8.008 60 1.20E-02 54 1.08E-02 90%Pass 26 8.125 60 1.20E-02 52 1.04E-02 87%Pass 27 8.242 54 1.08E-02 52 1.04E-02 96%Pass 28 8.358 54 1.08E-02 49 9.81E-03 91%Pass 29 8.475 52 1.04E-02 47 9.41E-03 90%Pass 30 8.591 50 1.00E-02 45 9.01E-03 90%Pass 31 8.708 46 9.21E-03 44 8.81E-03 96%Pass 32 8.825 46 9.21E-03 44 8.81E-03 96%Pass 33 8.941 44 8.81E-03 41 8.21E-03 93%Pass 34 9.058 43 8.61E-03 41 8.21E-03 95%Pass 35 9.174 42 8.41E-03 40 8.01E-03 95%Pass 36 9.291 41 8.21E-03 38 7.60E-03 93%Pass 37 9.408 41 8.21E-03 37 7.40E-03 90%Pass Detention Optimized Interval Existing Condition Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? Detention Optimized Interval Existing Condition 38 9.524 41 8.21E-03 37 7.40E-03 90%Pass 39 9.641 40 8.01E-03 36 7.20E-03 90%Pass 40 9.757 39 7.81E-03 36 7.20E-03 92%Pass 41 9.874 37 7.40E-03 35 7.00E-03 95%Pass 42 9.991 37 7.40E-03 33 6.60E-03 89%Pass 43 10.107 37 7.40E-03 32 6.40E-03 86%Pass 44 10.224 37 7.40E-03 32 6.40E-03 86%Pass 45 10.340 35 7.00E-03 32 6.40E-03 91%Pass 46 10.457 32 6.40E-03 30 6.00E-03 94%Pass 47 10.574 32 6.40E-03 27 5.40E-03 84%Pass 48 10.690 31 6.20E-03 26 5.20E-03 84%Pass 49 10.807 31 6.20E-03 24 4.80E-03 77%Pass 50 10.923 28 5.60E-03 24 4.80E-03 86%Pass 51 11.040 22 4.40E-03 24 4.80E-03 109%Pass 52 11.157 22 4.40E-03 23 4.60E-03 105%Pass 53 11.273 22 4.40E-03 23 4.60E-03 105%Pass 54 11.390 22 4.40E-03 22 4.40E-03 100%Pass 55 11.506 21 4.20E-03 22 4.40E-03 105%Pass 56 11.623 21 4.20E-03 22 4.40E-03 105%Pass 57 11.740 21 4.20E-03 22 4.40E-03 105%Pass 58 11.856 21 4.20E-03 20 4.00E-03 95%Pass 59 11.973 21 4.20E-03 20 4.00E-03 95%Pass 60 12.090 21 4.20E-03 20 4.00E-03 95%Pass 61 12.206 21 4.20E-03 18 3.60E-03 86%Pass 62 12.323 21 4.20E-03 17 3.40E-03 81%Pass 63 12.439 20 4.00E-03 15 3.00E-03 75%Pass 64 12.556 19 3.80E-03 15 3.00E-03 79%Pass 65 12.673 16 3.20E-03 13 2.60E-03 81%Pass 66 12.789 16 3.20E-03 13 2.60E-03 81%Pass 67 12.906 14 2.80E-03 13 2.60E-03 93%Pass 68 13.022 13 2.60E-03 12 2.40E-03 92%Pass 69 13.139 12 2.40E-03 12 2.40E-03 100%Pass 70 13.256 12 2.40E-03 11 2.20E-03 92%Pass 71 13.372 9 1.80E-03 9 1.80E-03 100%Pass 72 13.489 9 1.80E-03 9 1.80E-03 100%Pass 73 13.605 9 1.80E-03 7 1.40E-03 78%Pass 74 13.722 9 1.80E-03 7 1.40E-03 78%Pass 75 13.839 9 1.80E-03 7 1.40E-03 78%Pass 76 13.955 9 1.80E-03 7 1.40E-03 78%Pass 77 14.072 8 1.60E-03 7 1.40E-03 88%Pass 78 14.188 8 1.60E-03 7 1.40E-03 88%Pass 79 14.305 8 1.60E-03 7 1.40E-03 88%Pass 80 14.422 7 1.40E-03 7 1.40E-03 100%Pass 81 14.538 7 1.40E-03 6 1.20E-03 86%Pass 82 14.655 7 1.40E-03 6 1.20E-03 86%Pass Pass or Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail? Detention Optimized Interval Existing Condition 83 14.771 7 1.40E-03 6 1.20E-03 86%Pass 84 14.888 6 1.20E-03 6 1.20E-03 100%Pass 85 15.005 6 1.20E-03 6 1.20E-03 100%Pass 86 15.121 6 1.20E-03 6 1.20E-03 100%Pass 87 15.238 6 1.20E-03 6 1.20E-03 100%Pass 88 15.354 6 1.20E-03 6 1.20E-03 100%Pass 89 15.471 6 1.20E-03 6 1.20E-03 100%Pass 90 15.588 6 1.20E-03 6 1.20E-03 100%Pass 91 15.704 6 1.20E-03 6 1.20E-03 100%Pass 92 15.821 6 1.20E-03 6 1.20E-03 100%Pass 93 15.937 6 1.20E-03 6 1.20E-03 100%Pass 94 16.054 6 1.20E-03 6 1.20E-03 100%Pass 95 16.171 6 1.20E-03 6 1.20E-03 100%Pass 96 16.287 6 1.20E-03 6 1.20E-03 100%Pass 97 16.404 6 1.20E-03 6 1.20E-03 100%Pass 98 16.520 6 1.20E-03 6 1.20E-03 100%Pass 99 16.637 6 1.20E-03 6 1.20E-03 100%Pass 100 16.754 6 1.20E-03 6 1.20E-03 100%Pass Peak Flows calculated with Cunnane Plotting Position Return Period (years)Pre-dev. Q (cfs)Post-Dev. Q (cfs) Reduction (cfs) 10 16.754 17.418 -0.664 9 15.271 15.192 0.079 8 14.542 13.948 0.594 7 14.189 13.429 0.760 6 13.381 13.168 0.214 5 13.302 12.695 0.607 4 12.828 12.346 0.482 3 11.235 11.565 -0.330 2 10.420 10.106 0.313 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: Weibull Equation: P =i−0.4 n+0.2 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 P in a time series is defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily peak). List of Peak events and Determination of Q2 and Q10 (Pre-Development) Rancho Costera (POC-2) T (Year) Cunnane (cfs) Weibull (cfs) 10 26.09 26.74 Date Posit Weibull Cunnane 9 23.80 24.87 12.2433 2/22/1998 57 1.02 1.01 8 22.68 22.87 12.2821 2/6/1969 56 1.04 1.03 7 22.13 22.27 12.4302 4/27/1960 55 1.05 1.05 6 20.93 21.20 12.4435 2/8/1993 54 1.07 1.07 5 20.81 20.83 12.6948 2/22/2008 53 1.09 1.09 4 20.01 20.03 12.8223 3/19/1981 52 1.12 1.11 3 17.51 17.60 12.8648 1/16/1972 51 1.14 1.13 2 16.20 16.20 13.0396 4/28/2005 50 1.16 1.15 13.1866 3/1/1991 49 1.18 1.18 13.3705 3/15/1986 48 1.21 1.20 Note:13.3881 2/15/1986 47 1.23 1.23 Cunnane is the preferred 13.4354 12/22/1982 46 1.26 1.25 method by the HMP permit.13.4403 2/12/1992 45 1.29 1.28 13.46 2/14/1998 44 1.32 1.31 13.5552 1/29/1980 43 1.35 1.34 13.7884 3/17/1963 42 1.38 1.38 13.9305 1/6/2008 41 1.41 1.41 14.0156 2/27/1991 40 1.45 1.44 14.1124 1/16/1978 39 1.49 1.48 14.3614 3/11/1995 38 1.53 1.52 14.9194 1/18/1993 37 1.57 1.56 15.1604 2/4/1994 36 1.61 1.61 15.2848 2/17/1998 35 1.66 1.65 15.3058 12/2/1961 34 1.71 1.70 16.0674 11/15/1952 33 1.76 1.75 16.1002 11/11/1985 32 1.81 1.81 16.1161 10/20/2004 31 1.87 1.87 16.1972 2/23/1998 30 1.93 1.93 16.2028 2/18/1993 29 2.00 2.00 16.5871 2/16/1980 28 2.07 2.07 16.9065 12/19/1970 27 2.15 2.15 16.9393 1/27/2008 26 2.23 2.23 17.0118 2/3/1998 25 2.32 2.33 17.0858 11/22/1965 24 2.42 2.42 17.1023 12/30/1991 23 2.52 2.53 17.1124 2/10/1978 22 2.64 2.65 17.1706 1/29/1983 21 2.76 2.78 17.1834 2/27/1983 20 2.90 2.92 17.8196 3/2/1980 19 3.05 3.08 19.5607 4/1/1958 18 3.22 3.25 19.6143 3/1/1978 17 3.41 3.45 19.7505 1/16/1952 16 3.63 3.67 19.9814 3/17/1982 15 3.87 3.92 20.076 2/20/1980 14 4.14 4.21 20.3633 2/18/2005 13 4.46 4.54 20.8045 1/14/1993 12 4.83 4.93 20.8637 10/27/2004 11 5.27 5.40 20.8646 10/29/2000 10 5.80 5.96 21.9355 2/25/1969 9 6.44 6.65 22.4227 2/4/1958 8 7.25 7.53 23.0351 2/25/2003 7 8.29 8.67 26.576 9/23/1986 6 9.67 10.21 27.5058 1/4/1995 5 11.60 12.43 28.5657 1/15/1979 4 14.50 15.89 30.6092 10/1/1983 3 19.33 22.00 31.8078 1/4/1978 2 29.00 35.75 33.9627 4/14/2003 1 58.00 95.33 Peaks (cfs) Period of Return (Years) List of Peak events and Determination of Q2 and Q10 (Post-Development) Rancho Costera (POC-2) T (Year) Cunnane (cfs) Weibull (cfs) 10 26.97 27.91 Date Posit Weibull Cunnane 9 23.21 24.97 10.4832 1/6/1979 57 1.02 1.01 8 20.72 21.37 10.5099 2/14/1998 56 1.04 1.03 7 19.79 19.81 10.6127 2/8/1993 55 1.05 1.05 6 19.17 19.33 10.6232 2/12/1992 54 1.07 1.07 5 18.26 18.34 10.7204 3/11/1995 53 1.09 1.09 4 17.63 17.67 10.8632 1/18/1993 52 1.12 1.11 3 16.13 16.23 10.9133 3/19/1981 51 1.14 1.13 2 13.71 13.71 10.9353 1/30/2007 50 1.16 1.15 11.0171 4/27/1960 49 1.18 1.18 11.0828 3/15/1986 48 1.21 1.20 Note:11.2358 12/2/1961 47 1.23 1.23 Cunnane is the preferred 11.4527 12/22/1982 46 1.26 1.25 method by the HMP permit.11.6389 2/4/1994 45 1.29 1.28 11.7191 2/15/1986 44 1.32 1.31 11.7532 4/28/2005 43 1.35 1.34 11.8157 1/6/2008 42 1.38 1.38 12.1691 2/27/1991 41 1.41 1.41 12.1761 2/22/2008 40 1.45 1.44 12.3003 1/16/1972 39 1.49 1.48 12.6797 3/17/1963 38 1.53 1.52 12.6892 2/17/1998 37 1.57 1.56 12.7858 8/17/1977 36 1.61 1.61 12.8542 10/20/2004 35 1.66 1.65 13.0359 1/16/1978 34 1.71 1.70 13.1903 2/16/1980 33 1.76 1.75 13.3114 1/27/2008 32 1.81 1.81 13.3123 1/29/1980 31 1.87 1.87 13.6554 2/23/1998 30 1.93 1.93 13.7122 2/27/1983 29 2.00 2.00 14.227 11/22/1965 28 2.07 2.07 14.2514 1/29/1983 27 2.15 2.15 14.405 2/18/1993 26 2.23 2.23 14.5107 12/30/1991 25 2.32 2.33 14.6891 11/15/1952 24 2.42 2.42 14.7131 2/3/1998 23 2.52 2.53 15.4574 11/11/1985 22 2.64 2.65 15.4601 2/10/1978 21 2.76 2.78 15.7371 12/19/1970 20 2.90 2.92 16.4846 4/1/1958 19 3.05 3.08 17.1287 3/2/1980 18 3.22 3.25 17.4788 3/17/1982 17 3.41 3.45 17.4982 1/16/1952 16 3.63 3.67 17.5733 3/1/1978 15 3.87 3.92 17.7745 1/14/1993 14 4.14 4.21 17.887 2/20/1980 13 4.46 4.54 18.2021 2/18/2005 12 4.83 4.93 18.5731 10/29/2000 11 5.27 5.40 19.1363 10/27/2004 10 5.80 5.96 19.7531 2/25/1969 9 6.44 6.65 19.8374 2/4/1958 8 7.25 7.53 21.9563 2/25/2003 7 8.29 8.67 27.7734 9/23/1986 6 9.67 10.21 28.5816 1/4/1995 5 11.60 12.43 29.7465 1/15/1979 4 14.50 15.89 32.1315 1/4/1978 3 19.33 22.00 32.3065 10/1/1983 2 29.00 35.75 35.4579 4/14/2003 1 58.00 95.33 Peaks (cfs) Period of Return (Years) List of Peak events and Determination of Q2 and Q10 (Pre-Development) Rancho Costera (POC-3) T (Year) Cunnane (cfs) Weibull (cfs) 10 16.75 17.17 Date Posit Weibull Cunnane 9 15.27 15.96 7.8515 2/22/1998 57 1.02 1.01 8 14.54 14.67 7.8897 2/6/1969 56 1.04 1.03 7 14.19 14.28 7.9702 4/27/1960 55 1.05 1.05 6 13.38 13.56 7.9858 2/8/1993 54 1.07 1.07 5 13.30 13.30 8.14 2/22/2008 53 1.09 1.09 4 12.83 12.84 8.1814 1/16/1972 52 1.12 1.11 3 11.23 11.29 8.2293 3/19/1981 51 1.14 1.13 2 10.42 10.42 8.4344 4/28/2005 50 1.16 1.15 8.4591 3/1/1991 49 1.18 1.18 8.5794 3/15/1986 48 1.21 1.20 Note:8.5844 2/15/1986 47 1.23 1.23 Cunnane is the preferred 8.6279 2/12/1992 46 1.26 1.25 method by the HMP permit.8.6314 2/14/1998 45 1.29 1.28 8.6483 12/22/1982 44 1.32 1.31 8.6901 1/29/1980 43 1.35 1.34 8.8503 3/17/1963 42 1.38 1.38 8.9308 1/6/2008 41 1.41 1.41 9.0478 1/16/1978 40 1.45 1.44 9.1395 2/27/1991 39 1.49 1.48 9.2172 3/11/1995 38 1.53 1.52 9.5737 1/18/1993 37 1.57 1.56 9.727 2/4/1994 36 1.61 1.61 9.8012 2/17/1998 35 1.66 1.65 9.817 12/2/1961 34 1.71 1.70 10.2451 10/20/2004 33 1.76 1.75 10.3146 11/15/1952 32 1.81 1.81 10.3458 11/11/1985 31 1.87 1.87 10.386 2/23/1998 30 1.93 1.93 10.4197 2/18/1993 29 2.00 2.00 10.6383 2/16/1980 28 2.07 2.07 10.8461 12/19/1970 27 2.15 2.15 10.8646 1/27/2008 26 2.23 2.23 10.9071 2/3/1998 25 2.32 2.33 10.9561 11/22/1965 24 2.42 2.42 10.9625 12/30/1991 23 2.52 2.53 10.9694 2/10/1978 22 2.64 2.65 11.0104 1/29/1983 21 2.76 2.78 11.0186 2/27/1983 20 2.90 2.92 11.4342 3/2/1980 19 3.05 3.08 12.5426 4/1/1958 18 3.22 3.25 12.5743 3/1/1978 17 3.41 3.45 12.6666 1/16/1952 16 3.63 3.67 12.8104 3/17/1982 15 3.87 3.92 12.8709 2/20/1980 14 4.14 4.21 13.0587 2/18/2005 13 4.46 4.54 13.3021 10/27/2004 12 4.83 4.93 13.304 10/29/2000 11 5.27 5.40 13.3376 1/14/1993 10 5.80 5.96 14.0648 2/25/1969 9 6.44 6.65 14.3755 2/4/1958 8 7.25 7.53 14.7768 2/25/2003 7 8.29 8.67 17.0714 9/23/1986 6 9.67 10.21 17.6414 1/4/1995 5 11.60 12.43 18.3208 1/15/1979 4 14.50 15.89 19.5521 10/1/1983 3 19.33 22.00 20.4 1/4/1978 2 29.00 35.75 21.7828 4/14/2003 1 58.00 95.33 Peaks (cfs) Period of Return (Years) List of Peak events and Determination of Q2 and Q10 (Post-Development) Rancho Costera (POC-3) T (Year) Cunnane (cfs) Weibull (cfs) 10 17.42 17.96 Date Posit Weibull Cunnane 9 15.19 16.23 6.9002 1/11/2005 57 1.02 1.01 8 13.95 14.21 6.9423 1/30/2007 56 1.04 1.03 7 13.43 13.51 6.9861 1/6/1979 55 1.05 1.05 6 13.17 13.21 7.2248 1/18/1993 54 1.07 1.07 5 12.70 12.77 7.2485 2/12/1992 53 1.09 1.09 4 12.35 12.35 7.366 2/14/1998 52 1.12 1.11 3 11.56 11.63 7.5866 2/8/1993 51 1.14 1.13 2 10.11 10.11 7.8801 3/19/1981 50 1.16 1.15 7.8938 4/27/1960 49 1.18 1.18 8.0342 3/15/1986 48 1.21 1.20 Note:8.1119 12/2/1961 47 1.23 1.23 Cunnane is the preferred 8.2762 8/17/1977 46 1.26 1.25 method by the HMP permit.8.3169 12/22/1982 45 1.29 1.28 8.3498 2/22/2008 44 1.32 1.31 8.4545 2/4/1994 43 1.35 1.34 8.4799 2/15/1986 42 1.38 1.38 8.573 1/16/1972 41 1.41 1.41 8.605 1/6/2008 40 1.45 1.44 8.8448 4/28/2005 39 1.49 1.48 8.9017 1/16/1978 38 1.53 1.52 9.1509 2/27/1991 37 1.57 1.56 9.2142 3/17/1963 36 1.61 1.61 9.2664 2/17/1998 35 1.66 1.65 9.2918 1/29/1980 34 1.71 1.70 9.5794 10/20/2004 33 1.76 1.75 9.8584 2/16/1980 32 1.81 1.81 9.8884 2/23/1998 31 1.87 1.87 9.9384 1/27/2008 30 1.93 1.93 10.1063 2/27/1983 29 2.00 2.00 10.408 11/22/1965 28 2.07 2.07 10.4231 1/29/1983 27 2.15 2.15 10.5597 2/3/1998 26 2.23 2.23 10.5607 12/30/1991 25 2.32 2.33 10.6233 2/10/1978 24 2.42 2.42 10.7283 11/15/1952 23 2.52 2.53 10.7907 2/18/1993 22 2.64 2.65 11.1047 12/19/1970 21 2.76 2.78 11.3074 11/11/1985 20 2.90 2.92 11.8019 4/1/1958 19 3.05 3.08 11.8059 3/2/1980 18 3.22 3.25 12.2022 1/16/1952 17 3.41 3.45 12.2669 3/17/1982 16 3.63 3.67 12.3399 3/1/1978 15 3.87 3.92 12.3606 2/20/1980 14 4.14 4.21 12.6197 2/18/2005 13 4.46 4.54 12.6459 1/14/1993 12 4.83 4.93 12.9802 10/29/2000 11 5.27 5.40 13.1578 10/27/2004 10 5.80 5.96 13.3204 2/25/1969 9 6.44 6.65 13.5917 2/4/1958 8 7.25 7.53 14.4495 2/25/2003 7 8.29 8.67 17.8947 9/23/1986 6 9.67 10.21 18.2905 1/4/1995 5 11.60 12.43 19.0292 1/15/1979 4 14.50 15.89 19.6769 1/4/1978 3 19.33 22.00 20.577 10/1/1983 2 29.00 35.75 22.6771 4/14/2003 1 58.00 95.33 Peaks (cfs) Period of Return (Years) 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 BMP has been provided on the following pages. ABASIN is the total footprint area of gravel. ABASIN was multiplied by the porosity of gravel (0.4) to yield ASWMM. ASWMM represents only the void space in the gravel, and it is the area used in SWMM for routing. 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 discharge of the underground storage facilities 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 50% of the Q2 event flow as mandated in the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While TRWE acknowledges that these orifices are small, to increase the size of these outlets would impact the BMP’s ability to restrict flows beneath the HMP thresholds, thus preventing the BMP 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= 𝐴𝑊· 𝐿 · 𝐻3/2 (1) 2) Slot: As an orifice: 𝑄𝑟= 𝐴𝑟· �𝑟· 𝑐𝑔·√2𝑖(𝐻 −ℎ𝑠 2 ) (2.a) As a weir: 𝑄𝑟= 𝐴𝑊· 𝐴𝑟· 𝐻3/2 (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: 𝑄𝑜= 0.25 · 𝜋𝐴2 · 𝑐𝑔·√2𝑖(𝐻 −𝐷 2) (3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined Q as a function of H: 𝑄𝑂2 𝑖=𝐴𝑐𝑟3 𝑇𝑐𝑟 ; 𝐻 = 𝑦𝑐𝑟+𝐴𝑐𝑟 2 · 𝑇𝑐𝑟 ; 𝑇𝑐𝑟= 2√𝑦𝑐𝑟(𝐴 − 𝑦𝑐𝑟) ; 𝐴𝑐𝑟= 𝐴2 8 [𝛼𝑐𝑟− 𝑠�ℎ𝑛(𝛼𝑐𝑟)] ; 𝑦𝑐𝑟= 𝐷 2 [1 − 𝑠�ℎ𝑛(0.5 · 𝛼𝑐𝑟)] (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: QW, QS, QO = 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, BS, D, hS : Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft) H: Level of water in the pond over the invert of slot, weir or orifice (ft) Acr, Tcr, ycr, αcr: Critical variables for circular sector: area (ft2), top width (ft), critical depth (ft), and angle to the center, respectively. h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 4151 0 0 1660 0 0.1 4151 415 166 1660 166 0.2 4151 830 332 1660 332 0.3 4151 1245 498 1660 498 0.4 4151 1660 664 1660 664 0.5 4151 2076 830 1660 830 0.6 4151 2491 996 1660 996 0.7 4151 2906 1162 1660 1162 0.8 4151 3321 1328 1660 1328 0.9 4151 3736 1494 1660 1494 1.0 4151 4151 1660 1660 1660 1.1 4151 4566 1826 1660 1826 1.2 4151 4981 1992 1660 1992 1.3 4151 5396 2159 1660 2159 1.4 4151 5811 2325 1660 2325 1.5 4151 6227 2491 1660 2491 1.6 4151 6642 2657 1660 2657 1.7 4151 7057 2823 1660 2823 1.8 4151 7472 2989 1660 2989 1.9 4151 7887 3155 1660 3155 2.0 4151 8302 3321 1660 3321 2.1 4151 8717 3487 1660 3487 2.2 4151 9132 3653 1660 3653 2.3 4151 9547 3819 1660 3819 2.4 4151 9962 3985 1660 3985 2.5 4151 10378 4151 1660 4151 2.6 4151 10793 4317 1660 4317 2.7 4151 11208 4483 1660 4483 2.8 4151 11623 4649 1660 4649 2.9 4151 12038 4815 1660 4815 3.0 4151 12453 4981 1660 4981 3.1 4151 12868 5147 1660 5147 3.2 4151 13283 5313 1660 5313 3.3 4151 13698 5479 1660 5479 3.4 4151 14113 5645 1660 5645 3.5 4151 14529 5811 1660 5811 3.6 4151 14944 5977 1660 5977 3.7 4151 15359 6143 1660 6143 3.8 4151 15774 6310 1660 6310 3.9 4151 16189 6476 1660 6476 4.0 4151 16604 6642 1660 6642 4.1 4151 17019 6808 1660 6808 4.2 4151 17434 6974 1660 6974 4.3 4151 17849 7140 1660 7140 4.4 4151 18264 7306 1660 7306 4.5 4151 18680 7472 1660 7472 GRAVEL VOLUME TOTAL UNDERGROUND-STORAGE BMP 3: 1 of 1 Outlet Structure for Discharge of BMP-3 Discharge vs Elevation Table Low orifice 7.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 15 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:3.250 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.133 0.000 0.000 0.019 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.167 0.267 0.000 0.000 0.072 0.072 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.072 0.250 0.400 0.000 0.000 0.156 0.156 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.156 0.333 0.533 0.000 0.220 0.267 0.267 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.267 0.417 0.667 0.000 0.493 0.401 0.401 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.401 0.500 0.800 0.000 0.661 0.552 0.552 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.552 0.583 0.933 0.000 0.794 0.717 0.717 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.717 0.667 1.067 0.000 0.908 0.889 0.889 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.889 0.750 1.200 0.000 1.010 1.064 1.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.010 0.833 1.333 0.000 1.102 1.237 1.102 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.102 0.917 1.467 0.000 1.186 1.404 1.186 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.186 1.000 1.600 0.000 1.266 1.560 1.266 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.266 1.083 1.733 0.000 1.340 1.701 1.340 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.340 1.167 1.867 0.000 1.411 1.826 1.411 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.411 1.250 2.000 0.000 1.478 1.931 1.478 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.478 1.333 2.133 0.000 1.542 2.016 1.542 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.542 1.417 2.267 0.000 1.604 2.080 1.604 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.604 1.500 2.400 0.000 1.663 2.125 1.663 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.663 1.583 2.533 0.000 1.721 2.152 1.721 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.721 1.667 2.667 0.000 1.776 2.166 1.776 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.776 1.750 2.800 0.000 1.830 2.171 1.830 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.830 1.833 2.933 0.000 1.882 2.176 1.882 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.882 1.917 3.067 0.000 1.933 2.187 1.933 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.933 2.000 3.200 0.000 1.983 2.217 1.983 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.983 2.083 3.333 0.000 2.031 2.277 2.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.031 2.167 3.467 0.000 2.079 2.384 2.079 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.079 2.250 3.600 0.000 2.125 2.553 2.125 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.125 2.333 3.733 0.000 2.170 2.804 2.170 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.170 2.417 3.867 0.000 2.214 3.161 2.214 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.214 2.500 4.000 0.000 2.258 3.646 2.258 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.258 2.583 4.133 0.000 2.300 4.289 2.300 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.300 2.667 4.267 0.000 2.342 5.119 2.