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HomeMy WebLinkAboutO&M Manual1 CFA – West Carmel (Carmel, IN) - Operation and Maintenance Plan Stormwater Operation and Maintenance Plan Chick-fil-A – West Carmel (Carmel, IN) Section I – Owner Information Owner: Chick-fil-A – West Carmel (Carmel, IN) 9965 N. Michigan Road Carmel, IN 46032 Contact: Justin Lurk (573-268-0957) Adequate provisions for maintenance of the stormwater system are an essential aspect of long-term drainage performance. During the construction and warranty period, the maintenance of the stormwater system will be the responsibility of the contractor. The responsibility for the maintenance of the stormwater system after the warranty period has expired shall rest with Chick-fil-A – West Carmel. Responsibility for the maintenance of the storm sewer pipe, storm sewer structures, storm water quality units, and vegetated grassy areas shall rest with Chick-fil-A – West Carmel. Chick-fil- A – West Carmel is responsible for all inspections and maintenance, including cost. Section II – Site Information The proposed Chick-fil-A site is located at 9965 N. Michigan Road Carmel, IN 46032. The parcel is currently occupied by a Red Robin restaurant and parking lot with associated utilities. Chick-fil-A is proposing the demolition of the existing Red Robin and the construction of a free-standing restaurant, parking lot, drive-thru lane, and associated utilities. The proposed stormwater conveyance system consists of manholes, catch basins, storm sewers, and vegetated areas. The proposed storm sewer improvements have been designed to capture runoff generated by the parking lot, building, & drive-thru lane and directing it to the existing storm sewer located at either the southwest or southeast corner of the site. The site currently has two storm sewer outlets and the CFA project will continue to use both outlets, matching existing drainage patterns. Both storm sewer outlets are part of the overall West Carmel Marketplace storm sewer system. The site has been graded to provide overland flood routes away from the building, matching existing drainage patterns. 2 CFA – West Carmel (Carmel, IN) - Operation and Maintenance Plan Purpose and Objective: Adequate drainage must be maintained to keep water away from the building and paved surfaces. The stormwater management system was designed to help slow the rate of runoff from the development and improve the quality of the stormwater leaving the site. Short-Term Maintenance Program: Significant elements and aspects provided as an attachment hereto prescribes the Short-Term maintenance Program for the surface and subsurface elements. Long Term Maintenance Program: Significant elements and aspects provided as an attachment hereto prescribes the Long-Term Maintenance program. The maintenance is supplemented by repair as required or replacement as the case may be, depending on the wear and tear of the provisions of the drainage elements. Maintenance Considerations: Cleaning and repairing storm sewer pipes and manholes is to be particularly guarded inasmuch as those elements are not visually obvious, as are the surface area elements. If these subsurface elements become clogged, then water may flood the pavement surface and may cause extensive erosion damage or water flow blockage. It is therefore stated that the storm sewer pipe and manhole cleaning be carried out on an as-needed basis based on annual inspections. Experience will show the required cleaning frequencies for specific drainage items. Cost Considerations: Maintenance and replacement needs and costs should be part of the economic analysis. Frequent maintenance program work execution will lead to less frequent and less costly long-term maintenance and repair, possibly requiring replacement. The attached short-term and long-term maintenance provisions may need to be adjusted based on experience recorded over the initial period of occupancy of the parcel. Recordkeeping: Separate and distinct records shall be maintained by the responsible parties for all tasks performed associated with this plan. The records shall include the dates of maintenance visits, who performed the inspection, and a description of the work performed. 