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HomeMy WebLinkAboutDrainage ReportLIi WEIHF; James K. Shinneman, P.E. Indiana Registration No. PE10200392 ENGINEERS Land Surveying I Civil Engineering Landscape, Architecture Build with confidence. Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 HYDROLOGY HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION 0 0111111111/1/ /6 1 NO. 10200392 -o STATE The following report and accompanying computations have been developed by me or under my direct supervision. WEIHF ENGINEERS Land StIrveying I Civil Engineering Landscape Architecture Build with confidencef Drainage Summary and Calculations For: Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 Project #W11.0655 Prepared For: OSI Restaurant Partners LLC. 2202 N. West Shore Blvd., Suite 500 Tampa, Florida 33607 Telephone: (813) 282-1225 Contact Person: Stacy Miller Prepared By: James Wm. O'Bara Checked By: Eric Carter, RLA Certified By: James K. Shinneman. P.E. Date: December 23, 2011 Revised: UP WEIHE ENGINEERS LE■nd Surveying l Civil Engineering Landscape Architecturc: Build will' conlidence'! Hydraulic Report (Project Narrative) Location Map Aerial Existing Conditions: Existing Watershed Exhibit Existing Release Rates (West East) Engineering Data Soils Mapping o Soils Classification Storm Sewers Storm Sewer Watershed Storm sewer Analysis Water Quality Water Quality Analysis Operation and Manual Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 JOB.# W11.0655 Section 1 Section 2 Section 3 Section 4 Section 5 WEIHI-1, ENGINEERS Land Surveyinci 1 Civil Eirigineering Landscape Architecture Build with confidence'.' e Hydraulic Report (Project Narrative) Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 JOB.# W11.0655 Section 1 WEIH [I, James K. Shinneman, P.E. Indiana Registration No. PE10200392 ENGINEERS Land Surveying I Civil Engineering Landscape Architecture Build with confideucef Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 HYDROLOGY HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION The following report and accompanying computations have been developed by me or under my direct supervision. W1 ENGINEERS Land Surveying I Civil Engineering Landscape Architecture Build with confidence` Drainage Summary and Calculations For: Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 Project #W11.0655 Prepared For: OSI Restaurant Partners LLC. 2202 N. West Shore Blvd., Suite 500 Tampa, Florida 33607 Telephone: (813) 282-1225 Contact Person: Stacy Miller Prepared By: James Wm. O'Bara Checked By: Eric Carter, RLA Certified By: James K. Shinneman. P.E. Date: December 23, 2011 Revised: Project Narrative: Existing Conditions: WFIHN ENGINEERS Land Surveying I Civil Engine Landscape Architecture Build with confidence`.' Prepared For: Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 JOB# W11.0655 OSI Restaurant Partners, LLC., of Tampa, Florida, is proposing the new construction of an Outback Steakhouse at 10222 North Michigan Road in Carmel Indiana. Said location is on a site at a Latitude of N 39° 55' 56.424" and Longitude W 86° 14' 10.679 Located in Clay Township, the proposed Outback Steakhouse is more specifically in the Northwest Quarter of Section 07, Township 17 North, and Range 3 East, Hamilton County Indiana. This parcel will be part of the West Carmel Commons Commercial Subdivision, currently being platted by its owners, Thompson Thrift Development Inc. of Carmel, Indiana. This report is an investigation relative to the proposed storm drainage facilities necessary to convey drainage and water quality that will be implemented on site. The necessary retention/detention for the site will be located offsite to the west of the proposed Outback Steakhouse site. The regional retention/detention facilities will be designed by Roger Ward Engineering of Indianapolis, Indiana. The proposed runoff from the Outback site and some offsite area from the north (approximately 1.73 acres) will be routed to the west via storm sewers and controlled to permissible discharges within the regional retention/detention facility. Approximately 0.78 acres that used to drain to Michigan Road will be reduced to 0.35 acres to the right of -way of Michigan Road. An offline mechanical BMP, is proposed for water quality on the Outback site. A common, second BMP will be designed by Roger Ward Engineering in the regional retention/detention facility. The existing soils for the overall Outback parcel, is a combination of a Br Brookston and CrA Crosby Silt Loam type soils. 