PROPOSED ONE-STOREY WAREHOUSE BUILDING SITE FOR SLAVKO INC. PART OF BLOCK 6 REGISTERED PLAN 4M-351 GREELY INDUSTRIAL PARK McKEOWN DRIVE

Transcription

1 PROPOSED ONE-STOREY WAREHOUSE BUILDING SITE FOR SLAVKO INC. PART OF BLOCK 6 REGISTERED PLAN 4M-351 GREELY INDUSTRIAL PARK 6828 McKEOWN DRIVE CITY OF OTTAWA SERVICEABILITY REPORT REPORT No. R A T. L. MAK ENGINEERING CONSULTANTS LTD. JANUARY 2013 REF. FILE No

2 1.) INTRODUCTION The proposed development is for a single storey warehouse building (approximately sq. m) with (2) bays at 6828 McKeown Drive which is situated on the south side of McKeown Drive, north of Parkway Road, west of Barfield Road and is approximately 200 m east of Hiram Drive. The size of the site development property under consideration is ± ha. In addition to the one-storey warehouse building, the other development features will comprise of (2) asphalt access entrances, asphalt parking lot at the front of the building, landscape area, stormwater management pond, on-site septic system at the rear of the building, etc. to meet City of Ottawa site plan requirements. This report will serve to provide the City of Ottawa with our serviceability brief to address the proposed servicing scheme for this site. 2.) EXISTING SITE CONDITIONS AND SERVICING Presently, the said industrial property is vacant. The land is relatively flat in a north to south direction and drains predominantly east to west across the site. At the rear of the lot there is a 12 m No Touch zone imposed by the City measured from the rear lot line and 12 m into the lot. Currently, there is a ± 0.5 m high berm constructed across the rear of the lot to delineate this area for flood protection from the Osgoode Gardens Municipal Drain. The existing ground surface at the front half of the lot is an open field and mostly grass covered. The rear portion of the lot is mostly bushed covered. As for the availability of services, there are no underground municipal services along McKeown Drive to serve this site. Stormwater outlet available is the McKeown Drive roadway ditch. The South Nation Conservation Authority requires that the outlet invert elevation of the stormwater management plan be higher than the 2 year flood line established at m. Also, the overflow elevation must be above the 25 year flood line of m for this lot. 3.) PROPOSED WAREHOUSE BUILDING SITE Two vehicle entrances located at the front of the lot (one entrance per bay area) is proposed to serve this property along with the associated asphalt roadway to direct vehicular traffic in and out of the site. A gravel roadway along the west limit of the property shall be extended to the rear of the building to allow entry by staff to store equipment and materials. Vehicular parking for visitors will be at the front of the proposed building. A.) Water Supply There is currently no underground municipal watermain piping servicing this industrial subdivision. A drilled well is proposed to provide potable water to service this site. The well -1-

3 depth and pumps shall be established by the owner s well driller and geotechnical consultant to ensure adequate water volume and pressure for this building in order to meet the Ontario Building Code, Ontario Plumbing Code and City of Ottawa regulations. B.) Sanitary Flow An on-site private septic system designed at the rear of the building or at the south end of the site by Houle Chevrier Engineering Ltd. will be constructed to provide wastewater treatment for this site. It is a tertiary treatment unit for an approximate daily flow of 2,200.0 L/day consisting of the Clearstream tertiary treatment system, one model 600N unit complete with effluent pumps, pump chamber of 900 litres, 3,600 L septic tank, forcemain, area bed and native sand as sand mantle. Refer to Appendix A for details of the design brief prepared by Houle Chevrier Engineering Ltd. This septic design has been forwarded to the Rideau Valley Conservation Authority (RVCA) for Certificate of Approval application. C.) Storm Flow Stormwater outlet for this proposed property will be the existing roadway ditches on McKeown Drive located at the front or north end of the property. No stormwater storage on the roof of the proposed building will be available due to pitched roofing within the stormwater management (SWM) controlled area. On-site drainage will be graded by directing surface water to the proposed drainage structures and stormwater management pond and by incorporating the proposed grades of the asphalt access road and parking area so that the required stormwater storage at the pond will be achievable. Based on the site plan prepared by the developer s consultant, the industrial area postdevelopment C value is estimated at C = 0.6 where A = ha. For the 5 year storm event at Tc = 20 minutes, the post-development runoff is calculated to be approximately L/s. An estimation of the pre-development flow is calculated to be 8.57 L/s using C = 0.2 which was the runoff coefficient required to be used by the City of Ottawa. Therefore, based on this calculation, on-site retention is required for this industrial property. Storage volume for the 5 year and up to 100 year event will be stored in the proposed on-site stormwater management pond. The maximum 5 year allowable release rate off-site was determined to be 8.57 L/s consisting of a controlled pond release rate of 7.32 L/s and uncontrolled area flow of 1.25 L/s. Based on the Proposed Grading and Stormwater Management Plan, the estimated 5 year high water level of m will provide site stormwater storage volume of m 3 which is greater than the estimated required storage volume of m 3. The estimated 100 year high water level of m will provide site stormwater storage volume of m 3 which is greater than the estimated required storage volume of m

