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Home My WebLink AboutO&M Manual 01-15-20W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\O&M Manual\2020-025-O&M Manual.docx Bellevue Operation & Maintenance Manual BMP Owner: Lennar Homes of Indiana, Inc. Contact: Keith Lash Address: 9025 North River Road Indianapolis, IN 46240 Phone: 317‐659‐3200 Prepared By: HWC Engineering Contact: Matt Maple, P.E. Address: 135 N. Pennsylvania Street, Suite 2800 Indianapolis, IN 46204 Phone: 317‐347‐3663 Date Prepared: January 15, 2020 Job Number: 2020‐025 Project Information This Operation and Maintenance (O&M) Manual has been prepared for Bellevue to help the owner operate and maintain the post‐construction Best Management Practices (BMPs). Bellevue utilizes a Wet Pond with Native Banks and Bubbler/Aerator and an AquaSwirl hydrodynamic separator as BMPs to handle water quality. BMP Owner Contact Information Lennar Homes of Indiana, Inc. Contact Person: Keith Lash 9025 North River Road Indianapolis, IN 46240 317‐659‐3200 Emergency Contact Information City of Carmel Fire Department: 317‐571‐2600 City of Carmel Department of Storm Water Management: 317‐571‐2441 Indiana Department of Environmental Management: 317‐232‐8603 Inspection & Maintenance It is the responsibility of the BMP Owner to operate and maintain the installed BMPs, including routine monthly and annual inspections. The BMP Owner is responsible of all costs associated with the BMP inspections and repairs. Maintenance responsibilities shall remain in effect for the life of the BMP. Inspections must be documented on the inspection form included in Appendices. An inspection report must be submitted to the City of Carmel on an annual basis, the first being due one (1) year after the completion of construction. The report should include the deficiencies found during the inspection, if any, and how they were addressed. If the inspection report is not received within a month of its due date or if the report is not comprehensive including all of the deficiencies and how they were addressed the Owner will be subject to enforcement by the City of Carmel. The City of Carmel and/or a representative may inspect the BMPs at any time. If the inspector finds deficiencies he/she will contact the Owner with a recommended repair along with an allowable time frame to complete the repair. If the repair is not completed to standards or within the allowable time frame the City of Carmel has the right to perform the repairs and invoice the BMP owner for all costs associated with the work. See Appendix B for BMP Description as well as Inspection and Maintenance Requirements. See Appendix C for Maintenance and Management Inspection Checklist. BMP Description The Best Maintenance Practice (BMP) structures for this project are the proposed Wet Pond with Native Banks and Bubbler/Aerator and one (1) Mechanical Water Quality Units (Aqua‐Swirl AS‐7) located within the project. The Water Quality Unit (at diversion manhole STR 220) structure is located southwest of the detention pond. The Water Quality Unit will remove sediment, floatables, oils, etc. from the stormwater prior to it reaching the Wet Pond with Native Banks and Bubbler/Aerator. Additionally, Pervious Pavers are located in the drive south of Buildings 8 & 9 to treat surface runoff in this area of the property. A Pet Waste Station is also included near the pond area. Right‐of‐Entry Agreement This Operation and Maintenance Manual is submitted to the City with the intent to insure the longevity and adequate functioning of the Wet Pond with Native Banks and Bubbler/Aerator facilities owned by Lennar Homes of Indianapolis, Inc. By submitting this Operation and Maintenance Manual to City of Carmel with plans to construct said BMPs, the BMP owner noted above grants personnel from the City of Carmel the right to enter the development to inspect and maintain the BMP. The BMP owner noted above agrees to follow and abide by the inspection schedule and maintenance activities listed in this manual. The BMP owner noted above is responsible for any additional maintenance and/or repair activities to maintain the function and longevity of the BMP(s). _______________________________ ______________________________ Owner Signature: Date _______________________________ Printed STATE OF INDIANA ) ) SS: COUNTY OF ) BEFORE ME, the undersigned, a Notary Public in and for said County and State, personally appeared Owners,/Agent, subscribed and sworn before me this day of , . County of Residence Signature Commission Expiration Date Printed Name 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 Appendix A BMP Location Maps 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet 116th StMeridian St111th StSpring Mill RdMain St College AveCarmel DrGuilford RdPennsylvania St3rd AveRange Line Rd106th St 131st St Old Meridian StWestfield Blvd1st St 105th St 1st Ave104th StPark AveBroadway Central AveFrontage RdEmerson Rd Delaware StDorset Blvd 99th StLexing ton D r Adams St Hussey LnIllinois StCollege Dr Gradle DrAuman DrRuckle AveOswego Rd122nd St Congressional Blv d Cl a r k S t Springmill