10505 N. College Ave 1 Indianapolis, IN 46280 1 www.weihe.net 1 (317) 846 -6611 1 (800) 452 -6408 1 Fax: (317) 843 -0546 Allan H. Weihe, F.E., L.S. Founder Proposed Conditions: UP WEIHE ENGINEERS The existing site was previously residentially developed; however all the existing buildings have been razed for the future commercial development. Based upon IDS software, which includes a topographic survey of the Hamilton County Surveyors Office depicting the existing conditions and previous locations of the existing structures on the intended parcels, it was determined that based upon 0.67 acres onsite and 0.11 acres offsite, a total of 0.78 acres drained to the right -of way of Michigan Road. Based upon Manning equation, the following existing discharges were calculated: 2 -Year Existing 0.64 cfs 10 -Year Existing 0.84 cfs 50 -Year Existing 1.11 cfs The pre developed runoff coefficient for the area draining to the Michigan Road right -of- way depicted above was 0.297, with a watershed area of 0.78 Acres (Onsite and Offsite). The regional storm water management area will control the runoff from the proposed Outback building and parking areas. The impervious surfaces of the Outback site (1.73 acres) shall drain west to a manhole being placed by others along the west property line. The 0.78 acre area that currently drains to Michigan Road will be reduced to 0.35 acres and contain grass area from the offsite northern property as well as a grass Swale around the north and east sides of the proposed Outback building. A short portion of the drive off of Michigan Road will also drain to the existing beehive inlet for Michigan Road. The following proposed discharges were calculated to discharge into the existing storm beehive inlet at Michigan Road. The post developed runoff coefficient depicted above was 0.339, with a watershed area of 0.35 Acres (Onsite and Offsite). Based upon the pre and post conditions, the results of the following release rates east to the Michigan Road beehive inlet are based upon INDOT Standards. Proposed 2 -Year Proposed 0.38 cfs 10 -Year Proposed 0.51 cfs 50 -Year Proposed 0.67 cfs Prop. 50 Year 0.67 cfs Permissible Ex. 10 Year 0.84 cfs Storm Sewer Analysis: Technical Considerations WEIHE ENGINEERS Based upon information from Roger Ward Engineering, the anticipated 100 year fluctuation of the retention/detention facilities will occur at an elevation of 892.03 feet. This would indicate a potential backup of storm water into the Outback Steakhouse pipes. In the analyses of the storm sewers, a 10 -year design was utilized, with a minimum velocity of 2.5 fps. Those velocities depicted in the drainage summaries that are below the 2.5 fps for a twelve (12) inch RCP Storm sewer; normally maintain the acceptable velocities when running full pipe flow. In the design of the site, certain items could not adhere to the Technical Standards Manual for the City of Carmel, Indiana. For example, the 0.1 -foot elevation drop within the manholes could not be maintained. The minimum cover is less than the Technical Standards recommendation as well. Therefore, we respectfully request a variance from the strict adherence to the standards due to practical difficulties of elevation of the approved outlet for the overall development. Water Quality: Water quality treatment will be provided for the 1.73 acres of including the onsite and offsite. Water quality will be managed via a BMP mechanical unit, which will provide for the first flush. This unit will be constructed at the downstream end of the internal storm water, upstream of where the storm sewer discharges into the existing storm sewer proposed by others. Based upon water quality requirements of a one -inch precipitation, the following for BMP Water quality unit is proposed Aqua -Swirl AS -3. The second water quality BMP which will serve the Outback Steakhouse site will be provided within the regional detention/retention facility designed by others. H: \11 \W 110665rp0111 °1311 jo'b /jks 12/19/11 IFF WF,IH1 ENGINEERS Land Su rveyina Civil Engineering Landscape Architecture Build with confidence': Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 JOB.# W11.0655 o Location Map Aerial Section 2 Aqua-Swirl BMP's Operations and Maintenance Manual For: Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 Project #W11.0655 Prepared For: OSI Restaurant Partners LLC. 2202 N. West Shore Blvd., Suite 500 Tampa, Florida 33607 Contact Person: Stacy Miller Telephone: (813) 282-1225 Prepared By: James Wm. O'Bara Checked By: Eric Carter RLA Certified By: James K. Shinneman. P.E. Date: 23 December 2011 Revised: Definitions BMP- Best management practices refer to structural or non structural measures designed for the benefit of water quality and quantity. BMP owner- The owner of the BMP, typically the property owner. The BMP owner may also be the lessee of property in the case of long -term leases of commercial and industrial zoned properties. The lessee is considered the BMP owner only if the lease specifically states that construction by the lessee must meet applicable local codes and regulations. Purpose and Specific Narrative For: Outback Steakhouse West Carmel Commons Lot 1 10222 N. Michigan Road Carmel, Indiana 46032 Owner Contact Information: OSI Restaurant Partners LLC. 2202 N. West Shore Blvd., Suite 500 Tampa, Florida 33607 Telephone: (813) 282 -1225 Contact Person: Stacy Miller It is recognized that developed areas, as compared to undeveloped areas, generally have increased imperviousness, decreased infiltration rates, increased runoff rates, and increased concentrations of pollutants such as fertilizers, herbicides, greases, oil, salts and other pollutants. As new development and re- development continues in the City of Carmel, measures must be taken to intercept and filter pollutants from stormwater runoff prior to reaching regional creeks, streams, and rivers. Through the use of Best Management Practices (BMP), stormwater runoff will be filtered and harmful