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5 PROPOSED ONE-STOREY WAREHOUSE BUILDING SITE FOR SLAVKO INC. PART OF BLOCK 6 REGISTERED PLAN 4M-351 GREELY INDUSTRIAL PARK 6828 McKEOWN DRIVE CITY OF OTTAWA APPENDIX A SEPTIC SYSTEM DESIGN BRIEF BY HOULE CHEVRIER ENGINEERING LTD.

6 December 4, 2012 Our ref: Slavko Concrete Finishing Inc. c/o David Bekkers 6789 Sunset Boulevard Ottawa, Ontario RE: DESIGN BRIEF FOR PROPOSED SEPTIC SYSTEM PROPOSED COMMERCIAL BUILDING 6828 McKEOWN DRIVE OTTAWA, ONTARIO Dear Sir: This letter provides our design brief for a septic disposal system to service the proposed facility to be located at 6828 McKeown Drive in Ottawa, Ontario. BACKGROUND It is understand that a proposed commercial building is to be constructed on a vacant lot located at 6828 McKeown Drive in Ottawa, Ontario. Based on information provided to our office, the proposed building will consist of a 550 square metre storage warehouse. The building will be partitioned to provide two units, each containing one washroom, one loading bay, and no office space. It has been indicated to us that the proposed septic system will receive wastewater solely from domestic type sources within the proposed facility, specifically the washroom fixtures. That is, we understand that no industrial process waste water will be discharged to the septic system. SEPTIC SYSTEM DESIGN Design Flow Rates The Ontario Building Code (OBC) provides information regarding daily sewage flows for warehouse establishments. For the purpose of calculating the daily flow rate, we have assumed the OBC design flow rate for warehouse with two water closets and two loading bays. The daily flow rate is therefore 2,200 litres per day.

7 Report to: December 4, 2012 Slavko Inc. c/o David Bekkers Septic System Design Requirements for Proposed Building Test pits were advanced by excavator on November 23, 2012, at various locations across the subject site. The soil observed at the proposed location of the septic system consists of a surficial layer of topsoil over grey sand. Copies of the test pit logs are attached. The native soils observed within the test pits at the proposed area of the septic leaching bed are considered to have a percolation rate (T-Time) of 6 to 10 minutes per centimeter, and as such it is proposed that the native sand be used as a native mantle during the construction of the proposed septic area bed. As such, and in consideration of the limited area available for a septic system, the proposed system will be a Class IV system consisting of a an area bed and tertiary treatment unit. Leaching Bed For the proposed leaching bed, the stone area was determined using A = Q where A = minimum required area of stone 75 Q = daily effluent volume = 2, = 29.3 square metres Total stone area provided in design is 32 square metres. For the proposed leaching bed, the contact area was determined using A = Q x 8 where A = minimum required contact area 850 Q = daily effluent volume = 2,200 x = 20.7 square metres Total contact area provided in design exceeds the minimum requirement due to the presence of the native sand deposit. Septic Tank The BMEC authorization for the Clearstream system requires that a septic tank having a minimum volume of 2,700 litres be use in conjunction with the Model 600N Clearstream. A 3,600 litre tank has been proposed. The proposed septic tank is to be equipped with an NSF certified effluent filter. This will significantly reduce the potential for any solid particles being discharged to the leaching bed. Houle Chevrier Engineering Ltd.