LnVali DrPennsylvan i a P k y Cornell Ave4th Ave126th St Medical DrWilson Dr110th St 114th St Valley DrSenie LnAr thu r D r Pawnee RdCarrollton AveArbor Dr Orchard Park Dr117th St Va l l e y R d Woodland DrRalston AveOak DrRuckle St4th St 10 9 t h S t Gwin DrBelair DrPerkins StCivic SqExecutive DrTea LnSuperior StLiverpool DrRamp Industrial Dr 103rd StLeeds CirLenox LnFairgreen DrDevon LnBurlington Ln Elliot Dr115th St Belmont CirPine Valley Dr Highland DrBeaverbrook Dr Ethel AveRosemeade DrJessup BlvdWoodlawn Dr C l i f f o r d C i r Sarat o g a C i r Echo C re s t D r Sanner CtLexington BlvdBeechwood DrHunters Dr126th St1st AveMeridian St106th St 4th AvePennsylvania St£¤31 Carmel Ê Aerial Location MapCarmel, IndianaFebruary 2017 116th and College Avenue City of CarmelHamilton County Project Area College SignWet Pond AreaAve.GOLBORNE STREETAQUASWIRLAS-7 BMPOUTLETCONTROLSTRUCTUREWet Pond withNative Banks andBubbler/AeratorPET WASTESTATIONDIVERSIONSTRUCTUREPERVIOUSPAVERSNATIVE PLANTINGSPROTECTION SIGNWATER QUALITY EXHIBITBELLEVUECARMEL, IN1/15/20200'(IN FEET)GRAPHIC SCALE20'40'60' Appendix B BMP Description Maintenance and Inspection Requirements DESCRIPTION IMPORTANT NOTE: The material presented in this fact sheet is intended to apply to a case where a wet pond is being utilized as a post-construction stormwater quality BMP only. When the pond is being designed as a multi-purpose facility acting both as a water quality BMP and a wet-bottom detention pond described in Chapter 300, several design features must be modified to accommodate both purposes and requirements. Minimum requirements for a wet-bottom detention pond stated in Chapter 300 must be met and supersede any conflicting requirements in this fact sheet when water quality BMP features are added to a wet-bottom detention pond. The wet pond is a facility which removes sediment, Biochemical Oxygen Demand (BOD), organic nutrients, and trace metals from stormwater runoff. This is accomplished by slowing down stormwater using an in-line permanent pool or pond affecting settling of pollutants. The wet pond is similar to a dry pond, except that a permanent volume of water is incorporated into the design. The drainage area should be such that an adequate base flow is maintained in the pond. Biological processes occurring in the permanent pond pool aid in reducing the amount of soluble nutrients present in the water, such as nitrate and ortho-phosphorus (Schueler, 1987). The basic elements of a wet pond are shown below. A stabilized inlet prevents erosion at the entrance to the pond. It may be necessary to install energy dissipaters. The permanent pool is usually maintained at a depth between 3 and 8 ft. The shape of the pool can help improve the performance of the pond. Maximizing the distance between the inlet and outlet provides more time for mixing of the new runoff with the pond water and settling of pollutants. Overflow from the pond is released through outlet structures to discharge flows at various elevations and peak flow rates. The outfall channel should be protected to prevent erosion from occurring downstream of the outlet. Soil conditions are important for the proper functioning of the wet pond. The pond is a permanent pool, and thus must be constructed such that the water must not be allowed to infiltrate from the permanent portion of the pool. It is difficult to form a pool in soils with high infiltration rates soon after construction. Eventually, however, deposition of silt at the bottom of the pond will help slow infiltration. If extremely permeable soils exist at the site (hydrologic soil group A or B), a geotextile or clay liner may be necessary. Typical components of a Wet Pond are illustrated in Figures PC-110A. ADVANTAGES 1. Wet ponds have recreational and aesthetic benefits due to the incorporation of permanent pools in the design. 2. Wet ponds offer flood control benefits in addition to water quality benefits. 3. Wet ponds can be used to handle large drainage areas. 4. High pollutant removal efficiencies for sediment, total phosphorus, and total nitrogen are achievable when the volume of the permanent pool is at least three times the water quality volume (the volume to be treated). 5. A wet pond removes pollutants from water by both physical and biological processes, thus they are more effective at removing pollutants than extended/dry detention basins. 6. Creation of aquatic and terrestrial habitat. Stormwater Technical PC-110-1 July 2006 Standards Manual BMP PC – 110 Wet Pond with Native Banks and Bubbler/Aerator LIMITATIONS 1. Wet ponds may be feasible for stormwater runoff in residential or commercial areas with a combined drainage area greater than 20 acres but no less than 10 acres. 2. An adequate source of water must be available to ensure a permanent pool throughout the entire year. 3. If the wet pond is not properly maintained or the pond becomes stagnant; floating debris, scum, algal blooms, unpleasant odors, and insects may appear. 4. Sediment removal is necessary every 5 to 10 years. 5. Heavy storms may cause mixing and subsequent resuspension of solids. 