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.342 2.750 4.400 0.000 2.383 6.170 2.383 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.383 2.833 4.533 0.000 2.424 7.479 2.424 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.424 2.917 4.667 0.000 2.463 9.086 2.463 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.463 3.000 4.800 0.000 2.502 11.034 2.502 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.502 3.083 4.933 0.000 2.541 13.371 2.541 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.541 3.167 5.067 0.000 2.579 16.147 2.579 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.579 3.250 5.200 0.000 2.616 19.416 2.616 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.616 3.333 5.333 0.067 2.653 23.237 2.653 0.000 0.027 0.027 0.000 0.000 0.000 0.000 2.680 3.417 5.467 0.133 2.689 26.894 2.689 0.000 0.105 0.105 0.000 0.000 0.000 0.000 2.795 3.500 5.600 0.200 2.725 27.253 2.725 0.000 0.232 0.232 0.000 0.000 0.000 0.000 2.957 3.583 5.733 0.267 2.761 27.607 2.761 0.000 0.405 0.405 0.000 0.000 0.000 0.000 3.166 3.667 5.867 0.333 2.796 27.956 2.796 0.000 0.622 0.622 0.000 0.000 0.000 0.000 3.418 3.750 6.000 0.400 2.830 28.301 2.830 0.000 0.881 0.881 0.000 0.000 0.000 0.000 3.711 3.833 6.133 0.467 2.864 28.642 2.864 0.000 1.177 1.177 0.000 0.000 0.000 0.000 4.042 3.917 6.267 0.533 2.898 28.979 2.898 1.246 1.509 1.509 0.000 0.000 0.000 0.000 4.407 4.000 6.400 0.600 2.931 29.312 2.931 2.159 1.873 1.873 0.000 0.000 0.000 0.000 4.804 4.083 6.533 0.667 2.964 29.642 2.964 2.787 2.266 2.266 0.000 0.000 0.000 0.000 5.230 4.167 6.667 0.733 2.997 29.967 2.997 3.298 2.684 2.684 0.000 0.000 0.000 0.000 5.680 4.250 6.800 0.800 3.029 30.290 3.029 3.739 3.123 3.123 0.000 0.000 0.000 0.000 6.152 4.333 6.933 0.867 3.061 30.609 3.061 4.134 3.581 3.581 0.000 0.000 0.000 0.000 6.642 4.417 7.067 0.933 3.092 30.924 3.092 4.494 4.054 4.054 0.000 0.000 0.000 0.000 7.146 4.500 7.200 1.000 3.124 31.236 3.124 4.827 4.537 4.537 0.000 0.000 0.000 0.000 7.661 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 5798 0 0 2319 0 0.1 5798 580 232 2319 232 0.2 5798 1160 464 2319 464 0.3 5798 1739 696 2319 696 0.4 5798 2319 928 2319 928 0.5 5798 2899 1160 2319 1160 0.6 5798 3479 1392 2319 1392 0.7 5798 4059 1623 2319 1623 0.8 5798 4638 1855 2319 1855 0.9 5798 5218 2087 2319 2087 1.0 5798 5798 2319 2319 2319 1.1 5798 6378 2551 2319 2551 1.2 5798 6958 2783 2319 2783 1.3 5798 7537 3015 2319 3015 1.4 5798 8117 3247 2319 3247 1.5 5798 8697 3479 2319 3479 1.6 5798 9277 3711 2319 3711 1.7 5798 9857 3943 2319 3943 1.8 5798 10436 4175 2319 4175 1.9 5798 11016 4406 2319 4406 2.0 5798 11596 4638 2319 4638 2.1 5798 12176 4870 2319 4870 2.2 5798 12756 5102 2319 5102 2.3 5798 13335 5334 2319 5334 2.4 5798 13915 5566 2319 5566 2.5 5798 14495 5798 2319 5798 2.6 5798 15075 6030 2319 6030 2.7 5798 15655 6262 2319 6262 2.8 5798 16234 6494 2319 6494 2.9 5798 16814 6726 2319 6726 3.0 5798 17394 6958 2319 6958 3.1 5798 17974 7190 2319 7190 3.2 5798 18554 7421 2319 7421 3.3 5798 19133 7653 2319 7653 3.4 5798 19713 7885 2319 7885 3.5 5798 20293 8117 2319 8117 3.6 5798 20873 8349 2319 8349 3.7 5798 21453 8581 2319 8581 3.8 5798 22032 8813 2319 8813 3.9 5798 22612 9045 2319 9045 4.0 5798 23192 9277 2319 9277 4.1 5798 23772 9509 2319 9509 4.2 5798 24352 9741 2319 9741 4.3 5798 24931 9973 2319 9973 4.4 5798 25511 10204 2319 10204 4.5 5798 26091 10436 2319 10436 UNDERGROUND-STORAGE BMP 4: GRAVEL VOLUME TOTAL 1 of 2 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) GRAVEL VOLUME TOTAL 4.6 5798 26671 10668 2319 10668 4.7 5798 27251 10900 2319 10900 4.8 5798 27830 11132 2319 11132 4.9 5798 28410 11364 2319 11364 5.0 5798 28990 11596 2319 11596 5.1 5798 29570 11828 2319 11828 5.2 5798 30150 12060 2319 12060 5.3 5798 30729 12292 2319 12292 5.4 5798 31309 12524 2319 12524 5.5 5798 31889 12756 2319 12756 2 of 2 Outlet Structure for Discharge of BMP-4 Discharge vs Elevation Table Low orifice 7.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 15 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:4.250 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.133 0.000 0.000 0.019 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.167 0.267 0.000 0.000 0.072 0.072 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.072 0.250 0.400 0.000 0.000 0.156 0.156 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.156 0.333 0.533 0.000 0.220 0.267 0.267 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.267 0.417 0.667 0.000 0.493 0.401 0.401 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.401 0.500 0.800 0.000 0.661 0.552 0.552 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.552 0.583 0.933 0.000 0.794 0.717 0.717 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.717 0.667 1.067 0.000 0.908 0.889 0.889 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.889 0.750 1.200 0.000 1.010 1.064 1.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.010 0.833 1.333 0.000 1.102 1.237 1.102 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.102 0.917 1.467 0.000 1.186 1.404 1.186 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.186 1.000 1.600 0.000 1.266 1.560 1.266 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.266 1.083 1.733 0.000 1.340 1.701 1.340 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.340 1.167 1.867 0.000 1.411 1.826 1.411 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.411 1.250 2.000 0.000 1.478 1.931 1.478 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.478 1.333 2.133 0.000 1.542 2.016 1.542 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.542 1.417 2.267 0.000 1.604 2.080 1.604 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.604 1.500 2.400 0.000 1.663 2.125 1.663 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.663 1.583 2.533 0.000 1.721 2.152 1.721 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.721 1.667 2.667 0.000 1.776 2.166 1.776 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.776 1.750 2.800 0.000 1.830 2.171 1.830 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.830 1.833 2.933 0.000 1.882 2.176 1.882 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.882 1.917 3.067 0.000 1.933 2.187 1.933 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.933 2.000 3.200 0.000 1.983 2.217 1.983 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.983 2.083 3.333 0.000 2.031 2.277 2.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.031 2.167 3.467 0.000 2.079 2.384 2.079 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.079 2.250 3.600 0.000 2.125 2.553 2.125 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.125 2.333 3.733 0.000 2.170 2.804 2.170 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.170 2.417 3.867 0.000 2.214 3.161 2.214 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.214 2.500 4.000 0.000 2.258 3.646 2.258 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.258 2.583 4.133 0.000 2.300 4.289 2.300 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.300 2.667 4.267 0.000 2.342 5.119 2.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.342 2.750 4.400 0.000 2.383 6.170 2.383 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.383 2.833 4.533 0.000 2.424 7.479 2.424 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.424 2.917 4.667 0.000 2.463 9.086 2.463 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.463 3.000 4.800 0.000 2.502 11.034 2.502 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.502 3.083 4.933 0.000 2.541 13.371 2.541 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.541 3.167 5.067 0.000 2.579 16.147 2.579 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.579 3.250 5.200 0.000 2.616 19.416 2.616 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.616 3.333 5.333 0.000 2.653 23.237 2.653 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.653 3.417 5.467 0.000 2.689 26.894 2.689 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.689 3.500 5.600 0.000 2.725 27.253 2.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.725 3.583 5.733 0.000 2.761 27.607 2.761 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.761 3.667 5.867 0.000 2.796 27.956 2.796 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.796 3.750 6.000 0.000 2.830 28.301 2.830 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.830 3.833 6.133 0.000 2.864 28.642 2.864 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.864 3.917 6.267 0.000 2.898 28.979 2.898 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.898 4.000 6.400 0.000 2.931 29.312 2.931 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.931 4.083 6.533 0.000 2.964 29.642 2.964 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.964 4.167 6.667 0.000 2.997 29.967 2.997 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.997 4.250 6.800 0.000 3.029 30.290 3.029 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.029 4.333 6.933 0.067 3.061 30.609 3.061 0.000 0.027 0.027 0.000 0.000 0.000 0.000 3.088 4.417 7.067 0.133 3.092 30.924 3.092 0.000 0.105 0.105 0.000 0.000 0.000 0.000 3.198 4.500 7.200 0.200 3.124 31.236 3.124 0.000 0.232 0.232 0.000 0.000 0.000 0.000 3.356 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 2 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)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 4.583 7.333 0.267 3.155 31.546 3.155 0.000 0.405 0.405 0.000 0.000 0.000 0.000 3.560 4.667 7.467 0.333 3.185 31.852 3.185 0.000 0.622 0.622 0.000 0.000 0.000 0.000 3.807 4.750 7.600 0.400 3.216 32.155 3.216 0.000 0.881 0.881 0.000 0.000 0.000 0.000 4.096 4.833 7.733 0.467 3.246 32.456 3.246 0.000 1.177 1.177 0.000 0.000 0.000 0.000 4.423 4.917 7.867 0.533 3.275 32.754 3.275 1.246 1.509 1.509 0.000 0.000 0.000 0.000 4.785 5.000 8.000 0.600 3.305 33.049 3.305 2.159 1.873 1.873 0.000 0.000 0.000 0.000 5.178 5.083 8.133 0.667 3.334 33.341 3.334 2.787 2.266 2.266 0.000 0.000 0.000 0.000 5.600 5.167 8.267 0.733 3.363 33.631 3.363 3.298 2.684 2.684 0.000 0.000 0.000 0.000 6.047 5.250 8.400 0.800 3.392 33.919 3.392 3.739 3.123 3.123 0.000 0.000 0.000 0.000 6.515 5.333 8.533 0.867 3.420 34.204 3.420 4.134 3.581 3.581 0.000 0.000 0.000 0.000 7.002 5.417 8.667 0.933 3.449 34.486 3.449 4.494 4.054 4.054 0.000 0.000 0.000 0.000 7.502 5.500 8.800 1.000 3.477 34.767 3.477 4.827 4.537 4.537 0.000 0.000 0.000 0.000 8.014 Page 2 of 2 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1792 0 0 717 0 0.1 1792 179 72 717 72 0.2 1792 358 143 717 143 0.3 1792 538 215 717 215 0.4 1792 717 287 717 287 0.5 1792 896 358 717 358 0.6 1792 1075 430 717 430 0.7 1792 1254 502 717 502 0.8 1792 1434 573 717 573 0.9 1792 1613 645 717 645 1.0 1792 1792 717 717 717 1.1 1792 1971 788 717 788 1.2 1792 2150 860 717 860 1.3 1792 2330 932 717 932 1.4 1792 2509 1004 717 1004 1.5 1792 2688 1075 717 1075 1.6 1792 2867 1147 717 1147 1.7 1792 3046 1219 717 1219 1.8 1792 3226 1290 717 1290 1.9 1792 3405 1362 717 1362 2.0 1792 3584 1434 717 1434 2.1 1792 3763 1505 717 1505 2.2 1792 3942 1577 717 1577 2.3 1792 4122 1649 717 1649 2.4 1792 4301 1720 717 1720 2.5 1792 4480 1792 717 1792 2.6 1792 4659 1864 717 1864 2.7 1792 4838 1935 717 1935 2.8 1792 5018 2007 717 2007 2.9 1792 5197 2079 717 2079 3.0 1792 5376 2150 717 2150 3.1 1792 5555 2222 717 2222 3.2 1792 5734 2294 717 2294 3.3 1792 5914 2365 717 2365 3.4 1792 6093 2437 717 2437 3.5 1792 6272 2509 717 2509 3.6 1792 6451 2580 717 2580 3.7 1792 6630 2652 717 2652 3.8 1792 6810 2724 717 2724 3.9 1792 6989 2796 717 2796 4.0 1792 7168 2867 717 2867 4.1 1792 7347 2939 717 2939 4.2 1792 7526 3011 717 3011 4.3 1792 7706 3082 717 3082 4.4 1792 7885 3154 717 3154 4.5 1792 8064 3226 717 3226 UNDERGROUND-STORAGE BMP 5: GRAVEL VOLUME TOTAL 1 of 1 Outlet structure for Discharge of BMP-5 Discharge vs Elevation Table Low orifice 4.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 13 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:3.417 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.222 0.000 0.000 0.014 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.167 0.444 0.000 0.000 0.053 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 0.250 0.667 0.000 0.137 0.112 0.112 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.112 0.333 0.889 0.000 0.210 0.184 0.184 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.184 0.417 1.111 0.000 0.263 0.264 0.263 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.263 0.500 1.333 0.000 0.307 0.345 0.307 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.307 0.583 1.556 0.000 0.346 0.421 0.346 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.346 0.667 1.778 0.000 0.380 0.487 0.380 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.380 0.750 2.000 0.000 0.412 0.539 0.412 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.412 0.833 2.222 0.000 0.442 0.575 0.442 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.917 2.444 0.000 0.469 0.596 0.469 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.469 1.000 2.667 0.000 0.495 0.604 0.495 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.495 1.083 2.889 0.000 0.520 0.606 0.520 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.520 1.167 3.111 0.000 0.544 0.612 0.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.250 3.333 0.000 0.566 0.635 0.566 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.566 1.333 3.556 0.000 0.588 0.694 0.588 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.588 1.417 3.778 0.000 0.609 0.812 0.609 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.609 1.500 4.000 0.000 0.630 1.017 0.630 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.630 1.583 4.222 0.000 0.649 1.344 0.649 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.649 1.667 4.444 0.000 0.668 1.834 0.668 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.668 1.750 4.667 0.000 0.687 2.534 0.687 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.687 1.833 4.889 0.000 0.705 3.499 0.705 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.705 1.917 5.111 0.000 0.723 4.790 0.723 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.723 2.000 5.333 0.000 0.740 6.480 0.740 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.740 2.083 5.556 0.000 0.757 7.566 0.757 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.757 2.167 5.778 0.000 0.773 7.731 0.773 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.773 2.250 6.000 0.000 0.789 7.892 0.789 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.789 2.333 6.222 0.000 0.805 8.050 0.805 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.805 2.417 6.444 0.000 0.820 8.205 0.820 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.820 2.500 6.667 0.000 0.836 8.357 0.836 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.836 2.583 6.889 0.000 0.851 8.506 0.851 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.851 2.667 7.111 0.000 0.865 8.652 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.865 2.750 7.333 0.000 0.880 8.797 0.880 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.880 2.833 7.556 0.000 0.894 8.939 0.894 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.894 2.917 7.778 0.000 0.908 9.078 0.908 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.908 3.000 8.000 0.000 0.922 9.216 0.922 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.922 3.083 8.222 0.000 0.935 9.351 0.935 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.935 3.167 8.444 0.000 0.948 9.485 0.948 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.948 3.250 8.667 0.000 0.962 9.617 0.962 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.962 3.333 8.889 0.000 0.975 9.747 0.975 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.975 3.417 9.111 0.000 0.987 9.875 0.987 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.987 3.500 9.333 0.077 1.000 10.001 1.000 0.000 0.025 0.025 0.000 0.000 0.000 0.000 1.025 3.583 9.556 0.154 1.013 10.127 1.013 0.000 0.097 0.097 0.000 0.000 0.000 0.000 1.110 3.667 9.778 0.231 1.025 10.250 1.025 0.000 0.214 0.214 0.000 0.000 0.000 0.000 1.239 3.750 10.000 0.308 1.037 10.372 1.037 0.000 0.373 0.373 0.000 0.000 0.000 0.000 1.410 3.833 10.222 0.385 1.049 10.493 1.049 0.000 0.572 0.572 0.000 0.000 0.000 0.000 1.621 3.917 10.444 0.462 1.061 10.612 1.061 0.000 0.806 0.806 0.000 0.000 0.000 0.000 1.868 4.000 10.667 0.538 1.073 10.730 1.073 0.936 1.074 1.074 0.000 0.000 0.000 0.000 2.147 4.083 10.889 0.615 1.085 10.846 1.085 1.621 1.371 1.371 0.000 0.000 0.000 0.000 2.456 4.167 11.111 0.692 1.096 10.962 1.096 2.093 1.695 1.695 0.000 0.000 0.000 0.000 2.791 4.250 11.333 0.769 1.108 11.076 1.108 2.477 2.040 2.040 0.000 0.000 0.000 0.000 3.148 4.333 11.556 0.846 1.119 11.189 1.119 2.808 2.404 2.404 0.000 0.000 0.000 0.000 3.523 4.417 11.778 0.923 1.130 11.301 1.130 3.105 2.783 2.783 0.000 0.000 0.000 0.000 3.913 4.500 12.000 1.000 1.141 11.412 1.141 3.375 3.173 3.173 0.000 0.000 0.000 0.000 4.314 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1152 0 0 461 0 0.1 1152 115 46 461 46 0.2 1152 230 92 461 92 0.3 1152 346 138 461 138 0.4 1152 461 184 461 184 0.5 1152 576 230 461 230 0.6 1152 691 276 461 276 0.7 1152 806 323 461 323 0.8 1152 922 369 461 369 0.9 1152 1037 415 461 415 1.0 1152 1152 461 461 461 1.1 1152 1267 507 461 507 1.2 1152 1382 553 461 553 1.3 1152 1498 599 461 599 1.4 1152 1613 645 461 645 1.5 1152 1728 691 461 691 1.6 1152 1843 737 461 737 1.7 1152 1958 783 461 783 1.8 1152 2074 829 461 829 1.9 1152 2189 876 461 876 2.0 1152 2304 922 461 922 2.1 1152 2419 968 461 968 2.2 1152 2534 1014 461 1014 2.3 1152 2650 1060 461 1060 2.4 1152 2765 1106 461 1106 2.5 1152 2880 1152 461 1152 2.6 1152 2995 1198 461 1198 2.7 1152 3110 1244 461 1244 2.8 1152 3226 1290 461 1290 2.9 1152 3341 1336 461 1336 3.0 1152 3456 1382 461 1382 3.1 1152 3571 1428 461 1428 3.2 1152 3686 1475 461 1475 3.3 1152 3802 1521 461 1521 3.4 1152 3917 1567 461 1567 3.5 1152 4032 1613 461 1613 3.6 1152 4147 1659 461 1659 3.7 1152 4262 1705 461 1705 3.8 1152 4378 1751 461 1751 3.9 1152 4493 1797 461 1797 4.0 1152 4608 1843 461 1843 4.1 1152 4723 1889 461 1889 4.2 1152 4838 1935 461 1935 4.3 1152 4954 1981 461 1981 4.4 1152 5069 2028 461 2028 4.5 1152 5184 2074 461 2074 UNDERGROUND-STORAGE BMP 6: GRAVEL VOLUME TOTAL 1 of 1 Outlet structure for Discharge of BMP-6 Discharge vs Elevation Table Low orifice 3.