3 CFA – West Carmel (Carmel, IN) - Operation and Maintenance Plan Inspection Frequency: Inspection experience will determine the required cleaning frequencies for the components of the stormwater management system. At a minimum, the attached checklist items should be inspected annually. Section III – Inlet Maintenance All inlet castings should be inspected monthly. More frequent inspections should be performed in areas where there is higher potential for trash or litter and during the fall when leaves are present on the ground. Catch basins should also be inspected for sediment depth. The maximum depth shall be no greater than ¼ of the pipe diameter with a maximum of 6”. Section IV – Conveyances Maintenance Storm Sewers shall be checked for siltation deposit, clean out as necessary. The maximum depth shall be no greater than ¼ of the pipe diameter with a maximum of 6”. 4 CFA – West Carmel (Carmel, IN) - Operation and Maintenance Plan Post-Construction Stormwater Management System Inspection Checklist The following checklist describes the suggested routine inspection items and recommended measures to be taken to ensure that the Stormwater Management System functions as designed. When hiring a PE is the recommended measure, the PE shall inspect, evaluate, and recommend corrective actions. The General section outlines items that should be taken into consideration during inspection and maintenance activities. While performing an overall inspection of your system, please check for the following items: General ____ Litter and debris shall be controlled. ____ Accumulated sediment shall be disposed of properly, along with any wastes generated during maintenance operations. ____ Roads and parking lots can be swept, vacuumed, or washed on a periodic basis. Storm Sewers ____ System is free draining into collection channels or catch basins. If concerned, clean or repair. ____ Catch basins clean, remove sediment when more than 50% of basin sump is filled. ____ Storm Sewers shall be checked for siltation deposit, clean out as necessary. ____ Rim elevation for change, elevations shall be retained as constructed, hire qualified person to bring back to grade as required. Vegetated Areas ____ Need for cutting. Grass shall be cut at an adequate height to maintain appropriate aesthetic appearance and design velocity. ____ Dead or damaged grassy areas – Repair with seeding or sodding of turf areas. VortSentry® HS Guide Operation, Design, Performance and Maintenance ENGINEERED SOLUTIONS 2 3 VortSentry® HS The VortSentry HS is a compact, below grade stormwater treatment system that employs helical flow technology to enhance gravitational separation of floating and settling pollutants from stormwater flows. With the ability to accept a wide range of pipe sizes, the VortSentry HS can treat and convey flows from small to large sites. A unique internal bypass design means higher flows can be diverted without the use of external bypass structures. The VortSentry HS is also available in a grate inlet configuration, which is ideal for retrofit installations. Operation Overview Low, frequently occurring storm flows are directed into the treatment chamber through the primary inlet. The tangentially oriented downward pipe induces a swirling motion in the treatment chamber that increases capture and containment abilities. Moderate storm flows are directed into the treatment chamber through the secondary inlet, which allows for capture of floating trash and