6. Evaporation and lowering of the water level can cause concentrated levels of salt and algae to increase. 7. Cannot be placed on steep unstable slopes. 8. Embankment may be regulated as a dam by IDNR. DESIGN CRITERIA 1. Hydrology. If the device will also be used for stormwater quantity control, it will be necessary to reduce the peak flows after development to the levels described in Chapter 6. 2. Volume. Calculate the volume of stormwater to be mitigated by the wet pond using the water quality volume calculations in Section 701-05. The volume of the permanent pool should be 3 times this water quality volume. 3. Pond Shape. The pond should be long and narrow and generally shaped such that it discourages “short-circuiting.” Short-circuiting occurs when storm flows bypass the pond and do not mix well with the pool. A length to width ratio of no less than 3:1, with 5:1 being preferred, will help minimize short circuiting. The inlet and outlet should be at opposite ends of the pond where feasible. If this is not possible, then berms can be installed to increase the flow path and water detention time. Also, the pond should gradually expand from the inlet and gradually contract toward the outlet. Several examples of ponds shaped to reduce short-circuiting are shown below. [See Figure PC-110B] 4. Depth. The depth of the water quality pond is important in the design of the pond. If the pond is too shallow, sediment will be easily resuspended as a result of wind. Shallow ponds should not be used unless vegetation is adequate to stabilize the pond. If the pond is too deep, safety considerations emerge and stratification may occur, possibly causing anoxic conditions near the bottom of the pond. If the pond becomes anoxic, pollutants adsorbed to the bottom sediments may be released back to the water column. The average depth should be 3 to 6 ft, and depths of more than 8 ft should be avoided (Schueler, 1987). In order for a pond to provide treatment of nutrients, a shallow, organic rich marsh fringe shall be provided. This littoral zone of 6 to 18 inches deep shall account for 30 percent of the permanent pool surface for plant growth along the perimeter of the pool. 5. Vegetation.Vegetation shall be planted around the perimeter of the pond on both the side slopes and littoral areas. Vegetation located near the inlet to the pond can help trap sediments; algae growing on these plants can also filter soluble nutrients in the water column. Vegetation should be kept away from the pond outlet. Native turf-forming grasses or irrigated turf should be planted on sloped areas, and aquatic species should be planted on the littoral areas (Urbonas, et al., 1992). Native grass is recommended to be planted along the outside perimeter of the pond in order to deter geese. Mowing should be kept to a minimum. 6. Side Slopes. Gradual side slopes of a wet pond enhance safety and help prevent erosion and make it easier to establish dense vegetation. If vegetation cannot be established, the unvegetated banks will add to erosion and subsequently the sediment load. It is recommended that side slopes be no Stormwater Technical PC-110-2 July 2006 Standards Manual greater than 3:1. If slopes are greater than this, riprap should be used to stabilize the banks (Schueler, 1987). 7. Hydraulic Devices. An outlet device, typically a riser-pipe barrel system, should be designed to release runoff in excess of the water quality volume and to control storm peaks. The outlet device should still function properly when partial clogging occurs. Plans should provide details on all culverts, risers, and spillways. Calculations should depict inflow, storage, and outflow characteristics of the design. Some frequently used design details for extending detention times in wet ponds are shown and described below (Schueler, 1987). [See Figure PC-110C] a. Slotted Standpipe from Low-Flow Orifice, Inlet Control (dry pond, shallow wet pond, or shallow marsh). An “L”-shaped PVC pipe is attached to the low-flow orifice. An orifice plate is located within the PVC pipe which internally controls the release rate. Slots or perforations are all spaced vertically above the orifice plate, so that sediment deposited around the standpipe will not impede the supply of water to the orifice plate. b. Negatively Sloped Pipe from River (wet ponds or shallow marshes) This design was developed to allow for extended detention in wet ponds. The release rate is governed merely by the size of the pipe. The risk of clogging is largely eliminated by locating the opening of the pipe at least 1 ft below the water surface where it is away from floatable debris. Also, the negative slope of the pipe reduces the chance that debris will be pulled into the opening by suction. As a final defense against clogging, the orifice can be protected by wire mesh. c. Hooded Riser (wet ponds). In this design, the extended detention orifice is located on the face of the riser near the top of the permanent pool elevation. The orifice is protected by wire mesh and a hood, which prevents floatable debris from clogging the orifice. 