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 12 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:3.500 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.286 0.000 0.000 0.012 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.167 0.571 0.000 0.048 0.045 0.045 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.045 0.250 0.857 0.000 0.107 0.092 0.092 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.092 0.333 1.143 0.000 0.144 0.147 0.144 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.144 0.417 1.429 0.000 0.173 0.202 0.173 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.173 0.500 1.714 0.000 0.198 0.250 0.198 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.198 0.583 2.000 0.000 0.220 0.287 0.220 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.220 0.667 2.286 0.000 0.240 0.311 0.240 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.240 0.750 2.571 0.000 0.258 0.321 0.258 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.258 0.833 2.857 0.000 0.276 0.323 0.276 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.276 0.917 3.143 0.000 0.292 0.327 0.292 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.292 1.000 3.429 0.000 0.307 0.349 0.307 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.307 1.083 3.714 0.000 0.322 0.411 0.322 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.322 1.167 4.000 0.000 0.336 0.542 0.336 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.336 1.250 4.286 0.000 0.349 0.782 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 1.333 4.571 0.000 0.362 1.176 0.362 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.362 1.417 4.857 0.000 0.375 1.783 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 1.500 5.143 0.000 0.387 2.671 0.387 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.387 1.583 5.429 0.000 0.399 3.918 0.399 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.399 1.667 5.714 0.000 0.410 4.100 0.410 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.410 1.750 6.000 0.000 0.421 4.210 0.421 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.421 1.833 6.286 0.000 0.432 4.318 0.432 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.432 1.917 6.571 0.000 0.442 4.424 0.442 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 2.000 6.857 0.000 0.453 4.527 0.453 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.453 2.083 7.143 0.000 0.463 4.627 0.463 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.463 2.167 7.429 0.000 0.473 4.726 0.473 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.473 2.250 7.714 0.000 0.482 4.822 0.482 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.482 2.333 8.000 0.000 0.492 4.917 0.492 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.492 2.417 8.286 0.000 0.501 5.009 0.501 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.501 2.500 8.571 0.000 0.510 5.101 0.510 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.510 2.583 8.857 0.000 0.519 5.190 0.519 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.519 2.667 9.143 0.000 0.528 5.278 0.528 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.528 2.750 9.429 0.000 0.536 5.365 0.536 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.536 2.833 9.714 0.000 0.545 5.450 0.545 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.545 2.917 10.000 0.000 0.553 5.534 0.553 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.553 3.000 10.286 0.000 0.562 5.616 0.562 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.562 3.083 10.571 0.000 0.570 5.698 0.570 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.570 3.167 10.857 0.000 0.578 5.778 0.578 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.578 3.250 11.143 0.000 0.586 5.857 0.586 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.586 3.333 11.429 0.000 0.594 5.935 0.594 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.594 3.417 11.714 0.000 0.601 6.012 0.601 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.601 3.500 12.000 0.000 0.609 6.088 0.609 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.609 3.583 12.286 0.083 0.616 6.163 0.616 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.640 3.667 12.571 0.167 0.624 6.238 0.624 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.717 3.750 12.857 0.250 0.631 6.311 0.631 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.836 3.833 13.143 0.333 0.638 6.384 0.638 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.995 3.917 13.429 0.417 0.646 6.455 0.646 0.000 0.545 0.545 0.000 0.000 0.000 0.000 1.190 4.000 13.714 0.500 0.653 6.526 0.653 0.000 0.767 0.767 0.000 0.000 0.000 0.000 1.419 4.083 14.000 0.583 0.660 6.596 0.660 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.678 4.167 14.286 0.667 0.667 6.666 0.667 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.964 4.250 14.571 0.750 0.673 6.735 0.673 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.271 4.333 14.857 0.833 0.680 6.803 0.680 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.598 4.417 15.143 0.917 0.687 6.870 0.687 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.939 4.500 15.429 1.000 0.694 6.937 0.694 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.291 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 2196 0 0 878 0 0.1 2196 220 88 878 88 0.2 2196 439 176 878 176 0.3 2196 659 264 878 264 0.4 2196 878 351 878 351 0.5 2196 1098 439 878 439 0.6 2196 1318 527 878 527 0.7 2196 1537 615 878 615 0.8 2196 1757 703 878 703 0.9 2196 1976 791 878 791 1.0 2196 2196 878 878 878 1.1 2196 2416 966 878 966 1.2 2196 2635 1054 878 1054 1.3 2196 2855 1142 878 1142 1.4 2196 3074 1230 878 1230 1.5 2196 3294 1318 878 1318 1.6 2196 3514 1405 878 1405 1.7 2196 3733 1493 878 1493 1.8 2196 3953 1581 878 1581 1.9 2196 4172 1669 878 1669 2.0 2196 4392 1757 878 1757 2.1 2196 4612 1845 878 1845 2.2 2196 4831 1932 878 1932 2.3 2196 5051 2020 878 2020 2.4 2196 5270 2108 878 2108 2.5 2196 5490 2196 878 2196 2.6 2196 5710 2284 878 2284 2.7 2196 5929 2372 878 2372 2.8 2196 6149 2460 878 2460 2.9 2196 6368 2547 878 2547 3.0 2196 6588 2635 878 2635 3.1 2196 6808 2723 878 2723 3.2 2196 7027 2811 878 2811 3.3 2196 7247 2899 878 2899 3.4 2196 7466 2987 878 2987 3.5 2196 7686 3074 878 3074 3.6 2196 7906 3162 878 3162 3.7 2196 8125 3250 878 3250 3.8 2196 8345 3338 878 3338 3.9 2196 8564 3426 878 3426 4.0 2196 8784 3514 878 3514 UNDERGROUND-STORAGE BMP 7: GRAVEL VOLUME TOTAL 1 of 1 Outlet structure for Discharge of BMP-7 Discharge vs Elevation Table Low orifice 4.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 12 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:3.000 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.222 0.000 0.000 0.014 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.167 0.444 0.000 0.000 0.053 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 0.250 0.667 0.000 0.137 0.112 0.112 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.112 0.333 0.889 0.000 0.210 0.184 0.184 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.184 0.417 1.111 0.000 0.263 0.264 0.263 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.263 0.500 1.333 0.000 0.307 0.345 0.307 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.307 0.583 1.556 0.000 0.346 0.421 0.346 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.346 0.667 1.778 0.000 0.380 0.487 0.380 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.380 0.750 2.000 0.000 0.412 0.539 0.412 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.412 0.833 2.222 0.000 0.442 0.575 0.442 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.917 2.444 0.000 0.469 0.596 0.469 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.469 1.000 2.667 0.000 0.495 0.604 0.495 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.495 1.083 2.889 0.000 0.520 0.606 0.520 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.520 1.167 3.111 0.000 0.544 0.612 0.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.250 3.333 0.000 0.566 0.635 0.566 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.566 1.333 3.556 0.000 0.588 0.694 0.588 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.588 1.417 3.778 0.000 0.609 0.812 0.609 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.609 1.500 4.000 0.000 0.630 1.017 0.630 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.630 1.583 4.222 0.000 0.649 1.344 0.649 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.649 1.667 4.444 0.000 0.668 1.834 0.668 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.668 1.750 4.667 0.000 0.687 2.534 0.687 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.687 1.833 4.889 0.000 0.705 3.499 0.705 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.705 1.917 5.111 0.000 0.723 4.790 0.723 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.723 2.000 5.333 0.000 0.740 6.480 0.740 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.740 2.083 5.556 0.000 0.757 7.566 0.757 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.757 2.167 5.778 0.000 0.773 7.731 0.773 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.773 2.250 6.000 0.000 0.789 7.892 0.789 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.789 2.333 6.222 0.000 0.805 8.050 0.805 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.805 2.417 6.444 0.000 0.820 8.205 0.820 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.820 2.500 6.667 0.000 0.836 8.357 0.836 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.836 2.583 6.889 0.000 0.851 8.506 0.851 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.851 2.667 7.111 0.000 0.865 8.652 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.865 2.750 7.333 0.000 0.880 8.797 0.880 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.880 2.833 7.556 0.000 0.894 8.939 0.894 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.894 2.917 7.778 0.000 0.908 9.078 0.908 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.908 3.000 8.000 0.000 0.922 9.216 0.922 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.922 3.083 8.222 0.083 0.935 9.351 0.935 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.959 3.167 8.444 0.167 0.948 9.485 0.948 0.000 0.093 0.093 0.000 0.000 0.000 0.000 1.042 3.250 8.667 0.250 0.962 9.617 0.962 0.000 0.205 0.205 0.000 0.000 0.000 0.000 1.166 3.333 8.889 0.333 0.975 9.747 0.975 0.000 0.356 0.356 0.000 0.000 0.000 0.000 1.331 3.417 9.111 0.417 0.987 9.875 0.987 0.000 0.545 0.545 0.000 0.000 0.000 0.000 1.532 3.500 9.333 0.500 1.000 10.001 1.000 #NUM!0.767 0.767 0.000 0.000 0.000 0.000 1.767 3.583 9.556 0.583 1.013 10.127 1.013 1.128 1.019 1.019 0.000 0.000 0.000 0.000 2.031 3.667 9.778 0.667 1.025 10.250 1.025 1.595 1.297 1.297 0.000 0.000 0.000 0.000 2.322 3.750 10.000 0.750 1.037 10.372 1.037 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.635 3.833 10.222 0.833 1.049 10.493 1.049 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.967 3.917 10.444 0.917 1.061 10.612 1.061 2.522 2.252 2.252 0.000 0.000 0.000 0.000 3.313 4.000 10.667 1.000 1.073 10.730 1.073 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.670 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1765 0 0 706 0 0.1 1765 177 71 706 71 0.2 1765 353 141 706 141 0.3 1765 530 212 706 212 0.4 1765 706 282 706 282 0.5 1765 883 353 706 353 0.6 1765 1059 424 706 424 0.7 1765 1236 494 706 494 0.8 1765 1412 565 706 565 0.9 1765 1589 635 706 635 1.0 1765 1765 706 706 706 1.1 1765 1942 777 706 777 1.2 1765 2118 847 706 847 1.3 1765 2295 918 706 918 1.4 1765 2471 988 706 988 1.5 1765 2648 1059 706 1059 1.6 1765 2824 1130 706 1130 1.7 1765 3001 1200 706 1200 1.8 1765 3177 1271 706 1271 1.9 1765 3354 1341 706 1341 2.0 1765 3530 1412 706 1412 2.1 1765 3707 1483 706 1483 2.2 1765 3883 1553 706 1553 2.3 1765 4060 1624 706 1624 2.4 1765 4236 1694 706 1694 2.5 1765 4413 1765 706 1765 2.6 1765 4589 1836 706 1836 2.7 1765 4766 1906 706 1906 2.8 1765 4942 1977 706 1977 2.9 1765 5119 2047 706 2047 3.0 1765 5295 2118 706 2118 3.1 1765 5472 2189 706 2189 3.2 1765 5648 2259 706 2259 3.3 1765 5825 2330 706 2330 3.4 1765 6001 2400 706 2400 3.5 1765 6178 2471 706 2471 3.6 1765 6354 2542 706 2542 3.7 1765 6531 2612 706 2612 3.8 1765 6707 2683 706 2683 3.9 1765 6884 2753 706 2753 4.0 1765 7060 2824 706 2824 4.1 1765 7237 2895 706 2895 4.2 1765 7413 2965 706 2965 4.3 1765 7590 3036 706 3036 4.4 1765 7766 3106 706 3106 4.5 1765 7942 3177 706 3177 UNDERGROUND-STORAGE BMP 8: GRAVEL VOLUME TOTAL 1 of 2 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) GRAVEL VOLUME TOTAL 4.6 1765 8119 3248 706 3248 4.7 1765 8295 3318 706 3318 4.8 1765 8472 3389 706 3389 4.9 1765 8648 3459 706 3459 5.0 1765 8825 3530 706 3530 5.1 1765 9001 3601 706 3601 5.2 1765 9178 3671 706 3671 5.3 1765 9354 3742 706 3742 5.4 1765 9531 3812 706 3812 5.5 1765 9707 3883 706 3883 5.6 1765 9884 3954 706 3954 5.7 1765 10061 4024 706 4024 5.8 1765 10237 4095 706 4095 5.9 1765 10414 4165 706 4165 6.0 1765 10590 4236 706 4236 6.1 1765 10767 4307 706 4307 6.2 1765 10943 4377 706 4377 6.3 1765 11120 4448 706 4448 6.4 1765 11296 4518 706 4518 6.5 1765 11473 4589 706 4589 2 of 2 Outlet structure for Discharge of BMP-8 Discharge vs Elevation Table Low orifice 3.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 12 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:5.500 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.333 0.000 0.000 0.011 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.167 0.667 0.000 0.050 0.041 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.250 1.000 0.000 0.086 0.081 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.333 1.333 0.000 0.111 0.125 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111 0.417 1.667 0.000 0.132 0.165 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.132 0.500 2.000 0.000 0.150 0.195 0.150 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.583 2.333 0.000 0.165 0.213 0.165 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.165 0.667 2.667 0.000 0.180 0.219 0.180 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.180 0.750 3.000 0.000 0.193 0.221 0.193 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.193 0.833 3.333 0.000 0.206 0.230 0.206 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.206 0.917 3.667 0.000 0.217 0.270 0.217 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.217 1.000 4.000 0.000 0.228 0.369 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.228 1.083 4.333 0.000 0.239 0.568 0.239 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.239 1.167 4.667 0.000 0.249 0.919 0.249 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.249 1.250 5.000 0.000 0.259 1.488 0.259 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.259 1.333 5.333 0.000 0.268 2.351 0.268 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.268 1.417 5.667 0.000 0.278 2.776 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.278 1.500 6.000 0.000 0.286 2.864 0.286 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.286 1.583 6.333 0.000 0.295 2.949 0.295 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.295 1.667 6.667 0.000 0.303 3.032 0.303 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.303 1.750 7.000 0.000 0.311 3.113 0.311 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.311 1.833 7.333 0.000 0.319 3.192 0.319 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.319 1.917 7.667 0.000 0.327 3.269 0.327 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.327 2.000 8.000 0.000 0.334 3.344 0.334 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.334 2.083 8.333 0.000 0.342 3.418 0.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.342 2.167 8.667 0.000 0.349 3.490 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 2.250 9.000 0.000 0.356 3.560 0.356 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.356 2.333 9.333 0.000 0.363 3.629 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.363 2.417 9.667 0.000 0.370 3.697 0.370 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.370 2.500 10.000 0.000 0.376 3.764 0.376 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.376 2.583 10.333 0.000 0.383 3.829 0.383 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.383 2.667 10.667 0.000 0.389 3.894 0.389 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.389 2.750 11.000 0.000 0.396 3.957 0.396 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.396 2.833 11.333 0.000 0.402 4.019 0.402 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.402 2.917 11.667 0.000 0.408 4.081 0.408 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.408 3.000 12.000 0.000 0.414 4.141 0.414 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.414 3.083 12.333 0.000 0.420 4.201 0.420 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.420 3.167 12.667 0.000 0.426 4.260 0.426 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.426 3.250 13.000 0.000 0.432 4.317 0.432 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.432 3.333 13.333 0.000 0.437 4.375 0.437 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.437 3.417 13.667 0.000 0.443 4.431 0.443 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.443 3.500 14.000 0.000 0.449 4.487 0.449 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.449 3.583 14.333 0.000 0.454 4.542 0.454 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.454 3.667 14.667 0.000 0.460 4.596 0.460 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.460 3.750 15.000 0.000 0.465 4.650 0.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.465 3.833 15.333 0.000 0.470 4.703 0.470 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.470 3.917 15.667 0.000 0.476 4.756 0.476 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.476 4.000 16.000 0.000 0.481 4.808 0.481 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.481 4.083 16.333 0.000 0.486 4.859 0.486 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.486 4.167 16.667 0.000 0.491 4.910 0.491 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.491 4.250 17.000 0.000 0.496 4.960 0.496 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.496 4.333 17.333 0.000 0.501 5.010 0.501 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.501 4.417 17.667 0.000 0.506 5.060 0.506 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.506 4.500 18.000 0.000 0.511 5.109 0.511 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.511 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 2 4.583 18.333 0.000 0.516 5.157 0.516 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.516 4.667 18.667 0.000 0.520 5.205 0.520 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.520 4.750 19.000 0.000 0.525 5.252 0.525 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.525 4.833 19.333 0.000 0.530 5.300 0.530 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.530 4.917 19.667 0.000 0.535 5.346 0.535 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.535 5.000 20.000 0.000 0.539 5.393 0.539 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.539 5.083 20.333 0.000 0.544 5.438 0.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 5.167 20.667 0.000 0.548 5.484 0.548 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.548 5.250 21.000 0.000 0.553 5.529 0.553 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.553 5.333 21.333 0.000 0.557 5.574 0.557 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.557 5.417 21.667 0.000 0.562 5.618 0.562 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.562 5.500 22.000 0.000 0.566 5.662 0.566 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.566 5.583 22.333 0.083 0.571 5.706 0.571 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.595 5.667 22.667 0.167 0.575 5.749 0.575 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.668 5.750 23.000 0.250 0.579 5.792 0.579 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.784 5.833 23.333 0.333 0.584 5.835 0.584 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.940 5.917 23.667 0.417 0.588 5.878 0.588 0.000 0.545 0.545 0.000 0.000 0.000 0.000 1.132 6.000 24.000 0.500 0.592 5.920 0.592 0.000 0.767 0.767 0.000 0.000 0.000 0.000 1.358 6.083 24.333 0.583 0.596 5.962 0.596 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.615 6.167 24.667 0.667 0.600 6.003 0.600 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.897 6.250 25.000 0.750 0.604 6.044 0.604 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.202 6.333 25.333 0.833 0.609 6.085 0.609 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.526 6.417 25.667 0.917 0.613 6.126 0.613 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.865 6.500 26.000 1.000 0.617 6.167 0.617 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.214 Page 2 of 2 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1933 0 0 773 0 0.1 1933 193 77 773 77 0.2 1933 387 155 773 155 0.3 1933 580 232 773 232 0.4 1933 773 309 773 309 0.5 1933 967 387 773 387 0.6 1933 1160 464 773 464 0.7 1933 1353 541 773 541 0.8 1933 1546 619 773 619 0.9 1933 1740 696 773 696 1.0 1933 1933 773 773 773 1.1 1933 2126 851 773 851 1.2 1933 2320 928 773 928 1.3 1933 2513 1005 773 1005 1.4 1933 2706 1082 773 1082 1.5 1933 2900 1160 773 1160 1.6 1933 3093 1237 773 1237 1.7 1933 3286 1314 773 1314 1.8 1933 3479 1392 773 1392 1.9 1933 3673 1469 773 1469 2.0 1933 3866 1546 773 1546 2.1 1933 4059 1624 773 1624 2.2 1933 4253 1701 773 1701 2.3 1933 4446 1778 773 1778 2.4 1933 4639 1856 773 1856 2.5 1933 4833 1933 773 1933 2.6 1933 5026 2010 773 2010 2.7 1933 5219 2088 773 2088 2.8 1933 5412 2165 773 2165 2.9 1933 5606 2242 773 2242 3.0 1933 5799 2320 773 2320 3.1 1933 5992 2397 773 2397 3.2 1933 6186 2474 773 2474 3.3 1933 6379 2552 773 2552 3.4 1933 6572 2629 773 2629 3.5 1933 6766 2706 773 2706 UNDERGROUND-STORAGE BMP 9: GRAVEL VOLUME TOTAL 1 of 1 Outlet structure for Discharge of BMP-9 Discharge vs Elevation Table Low orifice 3.