debris. The secondary inlet also provides for treatment of higher flows without significantly increasing the velocity or turbulence in the treatment chamber. This allows for a more quiescent separation environment. Settleable solids and floating pollutants are captured and contained in the treatment chamber. Flow exits the treatment chamber through the outlet flow control, which manages the amount of flow that is treated and helps maintain the helical flow patterns developed within the treatment chamber. Flows exceeding the system’s rated treatment flow are diverted away from the treatment chamber by the flow partition. Internal diversion of high flows eliminates the need for external bypass structures. During bypass, the head equalizing baffle applies head on the outlet flow control to limit the flow through the treatment chamber. This helps prevent re-suspension of previously captured pollutants. Design Basics There are two primary methods of sizing a VortSentry HS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow for a defined particle size. The summation process of the Rational Rainfall Method is used when a specific removal efficiency of the net annual sediment load is required. Typically, VortSentry HS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a particle gradation with an average particle size (d50) of 240-microns (µm). Water Quality Flow Rate Method In many cases, regulations require that a specific flow 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 (i.e. the six-month storm) or a water quality depth (i.e. 1/2-inch of rainfall). The VortSentry HS is designed to treat all flows up to the WQQ. Due to its internal bypass weir configuration, flow rates in the treatment chamber only increase minimally once the WQQ is surpassed. At influent rates higher than the WQQ, the flow partition will allow most flow exceeding the treatment flow rate to bypass the treatment chamber. This allows removal efficiency to remain relatively constant in the treatment chamber and reduces the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the VortSentry HS will remove a specific gradation of sediment at a specific removal efficiency. Therefore they are variable based on the gradation and removal efficiency specified by the design engineer and the unit size is scaled according to the project goal. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. The Rational Rainfall Method is a sizing program Contech uses to estimate a net annual sediment load reduction for a particular VortSentry HS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. For more information on the Rational Rainfall Method, see Vortechs Technical Bulletin 4: Modeling Long Term Load Reduction: The Rational Rainfall Method, available at www.ContechES.com/stormwater Treatment Flow Rate The outlet flow control is sized to allow the WQQ to pass entirely through the treatment chamber at a water surface elevation equal to the crest of the flow partition. The head equalizing baffle applies head on the outlet flow control to limit the flow through the treatment chamber when bypass occurs, thus helping to prevent re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity The VortSentry HS is available in three standard configurations: inline (with inlet and outlet pipes at 180º to each other), grated inlet, and a combination of grate and pipe inlets. All three configurations are available in 36-inch (900-mm) through 96-inch (2400-mm) diameter manholes. 