8. Inlet and Outlet Protection. The inlet pipe should discharge at or below the water surface of the permanent pool. If it is above the pool, an outlet energy dissipater will protect the banks and side slopes of the pond to avoid erosion. The stream channel just downstream of the pond outlet should be protected from scouring by placing riprap along the channel. Also, the slope of the outlet channel should be close to 0.5 percent. Riprap between 18 and 30 inches should be used. If the outlet pipe is less than 24 inches, 9 to 12 inches riprap may be used. Stilling basins may also be installed to reduce flow velocities at the outfall (Schueler, 1987). 9. Forebay.A forebay may be installed as part of the wet pond to capture sand and gravel sediment. The forebay should be easily accessible for dredging out the sediment when necessary and access to the forebay for equipment should be provided. The forebay volume should typically be 5 to 10 percent of the water quality volume. If there are multiple inlets to the detention facility, each forebay should be sized based on the portion of water quality volume attributed to the particular inlet. A mechanical separator, or other oil removal structure, may also serve as pre-treatment to a pond in place of a forebay. 10. Emptying Time. A 12 to 48 hour emptying time may be used for the water quality volume above the permanent pool (Urbonas, et al., 1992). 11. Freeboard.The pond embankment should have at least 2 ft of freeboard above the emergency spillway crest elevation (Schueler, 1987). REFERENCES 1. Camp, Dresser and McKee, Inc., Larry Walker Associates, 1993. California Best Management Practices - Municipal, California State Water Resources Council Board, Alameda, CA. 2. GKY and Associates, Inc. June 1996. Evaluation and Management of Highway Runoff Water Quality, Publication No. FHWA-PD-96-032. Prepared for: US Department of Transportation, Federal Highway Administration. Washington, DC. 3. K. H. Lichten, June 1997. Compilation of New Development Stormwater Treatment Controls in the San Francisco Bay Area, Bay Area Stormwater Management Agencies Association, San Francisco,CA. Stormwater Technical PC-110-3 July 2006 Standards Manual 4. T. R. Schueler, 1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs, Department of Environmental Programs, Metropolitan Washington Council of Governments, Washington, DC. 5. B. R. Urbonas, J. T. Doerfer, J. Sorenson, J. T. Wulliman, and T. Fairley, 1992. Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices, Stormwater Quality, Urban Drainage and Flood Control District, Denver, CO. 6. Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP),Los Angeles County Department of Public Works, September 2002. Stormwater Technical PC-110-4 July 2006 Standards Manual Page 4 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® Stormwater Treatment System The patented Aqua-Swirl® Stormwater Treatment System is a single chamber hydrodynamic separator which provides a highly effective means for the removal of sediment, free oil, and floating debris. Both treatment and storage are accomplished in the swirl chamber without the use of multiple or “blind” chambers. Independent laboratory and field performance verifications have shown that the Aqua-Swirl® achieves over 80% suspended solids removal efficiency on a net annual basis. The Aqua-Swirl® is most commonly installed in an “off-line” configuration. Or, depending on local regulations, an “in-line” (on-line) conveyance flow diversion (CFD) system can be used. The CFD model allows simple installation by connecting directly to the existing storm conveyance pipe thereby providing full treatment of the “first flush,” while the peak design storm is diverted and channeled through the main conveyance pipe. The patented Aqua-Swirl® Stormwater Treatment System provides a highly effective means for the removal of sediment, floating debris, and free oil. Swirl technology, or vortex separation, is a proven form of treatment utilized in the stormwater industry to accelerate gravitational separation. Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.comAqua-Swirl Concentrator Model AS-7 Horseshoe HDPE Standard DetailAS-7 STD03/25/15Scale:Drawn By:Document:Date:JCW1:30U.S. Patent No. 6524473 and other Patent PendingAqua-Swirl High Density Polyethylene (HDPE)Stormwater Treatment System* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.**Orientation may vary from 90°, 180°, orcustom angles to meet site conditions.32"[813 mm] ODGrade (Rim)Manhole Frame andCover by Manufacturer.