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.83 ft B:0.00 Middle orifice 12 "hslot 0.167 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.500 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.333 0.000 0.000 0.011 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.167 0.667 0.000 0.050 0.041 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.250 1.000 0.000 0.086 0.081 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.333 1.333 0.000 0.111 0.125 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111 0.417 1.667 0.000 0.132 0.165 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.132 0.500 2.000 0.000 0.150 0.195 0.150 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.583 2.333 0.000 0.165 0.213 0.165 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.165 0.667 2.667 0.000 0.180 0.219 0.180 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.180 0.750 3.000 0.000 0.193 0.221 0.193 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.193 0.833 3.333 0.000 0.206 0.230 0.206 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.206 0.917 3.667 0.000 0.217 0.270 0.217 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.217 1.000 4.000 0.000 0.228 0.369 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.228 1.083 4.333 0.000 0.239 0.568 0.239 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.239 1.167 4.667 0.000 0.249 0.919 0.249 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.249 1.250 5.000 0.000 0.259 1.488 0.259 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.259 1.333 5.333 0.000 0.268 2.351 0.268 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.268 1.417 5.667 0.000 0.278 2.776 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.278 1.500 6.000 0.000 0.286 2.864 0.286 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.286 1.583 6.333 0.000 0.295 2.949 0.295 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.295 1.667 6.667 0.000 0.303 3.032 0.303 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.303 1.750 7.000 0.000 0.311 3.113 0.311 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.311 1.833 7.333 0.000 0.319 3.192 0.319 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.319 1.917 7.667 0.000 0.327 3.269 0.327 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.327 2.000 8.000 0.000 0.334 3.344 0.334 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.334 2.083 8.333 0.000 0.342 3.418 0.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.342 2.167 8.667 0.000 0.349 3.490 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 2.250 9.000 0.000 0.356 3.560 0.356 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.356 2.333 9.333 0.000 0.363 3.629 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.363 2.417 9.667 0.000 0.370 3.697 0.370 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.370 2.500 10.000 0.000 0.376 3.764 0.376 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.376 2.583 10.333 0.083 0.383 3.829 0.383 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.407 2.667 10.667 0.167 0.389 3.894 0.389 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.482 2.750 11.000 0.250 0.396 3.957 0.396 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.600 2.833 11.333 0.333 0.402 4.019 0.402 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.758 2.917 11.667 0.417 0.408 4.081 0.408 0.000 0.545 0.545 0.000 0.000 0.000 0.000 0.953 3.000 12.000 0.500 0.414 4.141 0.414 #NUM!0.767 0.767 0.000 0.000 0.000 0.000 1.181 3.083 12.333 0.583 0.420 4.201 0.420 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.439 3.167 12.667 0.667 0.426 4.260 0.426 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.723 3.250 13.000 0.750 0.432 4.317 0.432 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.030 3.333 13.333 0.833 0.437 4.375 0.437 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.355 3.417 13.667 0.917 0.443 4.431 0.443 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.695 3.500 14.000 1.000 0.449 4.487 0.449 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.046 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1792 0 0 717 0 0.1 1792 179 72 717 72 0.2 1792 358 143 717 143 0.3 1792 538 215 717 215 0.4 1792 717 287 717 287 0.5 1792 896 358 717 358 0.6 1792 1075 430 717 430 0.7 1792 1254 502 717 502 0.8 1792 1434 573 717 573 0.9 1792 1613 645 717 645 1.0 1792 1792 717 717 717 1.1 1792 1971 788 717 788 1.2 1792 2150 860 717 860 1.3 1792 2330 932 717 932 1.4 1792 2509 1004 717 1004 1.5 1792 2688 1075 717 1075 1.6 1792 2867 1147 717 1147 1.7 1792 3046 1219 717 1219 1.8 1792 3226 1290 717 1290 1.9 1792 3405 1362 717 1362 2.0 1792 3584 1434 717 1434 2.1 1792 3763 1505 717 1505 2.2 1792 3942 1577 717 1577 2.3 1792 4122 1649 717 1649 2.4 1792 4301 1720 717 1720 2.5 1792 4480 1792 717 1792 2.6 1792 4659 1864 717 1864 2.7 1792 4838 1935 717 1935 2.8 1792 5018 2007 717 2007 2.9 1792 5197 2079 717 2079 3.0 1792 5376 2150 717 2150 3.1 1792 5555 2222 717 2222 3.2 1792 5734 2294 717 2294 3.3 1792 5914 2365 717 2365 3.4 1792 6093 2437 717 2437 3.5 1792 6272 2509 717 2509 UNDERGROUND-STORAGE BMP 18: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-18 Discharge vs Elevation Table Low orifice 3.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 12.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.500 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.333 0.000 0.000 0.011 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.167 0.667 0.000 0.050 0.041 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.250 1.000 0.000 0.086 0.081 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.333 1.333 0.000 0.111 0.125 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111 0.417 1.667 0.000 0.132 0.165 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.132 0.500 2.000 0.000 0.150 0.195 0.150 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.583 2.333 0.000 0.165 0.213 0.165 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.165 0.667 2.667 0.000 0.180 0.219 0.180 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.180 0.750 3.000 0.000 0.193 0.221 0.193 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.193 0.833 3.333 0.000 0.206 0.230 0.206 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.206 0.917 3.667 0.000 0.217 0.270 0.217 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.217 1.000 4.000 0.000 0.228 0.369 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.228 1.083 4.333 0.000 0.239 0.568 0.239 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.239 1.167 4.667 0.000 0.249 0.919 0.249 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.249 1.250 5.000 0.000 0.259 1.488 0.259 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.259 1.333 5.333 0.000 0.268 2.351 0.268 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.268 1.417 5.667 0.000 0.278 2.776 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.278 1.500 6.000 0.000 0.286 2.864 0.286 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.286 1.583 6.333 0.000 0.295 2.949 0.295 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.295 1.667 6.667 0.000 0.303 3.032 0.303 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.303 1.750 7.000 0.000 0.311 3.113 0.311 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.311 1.833 7.333 0.000 0.319 3.192 0.319 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.319 1.917 7.667 0.000 0.327 3.269 0.327 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.327 2.000 8.000 0.000 0.334 3.344 0.334 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.334 2.083 8.333 0.000 0.342 3.418 0.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.342 2.167 8.667 0.000 0.349 3.490 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 2.250 9.000 0.000 0.356 3.560 0.356 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.356 2.333 9.333 0.000 0.363 3.629 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.363 2.417 9.667 0.000 0.370 3.697 0.370 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.370 2.500 10.000 0.000 0.376 3.764 0.376 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.376 2.583 10.333 0.083 0.383 3.829 0.383 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.407 2.667 10.667 0.167 0.389 3.894 0.389 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.482 2.750 11.000 0.250 0.396 3.957 0.396 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.600 2.833 11.333 0.333 0.402 4.019 0.402 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.758 2.917 11.667 0.417 0.408 4.081 0.408 0.000 0.545 0.545 0.000 0.000 0.000 0.000 0.953 3.000 12.000 0.500 0.414 4.141 0.414 #NUM!0.767 0.767 0.000 0.000 0.000 0.000 1.181 3.083 12.333 0.583 0.420 4.201 0.420 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.439 3.167 12.667 0.667 0.426 4.260 0.426 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.723 3.250 13.000 0.750 0.432 4.317 0.432 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.030 3.333 13.333 0.833 0.437 4.375 0.437 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.355 3.417 13.667 0.917 0.443 4.431 0.443 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.695 3.500 14.000 1.000 0.449 4.487 0.449 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.046 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1843 0 0 737 0 0.1 1843 184 74 737 74 0.2 1843 369 147 737 147 0.3 1843 553 221 737 221 0.4 1843 737 295 737 295 0.5 1843 922 369 737 369 0.6 1843 1106 442 737 442 0.7 1843 1290 516 737 516 0.8 1843 1474 590 737 590 0.9 1843 1659 663 737 663 1.0 1843 1843 737 737 737 1.1 1843 2027 811 737 811 1.2 1843 2212 885 737 885 1.3 1843 2396 958 737 958 1.4 1843 2580 1032 737 1032 1.5 1843 2765 1106 737 1106 1.6 1843 2949 1180 737 1180 1.7 1843 3133 1253 737 1253 1.8 1843 3317 1327 737 1327 1.9 1843 3502 1401 737 1401 2.0 1843 3686 1474 737 1474 2.1 1843 3870 1548 737 1548 2.2 1843 4055 1622 737 1622 2.3 1843 4239 1696 737 1696 2.4 1843 4423 1769 737 1769 2.5 1843 4608 1843 737 1843 2.6 1843 4792 1917 737 1917 2.7 1843 4976 1990 737 1990 2.8 1843 5160 2064 737 2064 2.9 1843 5345 2138 737 2138 3.0 1843 5529 2212 737 2212 3.1 1843 5713 2285 737 2285 3.2 1843 5898 2359 737 2359 3.3 1843 6082 2433 737 2433 3.4 1843 6266 2506 737 2506 3.5 1843 6451 2580 737 2580 3.6 1843 6635 2654 737 2654 3.7 1843 6819 2728 737 2728 3.8 1843 7003 2801 737 2801 3.9 1843 7188 2875 737 2875 4.0 1843 7372 2949 737 2949 UNDERGROUND-STORAGE BMP 19: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-19 Discharge vs Elevation Table Low orifice 4.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 14.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.833 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.222 0.000 0.000 0.014 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.167 0.444 0.000 0.000 0.053 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 0.250 0.667 0.000 0.137 0.112 0.112 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.112 0.333 0.889 0.000 0.210 0.184 0.184 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.184 0.417 1.111 0.000 0.263 0.264 0.263 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.263 0.500 1.333 0.000 0.307 0.345 0.307 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.307 0.583 1.556 0.000 0.346 0.421 0.346 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.346 0.667 1.778 0.000 0.380 0.487 0.380 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.380 0.750 2.000 0.000 0.412 0.539 0.412 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.412 0.833 2.222 0.000 0.442 0.575 0.442 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.917 2.444 0.000 0.469 0.596 0.469 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.469 1.000 2.667 0.000 0.495 0.604 0.495 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.495 1.083 2.889 0.000 0.520 0.606 0.520 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.520 1.167 3.111 0.000 0.544 0.612 0.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.250 3.333 0.000 0.566 0.635 0.566 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.566 1.333 3.556 0.000 0.588 0.694 0.588 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.588 1.417 3.778 0.000 0.609 0.812 0.609 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.609 1.500 4.000 0.000 0.630 1.017 0.630 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.630 1.583 4.222 0.000 0.649 1.344 0.649 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.649 1.667 4.444 0.000 0.668 1.834 0.668 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.668 1.750 4.667 0.000 0.687 2.534 0.687 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.687 1.833 4.889 0.000 0.705 3.499 0.705 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.705 1.917 5.111 0.000 0.723 4.790 0.723 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.723 2.000 5.333 0.000 0.740 6.480 0.740 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.740 2.083 5.556 0.000 0.757 7.566 0.757 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.757 2.167 5.778 0.000 0.773 7.731 0.773 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.773 2.250 6.000 0.000 0.789 7.892 0.789 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.789 2.333 6.222 0.000 0.805 8.050 0.805 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.805 2.417 6.444 0.000 0.820 8.205 0.820 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.820 2.500 6.667 0.000 0.836 8.357 0.836 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.836 2.583 6.889 0.000 0.851 8.506 0.851 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.851 2.667 7.111 0.000 0.865 8.652 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.865 2.750 7.333 0.000 0.880 8.797 0.880 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.880 2.833 7.556 0.000 0.894 8.939 0.894 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.894 2.917 7.778 0.071 0.908 9.078 0.908 0.000 0.026 0.026 0.000 0.000 0.000 0.000 0.934 3.000 8.000 0.143 0.922 9.216 0.922 0.000 0.101 0.101 0.000 0.000 0.000 0.000 1.023 3.083 8.222 0.214 0.935 9.351 0.935 0.000 0.223 0.223 0.000 0.000 0.000 0.000 1.158 3.167 8.444 0.286 0.948 9.485 0.948 0.000 0.389 0.389 0.000 0.000 0.000 0.000 1.338 3.250 8.667 0.357 0.962 9.617 0.962 0.000 0.597 0.597 0.000 0.000 0.000 0.000 1.559 3.333 8.889 0.429 0.975 9.747 0.975 0.000 0.844 0.844 0.000 0.000 0.000 0.000 1.819 3.417 9.111 0.500 0.987 9.875 0.987 #NUM!1.127 1.127 0.000 0.000 0.000 0.000 2.114 3.500 9.333 0.571 1.000 10.001 1.000 1.535 1.442 1.442 0.000 0.000 0.000 0.000 2.442 3.583 9.556 0.643 1.013 10.127 1.013 2.171 1.786 1.786 0.000 0.000 0.000 0.000 2.799 3.667 9.778 0.714 1.025 10.250 1.025 2.659 2.156 2.156 0.000 0.000 0.000 0.000 3.181 3.750 10.000 0.786 1.037 10.372 1.037 3.071 2.548 2.548 0.000 0.000 0.000 0.000 3.585 3.833 10.222 0.857 1.049 10.493 1.049 3.433 2.958 2.958 0.000 0.000 0.000 0.000 4.007 3.917 10.444 0.929 1.061 10.612 1.061 3.761 3.383 3.383 0.000 0.000 0.000 0.000 4.444 4.000 10.667 1.000 1.073 10.730 1.073 4.062 3.819 3.819 0.000 0.000 0.000 0.000 4.892 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 1890 0 0 756 0 0.1 1890 189 76 756 76 0.2 1890 378 151 756 151 0.3 1890 567 227 756 227 0.4 1890 756 302 756 302 0.5 1890 945 378 756 378 0.6 1890 1134 454 756 454 0.7 1890 1323 529 756 529 0.8 1890 1512 605 756 605 0.9 1890 1701 680 756 680 1.0 1890 1890 756 756 756 1.1 1890 2079 832 756 832 1.2 1890 2268 907 756 907 1.3 1890 2457 983 756 983 1.4 1890 2646 1058 756 1058 1.5 1890 2835 1134 756 1134 1.6 1890 3024 1210 756 1210 1.7 1890 3213 1285 756 1285 1.8 1890 3402 1361 756 1361 1.9 1890 3591 1436 756 1436 2.0 1890 3780 1512 756 1512 2.1 1890 3969 1588 756 1588 2.2 1890 4158 1663 756 1663 2.3 1890 4347 1739 756 1739 2.4 1890 4536 1814 756 1814 2.5 1890 4725 1890 756 1890 2.6 1890 4914 1966 756 1966 2.7 1890 5103 2041 756 2041 2.8 1890 5292 2117 756 2117 2.9 1890 5481 2192 756 2192 3.0 1890 5670 2268 756 2268 UNDERGROUND-STORAGE BMP 20: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-20 Discharge vs Elevation Table Low orifice 3.500 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 12.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.000 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.286 0.000 0.000 0.012 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.167 0.571 0.000 0.048 0.045 0.045 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.045 0.250 0.857 0.000 0.107 0.092 0.092 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.092 0.333 1.143 0.000 0.144 0.147 0.144 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.144 0.417 1.429 0.000 0.173 0.202 0.173 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.173 0.500 1.714 0.000 0.198 0.250 0.198 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.198 0.583 2.000 0.000 0.220 0.287 0.220 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.220 0.667 2.286 0.000 0.240 0.311 0.240 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.240 0.750 2.571 0.000 0.258 0.321 0.258 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.258 0.833 2.857 0.000 0.276 0.323 0.276 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.276 0.917 3.143 0.000 0.292 0.327 0.292 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.292 1.000 3.429 0.000 0.307 0.349 0.307 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.307 1.083 3.714 0.000 0.322 0.411 0.322 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.322 1.167 4.000 0.000 0.336 0.542 0.336 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.336 1.250 4.286 0.000 0.349 0.782 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 1.333 4.571 0.000 0.362 1.176 0.362 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.362 1.417 4.857 0.000 0.375 1.783 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 1.500 5.143 0.000 0.387 2.671 0.387 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.387 1.583 5.429 0.000 0.399 3.918 0.399 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.399 1.667 5.714 0.000 0.410 4.100 0.410 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.410 1.750 6.000 0.000 0.421 4.210 0.421 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.421 1.833 6.286 0.000 0.432 4.318 0.432 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.432 1.917 6.571 0.000 0.442 4.424 0.442 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 2.000 6.857 0.000 0.453 4.527 0.453 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.453 2.083 7.143 0.083 0.463 4.627 0.463 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.487 2.167 7.429 0.167 0.473 4.726 0.473 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.566 2.250 7.714 0.250 0.482 4.822 0.482 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.687 2.333 8.000 0.333 0.492 4.917 0.492 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.848 2.417 8.286 0.417 0.501 5.009 0.501 0.000 0.545 0.545 0.000 0.000 0.000 0.000 1.046 2.500 8.571 0.500 0.510 5.101 0.510 #NUM!0.767 0.767 0.000 0.000 0.000 0.000 1.277 2.583 8.857 0.583 0.519 5.190 0.519 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.538 2.667 9.143 0.667 0.528 5.278 0.528 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.825 2.750 9.429 0.750 0.536 5.365 0.536 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.134 2.833 9.714 0.833 0.545 5.450 0.545 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.463 2.917 10.000 0.917 0.553 5.534 0.553 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.806 3.000 10.286 1.000 0.562 5.616 0.562 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.159 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 3760 0 0 1504 0 0.1 3760 376 150 1504 150 0.2 3760 752 301 1504 301 0.3 3760 1128 451 1504 451 0.4 3760 1504 602 1504 602 0.5 3760 1880 752 1504 752 0.6 3760 2256 902 1504 902 0.7 3760 2632 1053 1504 1053 0.8 3760 3008 1203 1504 1203 0.9 3760 3384 1354 1504 1354 1.0 3760 3760 1504 1504 1504 1.1 3760 4136 1654 1504 1654 1.2 3760 4512 1805 1504 1805 1.3 3760 4888 1955 1504 1955 1.4 3760 5264 2106 1504 2106 1.5 3760 5640 2256 1504 2256 1.6 3760 6016 2406 1504 2406 1.7 3760 6392 2557 1504 2557 1.8 3760 6768 2707 1504 2707 1.9 3760 7144 2858 1504 2858 2.0 3760 7520 3008 1504 3008 2.1 3760 7896 3158 1504 3158 2.2 3760 8272 3309 1504 3309 2.3 3760 8648 3459 1504 3459 2.4 3760 9024 3610 1504 3610 2.5 3760 9400 3760 1504 3760 2.6 3760 9776 3910 1504 3910 2.7 3760 10152 4061 1504 4061 2.8 3760 10528 4211 1504 4211 2.9 3760 10904 4362 1504 4362 3.0 3760 11280 4512 1504 4512 3.1 3760 11656 4662 1504 4662 3.2 3760 12032 4813 1504 4813 3.3 3760 12408 4963 1504 4963 3.4 3760 12784 5114 1504 5114 3.5 3760 13160 5264 1504 5264 3.6 3760 13536 5414 1504 5414 3.7 3760 13912 5565 1504 5565 3.8 3760 14288 5715 1504 5715 3.9 3760 14664 5866 1504 5866 4.0 3760 15040 6016 1504 6016 4.1 3760 15416 6166 1504 6166 4.2 3760 15792 6317 1504 6317 4.3 3760 16168 6467 1504 6467 4.4 3760 16544 6618 1504 6618 4.5 3760 16920 6768 1504 6768 UNDERGROUND-STORAGE BMP 21: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-21 Discharge vs Elevation Table Low orifice 3.