amounts of sediment, nutrients, and contaminants will be removed. The City of Carmel has established a minimum standard that the measurement of the effectiveness of the control of stormwater quality will be based on the management of Total Suspended Solids (TSS). After the approval of the stormwater management permit by the City of Carmel and the commencement of construction activities, the City of Carmel has the authority to conduct inspections of the work being done to ensure full compliance with the provisions of this chapter, this document, and the terms and conditions of the approved permit. Stormwater quality facilities shall be maintained in good condition, in accordance with the Operation and Maintenance procedures and schedules listed in the Indiana Stormwater Quality Manual or this document, and /or the terms and conditions of the approved stormwater permit, and shall not be subsequently altered, revised, or replaced except in accordance with the approved stormwater permit, or in accordance with approved amendments or revisions in the permit. Checklists provided in this O &M Manual must be completed and maintained by the owner. The City of Carmel also has the authority to perform long -term, post construction inspection of all public or privately owned stormwater quality facilities. The inspections will follow the operation and maintenance procedures included in this document and /or permit application for each specific BMP. The inspection will cover physical conditions, available water quality storage capacity and the operational condition of key facility elements. Noted deficiencies and recommended corrective action will be included in an inspection report. Best management practices (BMPs), both structural and non structural, can reduce the amount of pollutants in stormwater. This site will utilize an offline AquaSwirl Model AS -3 unit. Owner Acknowledgment This Operation and Maintenance Manual is submitted to the City of Carmel with the intent to insure the longevity and adequate functioning of the BMP's owned by OSI Restaurant Partners LLC. By submitting this Operation and Maintenance Manual to the City of Carmel's Office 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 SS: COUNTY OF HAMILTON STATE OF INDIANA 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 Aqua -Swirl TM Operation, Maintenance, and Inspection Manual for BMP Owners City of Carmel, Indiana (Note: Attach certifications for local regulatory authority including any applicable fees.) Site Name: Outback Steakhouse Owner Name: Owner Address: Owner Phone Number: Emergency Phone Number: Location: Date: Time: Inspector Name: Figure 1 OSI Restaurant Partners LLC. 2202 N. West Shore Blvd., Suite 500 Tampa, Florida 33607 (813) 282 -1225 10222 N. Michigan Road Carmel, Indiana 46032 Floatable Debris and Oil 1. Remove manhole lid to expose liquid surface of Aqua- Swirl 2. Remove floatable debris with basket or net if any is present. 3. If a hydrocarbon spill has occurred, (e.g. more than a sheen of oil or gas is present) the system should be cleaned immediately (see "Cleaning" Figure 3). Note: Water in an Aqua- SwirI can appear black like oil due to the dark body of the surrounding structure. Oil appears darker than water in the system and is usually accompanied by debris (e.g. Styrofoam, etc.) with obvious signs of oil stains. The depth of oil can be measured with an oil /water interface probe, a stadia rod with water phylic paste, a coliwasa, or by simply collecting a representative sample with a jar attached to a rod. 4. If hydrocarbon absorbant floc or pads are used, these should be inspected to determine whether they are loaded with hydrocarbons. This will be indicated by a dark colaration of the pad or floc. Pads and /or floc should be removed and disposed of in accordance with City of Indianapolis and any applicable state and /or federal laws if they contain hydrocarbons. Sediment Accumulation Lower a dipstick tube equipped with a ball valve (e.g. Sludge Judge or similar device) into Aqua- Swirl through the service access provided. Measure the depth of the sludge. At a maximum, the sludge should not exceed 36" depth before maintenance. See Figures 1 and 2. Site and Owner Information Maintenance Items Inspection 36" Aqua- SwirI 0 and M Manual Page 1 Change in ownership since last inspection? Y N Figure 2 Remove sediments, oils and other floatable pollutants with a vactor. Dispose of all waste in accordance with City of Indianapolis and any applicable state, and /or federal requirements. Oil should be pumped and removed with any liquids and sediments that have been trapped in the system. These liquids should be taken to an industrial waste water treatment facility for treatment. Liquids and solids pumped from the AquaSwirl should not be dumped back into the stormwater system or into a sanitary sewer. nspection (continued) eanin Maintenance Schedules Bypass Structures Bypass structures should be inspected whenever the AquaSwirl is inspected and maintained as needed. Aqua- SwirI 0 and M Manual Page 2 Diversion Structures If an external diversion structure is present on the site, this should be inspected for the following items. 1. Inspect weir or other structure 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 or decaying. 