(See Details)Rim elevations to match finishedgrade. HDPE risers can be fieldcut by Contractor.VariesRiserSwirl InletStructural RailGravel Backfill shall extend atleast 2 feet [610 mm] outwardfrom Swirl Concentrator and forthe full height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MH DetailBelow)Section A-APhone (888) 344-9044www.aquashieldinc.com4 1/2" [114 mm]1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor Non-Traffic Areas OnlySoil1" [25 mm]Unless other traffic barriers are present,bollards shall be placed around access riser(s)in non-traffic areas to prevent inadvertentloading by maintenance vehicles.SoilPlace small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.RiserFrameCover48" [1219 mm] Min.12" [305 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.Backfill (90%Proctor Density)Concrete Concrete8" [203 mm]Gravel Backfill Gravel Backfill102"[2591 mm]106"[2692 mm]InletVentPlan ViewØ93 3/8" [Ø2372 mm]Arched BaffleOctagonal Base PlateStructural RailAPipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.16" [406 mm] OD MaxBackfill(Sand orCrushedStone)BeddingUndisturbed Soil24"[610 mm]12"[305 mm]VentArchedBaffleSwirl Outlet114"[2896 mm]68"[1727 mm]4 1/2" [114 mm]Gravel Backfill1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor H-20 Traffic Loading AreasConcretePaving1" [25 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer oftraffic loading from manholecover to concrete slab.Backfill (90%Proctor Density)Support and Levelmanhole frame withconcrete pad. DO NOTallow manhole frame torest upon HDPE riser.RiserFrameCoverGravel BackfillConcretePaving3" [76 mm] Typ.12" [305 mm]12" [305 mm]If traffic loading (H-20) is required or anticipated, a concretepad must be placed over the entire Stormwater TreatmentSystem per concrete design as calculated by Engineer.Sample details of concrete pad available upon request.OutletPipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.16" [406 mm] OD MaxA68"[1727 mm] PERMEABLE PAVERS POND OUTLET CONTROL STRUCTURE (STR.#103) WATER QUALITY DIVERSIONSTRUCTURE #220 3 PET WASTE STATION POND CROSS SECTIONEXCLUDING EVAPORATION RATES AND EXTENDED DRY PERIODS, CONSTRUCTEDWET PONDS MUST BE ABLE TO HOLD NORMAL POOL ELEVATION. WET PONDSMUST BE LINED WITH A LOW PERMEABILITY LINER IF ONE OR MORE OF THEFOLLOWING ARE EVIDENT; INFILTRATION RATE OF SOILS IN A PROPOSED WET PONDLOCATION POSE A RISK TO THIS REQUIREMENT, IT IS FOUND THAT THE PONDCANNOT MAINTAIN NORMAL POOL DURING THE COURSE OF CONSTRUCTION, OR ITIS FOUND THAT THE POND CANNOT MAINTAIN NORMAL POOL PRIOR TOACCEPTANCE OF ALL INSTALLED IMPROVEMENTS BY THE CITY OF CARMEL. THELINER MUST BE DESIGNED BY A CERTIFIED ENGINEER AND THE LINER MUST BEACCEPTABLE TO THE CITY ENGINEER. LINER DETAILS AND LOCATIONS MUST BEINCLUDED IN AS-BUILT SUBMITTALS. 3. CONTRACTORS NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.NOTES: REFERENCE NUMBER 011-004f.2. DO NOT SCALE DRAWINGS.OPTIONAL FLOATING DEVICEBOTTOM OF POND 1. THE ONLY ASSEMBLY REQUIRED IS TO ATTACH THE MOTOR HOUSING TO THE BASE, WITH THE HARDWARE PROVIDED ANDTO ATTACH THE FLEXIBLE DISCHARGE HOSE.2. YOU WILL HAVE TO MEASURE THE DEPTH OF THE POND AT THE LOCATION YOU WILL BE INSTALLING YOUR UNIT. CUT YOURFLEXIBLE HOSE 0' TO 3' BELOW THE SURFACE. THE CLOSER TO THE SURFACE THE BIGGER THE WATER BOIL WILL BE. AFTERCUTTING THE HOSE TO PROPER LENGTH ATTACH THE HOSE TO THE DISCHARGE TUBE WITH THE STAINLESS STEEL HOSECLAMP. TIGHTEN SECURELY. THE UNIT IS NOW READ TO BE INSTALED IN YOUR POND.3. YOU YOU WILL NEED TWO (2) PIECES OF NYLON ROPE, ONE TO INSTALL YOUR UNIT WHICH SHOULD BE TWICE THE DEPTHOF YOUR POND AND ONE FOR RETRIEVAL, WHICH CAN EXTEND FROM YOUR OXYMAX® BASE TO SHORE OR FROM YOUROXYMAX® BASE TO YOUR FLOATING DEVICE.4. ONE END OF THE NYLON ROPE FOR YOUR RETRIEVAL LINE SHOULD BE ATTACHED THROUGH THE HOLE DRILLED IN THEOXYMAX® BASE, THE OTHER END SHOULD BE ATTACHED TO A FLOAT DEVICE OR BACK TO THE SHORE LINE. THIS LINEIS USEDTO REMOVE YOUR UNIT FROM THE WATER AFTER IT HAS BEEN INSTALLED.WARNING: NEVER REMOVE YOUR UNIT FROM THE POND BY PULLING ON THE POWER CABLE, DAMAGE TO THE UNIT WILLRESULT AND VOID THE WARRANTY.5. THE NYLON ROPE FOR INITIAL INSTALLATION IS RUN THROUGH THE S-HOOK ON THE UNIT. CAREFULLY LOWER THE UNIT TOTHE BOTTOM OF THE POND, MAKING SURE THE BASE SITS AS FLAT AS POSSIBLE. AFTER THE FINAL PLACEMENT, PULL ONE ENDOF THE ROPE OUT THE S-HOOK, DONT LEAVE THIS ROPE IN THE WATER.6. FOR INITIAL OPERATION, INTRODUCE YOUR OXYMAX® INTO THE PONDS ENVIRONMENT BY SETTING YOUR ON-OFF TIMERTO FOUR HOUR INTERVALS. NOTE: THE INSTALLATION ROPE ON 1-5 HP UNITS ARE RUN THROUGH THE S-HOOK ON THE DISCHARGE TUBE ASSEMBLY.THERE IS ALSO A S-HOOK ON THE FLOATTO TIE THE RETRIEVAL LINE TO. THIS AIDS IN REMOVAL OF UNIT.INSTALLING"S" HOOKINSTALLINGROPERETRIEVALLINESHORE ORFLOATPOND AERATOR Appendix C Maintenance and Management Inspection Checklist City of Indianapolis Page 7-15 Stormwater Specifications Manual January 2011 - FINAL Stormwater Pond Operation, Maintenance, and Management Inspection Checklist for BMP Owners Project: _________________________________________Owner Change since last inspection? Y N Owner Name, Address, Phone Number Location: Site Status: Date: Time: Inspector: Maintenance Item Satisfactory/ Unsatisfactory Comments Embankment and Emergency Spillway (Inspect annually and after major storms) 1. Vegetation 2. Erosion on embankment 3. Animal burrows 4. Cracking, bulging or sliding of dam A. Location: B. Describe 5. Drains clear and functioning 6. Leaks or seeps on embankment A. Location B. Describe 7. Slope protection failure 8. Emergency spillway clear of obstructions 9. Other (describe) FIGURE 702-05: Private Operation, Maintenance & Management – Stormwater Ponds City of Indianapolis Page 7-16 