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 12.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:3.500 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.333 0.000 0.000 0.011 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.167 0.667 0.000 0.050 0.041 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.250 1.000 0.000 0.086 0.081 0.081 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.333 1.333 0.000 0.111 0.125 0.111 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111 0.417 1.667 0.000 0.132 0.165 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.132 0.500 2.000 0.000 0.150 0.195 0.150 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.583 2.333 0.000 0.165 0.213 0.165 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.165 0.667 2.667 0.000 0.180 0.219 0.180 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.180 0.750 3.000 0.000 0.193 0.221 0.193 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.193 0.833 3.333 0.000 0.206 0.230 0.206 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.206 0.917 3.667 0.000 0.217 0.270 0.217 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.217 1.000 4.000 0.000 0.228 0.369 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.228 1.083 4.333 0.000 0.239 0.568 0.239 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.239 1.167 4.667 0.000 0.249 0.919 0.249 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.249 1.250 5.000 0.000 0.259 1.488 0.259 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.259 1.333 5.333 0.000 0.268 2.351 0.268 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.268 1.417 5.667 0.000 0.278 2.776 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.278 1.500 6.000 0.000 0.286 2.864 0.286 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.286 1.583 6.333 0.000 0.295 2.949 0.295 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.295 1.667 6.667 0.000 0.303 3.032 0.303 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.303 1.750 7.000 0.000 0.311 3.113 0.311 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.311 1.833 7.333 0.000 0.319 3.192 0.319 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.319 1.917 7.667 0.000 0.327 3.269 0.327 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.327 2.000 8.000 0.000 0.334 3.344 0.334 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.334 2.083 8.333 0.000 0.342 3.418 0.342 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.342 2.167 8.667 0.000 0.349 3.490 0.349 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.349 2.250 9.000 0.000 0.356 3.560 0.356 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.356 2.333 9.333 0.000 0.363 3.629 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.363 2.417 9.667 0.000 0.370 3.697 0.370 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.370 2.500 10.000 0.000 0.376 3.764 0.376 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.376 2.583 10.333 0.000 0.383 3.829 0.383 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.383 2.667 10.667 0.000 0.389 3.894 0.389 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.389 2.750 11.000 0.000 0.396 3.957 0.396 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.396 2.833 11.333 0.000 0.402 4.019 0.402 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.402 2.917 11.667 0.000 0.408 4.081 0.408 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.408 3.000 12.000 0.000 0.414 4.141 0.414 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.414 3.083 12.333 0.000 0.420 4.201 0.420 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.420 3.167 12.667 0.000 0.426 4.260 0.426 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.426 3.250 13.000 0.000 0.432 4.317 0.432 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.432 3.333 13.333 0.000 0.437 4.375 0.437 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.437 3.417 13.667 0.000 0.443 4.431 0.443 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.443 3.500 14.000 0.000 0.449 4.487 0.449 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.449 3.583 14.333 0.083 0.454 4.542 0.454 0.000 0.024 0.024 0.000 0.000 0.000 0.000 0.478 3.667 14.667 0.167 0.460 4.596 0.460 0.000 0.093 0.093 0.000 0.000 0.000 0.000 0.553 3.750 15.000 0.250 0.465 4.650 0.465 0.000 0.205 0.205 0.000 0.000 0.000 0.000 0.670 3.833 15.333 0.333 0.470 4.703 0.470 0.000 0.356 0.356 0.000 0.000 0.000 0.000 0.827 3.917 15.667 0.417 0.476 4.756 0.476 0.000 0.545 0.545 0.000 0.000 0.000 0.000 1.020 4.000 16.000 0.500 0.481 4.808 0.481 0.000 0.767 0.767 0.000 0.000 0.000 0.000 1.247 4.083 16.333 0.583 0.486 4.859 0.486 1.128 1.019 1.019 0.000 0.000 0.000 0.000 1.504 4.167 16.667 0.667 0.491 4.910 0.491 1.595 1.297 1.297 0.000 0.000 0.000 0.000 1.788 4.250 17.000 0.750 0.496 4.960 0.496 1.954 1.598 1.598 0.000 0.000 0.000 0.000 2.094 4.333 17.333 0.833 0.501 5.010 0.501 2.256 1.918 1.918 0.000 0.000 0.000 0.000 2.419 4.417 17.667 0.917 0.506 5.060 0.506 2.522 2.252 2.252 0.000 0.000 0.000 0.000 2.758 4.500 18.000 1.000 0.511 5.109 0.511 2.763 2.597 2.597 0.000 0.000 0.000 0.000 3.108 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 3937 0 0 1575 0 0.1 3937 394 157 1575 157 0.2 3937 787 315 1575 315 0.3 3937 1181 472 1575 472 0.4 3937 1575 630 1575 630 0.5 3937 1969 787 1575 787 0.6 3937 2362 945 1575 945 0.7 3937 2756 1102 1575 1102 0.8 3937 3150 1260 1575 1260 0.9 3937 3543 1417 1575 1417 1.0 3937 3937 1575 1575 1575 1.1 3937 4331 1732 1575 1732 1.2 3937 4724 1890 1575 1890 1.3 3937 5118 2047 1575 2047 1.4 3937 5512 2205 1575 2205 1.5 3937 5906 2362 1575 2362 1.6 3937 6299 2520 1575 2520 1.7 3937 6693 2677 1575 2677 1.8 3937 7087 2835 1575 2835 1.9 3937 7480 2992 1575 2992 2.0 3937 7874 3150 1575 3150 2.1 3937 8268 3307 1575 3307 2.2 3937 8661 3465 1575 3465 2.3 3937 9055 3622 1575 3622 2.4 3937 9449 3780 1575 3780 2.5 3937 9843 3937 1575 3937 2.6 3937 10236 4094 1575 4094 2.7 3937 10630 4252 1575 4252 2.8 3937 11024 4409 1575 4409 2.9 3937 11417 4567 1575 4567 3.0 3937 11811 4724 1575 4724 3.1 3937 12205 4882 1575 4882 3.2 3937 12598 5039 1575 5039 3.3 3937 12992 5197 1575 5197 3.4 3937 13386 5354 1575 5354 3.5 3937 13780 5512 1575 5512 3.6 3937 14173 5669 1575 5669 3.7 3937 14567 5827 1575 5827 3.8 3937 14961 5984 1575 5984 3.9 3937 15354 6142 1575 6142 4.0 3937 15748 6299 1575 6299 UNDERGROUND-STORAGE BMP 24: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-24 Discharge vs Elevation Table Low orifice 5.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 16.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.667 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.200 0.000 0.000 0.015 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.167 0.400 0.000 0.000 0.056 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.056 0.250 0.600 0.000 0.138 0.120 0.120 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.120 0.333 0.800 0.000 0.240 0.200 0.200 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.200 0.417 1.000 0.000 0.310 0.291 0.291 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.291 0.500 1.200 0.000 0.366 0.386 0.366 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.366 0.583 1.400 0.000 0.415 0.480 0.415 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.415 0.667 1.600 0.000 0.459 0.566 0.459 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.459 0.750 1.800 0.000 0.499 0.641 0.499 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.499 0.833 2.000 0.000 0.536 0.701 0.536 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.536 0.917 2.200 0.000 0.571 0.744 0.571 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.571 1.000 2.400 0.000 0.604 0.771 0.604 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.604 1.083 2.600 0.000 0.635 0.784 0.635 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.635 1.167 2.800 0.000 0.664 0.788 0.664 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.664 1.250 3.000 0.000 0.692 0.791 0.692 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.692 1.333 3.200 0.000 0.720 0.805 0.720 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.720 1.417 3.400 0.000 0.746 0.843 0.746 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.746 1.500 3.600 0.000 0.771 0.926 0.771 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.771 1.583 3.800 0.000 0.796 1.077 0.796 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.796 1.667 4.000 0.000 0.819 1.323 0.819 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.819 1.750 4.200 0.000 0.842 1.698 0.842 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.842 1.833 4.400 0.000 0.865 2.239 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.865 1.917 4.600 0.000 0.887 2.991 0.887 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.887 2.000 4.800 0.000 0.908 4.004 0.908 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.908 2.083 5.000 0.000 0.929 5.335 0.929 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.929 2.167 5.200 0.000 0.949 7.046 0.949 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.949 2.250 5.400 0.000 0.969 9.208 0.969 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.969 2.333 5.600 0.000 0.989 9.890 0.989 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.989 2.417 5.800 0.000 1.008 10.082 1.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.008 2.500 6.000 0.000 1.027 10.270 1.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.027 2.583 6.200 0.000 1.046 10.455 1.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.046 2.667 6.400 0.000 1.064 10.637 1.064 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.064 2.750 6.600 0.062 1.082 10.816 1.082 0.000 0.028 0.028 0.000 0.000 0.000 0.000 1.110 2.833 6.800 0.125 1.099 10.992 1.099 0.000 0.109 0.109 0.000 0.000 0.000 0.000 1.208 2.917 7.000 0.187 1.116 11.165 1.116 0.000 0.240 0.240 0.000 0.000 0.000 0.000 1.357 3.000 7.200 0.250 1.134 11.335 1.134 0.000 0.420 0.420 0.000 0.000 0.000 0.000 1.554 3.083 7.400 0.312 1.150 11.503 1.150 0.000 0.646 0.646 0.000 0.000 0.000 0.000 1.796 3.167 7.600 0.375 1.167 11.669 1.167 0.000 0.916 0.916 0.000 0.000 0.000 0.000 2.082 3.250 7.800 0.437 1.183 11.832 1.183 0.000 1.226 1.226 0.000 0.000 0.000 0.000 2.409 3.333 8.000 0.500 1.199 11.993 1.199 0.000 1.573 1.573 0.000 0.000 0.000 0.000 2.773 3.417 8.200 0.562 1.215 12.152 1.215 2.005 1.956 1.956 0.000 0.000 0.000 0.000 3.171 3.500 8.400 0.625 1.231 12.309 1.231 2.836 2.370 2.370 0.000 0.000 0.000 0.000 3.601 3.583 8.600 0.687 1.246 12.463 1.246 3.474 2.813 2.813 0.000 0.000 0.000 0.000 4.059 3.667 8.800 0.750 1.262 12.616 1.262 4.011 3.280 3.280 0.000 0.000 0.000 0.000 4.542 3.750 9.000 0.812 1.277 12.767 1.277 4.484 3.770 3.770 0.000 0.000 0.000 0.000 5.046 3.833 9.200 0.875 1.292 12.917 1.292 4.912 4.277 4.277 0.000 0.000 0.000 0.000 5.569 3.917 9.400 0.938 1.306 13.064 1.306 5.306 4.799 4.799 0.000 0.000 0.000 0.000 6.105 4.000 9.600 1.000 1.321 13.210 1.321 5.672 5.332 5.332 0.000 0.000 0.000 0.000 6.653 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 h (ft)ABASIN (ft2)VBASIN (ft3)VVOIDS (ft3)ASWMM (ft2)VSTORAGE (ft3) 0.0 2837 0 0 1135 0 0.1 2837 284 113 1135 113 0.2 2837 567 227 1135 227 0.3 2837 851 340 1135 340 0.4 2837 1135 454 1135 454 0.5 2837 1419 567 1135 567 0.6 2837 1702 681 1135 681 0.7 2837 1986 794 1135 794 0.8 2837 2270 908 1135 908 0.9 2837 2553 1021 1135 1021 1.0 2837 2837 1135 1135 1135 1.1 2837 3121 1248 1135 1248 1.2 2837 3404 1362 1135 1362 1.3 2837 3688 1475 1135 1475 1.4 2837 3972 1589 1135 1589 1.5 2837 4256 1702 1135 1702 1.6 2837 4539 1816 1135 1816 1.7 2837 4823 1929 1135 1929 1.8 2837 5107 2043 1135 2043 1.9 2837 5390 2156 1135 2156 2.0 2837 5674 2270 1135 2270 2.1 2837 5958 2383 1135 2383 2.2 2837 6241 2497 1135 2497 2.3 2837 6525 2610 1135 2610 2.4 2837 6809 2724 1135 2724 2.5 2837 7093 2837 1135 2837 2.6 2837 7376 2950 1135 2950 2.7 2837 7660 3064 1135 3064 2.8 2837 7944 3177 1135 3177 2.9 2837 8227 3291 1135 3291 3.0 2837 8511 3404 1135 3404 3.1 2837 8795 3518 1135 3518 3.2 2837 9078 3631 1135 3631 3.3 2837 9362 3745 1135 3745 3.4 2837 9646 3858 1135 3858 3.5 2837 9930 3972 1135 3972 3.6 2837 10213 4085 1135 4085 3.7 2837 10497 4199 1135 4199 3.8 2837 10781 4312 1135 4312 3.9 2837 11064 4426 1135 4426 4.0 2837 11348 4539 1135 4539 UNDERGROUND-STORAGE BMP 25: GRAVEL VOLUME TOTAL 1 of 1 Outlet Structure for Discharge of BMP-25 Discharge vs Elevation Table Low orifice 5.000 "Lower slot Lower Weir Number of orif:1 Number of slots:0 Number of weirs:0 Cg-low:0.62 Invert:0.00 ft Invert:0.00 B 0.00 ft B:1.00 Middle orifice 15.0 "hslot 0.000 ft Number of orif:1 Cg-middle:0.62 Upper slot Emergency weir invert elev:2.750 ft Number of slots:0 Invert:0.00 ft Invert:0.00 ft B:0.00 ft B:0.00 ft hslot 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)--(cfs)(cfs)(cfs)(cfs)(cfs)(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 0.083 0.200 0.000 0.000 0.015 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.167 0.400 0.000 0.000 0.056 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.056 0.250 0.600 0.000 0.138 0.120 0.120 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.120 0.333 0.800 0.000 0.240 0.200 0.200 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.200 0.417 1.000 0.000 0.310 0.291 0.291 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.291 0.500 1.200 0.000 0.366 0.386 0.366 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.366 0.583 1.400 0.000 0.415 0.480 0.415 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.415 0.667 1.600 0.000 0.459 0.566 0.459 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.459 0.750 1.800 0.000 0.499 0.641 0.499 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.499 0.833 2.000 0.000 0.536 0.701 0.536 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.536 0.917 2.200 0.000 0.571 0.744 0.571 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.571 1.000 2.400 0.000 0.604 0.771 0.604 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.604 1.083 2.600 0.000 0.635 0.784 0.635 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.635 1.167 2.800 0.000 0.664 0.788 0.664 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.664 1.250 3.000 0.000 0.692 0.791 0.692 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.692 1.333 3.200 0.000 0.720 0.805 0.720 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.720 1.417 3.400 0.000 0.746 0.843 0.746 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.746 1.500 3.600 0.000 0.771 0.926 0.771 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.771 1.583 3.800 0.000 0.796 1.077 0.796 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.796 1.667 4.000 0.000 0.819 1.323 0.819 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.819 1.750 4.200 0.000 0.842 1.698 0.842 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.842 1.833 4.400 0.000 0.865 2.239 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.865 1.917 4.600 0.000 0.887 2.991 0.887 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.887 2.000 4.800 0.000 0.908 4.004 0.908 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.908 2.083 5.000 0.000 0.929 5.335 0.929 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.929 2.167 5.200 0.000 0.949 7.046 0.949 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.949 2.250 5.400 0.000 0.969 9.208 0.969 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.969 2.333 5.600 0.000 0.989 9.890 0.989 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.989 2.417 5.800 0.000 1.008 10.082 1.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.008 2.500 6.000 0.000 1.027 10.270 1.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.027 2.583 6.200 0.000 1.046 10.455 1.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.046 2.667 6.400 0.000 1.064 10.637 1.064 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.064 2.750 6.600 0.000 1.082 10.816 1.082 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.082 2.833 6.800 0.067 1.099 10.992 1.099 0.000 0.027 0.027 0.000 0.000 0.000 0.000 1.126 2.917 7.000 0.133 1.116 11.165 1.116 0.000 0.105 0.105 0.000 0.000 0.000 0.000 1.222 3.000 7.200 0.200 1.134 11.335 1.134 0.000 0.232 0.232 0.000 0.000 0.000 0.000 1.365 3.083 7.400 0.267 1.150 11.503 1.150 0.000 0.405 0.405 0.000 0.000 0.000 0.000 1.555 3.167 7.600 0.333 1.167 11.669 1.167 0.000 0.622 0.622 0.000 0.000 0.000 0.000 1.789 3.250 7.800 0.400 1.183 11.832 1.183 0.000 0.881 0.881 0.000 0.000 0.000 0.000 2.064 3.333 8.000 0.467 1.199 11.993 1.199 0.000 1.177 1.177 0.000 0.000 0.000 0.000 2.377 3.417 8.200 0.533 1.215 12.152 1.215 1.246 1.509 1.509 0.000 0.000 0.000 0.000 2.724 3.500 8.400 0.600 1.231 12.309 1.231 2.159 1.873 1.873 0.000 0.000 0.000 0.000 3.104 3.583 8.600 0.667 1.246 12.463 1.246 2.787 2.266 2.266 0.000 0.000 0.000 0.000 3.512 3.667 8.800 0.733 1.262 12.616 1.262 3.298 2.684 2.684 0.000 0.000 0.000 0.000 3.945 3.750 9.000 0.800 1.277 12.767 1.277 3.739 3.123 3.123 0.000 0.000 0.000 0.000 4.400 3.833 9.200 0.867 1.292 12.917 1.292 4.134 3.581 3.581 0.000 0.000 0.000 0.000 4.873 3.917 9.400 0.933 1.306 13.064 1.306 4.494 4.054 4.054 0.000 0.000 0.000 0.000 5.360 4.000 9.600 1.000 1.321 13.210 1.321 4.827 4.537 4.537 0.000 0.000 0.000 0.000 5.858 *Note: h = head above the invert of the lowest surface discharge opening. Page 1 of 1 ATTACHMENT 5 Vicinity Map, Pre & Post-Developed DMA Maps, Project Plan and Detention Section Sketches VICINITY MAP STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-3)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.50' GRAVEL12" PERFORATED PIPE7.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE15.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-3)NOT TO SCALE4.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 4151 SF12" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-4)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER5.50' GRAVEL12" PERFORATED PIPE7.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE15.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-4)NOT TO SCALE5.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 5798 SF12" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-5)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.50' GRAVEL8" PERFORATED PIPE4.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE13.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-5)NOT TO SCALE4.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1792 SF8" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-6)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.50' GRAVEL6" PERFORATED PIPE3.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-6)NOT TO SCALE4.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1152 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-7)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.00' GRAVEL8" PERFORATED PIPE4.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-7)NOT TO SCALE4.00' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 2196 SF8" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-8)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER6.50' GRAVEL6" PERFORATED PIPE3.