8 Report to: December 4, 2012 Slavko Inc. c/o David Bekkers Effluent Treatment Requirements The Clearstream teritary treatment system has been selected for this septic system. Based on the estimated daily design sewage flow, it has been determined that one (1) model 600N unit will be required in order to adequately treat the effluent. Pumping Station Due to the proposed development elevation at the subject site, an effluent pump will be required to transport the effluent between the Clearstream unit and the area bed. As such, we have proposed that a 900 litre pump chamber be installed. Pump We propose the installation of one Myers ME3H effluent pump (or approved equivalent). The pump will be controlled by a demand-dosing pump control panel. The pump floats should be set to disperse a minimum 150 litres per pump cycle. The alarm, both audible and visual, should be installed as required and in a location that will ensure an alarm will be readily noticeable should a system overload occur. Sewage System Management/Monitoring Maintenance of the septic system will be the responsibility of Slavko Inc. As a minimum, it is suggested that the maintenance include the following; Maintenance and inspection of the septic system including pumps, controls and alarms as per manufacturer specifications; Inspection/cleaning of the effluent filters and treatment unit as per manufacturer s recommendations; Annual inspection of the septic tanks; pumping of tanks when determined to be necessary. Houle Chevrier Engineering Ltd.

9 Report to: December 4, 2012 Slavko Inc. c/o David Bekkers We trust that this letter is sufficient for your purposes. If you have any questions or require additional information, please call. Yours truly, HOULE CHEVRIER ENGINEERING LTD. M. Rainville, C.E.T. A. C. Houle, P.Eng. Principal Attachments Houle Chevrier Engineering Ltd.

10 ATTACHMENTS APPLICATION FOR PERMIT TO CONSTRUCT FIGURE 1 SEPTIC DESIGN SITE PLAN FIGURE 2 INSTALLATION PLAN & PROFILE FIGURE 3 - GRADATION ANALYSIS REPORT RECORD OF TEST PIT LOGS