Stormwater Specifications Manual January 2011 - FINAL Maintenance Item Satisfactory/ Unsatisfactory Comments Riser and Principal spillway (Inspect annually) Circle Type: Reinforced concrete, corrugated pipe, masonry 1. Low flow orifice blocked 2. Trash rack A. debris removal needed B. corrosion noted 3. Excessive sediment buildup in riser 4. Concrete/Masonry condition A. cracks or displacement B. spalling 5. Metal pipe condition 6. Control Valve operational 7. Pond drain valve operational 8. Outfall channels functioning 9. Other (describe) Permanent Pool (Inspect monthly) 1. Undesirable vegetative growth 2. Floatable debris removal needed 3. Visible pollution 4. Shoreline problem 5. Other (describe) City of Indianapolis Page 7-17 Stormwater Specifications Manual January 2011 - FINAL Maintenance Item Satisfactory/ Unsatisfactory Comments Sediment Forebays 1. Sedimentation noted 2. Sediment cleanout needed (over 50% full) Other (Inspect monthly) 1. Erosion at outfalls into pond 2. Headwalls and endwalls 3. Encroachment into pond or easement area 4. Complaints from residents 5. Public hazards (describe) Additional Comments Actions to be taken: Timeframe: Page 7 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Inspection All AquaShieldTM products can be inspected from the surface, eliminating the need to enter the systems to determine when cleanout should be performed. In most cases, AquaShieldTM recommends a quarterly inspection for the first year of operation to develop an appropriate schedule of maintenance. Based on experience of the system’s first year in operation, we recommend that the inspection schedule be revised to reflect the site-specific conditions encountered. Typically, the inspection schedule for subsequent years is reduced to semi-annual inspection. Aqua-Swirl® Maintenance The Aqua-Swirl® has been designed to minimize and simplify the inspection and maintenance process. The single chamber system can be inspected and maintained entirely from the surface thereby eliminating the need for confined space entry. Furthermore, the entire structure (specifically, the floor) is accessible for visual inspection from the surface. There are no areas of the structure that are blocked from visual inspection or periodic cleaning. Inspection of any free- floating oil and floatable debris can be directly observed and maintained through the manhole access provided directly over the swirl chamber. Aqua-Swirl® Inspection Procedure To inspect the Aqua-Swirl®, a hook is needed to remove the manhole cover. AquaShieldTM provides a customized manhole cover with our distinctive logo to make it easy for maintenance crews to locate the system in the field. We also provide a permanent metal information plate Page 8 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Sediment inspection using a stadia rod in a single chamber Maintenance trigger for Aqua-Swirl® Models AS- 3 through AS-13 occurs when sediment pile is 42-48 inches below water surface. Maintenance trigger for Aqua-Swirl® Model AS-2 occurs when sediment pile is 30 to 32 inches below water surface. affixed inside the access riser which provides our contact information, the Aqua-Swirl® model size, and serial number. The only tools needed to inspect the Aqua-Swirl® system are a flashlight and a measuring device such as a stadia rod or pole. Given the easy and direct accessibility provided, floating oil and debris can be observed directly from the surface. Sediment depths can easily be determined by lowering a measuring device to the top of the sediment pile and to the surface of the water. The maintenance trigger for Aqua-Swirl® Models AS-3 through AS-13 occurs when the sediment pile is within 42 to 48 inches of the standing water surface. For the Aqua-Swirl® Model AS-2, maintenance is needed when the top of the sediment pile is measured to be 30 to 32 inches below the standing water surface. It should be noted that in order to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. Keep in mind that the finer sediment at the top of the pile may offer less resistance to the measuring device than the larger particles which typically occur deeper within the sediment pile. 42-48” 42-48” AS-2: 30-32” Page 9 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Vacuum truck quickly cleans the Aqua-Swirl® from a single chamber The Aqua-Swirl® design allows for the sediment to accumulate in a semi-conical fashion as illustrated above. That is, the depth to sediment as measured below the water surface may be less in the center of the swirl chamber; and likewise, may be greater at the edges of the swirl chamber. Aqua-Swirl® Cleanout Procedure Cleaning the Aqua-Swirl® is simple and quick. Free-floating oil and floatable debris can be observed and removed directly through the 30-inch service access riser provided. A vacuum truck is typically used to remove the accumulated sediment and debris. An advantage of the Aqua-Swirl® design is that the entire sediment storage area can be reached with a vacuum hose from the surface (reaching all the sides). Since there are no multiple or limited (hidden or “blind”) chambers