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-8)NOT TO SCALE6.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1765 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-9)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER3.50' GRAVEL6" PERFORATED PIPE3.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-9)NOT TO SCALE3.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1933 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-18)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER3.50' GRAVEL6" PERFORATED PIPE3.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-18)NOT TO SCALE3.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1792 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-19)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.00' GRAVEL8" PERFORATED PIPE4.5" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE14.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-19)NOT TO SCALE4.00' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1843 SF8" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-20)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER3.00' GRAVEL6" PERFORATED PIPE3.50" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-20)NOT TO SCALE3.00' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 1890 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-21)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.50' GRAVEL6" PERFORATED PIPE3.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE12.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-21)NOT TO SCALE4.50' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 3760 SF6" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-24)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.00' GRAVEL8" PERFORATED PIPE5.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE16.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-24)NOT TO SCALE4.00' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 3937 SF8" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) STREETTYPE 'G-1' C.B.UNDERGROUND STORAGE DETAIL (BMP-25)NOT TO SCALETO SDIMPERMEABLELINER18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAILS)GEOTEXTILEFILTER FABRICSOIL DEPTH PER PLAN3" MINIMUMSEPARATIONFROM LINER4.00' GRAVEL8" PERFORATED PIPE5.00" DIAMETER ORIFICE(ORIFICE INVERT FLUSHWITH PIPE INVERT)18" PIPE15.0" DIAMETER ORIFICE(ORIFICE SOFFIT FLUSHWITH PIPE SOFFIT)ORIFICE PLATE IMPERMEABLE LINERFOUNDATIONUNDERGROUND STORAGE DETAIL (BMP-25)NOT TO SCALE4.00' GRAVELSOIL DEPTH PER PLANAREA OF GRAVEL = 2837 SF8" PERFORATEDPIPE3" MINIMUM SEPARATION FROM LINERSECTION 'A-A'GEOTEXTILE FILTERFABRIC18" PIPE18" PIPE TEE WITHWIRE MESH CAP(SEE SECTION 'C-C'FOR DETAIL) OUTLET STRUCTURE DETAIL (TYPICAL)NOT TO SCALESECTION 'B-B'3.0'ORIFICE PLATESUPPER PIPE DIAMETER (DUP)LOWER ORIFICE DIAMETER (DLO)UPPER ORIFICE DIAMETER (DUO) HLOWER PIPE DIAMETER (DLP) DD18" DIAMETER TEETYPE G-1 C.B.COATED WELDEDWIRE MESH CAP(MINIMUM 70% CLEAROPENING AREA)SECTION 'C-C'SECTION 'D-D'OUTLET STRUCTURE PLAN VIEW (TYPICAL)NOT TO SCALE18" DIAMETER PIPE18" ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) Pre-Dev Input (POC-2) [TITLE] ;;Project Title/Notes Rancho Costera POC-2 - EXISTING CONDITION [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO 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 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 .0110 0.080 0.060 DRY_ONLY NO [RAINGAGES];;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- OCEANSIDE INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------DMA-EXIST-2 OCEANSIDE POC-2 30.158 0 3713 14 0 [SUBAREAS] SWMM 5.1 Page 1 Pre-Dev Input (POC-2) ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-EXIST-2 .012 .03 .05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA-EXIST-2 9 0.024 0.3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC-2 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "OsideRain.prn" [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-2 2182.899650 6031.007847 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-EXIST-2 2182.902773 6036.961572 [SYMBOLS];;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 2180.137852 6036.875500 SWMM 5.1 Page 2 POST-DEV INPUT (POC-2) [TITLE] ;;Project Title/Notes Rancho Costera POC-2 - DEVELOPED CONDITION [OPTIONS] ;;Option ValueFLOW_UNITS CFSINFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951START_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 12/31DRY_DAYS 0REPORT_STEP 01:00:00 WET_STEP 00:15:00 DRY_STEP 04:00:00 ROUTING_STEP 0:01:00 INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION H-WVARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- 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 Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- OCEANSIDE INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE [SUBCATCHMENTS];;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA_3 OCEANSIDE STOR_3 6.021 60.3 2571 1.4 0 DMA_4 OCEANSIDE STOR_4 6.62287 64.6 2828 1.3 0 DMA_5 OCEANSIDE STOR_5 3.38701 37.2 1446 1.4 0 DMA_6 OCEANSIDE STOR_6 1.72991 60.3 739 1.3 0 DMA_7 OCEANSIDE STOR_7 3.04984 57.2 1302 1.4 0 DMA_8 OCEANSIDE STOR_8 1.71878 63.4 734 1.3 0 DMA_9 OCEANSIDE STOR_9 1.12360 59.8 480 1.4 0 DMA_10 OCEANSIDE POC_2 1.86820 63.3 798 1.3 0 DMA_11 OCEANSIDE POC_2 4.63655 53.4 1980 1.3 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- Page 1 POST-DEV INPUT (POC-2) DMA_3 0.012 0.06 0.05 0.1 25 OUTLET DMA_4 0.012 0.06 0.05 0.1 25 OUTLET DMA_5 0.012 0.06 0.05 0.1 25 OUTLET DMA_6 0.012 0.06 0.05 0.1 25 OUTLET DMA_7 0.012 0.06 0.05 0.1 25 OUTLET DMA_8 0.012 0.06 0.05 0.1 25 OUTLETDMA_9 0.012 0.06 0.05 0.1 25 OUTLETDMA_10 0.012 0.06 0.05 0.1 25 OUTLET DMA_11 0.012 0.06 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA_3 9 0.01875 0.3DMA_4 9 0.01875 0.3DMA_5 9 0.01875 0.3 DMA_6 9 0.01875 0.3 DMA_7 9 0.01875 0.3 DMA_8 9 0.01875 0.3 DMA_9 9 0.01875 0.3 DMA_10 9 0.01875 0.3 DMA_11 9 0.01875 0.3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC_2 0 FREE NO [STORAGE];;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- --------STOR_3 0 4.50 0 TABULAR STOR_3 0 0 STOR_4 0 5.5 0 TABULAR STOR_4 0 0 STOR_5 0 4.50 0 TABULAR STOR_5 0 0 STOR_6 0 4.50 0 TABULAR STOR_6 0 0 STOR_7 0 4.0 0 TABULAR STOR_7 0 0 STOR_8 0 6.5 0 TABULAR STOR_8 0 0STOR_9 0 3.5 0 TABULAR STOR_9 0 0 [OUTLETS] ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- OUTLET_3 STOR_3 POC_2 0 TABULAR/DEPTH OUT_3 NO OUTLET_4 STOR_4 POC_2 0 TABULAR/DEPTH OUT_4 NO OUTLET_5 STOR_5 POC_2 0 TABULAR/DEPTH OUT_5 NOOUTLET_6 STOR_6 POC_2 0 TABULAR/DEPTH OUT_6 NOOUTLET_7 STOR_7 POC_2 0 TABULAR/DEPTH OUT_7 NO OUTLET_8 STOR_8 POC_2 0 TABULAR/DEPTH OUT_8 NO OUTLET_9 STOR_9 POC_2 0 TABULAR/DEPTH OUT_9 NO [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ----------OUT_3 Rating 0.000 0.000OUT_3 0.083 0.019 OUT_3 0.167 0.072 OUT_3 0.250 0.156 OUT_3 0.333 0.267 OUT_3 0.417 0.401 OUT_3 0.500 0.552 OUT_3 0.583 0.717OUT_3 0.667 0.889OUT_3 0.750 1.010 OUT_3 0.833 1.102 OUT_3 0.917 1.186 OUT_3 1.000 1.266 OUT_3 1.083 1.340 OUT_3 1.167 1.411 Page 2 POST-DEV INPUT (POC-2) OUT_3 1.250 1.478 OUT_3 1.333 1.542 OUT_3 1.417 1.604 OUT_3 1.500 1.663 OUT_3 1.583 1.721 OUT_3 1.667 1.776 OUT_3 1.750 1.830 OUT_3 1.833 1.882 OUT_3 1.917 1.933 OUT_3 2.000 1.983 OUT_3 2.083 2.031 OUT_3 2.167 2.079 OUT_3 2.250 2.125 OUT_3 2.333 2.170 OUT_3 2.417 2.214 OUT_3 2.500 2.258 OUT_3 2.583 2.300 OUT_3 2.667 2.342 OUT_3 2.750 2.383 OUT_3 2.833 2.424 OUT_3 2.917 2.463 OUT_3 3.000 2.502 OUT_3 3.083 2.541 OUT_3 3.167 2.579 OUT_3 3.250 2.616 OUT_3 3.333 2.680 OUT_3 3.417 2.795 OUT_3 3.500 2.957 OUT_3 3.583 3.166 OUT_3 3.667 3.418 OUT_3 3.750 3.711 OUT_3 3.833 4.042 OUT_3 3.917 4.407 OUT_3 4.000 4.804 OUT_3 4.083 5.230 OUT_3 4.167 5.680 OUT_3 4.250 6.152 OUT_3 4.333 6.642 OUT_3 4.417 7.146 OUT_3 4.500 7.661 ; OUT_4 Rating 0.000 0.000 OUT_4 0.083 0.019 OUT_4 0.167 0.072 OUT_4 0.250 0.156 OUT_4 0.333 0.267 OUT_4 0.417 0.401 OUT_4 0.500 0.552 OUT_4 0.583 0.717 OUT_4 0.667 0.889 OUT_4 0.750 1.010 OUT_4 0.833 1.102 OUT_4 0.917 1.186 OUT_4 1.000 1.266 OUT_4 1.083 1.340 OUT_4 1.167 1.411 OUT_4 1.250 1.478 OUT_4 1.333 1.542 OUT_4 1.417 1.604 OUT_4 1.500 1.663 OUT_4 1.583 1.721 OUT_4 1.667 1.776 OUT_4 1.750 1.830 OUT_4 1.833 1.882 OUT_4 1.917 1.933 OUT_4 2.000 1.983 OUT_4 2.083 2.031 OUT_4 2.167 2.079 Page 3 POST-DEV INPUT (POC-2) OUT_4 2.250 2.125 OUT_4 2.333 2.170 OUT_4 2.417 2.214 OUT_4 2.500 2.258 OUT_4 2.583 2.300 OUT_4 2.667 2.342 OUT_4 2.750 2.383 OUT_4 2.833 2.424 OUT_4 2.917 2.463 OUT_4 3.000 2.502 OUT_4 3.083 2.541 OUT_4 3.167 2.579 OUT_4 3.250 2.616 OUT_4 3.333 2.653 OUT_4 3.417 2.689 OUT_4 3.500 2.725 OUT_4 3.583 2.761 OUT_4 3.667 2.796 OUT_4 3.750 2.830 OUT_4 3.833 2.864 OUT_4 3.917 2.898 OUT_4 4.000 2.931 OUT_4 4.083 2.964 OUT_4 4.167 2.997 OUT_4 4.250 3.029 OUT_4 4.333 3.088 OUT_4 4.417 3.198 OUT_4 4.500 3.356 OUT_4 4.583 3.560 OUT_4 4.667 3.807 OUT_4 4.750 4.096 OUT_4 4.833 4.423 OUT_4 4.917 4.785 OUT_4 5.000 5.178 OUT_4 5.083 5.600 OUT_4 5.167 6.047 OUT_4 5.250 6.515 OUT_4 5.333 7.002 OUT_4 5.417 7.502 OUT_4 5.500 8.014 ; OUT_5 Rating 0.000 0.000 OUT_5 0.083 0.014 OUT_5 0.167 0.053 OUT_5 0.250 0.112 OUT_5 0.333 0.184 OUT_5 0.417 0.263 OUT_5 0.500 0.307 OUT_5 0.583 0.346 OUT_5 0.667 0.380 OUT_5 0.750 0.412 OUT_5 0.833 0.442 OUT_5 0.917 0.469 OUT_5 1.000 0.495 OUT_5 1.083 0.520 OUT_5 1.167 0.544 OUT_5 1.250 0.566 OUT_5 1.333 0.588 OUT_5 1.417 0.609 OUT_5 1.500 0.630 OUT_5 1.583 0.649 OUT_5 1.667 0.668 OUT_5 1.750 0.687 OUT_5 1.833 0.705 OUT_5 1.917 0.723 OUT_5 2.000 0.740 OUT_5 2.083 0.757 OUT_5 2.167 0.773 Page 4 POST-DEV INPUT (POC-2) OUT_5 2.250 0.789 OUT_5 2.333 0.805 OUT_5 2.417 0.820 OUT_5 2.500 0.836 OUT_5 2.583 0.851 OUT_5 2.667 0.865 OUT_5 2.750 0.880 OUT_5 2.833 0.894 OUT_5 2.917 0.908 OUT_5 3.000 0.922 OUT_5 3.083 0.935 OUT_5 3.167 0.948 OUT_5 3.250 0.962 OUT_5 3.333 0.975 OUT_5 3.417 0.987 OUT_5 3.500 1.025 OUT_5 3.583 1.110 OUT_5 3.667 1.239 OUT_5 3.750 1.410 OUT_5 3.833 1.621 OUT_5 3.917 1.868 OUT_5 4.000 2.147 OUT_5 4.083 2.456 OUT_5 4.167 2.791 OUT_5 4.250 3.148 OUT_5 4.333 3.523 OUT_5 4.417 3.913 OUT_5 4.500 4.314 ;OUT_6 Rating 0.000 0.000 OUT_6 0.083 0.012 OUT_6 0.167 0.045 OUT_6 0.250 0.092 OUT_6 0.333 0.144 OUT_6 0.417 0.173 OUT_6 0.500 0.198 OUT_6 0.583 0.220 OUT_6 0.667 0.240 OUT_6 0.750 0.258 OUT_6 0.833 0.276 OUT_6 0.917 0.292 OUT_6 1.000 0.307 OUT_6 1.083 0.322 OUT_6 1.167 0.336 OUT_6 1.250 0.349 OUT_6 1.333 0.362 OUT_6 1.417 0.375 OUT_6 1.500 0.387 OUT_6 1.583 0.399 OUT_6 1.667 0.410 OUT_6 1.750 0.421 OUT_6 1.833 0.432 OUT_6 1.917 0.442 OUT_6 2.000 0.453 OUT_6 2.083 0.463 OUT_6 2.167 0.473 OUT_6 2.250 0.482 OUT_6 2.333 0.492 OUT_6 2.417 0.501 OUT_6 2.500 0.510 OUT_6 2.583 0.519 OUT_6 2.667 0.528 OUT_6 2.750 0.536 OUT_6 2.833 0.545 OUT_6 2.917 0.553 OUT_6 3.000 0.562 OUT_6 3.083 0.570 OUT_6 3.167 0.578 Page 5 POST-DEV INPUT (POC-2) OUT_6 3.250 0.586 OUT_6 3.333 0.594 OUT_6 3.417 0.601 OUT_6 3.500 0.609 OUT_6 3.583 0.640 OUT_6 3.667 0.717 OUT_6 3.750 0.836 OUT_6 3.833 0.995 OUT_6 3.917 1.190 OUT_6 4.000 1.419 OUT_6 4.083 1.678 OUT_6 4.167 1.964 OUT_6 4.250 2.271 OUT_6 4.333 2.598 OUT_6 4.417 2.939 OUT_6 4.500 3.291 ; OUT_7 Rating 0.000 0.000 OUT_7 0.083 0.014 OUT_7 0.167 0.053 OUT_7 0.250 0.112 OUT_7 0.333 0.184 OUT_7 0.417 0.263 OUT_7 0.500 0.307 OUT_7 0.583 0.346 OUT_7 0.667 0.380 OUT_7 0.750 0.412 OUT_7 0.833 0.442 OUT_7 0.917 0.469 OUT_7 1.000 0.495 OUT_7 1.083 0.520 OUT_7 1.167 0.544 OUT_7 1.250 0.566 OUT_7 1.333 0.588 OUT_7 1.417 0.609 OUT_7 1.500 0.630 OUT_7 1.583 0.649 OUT_7 1.667 0.668 OUT_7 1.750 0.687 OUT_7 1.833 0.705 OUT_7 1.917 0.723 OUT_7 2.000 0.740 OUT_7 2.083 0.757 OUT_7 2.167 0.773 OUT_7 2.250 0.789 OUT_7 2.333 0.805 OUT_7 2.417 0.820 OUT_7 2.500 0.836 OUT_7 2.583 0.851 OUT_7 2.667 0.865 OUT_7 2.750 0.880 OUT_7 2.833 0.894 OUT_7 2.917 0.908 OUT_7 3.000 0.922 OUT_7 3.083 0.959 OUT_7 3.167 1.042 OUT_7 3.250 1.166 OUT_7 3.333 1.331 OUT_7 3.417 1.532 OUT_7 3.500 1.767 OUT_7 3.583 2.031 OUT_7 3.667 2.322 OUT_7 3.750 2.635 OUT_7 3.833 2.967 OUT_7 3.917 3.313 OUT_7 4.000 3.670 ; OUT_8 Rating 0.000 0.000 Page 6 POST-DEV INPUT (POC-2) OUT_8 0.083 0.011 OUT_8 0.167 0.041 OUT_8 0.250 0.081 OUT_8 0.333 0.111 OUT_8 0.417 0.132 OUT_8 0.500 0.150 OUT_8 0.583 0.165 OUT_8 0.667 0.180 OUT_8 0.750 0.193 OUT_8 0.833 0.206 OUT_8 0.917 0.217 OUT_8 1.000 0.228 OUT_8 1.083 0.239 OUT_8 1.167 0.249 OUT_8 1.250 0.259 OUT_8 1.333 0.268 OUT_8 1.417 0.278 OUT_8 1.500 0.286 OUT_8 1.583 0.295 OUT_8 1.667 0.303 OUT_8 1.750 0.311 OUT_8 1.833 0.319 OUT_8 1.917 0.327 OUT_8 2.000 0.334 OUT_8 2.083 0.342 OUT_8 2.167 0.349 OUT_8 2.250 0.356 OUT_8 2.333 0.363 OUT_8 2.417 0.370 OUT_8 2.500 0.376 OUT_8 2.583 0.383 OUT_8 2.667 0.389 OUT_8 2.750 0.396 OUT_8 2.833 0.402 OUT_8 2.917 0.408 OUT_8 3.000 0.414 OUT_8 3.083 0.420 OUT_8 3.167 0.426 OUT_8 3.250 0.432 OUT_8 3.333 0.437 OUT_8 3.417 0.443 OUT_8 3.500 0.449 OUT_8 3.583 0.454 OUT_8 3.667 0.460 OUT_8 3.750 0.465 OUT_8 3.833 0.470 OUT_8 3.917 0.476 OUT_8 4.000 0.481 OUT_8 4.083 0.486 OUT_8 4.167 0.491 OUT_8 4.250 0.496 OUT_8 4.333 0.501 OUT_8 4.417 0.506 OUT_8 4.500 0.511 OUT_8 4.583 0.516 OUT_8 4.667 0.520 OUT_8 4.750 0.525 OUT_8 4.833 0.530 OUT_8 4.917 0.535 OUT_8 5.000 0.539 OUT_8 5.083 0.544 OUT_8 5.167 0.548 OUT_8 5.250 0.553 OUT_8 5.333 0.557 OUT_8 5.417 0.562 OUT_8 5.500 0.566 OUT_8 5.583 0.595 OUT_8 5.667 0.668 Page 7 POST-DEV INPUT (POC-2) OUT_8 5.750 0.784 OUT_8 5.833 0.940 OUT_8 5.917 1.132 OUT_8 6.000 1.358 OUT_8 6.083 1.615 OUT_8 6.167 1.897 OUT_8 6.250 2.202 OUT_8 6.333 2.526 OUT_8 6.417 2.865 OUT_8 6.500 3.214 ; OUT_9 Rating 0.000 0.000 OUT_9 0.083 0.011 OUT_9 0.167 0.041 OUT_9 0.250 0.081 OUT_9 0.333 0.111 OUT_9 0.417 0.132 OUT_9 0.500 0.150 OUT_9 0.583 0.165 OUT_9 0.667 0.180 OUT_9 0.750 0.193 OUT_9 0.833 0.206 OUT_9 0.917 0.217 OUT_9 1.000 0.228 OUT_9 1.083 0.239 OUT_9 1.167 0.249 OUT_9 1.250 0.259 OUT_9 1.333 0.268 OUT_9 1.417 0.278 OUT_9 1.500 0.286 OUT_9 1.583 0.295 OUT_9 1.667 0.303 OUT_9 1.750 0.311 OUT_9 1.833 0.319 OUT_9 1.917 0.327 OUT_9 2.000 0.334 OUT_9 2.083 0.342 OUT_9 2.167 0.349 OUT_9 2.250 0.356 OUT_9 2.333 0.363 OUT_9 2.417 0.370 OUT_9 2.500 0.376 OUT_9 2.583 0.407 OUT_9 2.667 0.482 OUT_9 2.750 0.600 OUT_9 2.833 0.758 OUT_9 2.917 0.953 OUT_9 3.000 1.181 OUT_9 3.083 1.439 OUT_9 3.167 1.723 OUT_9 3.250 2.030 OUT_9 3.333 2.355 OUT_9 3.417 2.695 OUT_9 3.500 3.046 ; STOR_3 Storage 0 1660 STOR_3 4.5 1660 ; STOR_4 Storage 0 2319 STOR_4 5.5 2319 ;STOR_5 Storage 0 717 STOR_5 4.5 717 ; STOR_6 Storage 0 461 STOR_6 4.5 461 ; STOR_7 Storage 0 878 Page 8 POST-DEV INPUT (POC-2) STOR_7 4 878 ; STOR_8 Storage 0 706 STOR_8 6.5 706 ; STOR_9 Storage 0 773 STOR_9 3.5 773 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "OsideRain.prn" [REPORT];;Reporting OptionsINPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------POC_2 621.484 4940.310 STOR_3 330.238 5205.820 STOR_4 391.624 5249.772 STOR_5 468.157 5207.918 STOR_6 530.340 5254.556 STOR_7 598.503 5211.506 STOR_8 663.078 5258.143 STOR_9 721.945 5210.469 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------DMA_3 263.670 5329.893 DMA_4 344.986 5375.335 DMA_4 344.986 5375.335 DMA_5 439.457 5400.447 DMA_6 527.949 5413.601 DMA_7 615.244 5420.776 DMA_8 702.185 5411.553 DMA_9 785.052 5394.468 DMA_10 848.431 5363.376 DMA_11 910.615 5338.264 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 597.575 5624.260 Page 9 Pre-Dev Input (POC-3) [TITLE] ;;Project Title/Notes Rancho Costera POC-3 - EXISTING CONDITION [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO 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 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- 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 Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- OCEANSIDE INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------DMA-EXIST-3 OCEANSIDE POC-3 19.339 0 3913 11 0 [SUBAREAS] SWMM 5.1 Page 1 Pre-Dev Input (POC-3) ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-EXIST-3 .012 .03 .05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA-EXIST-3 9 0.024 0.3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC-3 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "OsideRain.prn" [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-3 2182.910527 6032.982983 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-EXIST-3 2182.902773 6036.961572 [SYMBOLS];;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 2180.974981 6036.880680 SWMM 5.1 Page 2 Post-Dev Input (POC-3) [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO 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 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- 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 Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- OCEANSIDE INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA_18 OCEANSIDE STOR_18 1.91830 62.1 928 1.3 0 DMA_19 OCEANSIDE STOR_19 3.8777 38.4 1778 2.7 0 DMA_20 OCEANSIDE STOR_20 1.83492 60.9 799 1.3 0 DMA_21 OCEANSIDE STOR_21 1.99871 60.0 829 1.3 0 SWMM 5.1 Page 1 Post-Dev Input (POC-3) DMA_24 OCEANSIDE STOR_24 5.02693 53.1 2433 1.3 0 DMA_25 OCEANSIDE STOR_25 4.68209 54.8 1942 1.3 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA_18 0.012 0.06 0.05 0.1 25 OUTLET DMA_19 0.012 0.06 0.05 0.1 25 OUTLET DMA_20 0.012 0.06 0.05 0.1 25 OUTLET DMA_21 0.012 0.06 0.05 0.1 25 OUTLET DMA_24 0.012 0.06 0.05 0.1 25 OUTLET DMA_25 0.012 0.06 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA_18 9 0.01875 0.3 DMA_19 9 0.01875 0.3 DMA_20 9 0.01875 0.3 DMA_21 9 0.01875 0.3 DMA_24 9 0.01875 0.3 DMA_25 9 0.01875 0.3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC_3 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- STOR_18 0 3.5 0 TABULAR STOR_18 0 0 STOR_19 0 4 0 TABULAR STOR_19 0 0 STOR_20 0 3 0 TABULAR STOR_20 0 0 STOR_21 0 4.5 0 TABULAR STOR_21 0 0 STOR_24 0 4 0 TABULAR STOR_24 0 0 STOR_25 0 4 0 TABULAR STOR_25 0 0 [OUTLETS] ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- OUT_18 STOR_18 POC_3 0 TABULAR/DEPTH OUT_18 NO OUT_19 STOR_19 POC_3 0 TABULAR/DEPTH OUT_19 NO OUT_20 STOR_20 POC_3 0 TABULAR/DEPTH OUT_20 NO OUT_21 STOR_21 POC_3 0 TABULAR/DEPTH OUT_21 NO OUT_24 STOR_24 POC_3 0 TABULAR/DEPTH OUT_24 NO OUT_25 STOR_25 POC_3 0 TABULAR/DEPTH OUT_25 NO [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- OUT_18 Rating 0.000 0.000 OUT_18 0.083 0.011 OUT_18 0.167 0.041 OUT_18 0.250 0.081 OUT_18 0.333 0.111 OUT_18 0.417 0.132 OUT_18 0.500 0.150 SWMM 5.1 Page 2 Post-Dev Input (POC-3) OUT_18 0.583 0.165 OUT_18 0.667 0.180 OUT_18 0.750 0.193 OUT_18 0.833 0.206 OUT_18 0.917 0.217 OUT_18 1.000 0.228 OUT_18 1.083 0.239 OUT_18 1.167 0.249 OUT_18 1.250 0.259 OUT_18 1.333 0.268 OUT_18 1.417 0.278 OUT_18 1.500 0.286 OUT_18 1.583 0.295 OUT_18 1.667 0.303 OUT_18 1.750 0.311 OUT_18 1.833 0.319 OUT_18 1.917 0.327 OUT_18 2.000 0.334 OUT_18 2.083 0.342 OUT_18 2.167 0.349 OUT_18 2.250 0.356 OUT_18 2.333 0.363 OUT_18 2.417 0.370 OUT_18 2.500 0.376 OUT_18 2.583 0.407 OUT_18 2.667 0.482 OUT_18 2.750 0.600 OUT_18 2.833 0.758 OUT_18 2.917 0.953 OUT_18 3.000 1.181 OUT_18 3.083 1.439 OUT_18 3.167 1.723 OUT_18 3.250 2.030 OUT_18 3.333 2.355 OUT_18 3.417 2.695 OUT_18 3.500 3.046 ; OUT_19 Rating 0.000 0.000 OUT_19 0.083 0.014 OUT_19 0.167 0.053 OUT_19 0.250 0.112 OUT_19 0.333 0.184 OUT_19 0.417 0.263 OUT_19 0.500 0.307 OUT_19 0.583 0.346 OUT_19 0.667 0.380 OUT_19 0.750 0.412 OUT_19 0.833 0.442 OUT_19 0.917 0.469 OUT_19 1.000 0.495 OUT_19 1.083 0.520 OUT_19 1.167 0.544 OUT_19 1.250 0.566 OUT_19 1.333 0.588 OUT_19 1.417 0.609 OUT_19 1.500 0.630 OUT_19 1.583 0.649 OUT_19 1.667 0.668 SWMM 5.1 Page 3 Post-Dev Input (POC-3) OUT_19 1.750 0.687 OUT_19 1.833 0.705 OUT_19 1.917 0.723 OUT_19 2.000 0.740 OUT_19 2.083 0.757 OUT_19 2.167 0.773 OUT_19 2.250 0.789 