2 3 The configuration of the system is determined by the suffix of the model name: • A model name without a suffix denotes a standard pipe inlet (Example HS48). • A “G” at the end of the model designation denotes a grate inlet (Example HS48G). • A “GP” at the end of the model designation denotes a combination of grate and pipe inlets (Example HS48GP). Performance Full-Scale Laboratory Test Results Laboratory testing of the VortSentry HS was conducted using F-55 Silica, a commercially available sand product with an average particle size of 240-µm (Table 1). This material was metered into a model HS48 VortSentry HS at an average concentration of between 250-mg/L and 300-mg/L at flow rates ranging from 0.50-cfs to 1.5-cfs (14-L/s to 56-L/s). Removal efficiencies at each flow rate were calculated based on net sediment loads passing the influent and effluent sampling points. Results are illustrated in Figure 1. Assuming that sediment in the inlet chamber is ideally mixed, removal rates through the system will decay according to the percentage of flow bypassed. This effect has been observed in the laboratory where the test system is designed to produce a thoroughly mixed inlet stream. All VortSentry HS models have the same aspect ratio regardless of system diameter (i.e. an increase in diameter results in a corresponding increase in depth). Operating rates are expressed volumetrically. Removal efficiency at each operating rate is calculated according to the average of volumetric and Froude scaling methods and is described by Equation 1. Equation 1 and actual laboratory test results were used to determine the flow rate which would be required for the various VortSentry HS models to remove 80% of solids. View report at www.ContechES.com/stormwater Maintenance The VortSentry HS 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, i.e., unstable soils or heavy winter sanding will cause the treatment chamber to fill more quickly, but regular sweeping will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant deposition and transport 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 (i.e. spring and fall) however more frequent inspections may be necessary in equipment washdown areas and in climates where winter sanding operations may lead to rapid accumulations of a large volume of sediment. It is useful and often required as part of a permit to keep a record of each inspection. A simple inspection and maintenance log form for doing so is available for download at www.ContechES.com/stormwater The VortSentry HS should be cleaned when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; 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 distance given in Table 2, the VortSentry HS should be maintained to ensure effective treatment. Cleaning Cleaning of the VortSentry HS should be done during dry weather conditions when no flow is entering the system. Cleanout of the VortSentry HS with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the system. Simply remove the manhole cover and insert the vacuum hose into the sump. All pollutants can be removed from this one access point from the surface with no requirements for Confined Space Entry. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. 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 adsorbent pads, which solidify the oils. These are usually much easier to remove from the unit individually, and less expensive to dispose than the oil/water emulsion that may be 30 600 99.7% 40 425 95.7% 50 300 74.7% 70 212 33.7% 100 150 6.7% 140 106 0.7% Table 1 : US Silica F-55 Particle Size Distribution US Standard Particle Size Cumulative Sieve Size Micron (µm) Passing %Solids Removal (%)0 10 60 70 80 90 100 Q cfs (L/s) 0.0 0.5 (14)1.0 (28)1.5 (42)2.0 (56) Figure 1: VortSentry HS Removal Efficiencies for 240-µm Particle Gradation Table 2: VortSentry HS Maintenance Indicators and Sediment Storage Capacities. 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. Finer, silty particles at the top of the pile may be more difficult to feel with the measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. Logon to www.ContechES.com/stormwater to download the VortSentry HS Inspection and Maintenance Log. For assistance with maintaining your VortSentry HS, contact us regarding the Contech Maintenance compliance certification program. created by vacuuming the oily layer. Floating trash can be netted out if you wish to separate it from the other pollutants. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure proper safety precautions. If anyone physically enters the unit, Confined Space Entry procedures need to be followed. Disposal of all material removed from the VortSentry HS should be done is accordance with local regulations. In many locations, disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. Distance VortSentry HS Diameter Between Water Sediment Oil Spill Model Surface and Top Storage Storage of Storage Sump in. m ft. m yd3 m3 gal. liter HS36 36 0.9 3.6 1.1 0.5 0.4 83 314 HS48 48 1.2 4.7 1.4 0.9 0.7 158 598 HS60 60 1.5 6.0 1.8 1.5 1.1 258 978 HS72 72 1.8 7.1 2.2 2.1 1.6 372 1409 HS84 84 2.1 8.4 2.6 2.9 2.2 649 2458 HS96 96 2.4 9.5 2.9 3.7 2.8 845 3199 Support • Drawings and specifications are available at contechstormwater.com. • Site-specific design support is available from our engineers. ©2014 CONTECH ENGINEERED SOLUTIONS, LLC. 800-338-1122 www.ContechES.com All Rights Reserved. Printed in the USA. Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit ContechES.com or call 800.338.1122 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. The Stormwater Management StormFilter, MFS and CDS are trademarks, registered trademarks, or licensed trademarks of Contech Engineered Solutions LLC. LEED is a registered trademark of the U.S. Green Building Council. vshs_manual 06/14 PDF IN-HOUSE 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 CONDITIONS OF SALE (vIEwABLE AT www.CONTECHES.COM/COS) FOR MORE INFORMATION. ENGINEERED SOLUTIONS Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. ENGINEER'S PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER DRAWN BY: Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349-2998 REVISION SCHEDULE FSR#CHICK-FIL-A210531 ISSUED FOR PERMIT 07/21/2022WEST CARMEL (IN) FSUISSUED FOR PERMIT04978 NO.DATE DESCRIPTION CHECKED BY: MRJ JFV 9965 N. MICHIGAN ROADCARMEL, IN 460321 01/12/23 ISSUED FOR PERMIT PROF E SSIONA L E N G INEERJOSEP H F . V AVRIN A , II IREGISTER E DINDIA N A No. PE11800597 STATE OF C-300FOR PERMIT GRADING PLAN R Dial 811 or 1-800-892-0123 Know what's below. Call before you dig. S-1 EXIST. SAN MH RIM = 889.71 INV = 865.61 E 10" INV = 865.61 W 10" INV = 865.61 N 10" S-2 EXIST. 331 LF SAN SWR MAIN, 10" @ 0.30% (ASSUMED) S-3 EXIST. SAN MH RIM = 888.25 INV = 866.60 E 10" (ESTIMATED) INV = 866.60 SE 10" (ESTIMATED) S-4 EXIST. 40 LIN FT SAN SERVICE, 6" (SIZE ASSUMED) (EXIST. 17 LIN FT RISER; 1:1 SLOPE - ASSUMED) (EXIST. 23 LIN FT @ 2.83% - ASSUMED) INVERT @ S-2 = 866.35 (APPROX.) INVERT @ TOP OF RISER = 883.35 (ASSUMED) S-5 CLEANOUT (SEE DETAIL) RIM = 889.25 INV = 884.00 (ESTIAMTED. CONTRACTOR TO VERIFY EXIST. PIPE INVERT PRIOR TO ORDERING STRUCTURES. NOTIFY ENGINEER W/ ANY DISCREPANCIES FROM PLAN.) S-6 62 LIN FT SAN SERVICE, 6" PVC SDR 26 @ 1.83% S-7 CLEANOUT (SEE DETAIL) RIM = 889.40 INV = +/- 885.13 S-8 21 LIN FT SAN SWR, 4" PVC SDR 26 @ 2.50% INV @ S-6 = 885.10 CLEANOUT (SEE DETAIL) ST-1 EXIST. 91 LIN FT SS RCP, 12" @ 1.31% ST-2 EXIST. CONTECH VORTSENTRY WQ UNIT RIM = 887.22 INV = 880.42 SE 12" RCP INV = 880.42 NW 12" RCP ST-3 EXIST. 11 LIN FT SS RCP, 12" @ -0.18% ST-4 EXIST. STM MH RIM = 887.30 INV = 880.40 SE 12" RCP INV = 880.40 SW 12" RCP INV = 880.50 NW 12" RCP ST-5 EXIST. 126 LIN FT SS RCP, 12" @ 1.67% ST-6 EXIST. STM MH EXIST. RIM = 888.26 PROP. RIM = 888.55 INV = 882.60 SE 12" RCP INV = 882.60 SW 12" RCP INV = 882.60 NW 12" RCP INV = 884.96 NE 6" PVC (PIPE TO BE REMOVED & INVERT MORTARED SHUT) ST-7 EXIST. 92 LIN FT SS RCP, 12" @ 1.72% ST-8 EXIST. STM INLET RIM = 887.23 INV = 884.18 SE 12" RCP INV = 884.63 E 6" PVC ST-9 EXIST. 