in the Aqua-Swirl®, there are no restrictions to impede on-site maintenance tasks. Disposal of Recovered Materials Disposal of recovered material is typically handled in the same fashion as catch basin cleanouts. AquaShieldTM recommends that all maintenance activities be performed in accordance with appropriate health and safety practices for the tasks and equipment being used. AquaShieldTM also recommends that all materials removed from the Aqua-Swirl® and any external structures (e.g, bypass features) be handled and disposed in full accordance with any applicable local and state requirements. Aqua-Swirl® Inspection and Maintenance Work Sheets on following pages Page 10 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® Inspection and Maintenance Manual Work Sheets SITE and OWNER INFORMATION Site Name: Site Location: Date: Time: Inspector Name: Inspector Company: Phone #: Owner Name: Owner Address: Owner Phone #: Emergency Phone #: INSPECTIONS I. Floatable Debris and Oil 1. Remove manhole lid to expose liquid surface of the Aqua-Swirl®. 2. Remove floatable debris with basket or net if any present. 3. If oil is present, measure its depth. Clean liquids from system if one half (½) inch or more oil is present. Note: Water in Aqua-Swirl® can appear black and similar to oil due to the dark body of the surrounding structure. Oil may appear darker than water in the system and is usually accompanied by oil stained debris (e.g. Styrofoam, etc.). The depth of oil can be measured with an oil/water interface probe, a stadia rod with water finding paste, a coliwasa, or collect a representative sample with a jar attached to a rod. II. Sediment Accumulation 1. Lower measuring device (e.g. stadia rod) into swirl chamber through service access provided until top of sediment pile is reached. 2. Record distance to top of sediment pile from top of standing water: inches 3. For Aqua-Swirl® Models AS-3 through AS-13, schedule cleaning if value in Step #2 is 48 to 42 inches or less. 4. For Aqua-Swirl® Model AS-2, schedule cleaning if value in Step #2 is 32 to 30 inches or less. Page 11 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. III. Diversion Structures (External Bypass Features) If a diversion (external bypass) configuration is present, it should be inspected as follows: 1. Inspect weir or other bypass feature for structural decay or damage. Weirs are more susceptible to damage than off-set piping and should be checked to confirm that they are not crumbling (concrete or brick) or decaying (steel). 2. Inspect diversion structure and bypass piping for signs of structural damage or blockage from debris or sediment accumulation. 3. When feasible, measure elevations on diversion weir or piping to ensure it is consistent with site plan designs. 4. Inspect downstream (convergence) structure(s) for sign of blockage or structural failure as noted above. CLEANING Schedule cleaning with local vactor company or AquaShieldTM to remove sediment, oil and other floatable pollutants. The captured material generally does not require special treatment or handling for disposal. Site-specific conditions or the presence of known contaminants may necessitate that appropriate actions be taken to clean and dispose of materials captured and retained by the Aqua-Swirl®. All cleaning activities should be performed in accordance with property health and safety procedures. AquaShieldTM always recommends that all materials removed from the Aqua-Swirl® during the maintenance process be handled and disposed in accordance with local and state environmental or other regulatory requirements. MAINTENANCE SCHEDULE I. During Construction Inspect the Aqua-Swirl® every three (3) months and clean the system as needed. The Aqua-Swirl® should be inspected and cleaned at the end of construction regardless of whether it has reached its maintenance trigger. II. First Year Post-Construction Inspect the Aqua-Swirl® every three (3) months and clean the system as needed. Inspect and clean the system once annually regardless of whether it has reached its sediment or floatable pollutant storage capacity. III. Second and Subsequent Years Post-Construction If the Aqua-Swirl® did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction period, the system can be inspected and cleaned once annually. If the Aqua-Swirl® reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction period, the system should be inspected once Page 12 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. every six (6) months and cleaned as needed. The Aqua-Swirl® should be cleaned annually regardless of whether it reaches its sediment or floatable pollutant capacity. IV. Bypass Structures Bypass structures should be inspected whenever the Aqua-Swirl® is inspected. Maintenance should be performed on bypass structures as needed. MAINTENANCE COMPANY INFORMATION Company Name: Street Address: City: State/Prov.: Zip/Postal Code: Contact: Title: Office Phone: Cell Phone: ACTIVITY LOG Date of Cleaning: (Next inspection should be 3 months from this data for first year). Time of Cleaning: Start: End: Date of Next Inspection: Floatable debris present: Yes No Notes: Oil present: Yes No Oil depth (inches): Measurement method and notes: STRUCTURAL CONDITIONS and OBSERVATIONS Structural damage: Yes No Where: Page 13 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Structural wear: Yes No Where: Odors present: Yes No Describe: Clogging: Yes No Describe: Other Observations: NOTES Additional Comments and/or Actions To Be Taken Time Frame ATTACHMENTS  Attach site plan showing Aqua-Swirl® location.  