OUT_19 2.333 0.805 OUT_19 2.417 0.820 OUT_19 2.500 0.836 OUT_19 2.583 0.851 OUT_19 2.667 0.865 OUT_19 2.750 0.880 OUT_19 2.833 0.894 OUT_19 2.917 0.934 OUT_19 3.000 1.023 OUT_19 3.083 1.158 OUT_19 3.167 1.338 OUT_19 3.250 1.559 OUT_19 3.333 1.819 OUT_19 3.417 2.114 OUT_19 3.500 2.442 OUT_19 3.583 2.799 OUT_19 3.667 3.181 OUT_19 3.750 3.585 OUT_19 3.833 4.007 OUT_19 3.917 4.444 OUT_19 4.000 4.892 ; OUT_20 Rating 0.000 0.000 OUT_20 0.083 0.012 OUT_20 0.167 0.045 OUT_20 0.250 0.092 OUT_20 0.333 0.144 OUT_20 0.417 0.173 OUT_20 0.500 0.198 OUT_20 0.583 0.220 OUT_20 0.667 0.240 OUT_20 0.750 0.258 OUT_20 0.833 0.276 OUT_20 0.917 0.292 OUT_20 1.000 0.307 OUT_20 1.083 0.322 OUT_20 1.167 0.336 OUT_20 1.250 0.349 OUT_20 1.333 0.362 OUT_20 1.417 0.375 OUT_20 1.500 0.387 OUT_20 1.583 0.399 OUT_20 1.667 0.410 OUT_20 1.750 0.421 OUT_20 1.833 0.432 OUT_20 1.917 0.442 OUT_20 2.000 0.453 OUT_20 2.083 0.487 OUT_20 2.167 0.566 OUT_20 2.250 0.687 OUT_20 2.333 0.848 SWMM 5.1 Page 4 Post-Dev Input (POC-3) OUT_20 2.417 1.046 OUT_20 2.500 1.277 OUT_20 2.583 1.538 OUT_20 2.667 1.825 OUT_20 2.750 2.134 OUT_20 2.833 2.463 OUT_20 2.917 2.806 OUT_20 3.000 3.159 ; OUT_21 Rating 0.000 0.000 OUT_21 0.083 0.011 OUT_21 0.167 0.041 OUT_21 0.250 0.081 OUT_21 0.333 0.111 OUT_21 0.417 0.132 OUT_21 0.500 0.150 OUT_21 0.583 0.165 OUT_21 0.667 0.180 OUT_21 0.750 0.193 OUT_21 0.833 0.206 OUT_21 0.917 0.217 OUT_21 1.000 0.228 OUT_21 1.083 0.239 OUT_21 1.167 0.249 OUT_21 1.250 0.259 OUT_21 1.333 0.268 OUT_21 1.417 0.278 OUT_21 1.500 0.286 OUT_21 1.583 0.295 OUT_21 1.667 0.303 OUT_21 1.750 0.311 OUT_21 1.833 0.319 OUT_21 1.917 0.327 OUT_21 2.000 0.334 OUT_21 2.083 0.342 OUT_21 2.167 0.349 OUT_21 2.250 0.356 OUT_21 2.333 0.363 OUT_21 2.417 0.370 OUT_21 2.500 0.376 OUT_21 2.583 0.383 OUT_21 2.667 0.389 OUT_21 2.750 0.396 OUT_21 2.833 0.402 OUT_21 2.917 0.408 OUT_21 3.000 0.414 OUT_21 3.083 0.420 OUT_21 3.167 0.426 OUT_21 3.250 0.432 OUT_21 3.333 0.437 OUT_21 3.417 0.443 OUT_21 3.500 0.449 OUT_21 3.583 0.478 OUT_21 3.667 0.553 OUT_21 3.750 0.670 OUT_21 3.833 0.827 OUT_21 3.917 1.020 OUT_21 4.000 1.247 SWMM 5.1 Page 5 Post-Dev Input (POC-3) OUT_21 4.083 1.504 OUT_21 4.167 1.788 OUT_21 4.250 2.094 OUT_21 4.333 2.419 OUT_21 4.417 2.758 OUT_21 4.500 3.108 ; OUT_24 Rating 0.000 0.000 OUT_24 0.083 0.015 OUT_24 0.167 0.056 OUT_24 0.250 0.120 OUT_24 0.333 0.200 OUT_24 0.417 0.291 OUT_24 0.500 0.366 OUT_24 0.583 0.415 OUT_24 0.667 0.459 OUT_24 0.750 0.499 OUT_24 0.833 0.536 OUT_24 0.917 0.571 OUT_24 1.000 0.604 OUT_24 1.083 0.635 OUT_24 1.167 0.664 OUT_24 1.250 0.692 OUT_24 1.333 0.720 OUT_24 1.417 0.746 OUT_24 1.500 0.771 OUT_24 1.583 0.796 OUT_24 1.667 0.819 OUT_24 1.750 0.842 OUT_24 1.833 0.865 OUT_24 1.917 0.887 OUT_24 2.000 0.908 OUT_24 2.083 0.929 OUT_24 2.167 0.949 OUT_24 2.250 0.969 OUT_24 2.333 0.989 OUT_24 2.417 1.008 OUT_24 2.500 1.027 OUT_24 2.583 1.046 OUT_24 2.667 1.064 OUT_24 2.750 1.110 OUT_24 2.833 1.208 OUT_24 2.917 1.357 OUT_24 3.000 1.554 OUT_24 3.083 1.796 OUT_24 3.167 2.082 OUT_24 3.250 2.409 OUT_24 3.333 2.773 OUT_24 3.417 3.171 OUT_24 3.500 3.601 OUT_24 3.583 4.059 OUT_24 3.667 4.542 OUT_24 3.750 5.046 OUT_24 3.833 5.569 OUT_24 3.917 6.105 OUT_24 4.000 6.653 ; OUT_25 Rating 0.000 0.000 SWMM 5.1 Page 6 Post-Dev Input (POC-3) OUT_25 0.083 0.015 OUT_25 0.167 0.056 OUT_25 0.250 0.120 OUT_25 0.333 0.200 OUT_25 0.417 0.291 OUT_25 0.500 0.366 OUT_25 0.583 0.415 OUT_25 0.667 0.459 OUT_25 0.750 0.499 OUT_25 0.833 0.536 OUT_25 0.917 0.571 OUT_25 1.000 0.604 OUT_25 1.083 0.635 OUT_25 1.167 0.664 OUT_25 1.250 0.692 OUT_25 1.333 0.720 OUT_25 1.417 0.746 OUT_25 1.500 0.771 OUT_25 1.583 0.796 OUT_25 1.667 0.819 OUT_25 1.750 0.842 OUT_25 1.833 0.865 OUT_25 1.917 0.887 OUT_25 2.000 0.908 OUT_25 2.083 0.929 OUT_25 2.167 0.949 OUT_25 2.250 0.969 OUT_25 2.333 0.989 OUT_25 2.417 1.008 OUT_25 2.500 1.027 OUT_25 2.583 1.046 OUT_25 2.667 1.064 OUT_25 2.750 1.082 OUT_25 2.833 1.126 OUT_25 2.917 1.222 OUT_25 3.000 1.365 OUT_25 3.083 1.555 OUT_25 3.167 1.789 OUT_25 3.250 2.064 OUT_25 3.333 2.377 OUT_25 3.417 2.724 OUT_25 3.500 3.104 OUT_25 3.583 3.512 OUT_25 3.667 3.945 OUT_25 3.750 4.400 OUT_25 3.833 4.873 OUT_25 3.917 5.360 OUT_25 4.000 5.858 ; STOR_18 Storage 0 717 STOR_18 3.5 717 ; STOR_19 Storage 0 737 STOR_19 4 737 ;STOR_20 Storage 0 756 STOR_20 3 756 ; SWMM 5.1 Page 7 Post-Dev Input (POC-3) STOR_21 Storage 0 1504 STOR_21 4.5 1504 ; STOR_24 Storage 0 1575 STOR_24 4 1575 ; STOR_25 Storage 0 1135 STOR_25 4 1135 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "OsideRain.prn" [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 417.101 4982.487 966.516 5690.827 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC_3 728.296 5138.750 STOR_18 562.515 5327.535 STOR_19 604.555 5368.782 STOR_20 676.737 5331.501 STOR_21 742.574 5368.782 STOR_24 784.615 5326.742 STOR_25 850.451 5367.989 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA_18 503.024 5406.063 DMA_19 566.481 5443.344 DMA_20 640.250 5455.242 DMA_21 746.540 5460.002 DMA_24 825.862 5451.276 DMA_24 825.862 5451.276 DMA_25 887.732 5439.378 [SYMBOLS];;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 711.639 5537.737 SWMM 5.1 Page 8 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 typical values found in technical literature (such as Maidment’s Handbook of Hydrology). Recommended values for the SWMM model were calibrated per Reference 3. Currently, no recommended values have been established by the San Diego County HMP Permit for the SWMM Model. 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 BMP and also generate a long-term runoff as a percentage of rainfall similar to those measured in gage stations in Southern California by the USGS. PRE-DEVELOPED CONDITION (POC-2) POST-DEVELOPED CONDITION (POC-2) PRE-DEVELOPED CONDITION (POC-3) POST-DEVELOPED CONDITION (POC-3) EXPLANATION OF SELECTED VARIABLES Sub Catchment Areas: Please refer to the attached diagrams that indicate the DMA sub-areas modeled within the project site in both pre and post developed conditions draining to each POC. Parameters for the pre- and post-developed models include soil Type D 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 Carlsbad BMP Design Manual. All DMAs analyzed in this study have one soil type (Type D). Area-weighted values were used to model infiltration for the pre-developed POC-2 and POC-3 DMAs, because the existing condition hosts some compacted soil. Post-developed DMAs were modeled with 100% compacted Type D soil. The breakdown of the soil types and the weighted infiltration parameters are shown below. POC-2 (Pre-Dev) Soil Type APERV (ft2) ACOMP (ft2) Percent Area A 0 0 0% B 0 0 0% C 0 0 0% D 1061808 251879 100% Total Area (ft2) 1313687 100% Green_Ampt Value Type A (1) Type B (1) Type C (1) Type D (1) Area Weighted Values Suction Head 1.5 3 6 9 9.0 Initial deficit 0.33 0.32 0.31 0.30 0.30 Uncompacted Conductivity 0.3 0.2 0.1 0.025 0.020 Compacted Conductivity 0.225 0.15 0.075 0.01875 0.004 Total Area-Weighted Conductivity 0.024 (1) Typical Values used for SWMM modeling. POC-3 (Pre-Dev) Soil Type APERV (ft2) ACOMP (ft2) Percent Area A 0 0 0% B 0 0 0% C 0 0 0% D 676713 165679 100% Total Area 842392 100% Green_Ampt Value Type A (1) Type B (1) Type C (1) Type D (1) Area Weighted Values Suction Head 1.5 3 6 9 9.0 Initial deficit 0.33 0.32 0.31 0.30 0.30 Uncompacted Conductivity 0.3 0.2 0.1 0.025 0.020 Compacted Conductivity 0.225 0.15 0.075 0.01875 0.004 Total Area-Weighted Conductivity 0.024 (1) Typical Values used for SWMM modeling. TRWE selected infiltration values, such that the percentage of total precipitation that becomes runoff is realistic for the soil types and slightly smaller than measured values for Southern California watersheds. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. Underground Detention and Discharge for BMP-3 Underground Detention and Discharge for BMP-4 Underground Detention and Discharge for BMP-5 Underground Detention and Discharge for BMP-6 Underground Detention and Discharge for BMP-7 Underground Detention and Discharge for BMP-8 Underground Detention and Discharge for BMP-9 Underground Detention and Discharge for BMP-18 Underground Detention and Discharge for BMP-19 Underground Detention and Discharge for BMP-20 Underground Detention and Discharge for BMP-21 Underground Detention and Discharge for BMP-24 Underground Detention and Discharge for BMP-25 ATTACHMENT 8 Soil Map Hydrologic Soil Group—San Diego County Area, California (Rancho Costera) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/2/2015 Page 1 of 436677003667900366810036683003668500366870036689003669100366930036677003667900366810036683003668500366870036689003669100470500470700470900471100471300471500471700471900472100472300472500472700472900 470500 470700 470900 471100 471300 471500 471700 471900 472100 472300 472500 472700 472900 33° 9' 43'' N 117° 19' 2'' W33° 9' 43'' N117° 17' 24'' W33° 8' 50'' N 117° 19' 2'' W33° 8' 50'' N 117° 17' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 500 1000 2000 3000Feet 0 150 300 600 900Meters Map Scale: 1:11,500 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 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: May 3, 2010—Jun 19, 2010 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California (Rancho Costera) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/2/2015 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AtC Altamont clay, 5 to 9 percent slopes D 15.0 2.3% AtE Altamont clay, 15 to 30 percent slopes D 26.7 4.1% DaC Diablo clay, 2 to 9 percent slopes D 10.3 1.6% DaE2 Diablo clay, 15 to 30 percent slopes, eroded D 35.2 5.3% FxE Friant rocky fine sandy loam, 9 to 30 percent slopes D 26.9 4.1% GaF Gaviota fine sandy loam, 30 to 50 percent slopes D 7.2 1.1% LeC Las Flores loamy fine sand, 2 to 9 percent slopes D 56.4 8.6% LeC2 Las Flores loamy fine sand, 5 to 9 percent slopes, erod ed D 77.4 11.8% LeD2 Las Flores loamy fine sand, 9 to 15 percent slopes, ero ded D 69.1 10.5% LeE2 Las Flores loamy fine sand, 15 to 30 percent slopes, er oded D 80.3 12.2% LeE3 Las Flores loamy fine sand, 9 to 30 percent slopes, sev erely eroded D 65.6 10.0% LvF3 Loamy alluvial land- Huerhuero complex, 9 to 50 percent slopes, severely eroded D 0.0 0.0% MlC Marina loamy coarse sand, 2 to 9 percent slopes B 2.6 0.4% Rm Riverwash D 10.3 1.6% SbC Salinas clay loam, 2 to 9 percent slopes C 161.4 24.5% TuB Tujunga sand, 0 to 5 percent slopes A 1.5 0.2% Hydrologic Soil Group—San Diego County Area, California Rancho Costera Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/2/2015 Page 3 of 4 Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI VaB Visalia sandy loam, 2 to 5 percent slopes A 12.3 1.9% Totals for Area of Interest 658.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Rancho Costera Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/2/2015 Page 4 of 4 ATTACHMENT 9 Summary Files from the SWMM Model Pre-Dev Output (POC-2) EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.010) -------------------------------------------------------------- Rancho Costera POC-2 - EXISTING CONDITION ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT 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 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 1697.016 675.250 Evaporation Loss ......... 63.158 25.131 Infiltration Loss ........ 1267.784 504.457 Surface Runoff ........... 405.662 161.415 Final Storage ............ 0.000 0.000 Continuity Error (%) ..... -2.333 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 405.662 132.191 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 405.662 132.191 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- DMA-EXIST-2 675.25 0.00 25.13 504.46 161.41 132.18 33.96 0.239 Analysis begun on: Fri Mar 25 14:52:29 2016 Analysis ended on: Fri Mar 25 14:52:57 2016 Total elapsed time: 00:00:28 SWMM 5.1 Page 1 Post-Dev Output (POC-2) EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.010) -------------------------------------------------------------- Rancho Costera POC-2 - DEVELOPED CONDITION ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 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 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 1697.002 675.250 Evaporation Loss ......... 176.176 70.102 Infiltration Loss ........ 506.019 201.349 Surface Runoff ........... 1046.507 416.413 Final Storage ............ 0.062 0.025 Continuity Error (%) ..... -1.872 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 1046.502 341.018 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 1046.226 340.928 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.010 0.003 Continuity Error (%) ..... 0.025 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- SWMM 5.1 Page 1 Post-Dev Output (POC-2) DMA_3 675.25 0.00 72.05 188.58 427.21 69.85 7.10 0.633 DMA_4 675.25 0.00 75.36 168.07 444.24 79.89 7.83 0.658 DMA_5 675.25 0.00 54.92 298.62 334.70 30.78 3.94 0.496 DMA_6 675.25 0.00 72.10 188.63 427.04 20.06 2.04 0.632 DMA_7 675.25 0.00 69.71 203.42 414.79 34.35 3.59 0.614 DMA_8 675.25 0.00 74.45 173.81 439.49 20.51 2.03 0.651 DMA_9 675.25 0.00 71.67 190.98 425.21 12.97 1.32 0.630 DMA_10 675.25 0.00 74.38 174.29 439.10 22.27 2.21 0.650 DMA_11 675.25 0.00 66.95 221.41 399.61 50.31 5.45 0.592 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC_2 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 STOR_3 STORAGE 0.01 4.41 4.41 18857 12:01 4.41 STOR_4 STORAGE 0.01 5.46 5.46 18857 12:01 5.46 STOR_5 STORAGE 0.01 4.42 4.42 18857 12:01 4.42 STOR_6 STORAGE 0.01 4.19 4.19 18857 11:32 4.19 STOR_7 STORAGE 0.01 3.98 3.98 18857 12:01 3.98 STOR_8 STORAGE 0.01 6.20 6.20 18857 11:56 6.20 STOR_9 STORAGE 0.00 3.05 3.05 18857 11:57 3.05 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC_2 OUTFALL 7.65 35.47 18857 12:01 72.6 341 0.000 STOR_3 STORAGE 7.10 7.10 18857 12:01 69.8 69.8 0.032 STOR_4 STORAGE 7.83 7.83 18857 12:01 79.9 79.9 0.043 STOR_5 STORAGE 3.94 3.94 18857 12:01 30.8 30.8 0.013 STOR_6 STORAGE 2.04 2.04 18857 12:01 20.1 20.1 0.022 STOR_7 STORAGE 3.59 3.59 18857 12:01 34.4 34.4 0.030 STOR_8 STORAGE 2.03 2.03 18857 12:01 20.5 20.5 0.037 STOR_9 STORAGE 1.32 1.32 18857 12:01 13 13 0.027 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- STOR_3 STORAGE 497370.00 4.409 0.091 STOR_4 STORAGE 497370.00 5.464 0.036 STOR_5 STORAGE 497370.00 4.423 0.077 STOR_6 STORAGE 497370.00 4.188 0.312 STOR_7 STORAGE 497370.00 3.981 0.019 STOR_8 STORAGE 497370.00 6.203 0.297 STOR_9 STORAGE 497370.00 3.046 0.454 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- STOR_3 0.011 0 0 0 7.319 98 18857 12:01 7.10 STOR_4 0.018 0 0 0 12.674 99 18857 12:01 7.79 STOR_5 0.004 0 0 0 3.171 98 18857 12:01 3.94 STOR_6 0.002 0 0 0 1.931 93 18857 11:31 2.04 SWMM 5.1 Page 2 Post-Dev Output (POC-2) STOR_7 0.006 0 0 0 3.496 100 18857 12:01 3.59 STOR_8 0.005 0 0 0 4.379 95 18857 11:54 2.03 STOR_9 0.003 0 0 0 2.355 87 18857 11:55 1.32 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC_2 5.83 0.44 35.47 340.903 ----------------------------------------------------------- System 5.83 0.44 35.47 340.903 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- OUTLET_3 DUMMY 7.10 18857 12:01 OUTLET_4 DUMMY 7.79 18857 12:01 OUTLET_5 DUMMY 3.94 18857 12:01 OUTLET_6 DUMMY 2.04 18857 11:32 OUTLET_7 DUMMY 3.59 18857 12:01 OUTLET_8 DUMMY 2.03 18857 11:56 OUTLET_9 DUMMY 1.32 18857 11:57 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Apr 11 11:17:58 2016 Analysis ended on: Mon Apr 11 11:19:16 2016 Total elapsed time: 00:01:18 SWMM 5.1 Page 3 Pre-Dev Output (POC-3) EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.010) -------------------------------------------------------------- Rancho Costera POC-3 - EXISTING CONDITION ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT 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 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 1088.222 675.250 Evaporation Loss ......... 41.244 25.592 Infiltration Loss ........ 810.724 503.061 Surface Runoff ........... 263.548 163.534 Final Storage ............ 0.000 0.000 Continuity Error (%) ..... -2.508 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 263.548 85.881 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 263.548 85.881 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- DMA-EXIST-3 675.25 0.00 25.59 503.06 163.53 85.87 21.78 0.242 Analysis begun on: Fri Mar 25 14:07:18 2016 Analysis ended on: Fri Mar 25 14:07:45 2016 Total elapsed time: 00:00:27 SWMM 5.1 Page 1 Post-Dev Output (POC-3) EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.010) -------------------------------------------------------------- Rancho Costera POC-3 - DEVELOPED CONDITION ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 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 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 1088.202 675.250 Evaporation Loss ......... 107.154 66.491 Infiltration Loss ........ 360.586 223.750 Surface Runoff ........... 641.304 397.941 Final Storage ............ 0.036 0.022 Continuity Error (%) ..... -1.919 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 641.301 208.978 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 641.086 208.908 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.008 0.003 Continuity Error (%) ..... 0.032 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- SWMM 5.1 Page 1 Post-Dev Output (POC-3) DMA_18 675.25 0.00 73.32 179.88 434.81 22.65 2.26 0.644 DMA_19 675.25 0.00 55.42 292.70 340.80 35.88 4.52 0.505 DMA_20 675.25 0.00 72.56 185.74 429.54 21.40 2.16 0.636 DMA_21 675.25 0.00 71.95 190.12 425.72 23.10 2.36 0.630 DMA_24 675.25 0.00 66.57 222.92 398.72 54.42 5.90 0.590 DMA_25 675.25 0.00 68.07 214.76 405.09 51.50 5.50 0.600 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC_3 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 STOR_18 STORAGE 0.01 3.31 3.31 18857 12:01 3.31 STOR_19 STORAGE 0.01 3.93 3.93 18857 12:01 3.93 STOR_20 STORAGE 0.01 2.76 2.76 18857 12:01 2.76 STOR_21 STORAGE 0.01 4.31 4.31 18857 12:01 4.31 STOR_24 STORAGE 0.01 3.89 3.89 18857 12:01 3.89 STOR_25 STORAGE 0.01 3.94 3.94 18857 12:01 3.94 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC_3 OUTFALL 0.00 22.68 18857 12:01 0 209 0.000 STOR_18 STORAGE 2.26 2.26 18857 12:01 22.6 22.6 0.038 STOR_19 STORAGE 4.52 4.52 18857 12:01 35.9 35.9 0.015 STOR_20 STORAGE 2.16 2.16 18857 12:01 21.4 21.4 0.030 STOR_21 STORAGE 2.36 2.36 18857 12:01 23.1 23.1 0.039 STOR_24 STORAGE 5.90 5.90 18857 12:01 54.4 54.4 0.038 STOR_25 STORAGE 5.50 5.50 18857 12:01 51.5 51.5 0.033 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- STOR_18 STORAGE 497370.00 3.310 0.190 STOR_19 STORAGE 497370.00 3.931 0.069 STOR_20 STORAGE 497370.00 2.758 0.242 STOR_21 STORAGE 497370.00 4.311 0.189 STOR_24 STORAGE 497370.00 3.885 0.115 STOR_25 STORAGE 497370.00 3.941 0.059 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- STOR_18 0.005 0 0 0 2.373 95 18857 12:01 2.26 STOR_19 0.005 0 0 0 2.897 98 18857 12:01 4.52 STOR_20 0.004 0 0 0 2.085 92 18857 11:32 2.16 STOR_21 0.012 0 0 0 6.485 96 18857 12:01 2.33 STOR_24 0.013 0 0 0 6.119 97 18857 12:01 5.90 STOR_25 0.009 0 0 0 4.473 99 18857 12:01 5.50 *********************** Outfall Loading Summary SWMM 5.1 Page 2 Post-Dev Output (POC-3) *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC_3 5.76 0.27 22.68 208.892 ----------------------------------------------------------- System 5.76 0.27 22.68 208.892 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- OUT_18 DUMMY 2.26 18857 12:01 OUT_19 DUMMY 4.52 18857 12:01 OUT_20 DUMMY 2.16 18857 12:01 OUT_21 DUMMY 2.33 18857 12:01 OUT_24 DUMMY 5.90 18857 12:01 OUT_25 DUMMY 5.50 18857 12:01 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Fri Apr 01 12:06:44 2016 Analysis ended on: Fri Apr 01 12:09:24 2016 Total elapsed time: 00:02:40 SWMM 5.1 Page 3 ATTACHMENT 10 Drawdown Calculations Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-3 Total Drawdown Time:5.7 hours Note: Orifice Diameter D:7.