30 LIN FT SS RCP, 12" @ 3.63% ST-10 EXIST. STM INLET RIM = 886.89 INV = 883.69 NE 12" RCP ST-11 EXIST. 16 LIN FT SS RCP, 12" @ 15.50% ST-12 EXIST. STM INLET RIM = 885.93 INV = 882.88 NE 12" RCP ST-13 EXIST. 30 LIN FT SS RCP, 12" @ 2.03% ST-14 EXIST. STM INLET RIM = 887.90 INV = 883.90 NE 12" RCP INV = 883.90 NW 12" RCP ST-15 EXIST. 14 LIN FT SS RCP, 12" @ 2.57% ST-16 EXIST. CONTECH VORTSENTRY WQ UNIT RIM = 888.26 INV = 884.26 SE 12" RCP INV = 884.26 NW 12" RCP ST-17 EXIST. 13 LIN FT SS RCP, 12" @ 0.54% ST-18 EXIST. STM CB (OPEN LID F&G TO REMAIN) EXIST. RIM = 887.53 PROP. RIM = 887.40 INV = 884.33 SE 12" RCP INV = 884.43 NW 12" RCP (EXIST. PIPE TO BE REPLACED.) INV = 884.90 NW 6" PVC (TO BE CORED. CONTRACTOR TO VERFIY CONDITION OF EXIST. STRUCTURE. REPLACE IF DEEMED NECESSARY.) ST-19 118 LIN FT SS RCP, 12" @ 0.53% ST-20 STM SWR CB 4' DIA., R-3235 TY A GRATE T/C = 888.96 INV = 885.05 SE 12" RCP INV = 885.05 NW 12" RCP ST-21 46 LIN FT SS RCP, 12" @ 0.43% ST-22 STM SWR CB 4' DIA., R-3235 TY A GRATE T/C = 888.86 INV = 885.25 SE 12" RCP INV = 885.25 S 8" PVC ST-23 39 LIN FT SS PVC ROOF DRAIN, 8" SDR 26 @ 1.00% INV @ BLDG = 885.64 ST-24 96 LIN FT SS PVC ROOF DRAIN, 8" SDR 26 @ 1.00% INV @ ST-23 = 885.41 ST-25 CLEANOUT (SEE DETAIL) RIM = 889.30 INV = 886.37 ST-26 24 LIN FT SS PVC ROOF DRAIN, 8" SDR 26 @ 1.00% INV @ ST-24 = 885.65 INV @ BLDG = 885.89 ST-27 24 LIN FT SS PVC ROOF DRAIN, 8" SDR 26 @ 1.00% INV @ ST-24 = 886.25 INV @ BLDG = 886.49 ST-28 7 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ ST-24 = 885.60 INV @ CANOPY DOWNSPOUT = 885.67 ST-29 7 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ ST-24 = 885.90 INV @ CANOPY DOWNSPOUT = 885.97 ST-30 7 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ ST-24 = 886.10 INV @ CANOPY DOWNSPOUT = 886.17 ST-31 7 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ ST-24 = 886.35 INV @ CANOPY DOWNSPOUT = 886.42 ST-32 67 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ N CANOPY DOWNSPOUT = 885.57 ST-33 3 LIN FT SS PVC CANOPY DRAIN, 6" SDR 26 @ 1.00% INV @ ST-32 = 885.15 INV @ S CANOPY DOWNSPOUT = 885.18 S-9 CLEANOUT (SEE DETAIL) RIM = 890.05 INV = 885.63 S-10 27 LIN FT SAN SWR, 4" PVC SDR 26 @ 2.50% INV @ S-8 = 885.58 INV @ BLDG = 886.25 S-11 TWO-WAY CLEANOUT (SEE DETAIL) RIM = 889.95 INV = +/- 886.20 S-12 9 LIN FT SAN SWR, 4" PVC SDR 26 @ 2.78% INV @ S-6 = 884.90 S-13 SAMPLING STRUCTURE, 2' DIA. (SEE DETAIL) RIM = 890.05 INV = 885.15 N 4" PVC INV = 885.65 S 4" PVC S-14 2 LIN FT SAN SWR, 4" PVC SDR 26 @ 5.00% S-15 GREASE TRAP (1,000 GAL.) SEE BUILDING PLUMBING PLAN FOR DETAILS RIM(S) = 890.15 N, 890.15 S INV = 885.92 (INLET) INV = 885.75 (OUTLET) S-16 16 LIN FT SAN SWR, 4" PVC SDR 26 @ 2.08% INV @ BLDG = 886.25 S-17 TWO-WAY CLEANOUT (SEE DETAIL) RIM = 890.25 INV = +/- 886.21 A STORM SEWER TAG ST-21 BOP = 884.94 WATER SERVICES TOP = 883.44 VERT SEP = 1.50' MIN. LOWERING REQ'D B STORM SEWER TAG ST-21 BOP = 885.34 SANITARY SEWER TAG S-6 TOP = 884.67 VERT SEP = 0.67' C SANITARY SEWER TAG S-6 BOP = 884.80 WATER SERVICES TOP = 883.30 VERT SEP = 1.50' MIN. LOWERING REQ'D D 2" WATER SERVICE BOP = 885.05 6" WATER SERVICE TOP = 884.55 VERT SEP = 0.50' E SANITARY SEWER TAG S-16 BOP = 886.07 3/4" WATER SERVICE TOP = 884.57 VERT SEP = 1.50' MIN. LOWERING REQ'D F SANITARY SEWER TAG S-10 BOP = 886.03 3/4" WATER SERVICE TOP = 884.53 VERT SEP = 1.50' MIN. LOWERING REQ'D Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. ENGINEER'S PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER DRAWN BY: Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349-2998 REVISION SCHEDULE FSR#CHICK-FIL-A210531 ISSUED FOR PERMIT 07/21/2022WEST CARMEL (IN) FSUISSUED FOR PERMIT04978 NO.DATE DESCRIPTION CHECKED BY: MRJ JFV 9965 N. MICHIGAN ROADCARMEL, IN 460321 01/12/23 ISSUED FOR PERMIT PROF E SSIONA L E N G INEERJOSEP H F . V AVRIN A , II IREGISTER E DINDIA N A No. PE11800597 STATE OF PS-101FOR PERMIT UTILITY TAGS