Attach detail drawing showing Aqua-Swirl® dimensions and model number.  If a diversion configuration is used, attach details showing basic design and elevations (where feasible). Page 14 of 14 © AquaShieldTM, Inc. 2014. All rights reserved. Aqua-Swirl® TABULAR MAINTENANCE SCHEDULE Date Construction Started: Date Construction Ended: During Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X X X X Inspect Bypass and maintain as needed X X X X Clean System* X* * The Aqua-Swirl® should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. In addition, the system should be cleaned at the end of construction regardless of whether it has reach full pollutant storage capacity. First Year Post-Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X X X X Inspect Bypass and maintain as needed X X X X Clean System* X* * The Aqua-Swirl® should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. Second and Subsequent Years Post-Construction Month Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as needed X* Inspect Bypass, maintain as needed X* Clean System* X* * If the Aqua-Swirl® did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction period, the system can be inspected and cleaned once annually. If the Aqua-Swirl® reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction period, the system should be inspected once every six (6) months or more frequently if past history warrants, and cleaned as needed. The Aqua -Swirl® should be cleaned annually regardless of whether it reaches its full sediment or floatable pollutant capacity. †0DLQWHQDQFH(QWHULIPDLQWHQDQFHLVQHHGDQGLQFOXGH:2(QWHULIPDLQWHQDQFHZDVSHUIRUPHGVDPHGD\ ,QGLFDWHVSDUDPHWHUVWKDWDUHWUDFNHGLQ0D[LPR Public Inspection and Maintenance Checklist Diversion Structure 'DWH :RUN2UGHU 7\SHRI,QVSHFWLRQƑ6WRUPƑ:HHNO\Ƒ0RQWKO\Ƒ$QQXDO )DFLOLW\ ,QVSHFWRUV Defect Conditions When Maintenance Is Needed Maintenance (1 or 2)†Comments General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†0DLQWHQDQFH(QWHULIPDLQWHQDQFHLVQHHGDQGLQFOXGH:2(QWHULIPDLQWHQDQFHZDVSHUIRUPHGVDPHGD\ ,QGLFDWHVSDUDPHWHUVWKDWDUHWUDFNHGLQ0D[LPR Defect Conditions When Maintenance Is Needed Maintenance (1 or 2)†Comments 6HWWOHPHQW 0LVDOLJQPHQW ,IIDLOXUHRIEDVLQKDVFUHDWHGD VDIHW\IXQFWLRQRUGHVLJQSUREOHP 9HJHWDWLRQ 9HJHWDWLRQJURZLQJDFURVVDQG EORFNLQJPRUHWKDQRIWKHEDVLQ RSHQLQJ 9HJHWDWLRQJURZLQJLQLQOHWRXWOHWSLSH MRLQWVWKDWLVPRUHWKDQVL[LQFKHVWDOO DQGOHVVWKDQVL[LQFKHVDSDUW &RQWDPLQDWLRQ DQG3ROOXWLRQ $Q\HYLGHQFHRIRLOJDVROLQH FRQWDPLQDQWVRURWKHUSROOXWDQWV Catch Basin Cover &RYHU1RWLQ 3ODFH &RYHULVPLVVLQJRURQO\SDUWLDOO\LQ SODFH$Q\RSHQFDWFKEDVLQUHTXLUHV PDLQWHQDQFH /RFNLQJ 0HFKDQLVP1RW :RUNLQJ 0HFKDQLVPFDQQRWEHRSHQHGE\ RQHPDLQWHQDQFHSHUVRQZLWKSURSHU WRROV%ROWVLQWRIUDPHKDYHOHVVWKDQ LQFKRIWKUHDG &RYHU'LIILFXOW WR5HPRYH 2QHPDLQWHQDQFHSHUVRQFDQQRW UHPRYHOLGDIWHUDSSO\LQJQRUPDO OLIWLQJSUHVVXUH ,QWHQWLVNHHSFRYHUIURPVHDOLQJRII DFFHVVWRPDLQWHQDQFH Ladder /DGGHU5XQJV 8QVDIH /DGGHULVXQVDIHGXHWRPLVVLQJ UXQJVQRWVHFXUHO\DWWDFKHGWREDVLQ ZDOOPLVDOLJQPHQWUXVWFUDFNVRU VKDUSHGJHV Metal Grates (If Applicable) *UDWHRSHQLQJ 8QVDIH *UDWHZLWKRSHQLQJZLGHUWKDQ LQFK 7UDVKDQG 'HEULV 7UDVKDQGGHEULVWKDWLVEORFNLQJ PRUHWKDQRIJUDWHVXUIDFH LQOHWWLQJFDSDFLW\ 'DPDJHGRU 0LVVLQJ *UDWHPLVVLQJRUEURNHQPHPEHUV RIWKHJUDWH Permeable Pavement Inspection and Maintenance Checklist Facility: Location/Address: Date: Time: Weather Conditions: Date of Last Inspection: Inspector: Title: Rain in Last 48 Hours □ Yes □ No If yes, list amount and timing: Pavement Type: □ permeable interlocking concrete pavement (PICP) □ asphalt □ concrete □ other, specify: Pretreatment: □ vegetated filter strip □ swale □ turf grass □ forebay □ other, specify: □ none Site Plan or As-Built Plan Available: □ Yes □ No *Permeable interlocking concrete pavement (PICP) Inspection Item Comment Action Needed 1. PRETREATMENT Sediment has accumulated. □Yes □No □N/A □Yes □No Trash and debris have accumulated. □Yes □No □N/A □Yes □No 2. PAVEMENT TRANSITION AREA Non-permeable transition area at pavement edges is unstable/deteriorating. □Yes □No □N/A □Yes □No 3. DEWATERING Standing water is visible on the surface after a rain event. □Yes □No □N/A □Yes □No 4. PAVEMENT SURFACE AND JOINTS Sediment has accumulated on pavement surface. □Yes □No □N/A □Yes □No Trash and debris have accumulated on pavement surface or around curbing. □Yes □No □N/A □Yes □No Pavement has deteriorated, cracked, settled, or raveled. □Yes □No □N/A □Yes □No Sediment has accumulated in the joints of PICP. □Yes □No □N/A □Yes □No Vegetation is growing in the joints of PICP. □Yes □No □N/A □Yes □No Gravel is insufficient in the joints of PICP. □Yes □No □N/A □Yes □No Additional Notes Wet weather inspection needed □ Yes □ No