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.5 7472 7.20 3.124 0.000 0.0 4.4 7306 7.04 3.086 0.015 0.0 4.3 7140 6.88 3.048 0.015 0.0 4.2 6974 6.72 3.010 0.015 0.0 4.1 6808 6.56 2.971 0.015 0.1 4.0 6642 6.40 2.931 0.016 0.1 3.9 6476 6.24 2.891 0.016 0.1 3.8 6310 6.08 2.851 0.016 0.1 3.7 6143 5.92 2.809 0.016 0.1 3.6 5977 5.76 2.768 0.017 0.1 3.5 5811 5.60 2.725 0.017 0.2 3.4 5645 5.44 2.682 0.017 0.2 3.3 5479 5.28 2.638 0.017 0.2 3.2 5313 5.12 2.594 0.018 0.2 3.1 5147 4.96 2.549 0.018 0.2 3.0 4981 4.80 2.502 0.018 0.2 2.9 4815 4.64 2.455 0.019 0.3 2.8 4649 4.48 2.407 0.019 0.3 2.7 4483 4.32 2.359 0.019 0.3 2.6 4317 4.16 2.309 0.020 0.3 2.5 4151 4.00 2.258 0.020 0.3 2.4 3985 3.84 2.205 0.021 0.4 2.3 3819 3.68 2.152 0.021 0.4 2.2 3653 3.52 2.097 0.022 0.4 2.1 3487 3.36 2.041 0.022 0.4 2.0 3321 3.20 1.983 0.023 0.5 1.9 3155 3.04 1.923 0.024 0.5 1.8 2989 2.88 1.862 0.024 0.5 1.7 2823 2.72 1.798 0.025 0.5 1.6 2657 2.56 1.732 0.026 0.6 1.5 2491 2.40 1.663 0.027 0.6 1.4 2325 2.24 1.592 0.028 0.6 1.3 2159 2.08 1.517 0.030 0.6 1.2 1992 1.92 1.438 0.031 0.7 1.1 1826 1.76 1.355 0.033 0.7 1.0 1660 1.60 1.266 0.035 0.7 0.9 1494 1.44 1.170 0.038 0.8 0.8 1328 1.28 1.066 0.041 0.8 0.7 1162 1.12 0.950 0.046 0.9 0.6 996 0.96 0.751 0.054 0.9 0.5 830 0.80 0.552 0.071 1.0 0.4 664 0.64 0.372 0.100 1.1 0.3 498 0.48 0.219 0.156 1.2 0.2 332 0.32 0.102 0.287 1.5 0.1 166 0.16 0.027 0.719 2.2 0.0 0 0.00 0.000 3.476 5.7 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-4 Total Drawdown Time:8.2 hours Note: Orifice Diameter D:7.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 5.5 12756 8.80 3.477 0.000 0.0 5.4 12524 8.64 3.443 0.019 0.0 5.3 12292 8.48 3.409 0.019 0.0 5.2 12060 8.32 3.375 0.019 0.1 5.1 11828 8.16 3.340 0.019 0.1 5.0 11596 8.00 3.305 0.019 0.1 4.9 11364 7.84 3.269 0.020 0.1 4.8 11132 7.68 3.234 0.020 0.1 4.7 10900 7.52 3.197 0.020 0.2 4.6 10668 7.36 3.161 0.020 0.2 4.5 10436 7.20 3.124 0.021 0.2 4.4 10204 7.04 3.086 0.021 0.2 4.3 9973 6.88 3.048 0.021 0.2 4.2 9741 6.72 3.010 0.021 0.3 4.1 9509 6.56 2.971 0.022 0.3 4.0 9277 6.40 2.931 0.022 0.3 3.9 9045 6.24 2.891 0.022 0.3 3.8 8813 6.08 2.851 0.022 0.3 3.7 8581 5.92 2.809 0.023 0.4 3.6 8349 5.76 2.768 0.023 0.4 3.5 8117 5.60 2.725 0.023 0.4 3.4 7885 5.44 2.682 0.024 0.4 3.3 7653 5.28 2.638 0.024 0.5 3.2 7421 5.12 2.594 0.025 0.5 3.1 7190 4.96 2.549 0.025 0.5 3.0 6958 4.80 2.502 0.026 0.5 2.9 6726 4.64 2.455 0.026 0.6 2.8 6494 4.48 2.407 0.026 0.6 2.7 6262 4.32 2.359 0.027 0.6 2.6 6030 4.16 2.309 0.028 0.6 2.5 5798 4.00 2.258 0.028 0.7 2.4 5566 3.84 2.205 0.029 0.7 2.3 5334 3.68 2.152 0.030 0.7 2.2 5102 3.52 2.097 0.030 0.8 2.1 4870 3.36 2.041 0.031 0.8 2.0 4638 3.20 1.983 0.032 0.8 1.9 4406 3.04 1.923 0.033 0.9 1.8 4175 2.88 1.862 0.034 0.9 1.7 3943 2.72 1.798 0.035 0.9 1.6 3711 2.56 1.732 0.036 1.0 1.5 3479 2.40 1.663 0.038 1.0 1.4 3247 2.24 1.592 0.040 1.0 1.3 3015 2.08 1.517 0.041 1.1 1.2 2783 1.92 1.438 0.044 1.1 1.1 2551 1.76 1.355 0.046 1.2 1.0 2319 1.60 1.266 0.049 1.2 0.9 2087 1.44 1.170 0.053 1.3 0.8 1855 1.28 1.066 0.058 1.3 0.7 1623 1.12 0.950 0.064 1.4 0.6 1392 0.96 0.751 0.076 1.5 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 0.5 1160 0.80 0.552 0.099 1.6 0.4 928 0.64 0.372 0.139 1.7 0.3 696 0.48 0.219 0.218 1.9 0.2 464 0.32 0.102 0.401 2.3 0.1 232 0.16 0.027 1.005 3.3 0.0 0 0.00 0.000 4.855 8.2 Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-5 Total Drawdown Time:3.9 hours Note: Orifice Diameter D:4.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.5 3226 12.00 1.141 0.000 0.0 4.4 3154 11.73 1.128 0.018 0.0 4.3 3082 11.47 1.114 0.018 0.0 4.2 3011 11.20 1.101 0.018 0.1 4.1 2939 10.93 1.087 0.018 0.1 4.0 2867 10.67 1.073 0.018 0.1 3.9 2796 10.40 1.059 0.019 0.1 3.8 2724 10.13 1.044 0.019 0.1 3.7 2652 9.87 1.030 0.019 0.1 3.6 2580 9.60 1.015 0.019 0.2 3.5 2509 9.33 1.000 0.020 0.2 3.4 2437 9.07 0.985 0.020 0.2 3.3 2365 8.80 0.969 0.020 0.2 3.2 2294 8.53 0.954 0.021 0.2 3.1 2222 8.27 0.938 0.021 0.3 3.0 2150 8.00 0.922 0.021 0.3 2.9 2079 7.73 0.905 0.022 0.3 2.8 2007 7.47 0.888 0.022 0.3 2.7 1935 7.20 0.871 0.023 0.4 2.6 1864 6.93 0.854 0.023 0.4 2.5 1792 6.67 0.836 0.024 0.4 2.4 1720 6.40 0.817 0.024 0.4 2.3 1649 6.13 0.799 0.025 0.5 2.2 1577 5.87 0.780 0.025 0.5 2.1 1505 5.60 0.760 0.026 0.5 2.0 1434 5.33 0.740 0.027 0.5 1.9 1362 5.07 0.719 0.027 0.6 1.8 1290 4.80 0.698 0.028 0.6 1.7 1219 4.53 0.676 0.029 0.6 1.6 1147 4.27 0.653 0.030 0.6 1.5 1075 4.00 0.630 0.031 0.7 1.4 1004 3.73 0.605 0.032 0.7 1.3 932 3.47 0.580 0.034 0.7 1.2 860 3.20 0.553 0.035 0.8 1.1 788 2.93 0.525 0.037 0.8 1.0 717 2.67 0.495 0.039 0.9 0.9 645 2.40 0.464 0.042 0.9 0.8 573 2.13 0.430 0.045 0.9 0.7 502 1.87 0.393 0.048 1.0 0.6 430 1.60 0.353 0.053 1.0 0.5 358 1.33 0.307 0.060 1.1 0.4 287 1.07 0.248 0.072 1.2 0.3 215 0.80 0.154 0.099 1.3 0.2 143 0.53 0.074 0.174 1.4 0.1 72 0.27 0.020 0.422 1.9 0.0 0 0.00 0.000 1.994 3.9 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-6 Total Drawdown Time:3.2 hours Note: Orifice Diameter D:3.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.5 2074 15.43 0.694 0.000 0.0 4.4 2028 15.09 0.686 0.019 0.0 4.3 1981 14.74 0.678 0.019 0.0 4.2 1935 14.40 0.669 0.019 0.1 4.1 1889 14.06 0.661 0.019 0.1 4.0 1843 13.71 0.653 0.019 0.1 3.9 1797 13.37 0.644 0.020 0.1 3.8 1751 13.03 0.635 0.020 0.1 3.7 1705 12.69 0.627 0.020 0.2 3.6 1659 12.34 0.618 0.021 0.2 3.5 1613 12.00 0.609 0.021 0.2 3.4 1567 11.66 0.600 0.021 0.2 3.3 1521 11.31 0.590 0.022 0.2 3.2 1475 10.97 0.581 0.022 0.3 3.1 1428 10.63 0.571 0.022 0.3 3.0 1382 10.29 0.562 0.023 0.3 2.9 1336 9.94 0.552 0.023 0.3 2.8 1290 9.60 0.542 0.023 0.4 2.7 1244 9.26 0.531 0.024 0.4 2.6 1198 8.91 0.521 0.024 0.4 2.5 1152 8.57 0.510 0.025 0.4 2.4 1106 8.23 0.499 0.025 0.5 2.3 1060 7.89 0.488 0.026 0.5 2.2 1014 7.54 0.476 0.027 0.5 2.1 968 7.20 0.465 0.027 0.5 2.0 922 6.86 0.453 0.028 0.6 1.9 876 6.51 0.440 0.029 0.6 1.8 829 6.17 0.428 0.029 0.6 1.7 783 5.83 0.414 0.030 0.6 1.6 737 5.49 0.401 0.031 0.7 1.5 691 5.14 0.387 0.032 0.7 1.4 645 4.80 0.372 0.034 0.7 1.3 599 4.46 0.357 0.035 0.8 1.2 553 4.11 0.341 0.037 0.8 1.1 507 3.77 0.325 0.038 0.9 1.0 461 3.43 0.307 0.041 0.9 0.9 415 3.09 0.289 0.043 0.9 0.8 369 2.74 0.269 0.046 1.0 0.7 323 2.40 0.247 0.050 1.0 0.6 276 2.06 0.224 0.054 1.1 0.5 230 1.71 0.198 0.061 1.1 0.4 184 1.37 0.168 0.070 1.2 0.3 138 1.03 0.125 0.088 1.3 0.2 92 0.69 0.063 0.137 1.4 0.1 46 0.34 0.017 0.320 1.8 0.0 0 0.00 0.000 1.482 3.2 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-7 Total Drawdown Time:4.6 hours Note: Orifice Diameter D:4.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.0 3514 10.67 1.073 0.000 0.0 3.9 3426 10.40 1.059 0.023 0.0 3.8 3338 10.13 1.044 0.023 0.0 3.7 3250 9.87 1.030 0.024 0.1 3.6 3162 9.60 1.015 0.024 0.1 3.5 3074 9.33 1.000 0.024 0.1 3.4 2987 9.07 0.985 0.025 0.1 3.3 2899 8.80 0.969 0.025 0.2 3.2 2811 8.53 0.954 0.025 0.2 3.1 2723 8.27 0.938 0.026 0.2 3.0 2635 8.00 0.922 0.026 0.2 2.9 2547 7.73 0.905 0.027 0.3 2.8 2460 7.47 0.888 0.027 0.3 2.7 2372 7.20 0.871 0.028 0.3 2.6 2284 6.93 0.854 0.028 0.4 2.5 2196 6.67 0.836 0.029 0.4 2.4 2108 6.40 0.817 0.030 0.4 2.3 2020 6.13 0.799 0.030 0.4 2.2 1932 5.87 0.780 0.031 0.5 2.1 1845 5.60 0.760 0.032 0.5 2.0 1757 5.33 0.740 0.033 0.5 1.9 1669 5.07 0.719 0.033 0.6 1.8 1581 4.80 0.698 0.034 0.6 1.7 1493 4.53 0.676 0.036 0.6 1.6 1405 4.27 0.653 0.037 0.7 1.5 1318 4.00 0.630 0.038 0.7 1.4 1230 3.73 0.605 0.040 0.8 1.3 1142 3.47 0.580 0.041 0.8 1.2 1054 3.20 0.553 0.043 0.8 1.1 966 2.93 0.525 0.045 0.9 1.0 878 2.67 0.495 0.048 0.9 0.9 791 2.40 0.464 0.051 1.0 0.8 703 2.13 0.430 0.055 1.0 0.7 615 1.87 0.393 0.059 1.1 0.6 527 1.60 0.353 0.065 1.2 0.5 439 1.33 0.307 0.074 1.2 0.4 351 1.07 0.248 0.088 1.3 0.3 264 0.80 0.154 0.121 1.4 0.2 176 0.53 0.074 0.214 1.7 0.1 88 0.27 0.020 0.517 2.2 0.0 0 0.00 0.000 2.444 4.6 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-8 Total Drawdown Time:6.7 hours Note: Orifice Diameter D:3.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 6.5 4589 26.00 0.617 0.000 0.0 6.4 4518 25.60 0.612 0.032 0.0 6.3 4448 25.20 0.607 0.032 0.1 6.2 4377 24.80 0.602 0.032 0.1 6.1 4307 24.40 0.597 0.033 0.1 6.0 4236 24.00 0.592 0.033 0.2 5.9 4165 23.60 0.587 0.033 0.2 5.8 4095 23.20 0.582 0.034 0.2 5.7 4024 22.80 0.577 0.034 0.3 5.6 3954 22.40 0.571 0.034 0.3 5.5 3883 22.00 0.566 0.034 0.3 5.4 3812 21.60 0.561 0.035 0.4 5.3 3742 21.20 0.556 0.035 0.4 5.2 3671 20.80 0.550 0.035 0.4 5.1 3601 20.40 0.545 0.036 0.5 5.0 3530 20.00 0.539 0.036 0.5 4.9 3459 19.60 0.534 0.037 0.5 4.8 3389 19.20 0.528 0.037 0.6 4.7 3318 18.80 0.522 0.037 0.6 4.6 3248 18.40 0.517 0.038 0.7 4.5 3177 18.00 0.511 0.038 0.7 4.4 3106 17.60 0.505 0.039 0.7 4.3 3036 17.20 0.499 0.039 0.8 4.2 2965 16.80 0.493 0.040 0.8 4.1 2895 16.40 0.487 0.040 0.9 4.0 2824 16.00 0.481 0.041 0.9 3.9 2753 15.60 0.475 0.041 0.9 3.8 2683 15.20 0.468 0.042 1.0 3.7 2612 14.80 0.462 0.042 1.0 3.6 2542 14.40 0.455 0.043 1.1 3.5 2471 14.00 0.449 0.043 1.1 3.4 2400 13.60 0.442 0.044 1.1 3.3 2330 13.20 0.435 0.045 1.2 3.2 2259 12.80 0.428 0.045 1.2 3.1 2189 12.40 0.421 0.046 1.3 3.0 2118 12.00 0.414 0.047 1.3 2.9 2047 11.60 0.407 0.048 1.4 2.8 1977 11.20 0.399 0.049 1.4 2.7 1906 10.80 0.392 0.050 1.5 2.6 1836 10.40 0.384 0.051 1.5 2.5 1765 10.00 0.376 0.052 1.6 2.4 1694 9.60 0.368 0.053 1.6 2.3 1624 9.20 0.360 0.054 1.7 2.2 1553 8.80 0.352 0.055 1.7 2.1 1483 8.40 0.343 0.056 1.8 2.0 1412 8.00 0.334 0.058 1.9 1.9 1341 7.60 0.325 0.059 1.9 1.8 1271 7.20 0.316 0.061 2.0 1.7 1200 6.80 0.307 0.063 2.0 1.6 1130 6.40 0.297 0.065 2.1 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 1.5 1059 6.00 0.286 0.067 2.2 1.4 988 5.60 0.276 0.070 2.2 1.3 918 5.20 0.265 0.073 2.3 1.2 847 4.80 0.253 0.076 2.4 1.1 777 4.40 0.241 0.079 2.5 1.0 706 4.00 0.228 0.084 2.6 0.9 635 3.60 0.215 0.088 2.6 0.8 565 3.20 0.201 0.094 2.7 0.7 494 2.80 0.185 0.102 2.8 0.6 424 2.40 0.168 0.111 2.9 0.5 353 2.00 0.150 0.123 3.1 0.4 282 1.60 0.128 0.141 3.2 0.3 212 1.20 0.102 0.170 3.4 0.2 141 0.80 0.056 0.248 3.6 0.1 71 0.40 0.016 0.548 4.2 0.0 0 0.00 0.000 2.490 6.7 Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-9 Total Drawdown Time:6.1 hours Note: Orifice Diameter D:3.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 3.5 2706 14.00 0.449 0.000 0.0 3.4 2629 13.60 0.442 0.048 0.0 3.3 2552 13.20 0.435 0.049 0.1 3.2 2474 12.80 0.428 0.050 0.1 3.1 2397 12.40 0.421 0.051 0.2 3.0 2320 12.00 0.414 0.051 0.2 2.9 2242 11.60 0.407 0.052 0.3 2.8 2165 11.20 0.399 0.053 0.4 2.7 2088 10.80 0.392 0.054 0.4 2.6 2010 10.40 0.384 0.055 0.5 2.5 1933 10.00 0.376 0.056 0.5 2.4 1856 9.60 0.368 0.058 0.6 2.3 1778 9.20 0.360 0.059 0.6 2.2 1701 8.80 0.352 0.060 0.7 2.1 1624 8.40 0.343 0.062 0.8 2.0 1546 8.00 0.334 0.063 0.8 1.9 1469 7.60 0.325 0.065 0.9 1.8 1392 7.20 0.316 0.067 1.0 1.7 1314 6.80 0.307 0.069 1.0 1.6 1237 6.40 0.297 0.071 1.1 1.5 1160 6.00 0.286 0.074 1.2 1.4 1082 5.60 0.276 0.076 1.2 1.3 1005 5.20 0.265 0.079 1.3 1.2 928 4.80 0.253 0.083 1.4 1.1 851 4.40 0.241 0.087 1.5 1.0 773 4.00 0.228 0.091 1.6 0.9 696 3.60 0.215 0.097 1.7 0.8 619 3.20 0.201 0.103 1.8 0.7 541 2.80 0.185 0.111 1.9 0.6 464 2.40 0.168 0.122 2.0 0.5 387 2.00 0.150 0.135 2.2 0.4 309 1.60 0.128 0.155 2.3 0.3 232 1.20 0.102 0.187 2.5 0.2 155 0.80 0.056 0.272 2.8 0.1 77 0.40 0.016 0.600 3.4 0.0 0 0.00 0.000 2.727 6.1 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-18 Total Drawdown Time:5.6 hours Note: Orifice Diameter D:3.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 3.5 2509 14.00 0.449 0.000 0.0 3.4 2437 13.60 0.442 0.045 0.0 3.3 2365 13.20 0.435 0.045 0.1 3.2 2294 12.80 0.428 0.046 0.1 3.1 2222 12.40 0.421 0.047 0.2 3.0 2150 12.00 0.414 0.048 0.2 2.9 2079 11.60 0.407 0.049 0.3 2.8 2007 11.20 0.399 0.049 0.3 2.7 1935 10.80 0.392 0.050 0.4 2.6 1864 10.40 0.384 0.051 0.4 2.5 1792 10.00 0.376 0.052 0.5 2.4 1720 9.60 0.368 0.053 0.5 2.3 1649 9.20 0.360 0.055 0.6 2.2 1577 8.80 0.352 0.056 0.6 2.1 1505 8.40 0.343 0.057 0.7 2.0 1434 8.00 0.334 0.059 0.8 1.9 1362 7.60 0.325 0.060 0.8 1.8 1290 7.20 0.316 0.062 0.9 1.7 1219 6.80 0.307 0.064 0.9 1.6 1147 6.40 0.297 0.066 1.0 1.5 1075 6.00 0.286 0.068 1.1 1.4 1004 5.60 0.276 0.071 1.2 1.3 932 5.20 0.265 0.074 1.2 1.2 860 4.80 0.253 0.077 1.3 1.1 788 4.40 0.241 0.081 1.4 1.0 717 4.00 0.228 0.085 1.5 0.9 645 3.60 0.215 0.090 1.6 0.8 573 3.20 0.201 0.096 1.7 0.7 502 2.80 0.185 0.103 1.8 0.6 430 2.40 0.168 0.113 1.9 0.5 358 2.00 0.150 0.125 2.0 0.4 287 1.60 0.128 0.143 2.1 0.3 215 1.20 0.102 0.173 2.3 0.2 143 0.80 0.056 0.252 2.6 0.1 72 0.40 0.016 0.556 3.1 0.0 0 0.00 0.000 2.528 5.6 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-19 Total Drawdown Time:3.9 hours Note: Orifice Diameter D:4.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.0 2949 10.67 1.073 0.000 0.0 3.9 2875 10.40 1.059 0.019 0.0 3.8 2801 10.13 1.044 0.019 0.0 3.7 2728 9.87 1.030 0.020 0.1 3.6 2654 9.60 1.015 0.020 0.1 3.5 2580 9.33 1.000 0.020 0.1 3.4 2506 9.07 0.985 0.021 0.1 3.3 2433 8.80 0.969 0.021 0.1 3.2 2359 8.53 0.954 0.021 0.2 3.1 2285 8.27 0.938 0.022 0.2 3.0 2212 8.00 0.922 0.022 0.2 2.9 2138 7.73 0.905 0.022 0.2 2.8 2064 7.47 0.888 0.023 0.3 2.7 1990 7.20 0.871 0.023 0.3 2.6 1917 6.93 0.854 0.024 0.3 2.5 1843 6.67 0.836 0.024 0.3 2.4 1769 6.40 0.817 0.025 0.3 2.3 1696 6.13 0.799 0.025 0.4 2.2 1622 5.87 0.780 0.026 0.4 2.1 1548 5.60 0.760 0.027 0.4 2.0 1474 5.33 0.740 0.027 0.5 1.9 1401 5.07 0.719 0.028 0.5 1.8 1327 4.80 0.698 0.029 0.5 1.7 1253 4.53 0.676 0.030 0.5 1.6 1180 4.27 0.653 0.031 0.6 1.5 1106 4.00 0.630 0.032 0.6 1.4 1032 3.73 0.605 0.033 0.6 1.3 958 3.47 0.580 0.035 0.7 1.2 885 3.20 0.553 0.036 0.7 1.1 811 2.93 0.525 0.038 0.7 1.0 737 2.67 0.495 0.040 0.8 0.9 663 2.40 0.464 0.043 0.8 0.8 590 2.13 0.430 0.046 0.9 0.7 516 1.87 0.393 0.050 0.9 0.6 442 1.60 0.353 0.055 1.0 0.5 369 1.33 0.307 0.062 1.0 0.4 295 1.07 0.248 0.074 1.1 0.3 221 0.80 0.154 0.102 1.2 0.2 147 0.53 0.074 0.179 1.4 0.1 74 0.27 0.020 0.434 1.8 0.0 0 0.00 0.000 2.051 3.9 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-20 Total Drawdown Time:4.8 hours Note: Orifice Diameter D:3.50 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 3.0 2268 10.29 0.562 0.000 0.0 2.9 2192 9.94 0.552 0.038 0.0 2.8 2117 9.60 0.542 0.038 0.1 2.7 2041 9.26 0.531 0.039 0.1 2.6 1966 8.91 0.521 0.040 0.2 2.5 1890 8.57 0.510 0.041 0.2 2.4 1814 8.23 0.499 0.042 0.2 2.3 1739 7.89 0.488 0.043 0.3 2.2 1663 7.54 0.476 0.044 0.3 2.1 1588 7.20 0.465 0.045 0.4 2.0 1512 6.86 0.453 0.046 0.4 1.9 1436 6.51 0.440 0.047 0.5 1.8 1361 6.17 0.428 0.048 0.5 1.7 1285 5.83 0.414 0.050 0.6 1.6 1210 5.49 0.401 0.052 0.6 1.5 1134 5.14 0.387 0.053 0.7 1.4 1058 4.80 0.372 0.055 0.7 1.3 983 4.46 0.357 0.058 0.8 1.2 907 4.11 0.341 0.060 0.8 1.1 832 3.77 0.325 0.063 0.9 1.0 756 3.43 0.307 0.066 1.0 0.9 680 3.09 0.289 0.070 1.0 0.8 605 2.74 0.269 0.075 1.1 0.7 529 2.40 0.247 0.081 1.2 0.6 454 2.06 0.224 0.089 1.3 0.5 378 1.71 0.198 0.100 1.4 0.4 302 1.37 0.168 0.115 1.5 0.3 227 1.03 0.125 0.144 1.6 0.2 151 0.69 0.063 0.224 1.9 0.1 76 0.34 0.017 0.525 2.4 0.0 0 0.00 0.000 2.432 4.8 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-21 Total Drawdown Time:12.7 hours Note: Orifice Diameter D:3.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.5 6768 18.00 0.511 0.000 0.0 4.4 6618 17.60 0.505 0.082 0.1 4.3 6467 17.20 0.499 0.083 0.2 4.2 6317 16.80 0.493 0.084 0.2 4.1 6166 16.40 0.487 0.085 0.3 4.0 6016 16.00 0.481 0.086 0.4 3.9 5866 15.60 0.475 0.087 0.5 3.8 5715 15.20 0.468 0.089 0.6 3.7 5565 14.80 0.462 0.090 0.7 3.6 5414 14.40 0.455 0.091 0.8 3.5 5264 14.00 0.449 0.092 0.9 3.4 5114 13.60 0.442 0.094 1.0 3.3 4963 13.20 0.435 0.095 1.1 3.2 4813 12.80 0.428 0.097 1.2 3.1 4662 12.40 0.421 0.098 1.3 3.0 4512 12.00 0.414 0.100 1.4 2.9 4362 11.60 0.407 0.102 1.5 2.8 4211 11.20 0.399 0.104 1.6 2.7 4061 10.80 0.392 0.106 1.7 2.6 3910 10.40 0.384 0.108 1.8 2.5 3760 10.00 0.376 0.110 1.9 2.4 3610 9.60 0.368 0.112 2.0 2.3 3459 9.20 0.360 0.115 2.1 2.2 3309 8.80 0.352 0.117 2.2 2.1 3158 8.40 0.343 0.120 2.3 2.0 3008 8.00 0.334 0.123 2.5 1.9 2858 7.60 0.325 0.127 2.6 1.8 2707 7.20 0.316 0.130 2.7 1.7 2557 6.80 0.307 0.134 2.9 1.6 2406 6.40 0.297 0.139 3.0 1.5 2256 6.00 0.286 0.143 3.1 1.4 2106 5.60 0.276 0.149 3.3 1.3 1955 5.20 0.265 0.155 3.4 1.2 1805 4.80 0.253 0.161 3.6 1.1 1654 4.40 0.241 0.169 3.8 1.0 1504 4.00 0.228 0.178 4.0 0.9 1354 3.60 0.215 0.188 4.1 0.8 1203 3.20 0.201 0.201 4.3 0.7 1053 2.80 0.185 0.217 4.6 0.6 902 2.40 0.168 0.236 4.8 0.5 752 2.00 0.150 0.263 5.1 0.4 602 1.60 0.128 0.301 5.4 0.3 451 1.20 0.102 0.363 5.7 0.2 301 0.80 0.056 0.529 6.3 0.1 150 0.40 0.016 1.167 7.4 0.0 0 0.00 0.000 5.304 12.7 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-24 Total Drawdown Time:7.5 hours Note: Orifice Diameter D:5.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.0 6299 9.60 1.321 0.000 0.0 3.9 6142 9.36 1.304 0.033 0.0 3.8 5984 9.12 1.286 0.034 0.1 3.7 5827 8.88 1.268 0.034 0.1 3.6 5669 8.64 1.249 0.035 0.1 3.5 5512 8.40 1.231 0.035 0.2 3.4 5354 8.16 1.212 0.036 0.2 3.3 5197 7.92 1.193 0.036 0.2 3.2 5039 7.68 1.173 0.037 0.3 3.1 4882 7.44 1.154 0.038 0.3 3.0 4724 7.20 1.134 0.038 0.4 2.9 4567 6.96 1.113 0.039 0.4 2.8 4409 6.72 1.092 0.040 0.4 2.7 4252 6.48 1.071 0.040 0.5 2.6 4094 6.24 1.049 0.041 0.5 2.5 3937 6.00 1.027 0.042 0.6 2.4 3780 5.76 1.004 0.043 0.6 2.3 3622 5.52 0.981 0.044 0.6 2.2 3465 5.28 0.957 0.045 0.7 2.1 3307 5.04 0.933 0.046 0.7 2.0 3150 4.80 0.908 0.048 0.8 1.9 2992 4.56 0.882 0.049 0.8 1.8 2835 4.32 0.856 0.050 0.9 1.7 2677 4.08 0.829 0.052 0.9 1.6 2520 3.84 0.800 0.054 1.0 1.5 2362 3.60 0.771 0.056 1.0 1.4 2205 3.36 0.741 0.058 1.1 1.3 2047 3.12 0.709 0.060 1.2 1.2 1890 2.88 0.676 0.063 1.2 1.1 1732 2.64 0.641 0.066 1.3 1.0 1575 2.40 0.604 0.070 1.4 0.9 1417 2.16 0.564 0.075 1.4 0.8 1260 1.92 0.522 0.081 1.5 0.7 1102 1.68 0.476 0.088 1.6 0.6 945 1.44 0.425 0.097 1.7 0.5 787 1.20 0.366 0.111 1.8 0.4 630 0.96 0.272 0.137 2.0 0.3 472 0.72 0.167 0.199 2.2 0.2 315 0.48 0.080 0.355 2.5 0.1 157 0.24 0.021 0.868 3.4 0.0 0 0.00 0.000 4.128 7.5 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative). Project Name…….Rancho Costera Project No………….369-01 Date…………………..7/8/2016 Drawdown Calculation for BMP-25 Total Drawdown Time:5.4 hours Note: Orifice Diameter D:5.00 in C:0.62 Surface Depth H (ft) Volume (cu-ft) H/D Qorifice (cfs)∆T (hr)Total Time (hr) 4.0 4539 9.60 1.321 0.000 0.0 3.9 4426 9.36 1.304 0.024 0.0 3.8 4312 9.12 1.286 0.024 0.0 3.7 4199 8.88 1.268 0.025 0.1 3.6 4085 8.64 1.249 0.025 0.1 3.5 3972 8.40 1.231 0.025 0.1 3.4 3858 8.16 1.212 0.026 0.1 3.3 3745 7.92 1.193 0.026 0.2 3.2 3631 7.68 1.173 0.027 0.2 3.1 3518 7.44 1.154 0.027 0.2 3.0 3404 7.20 1.134 0.028 0.3 2.9 3291 6.96 1.113 0.028 0.3 2.8 3177 6.72 1.092 0.029 0.3 2.7 3064 6.48 1.071 0.029 0.3 2.6 2950 6.24 1.049 0.030 0.4 2.5 2837 6.00 1.027 0.030 0.4 2.4 2724 5.76 1.004 0.031 0.4 2.3 2610 5.52 0.981 0.032 0.5 2.2 2497 5.28 0.957 0.033 0.5 2.1 2383 5.04 0.933 0.033 0.5 2.0 2270 4.80 0.908 0.034 0.6 1.9 2156 4.56 0.882 0.035 0.6 1.8 2043 4.32 0.856 0.036 0.6 1.7 1929 4.08 0.829 0.037 0.7 1.6 1816 3.84 0.800 0.039 0.7 1.5 1702 3.60 0.771 0.040 0.8 1.4 1589 3.36 0.741 0.042 0.8 1.3 1475 3.12 0.709 0.043 0.8 1.2 1362 2.88 0.676 0.046 0.9 1.1 1248 2.64 0.641 0.048 0.9 1.0 1135 2.40 0.604 0.051 1.0 0.9 1021 2.16 0.564 0.054 1.0 0.8 908 1.92 0.522 0.058 1.1 0.7 794 1.68 0.476 0.063 1.2 0.6 681 1.44 0.425 0.070 1.2 0.5 567 1.20 0.366 0.080 1.3 0.4 454 0.96 0.272 0.099 1.4 0.3 340 0.72 0.167 0.144 1.5 0.2 227 0.48 0.080 0.256 1.8 0.1 113 0.24 0.021 0.625 2.4 0.0 0 0.00 0.000 2.974 5.4 Drawdown time calculated assuming discharge through lower orifice only. Upper orifice ignored (conservative).