11 JOB BENCHMARK NAIL IN UTILITY POLE Elev.= POTENTIAL WELL LOCATION LEGEND TP 1 XX.XX EXISTING GROUND SURFACE ELEVATION PROPOSED GROUND SURFACE ELEVATION, METRES TEST PIT LOCATION IN PLAN REQUIRED SEPTIC SYSTEM SEPARATION DISTANCES: 1) Septic tank/tertiary unit to dwelling/structures = 1.5 m (min) 2) Septic tank/tertiary treatment unit to well = 15 m (min) 3) Septic tank/tertiary unit to property line = 3 m (min) 4) Distribution pipe to dwelling/structures = 7.0 m (min) 5) Distribution pipe to property line = 5.0 m (min) 6) Distribution pipe to drilled well = 17.0 m (min) GENERAL NOTES 1. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH MUNICIPAL, PROVINCIAL, AND LOCAL AUTHORITY STANDARDS AND REGULATIONS WHERE APPLICABLE, AND IN ACCORDANCE WITH ACCEPTED INDUSTRY BEST PRACTICE. 2. INFORMATION PROVIDED ON THE PLAN IS BASED ON INFORMATION REASONABLY AVAILABLE AND/OR PROVIDED TO HOULE CHEVRIER ENGINEERING LTD AT THE TIME OF DESIGN. THE CONTRACTOR/OWNER IS TO VERIFY THE ACCURACY OF THE INFORMATION CONTAINED HEREIN REGARDING, BUT NOT LIMITED TO, ELEVATIONS, DIMENSIONS, SETBACKS, EASEMENTS, UTILITY LOCATIONS AND DETAILS,...ETC., AND REPORT ANY ERRORS OR OMISSIONS TO HOULE CHEVRIER ENGINEERING LTD. 3. THE LOCATION OF ALL OVERHEAD AND UNDERGROUND UTILITIES MAY NOT BE DISPLAYED ON THIS PLAN AND, WHERE SHOWN, THEIR POSITIONS MAY NOT BE ACCURATE. IT IS THE RESPONSIBILITY OF THE OWNER/CONTRACTOR TO LOCATE SUCH UTILITIES PRIOR TO COMMENCING WORKS. HOULE CHEVRIER ENGINEERING LTD. DOES NOT ASSUME LIABILITY FOR DAMAGE TO SERVICES, UTILITIES, AND STRUCTURES DURING CONSTRUCTION OPERATIONS. 4. IT IS THE RESPONSIBILITY OF THE OWNER/CONTRACTOR TO ENSURE THAT THE PLAN USED FOR CONSTRUCTION IS AN APPROVED AND LATEST VERSION. 5. DIMENSIONS AND ELEVATIONS DISPLAYED ON THIS PLAN ARE IN METRES. THIS IS NOT A PLAN OF SURVEY. THIS PLAN IS NOT TO BE SCALED, ALTERED OR REPRODUCED AND IS INTENDED FOR USE ONLY IN RELATION TO THE PROJECT FOR WHICH IT WAS PREPARED. 6. THIS PLAN SHOULD BE USED IN CONJUNCTION WITH RELEVANT DOCUMENTS, PLANS, AND DETAILS PREPARED BY HOULE CHEVRIER ENGINEERING LTD. 7. SOIL AND GROUNDWATER CHARACTERISTICS WERE IDENTIFIED AT TEST PIT LOCATIONS ONLY AND MAY VARY BEYOND THE TEST LOCATIONS Ottawa, ON (613) info@hceng.ca REVISION DATE DESCRIPTION 0 12/5/2012 PLANS ISSUED FOR PERMIT TP TP PROPOSED SEPTIC TANK (min litres) PROPOSED CLEARSTREAM (model 600N) PROPOSED 900 L PUMP CHAMBER (c/w 4/10 HP effluent pump) PROPOSED 8 x 4 METRES AREA BED WITH DISTRIBUTION PIPING METRES SLOPE 0.3 TO 0.5 % IMPORTED SAND 'T' TIME = 6-10 min/cm Location 6828 MCKEOWN DR., OTTAWA, ON Client THE APPROVED SEPTIC SYSTEM DESIGN AS PREPARED BY HOULE CHEVRIER ENGINEERING LTD. MEETS ALL ONTARIO BUILDING CODE REQUIREMENTS AND MANUFACTURER SPECIFICATIONS IN EFFECT AT THE TIME THE DESIGN WAS PREPARED. HOULE CHEVRIER ENGINEERING LTD. DOES NOT WARRANT THE PERFORMANCE OR DURABILITY OF THE PROPOSED SEPTIC SYSTEM AND ITS COMPONENTS OR ASSUME LIABILITY FOR ANY DEFECTS OR ADVERSE PERFORMANCE CONCERNING THE PROPOSED SEPTIC SYSTEM Designed by M.R. Approved by A.C.H. SLAVKO INC. Date DEC 5, 2012 Project No Revision 0 Scale 1 : 400 SEPTIC DESIGN SITE PLAN FIGURE 1

12 Sand Mantle 15m (min) Proposed Installation Grades Approved Installation Grades (OCSSO) Existing Grades Permeable fill stabilized against Finished Grade erosion Geotextile 0.3m (Recommended) Clear Stone 0.3m (75mm or 100mm pipe) Mantle (if required) mm (min) Sand T= 6-10 min/cm WATERTABLE IMPERVIOUS SOIL BEDROCK 0.60 m Elev Toe mantle = Native m PROFILE VIEW 0.5 m 10.0 m 8.0 m 7.0 m 0.5 m Applicant: Slavko Inc. Municipality: Ottawa, ON 0.5 m Location: 6828 McKeown Dr. Date: Dec 4, 2012 Revision No.: 0 Scale: N.T.S Runs at m each at m centres (1.2m max) Header 3.0 m 4.0 m 6.0 m Scarification Required: Mantle Required: Clay Seal Required (0.1m min): Yes Yes Yes No No No Tile Runs Stone Layer: ## m² 0.5 m Permit #: Approved by: Date: PLAN VIEW Ottawa, ON (613) info@hceng.ca INSTALLATION PLAN AND PROFILE Detail: FIGURE 2