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HomeMy WebLinkAboutO&M Manual 03-11-20 Firehouse Square Carmel, IN Operations & Maintenance Manual March 11, 2020 A. A Water Quality BMP is a “Best Management Practice” for handling stormwater as it leaves a developed site and enters the surrounding waterways. The objective of Water Quality BMPs is to minimize contaminants that are present on developed land, such as sediment, debris, oils, and other pollutants, from being collected during rain events and entering local streams and rivers. B. Owner Contact: Firehouse Square HOA Onyx and East, 1828 Central Ave., Indianapolis, IN 46202 (317) 672-7920 C. The owner shall be responsible for all maintenance and costs associated with the BMPs for this development. D. The City of Carmel has Right-of-Entry to the development to inspect and maintain the BMP as necessary. Easements have been provided around the BMPs for this development. Figures showing these easements are included in this manual. E. BMPs for this development: 1. Rain Gardens – The courtyard islands within the new development will collect stormwater runoff as designed in order to clean stormwater according to City of Carmel stormwater quality standards. There are 4 rain gardens on this site, refer to sheet C400 for their location. 2. Contech CDS units will be installed in two separate locations on-site to collect and treat the runoff from impervious areas proposed by the development. Please see locations of the structures on sheets C400 and C401. Details are included on sheet C504 in the back of the plan set. F. Specific maintenance guidelines are provided within this manual. Firehouse Square HOA, or its delegated subcontractor will perform required BMP maintenance so long as Firehouse Square HOA, or its affiliates retains ownership of the subject property. G. See enclosed drawings for BMP locations, access easement, points of stormwater discharge from the site, and BMP details. H. Requirements regarding the submittal of annual inspection reports to the City of Carmel Engineering Department: The first report is due one year after construction is completed, with subsequent reports due each year within the same month of the initial report. If there are any deficiencies found during the inspection, these should be addressed. If the inspection report is not received within the month it is due, if there are deficiencies which were not included in the report, or if any deficiencies included in the report are not addressed in a timely manner, the BMP owner faces enforcement action from the City. Owner Acknowledgement Agreement (“Agreement”) For good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the undersigned owner (“Owner”) hereby submits this Operation and Maintenance Manual (“Manual”) to the City of Carmel, Indiana (“City”) as a written acknowledgement of Owner’s warranty and agreement to institute, maintain, and follow the water quality Best Management Practices (“BMPs”) listed below, and to follow and abide by the inspection schedule and maintenance activities listed in this Manual. The Owner also hereby agrees to provide, at Owner’s cost, all additional maintenance, repair, and/or replacement services reasonably necessary to maintain the function and longevity of the BMPs from and including the date this Agreement is executed by Owner to and including the date on which a new Agreement is filed with the City by another party who assumes all of the obligations and responsibilities of Owner as set forth herein. BMPs: ___________________________________________________ ___________________________________________________ ___________________________________________________ _______________________________ ________________________ Owner Signature Date _______________________________ ______________________________ Printed Name Company STATE OF INDIANA ) ) SS: COUNTY OF HAMILTON ) BEFORE ME, the undersigned, a Notary Public in and for said County and State, personally appeared _________________________________ Owner subscribed and sworn before this ____ day of __________________, ________. ______________________________ ______________________________ County of Residence Signature ______________________________ Commission Expiration Date ______________________________ Printed Name 1. Check each inlet casting for accumulated debris. Remove by hand and dispose of properly. 2. Remove the castings from the storm sewer structures. 3. Visually inspect the interior of each structure for structure damage, standing water, and accumulated debris and sediment. 4. Visually inspect for evidence of these problems in the connecting pipes as well. 1. Remove any large debris or trash by hand 2. Remove debris and sediment from the storm sewer structures with a vactor. Dispose of all waste in accordance with City of Nobelsville and any applicable state, and/or federal requirements. 