2. Inspect diversion structure and by -pass piping for signs of structural damage or blockage from debris or sediment accumulation. 3. Measure elevations on diversion weir or piping to ensure it is consistent with site plan design. 4. Inspect downstream structure in diversion system for signs of blockage or structural failure. Figure 3 Note: The AquaSwirl is designed so that entry to the system is not necessary for inspection or maintenance. If, however, you wish to enter the system, this is an OSHA confined space entry and OSHA confined space entry procedures should be followed to enter the system. During Construction Inspect the AquaSwirl every three months (minimum) and clean the system as needed. The AquaSwirl should be inspected and cleaned at the end of construction regardless of whether it has reached its sediment or oil storage capacity. First Year Post Construction Inspect the AquaSwirl every six months and clean the system as needed. Inspect and clean the system at least once bi- annually regardless of whether it has reached its sediment or floatable pollutant storage capacity. Second and Subsequent Years Post Construction If the AquaSwirl did not reach full sediment or floatable pollutant capacity in the First Year Post Construction, the system can be inspected once annually and cleaned as need or bi- annually at a minimum. If the AquaSwirl reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post Construction, the system should be inspected once every six months and cleaned as needed. The AquaSwirl should be cleaned at least bi- annually regardless of whether it reaches its sediment or floatable pollutant capacity. AQUA- SWIRL SPECIFICATION NOTES 1. Manufacturer shall be responsible for complete assembly of Swirl Concentrator. 2. Swirl Concentrator shall be fabricated from high density polyethylene (HDPE) ASTM F 714 cell class 345464C per ASTM D 3350. The Swirl Concentrator wall (greater than 54" OD) shall be fabricated from profile wall HDPE ASTM F 894 RSC 250. 3. HDPE stub outs and internal components shall be extrusion welded using accepted welding practices. Stub outs shall be supplied by Manufacturer and welded on inside and outside. 4. If lifting eyes disturb grade elevation (rim) or concrete pad rebar alignment, they may be cut in field after installation of Swirl Concentrator by Contractor. 5. Manufacturer shall supply direct access to Swirl Concentrator via 32 -inch OD riser(s), which can be field cut to match finished grade by Contractor. 6. Contractor shall supply pipe couplings to and from Swirl Concentrator, which shall be Fernco or Mission style neoprene boot with stainless steel tension bands and shear guard. For corrugated plastic pipe, or pipe with a diameter of 24" or larger, it is recommended that Contractor use a Mar Mac coupling (www.marmac.com), or equal, with adhesive mastic and tightening bands to create a watertight seal around the joint. The joint shall then be immobilized with a concrete collar with compacted base as described in either Note 11 or 12 herein. Mar Mac, or equal, couplings shall overlap the pipe joint a minimum of 1 foot on either side. 7. Contractor shall prepare excavation and off -load Swirl Concentrator. Contractor is responsible for bedding and backfill around Swirl Concentrator as detailed on site plan. (see notes 11 and 12) 8. Manufacturer shall supply standard manhole frame(s) and cover(s). (Traffic rated H20) 9. Where traffic loading (H -20) is required or anticipated, a reinforced concrete pad must be placed over the Swirl Concentrator per concrete design as calculated by Engineer. For systems where the depth from grade to the roof of the chamber is greater than the radius of the chamber, only a 5' X 5' re- enforced concrete pad is necessary. For shallower burials, a pad extending over the entire chamber is required. Sample of typical concrete design detail is available upon request. 10. Unless other traffic barriers are present, bollards shall be placed around access risers in non traffic areas to prevent inadvertent loading by maintenance vehicles. Sample of typical bollard installation detail and recommended locations of bollards around the Swirl Concentrator can be provided upon request. 11. Excavation and Bedding The trench and trench bottom shall be constructed in accordance with ASTM D -2321, Section 6, Trench Excavation, and Section 7, Installation. The HDPE Swirl Concentrator shall be installed on a stable base consisting of 12- inches of Class I stone materials as defined by ASTM D2321, Section 5, Materials, and compacted to 95% proctor density. All required safety precautions for Swirl Concentrator installation are the responsibility of the Contractor. 12. Backfill Requirements Backfill materials shall be Class I Stone or Class II materials (well graded gravels, gravelly sands; contains little or no fines), as defined by ASTM D2321, Section 5, Materials, and compacted to 90% proctor density. Class I stone is preferred. Backfill and bedding materials shall be free of debris. Backfilling shall conform to ASTM F1759, Section 4.2, "Design Assumptions Backfill shall extend at least 42 inches outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser(s)) extending laterally to undisturbed soils.