3. Use clean pressurized water to flush debris and sediment from the storm pipes to the next downstream structure for removal as noted in step 2. Figure 3 1 - Inlet castings should be inspected montly and after each rainfall event. More frequent inspections should be performed in areas where higher potential for trash or litter exist (eg. Retail establishments) and during the fall when leaves are present on the ground. 2 - Inlets/Catch Basins should also be inspected annually at a minimum for sediment depth. The maximum sediment depth should be no greater than 1/4 of the pipe diameter with a maximum of 6". 3 - Storm Sewer should also be inspected annually at a minimum for sediment depth. The maximum sediment depth should be no greater than 1/4 of the pipe diameter with a maximum of 6". Maintenance Items Inspection Cleaning Maintenance Schedule Storm Sewer Structures and Pipes Operation, Maintenance, and Inspection Manual for BMP Owners Page 1 Company Name: Street Address: City, State, Zip: Contact: Office Phone: Mobile Phone: Pager: Date of cleaning: Time of cleaning: Date of next inspection: Any structural damage?Y N Where? Any evidence of structural wear?Y N Where? Any debris or sediment present?Y N Describe: Any plugging?Y N Describe: Activity Log Structural Conditions and Comments Maintenance Company Information Page 2 Additional Comments and/or Actions to Be Taken Time Frame NOTES Page 3 Post-Construction BMP Inspection Checklist Rain Gardens Project: Location: Date: Time: Inspector: Title: Signature: 3. Sediment Deposits/Accumulation Ensure sediment buildup is not greather than 3 inches 2. Vegetation Ensure no evidence of sediment buildup or blockages at outlet Check for evidence of erosion Ensure vegetation is covering greater than 85% of the total BMP surface area Observe plant types consistent with accepted plans Check that vegetation is healthy Rain Garden Operation, Mainenance, and Management Inspection Checklist CommentsSatisfactory/ UnsatisfactoryMaintenance Item Ensure basin is free of debris No dumping of yard waste into rain garden 1. Debris Cleanout Actions to be Taken: Ensure there is no erosion at outlet 4. Filter Bed 5. Outlet Ensure filter bed is not blocked or filled inappropriately Ensure outlet is in good condition Ensure filter bed becomes dry between storms CDS Guide Operation, Design, Performance and Maintenance ENGINEERED SOLUTIONS 2 CDS® Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast-in- place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed from the flow. All flows up to the system’s treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall Method™ or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (μm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (μm) or 50 microns (μm). Water Quality Flow Rate Method In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall. The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are GRATE INLET (CAST IRON HOOD FOR CURB INLET OPENING) CREST OF BYPASS WEIR (ONE EACH SIDE) INLET (MULTIPLE PIPES POSSIBLE) OIL BAFFLE SUMP STORAGESEPARATION SLAB TREATMENT SCREEN OUTLET INLET FLUME SEPARATION CYLINDER CLEAN OUT (REQUIRED) DEFLECTION PAN, 3 SIDED (GRATE INLET DESIGN) 3 determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event). Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements. Performance Full-Scale Laboratory Test Results A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method “Gradation ASTM D-422 “Standard Test Method for Particle-Size Analysis of Soils” by a certified laboratory. UF Sediment is a mixture of three different products produced by the U.S. Silica Company: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fine gradation (d50 = 20 to 30 μm) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 μm) (NJDEP, 2003). The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. Figure 1. Particle size distributions Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1% up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 “Standard Test Methods for Determining Sediment Concentration in Water Samples”, and particle size distribution analysis. Results and Modeling Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect 4 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy-silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand) as a function of operating rate. Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 μm). Figure 3. WASDOE PSD Figure 4. Modeled performance for WASDOE PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified 5 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. 6 Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. CDS Model Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity ft m ft m y3 m3 CDS1515 3 0.9 3.0 0.9 0.5 0.4 CDS2015 4 1.2 3.0 0.9 0.9 0.7 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3025 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 CDS5640 10 3.0 6.3 1.9 8.7 6.7 CDS5653 10 3.0 7.7 2.3 8.7 6.7 CDS5668 10 3.0 9.3 2.8 8.7 6.7 CDS5678 10 3.0 10.3 3.1 8.7 6.7 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities 7 CDS Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. SUPPORT • Drawings and specifications are available at www.ContechES.com. • Site-specific design support is available from our engineers. ©2017 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, earth stabilization and stormwater treatment products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. 800-338-1122 www.ContechES.com cds_manual 3/17 PDF ENGINEERED SOLUTIONS Project Information Project Name Firehouse Square Option #A Country UNITED_STATES State Indiana City Carmel Contact Information First Name Jacob Last Name Cramer Company Woolpert Phone #317-223-2234 Email jacob.cramer@woolpert.com Design Criteria Site Designation East Basin Sizing Method Treatment Flow Rate Screening Required?Yes Treatment Flow Rate 1.45 Peak Flow (cfs)5.29 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)>15 Multiple Inlets?No Grate Inlet Required?Yes Pipe Size (in)18.00 Required Particle Size Distribution? No 90° between two inlets? N/A Treatment Selection Treatment Unit CDS System Model CDS-5-C Target Removal 80%Particle Size Distribution (PSD) NJDEP Hydrodynamic Separation Product Calculator Firehouse Square East Basin CDS CDS-5-C CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD Rainfall Intensity¹ (in/hr) % Rainfall Volume¹ Cumulative Rainfall Volume Rainfall Volume Treated Total Flowrate (cfs) Treated Flowrate (cfs) Operating Rate (%) Removal Efficiency (%) Incremental Removal (%) Removal Efficiency Adjustment² = Predicted % Annual Rainfall Treated = Predicted Net Annual Load Removal Efficiency = 1 - 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Hydrodynamic Separation Product Calculator Firehouse Square East Basin CDS CDS-5-C PLAN VIEW B-B N.T.S. CENTER OF CDS STRUCTURE, SCREEN AND SUMP OPENING PVC HYDRAULIC SHEAR PLATE 2'-7" [787](2'-0" [610])1'-9" [533](5'-3" [1600])ELEVATION A-A N.T.S. FIBERGLASS SEPARATION CYLINDER AND INLET SOLIDS STORAGE SUMP SEPARATION SCREEN INLET PIPE (MULTIPLE INLET PIPES MAY BE ACCOMMODATED) OUTLET PIPE (4'-0" [1219])FLOW OIL BAFFLE SKIRT A 60" [1524] I.D. MANHOLE STRUCTURE VARIES+/-135°MAX.+/-65° MAX. FLOW FIBERGLASS SEPARATION CYLINDER AND INLET TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS A BB PERMANENT POOL ELEV. FRAME AND COVER (DIAMETER VARIES) N.T.S. FOR M AINTENANCE C A L L 1 .8 0 0 .3 3 8.1122 www.ContechES.com T MClean w a t e r s t a r t s her e ® 800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 CDS-5-C (CDS2520) ONLINE CDS STANDARD DETAIL I:\STORMWATER\COMMOPS\22 CDS\40 STANDARD DRAWINGS\NJDEP SIZING\CDS-C (ONLINE)\DWG\DWG WITHOUT FLOWS\CDS-5-C DTL.DWG 2/12/2018 10:31 AMwww.ContechES.com THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: 5,788,848; 6,641,720; 6,511,595; 6,581,783; RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING. STRUCTURE ID WATER QUALITY FLOW RATE (CFS OR L/s) PEAK FLOW RATE (CFS OR L/s) RETURN PERIOD OF PEAK FLOW (YRS) SCREEN APERTURE (2400 OR 4700) PIPE DATA:I.E.MATERIAL DIAMETER INLET PIPE 1 INLET PIPE 2 OUTLET PIPE SITE SPECIFIC DATA REQUIREMENTS WIDTH HEIGHTANTI-FLOTATION BALLAST NOTES/SPECIAL REQUIREMENTS: RIM ELEVATION * PER ENGINEER OF RECORD * * * * *** *** *** * ** CDS-5-C (CDS2520) DESIGN NOTES THE STANDARD CDS-5-C (CDS2520) CONFIGURATION IS SHOWN. GENERAL NOTES 1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2.DIMENSIONS MARKED WITH ( ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3.FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 4.CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5.STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET HS20 (AASHTO M 306) AND BE CAST WITH THE CONTECH LOGO. 6.IF REQUIRED, PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION NOTES A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE (LIFTING CLUTCHES PROVIDED). C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. UP UPUP MONON GREEN BLVD.VETERANS WAYCKD.DR.DES.DATEPROJECT No:REVISIONDATENo.FIREHOUSE SQUARETOWNHOMESVETERANS WAY & MONON GREEN BOULEVARDCARMEL, INDIANA 46032333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805APP R O V A L PEN DI N G - NOT F O R CON S T R U C TI O N R Know what'sbelow.Callbefore you dig. R R C400 UTILITY PLANFOR CONTINUATION SEE SHEET C402 FOR CONTINUATION SEE SHEET C401LEGEND MONON GREEN BLVD.RANGELINE ROADVETERANS WAYCKD.DR.DES.DATEPROJECT No:REVISIONDATENo.FIREHOUSE SQUARETOWNHOMESVETERANS WAY & MONON GREEN BOULEVARDCARMEL, INDIANA 46032333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805APP R O V A L PEN DI N G - NOT F O R CON S T R U C TI O N R Know what'sbelow.Callbefore you dig. R R C401 UTILITY PLANFOR CONTINUATION SEE SHEET C400LEGEND VETERANS WAYGRADLE DRIVE CKD.DR.DES.DATEPROJECT No:REVISIONDATENo.FIREHOUSE SQUARETOWNHOMESVETERANS WAY & MONON GREEN BOULEVARDCARMEL, INDIANA 46032333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805APP R O V A L PEN DI N G - NOT F O R CON S T R U C TI O N R Know what'sbelow.Callbefore you dig. R R C402 UTILITY PLANFOR CONTINUATION SEE SHEET C400 FOR CONTINUATION SEE SHEET C401LEGEND