Kollaard File # Page 1

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1 Civil Geotechnical Structural Environmental Hydrogeology 210 Prescott Street, Unit 1 (613) P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) December 12, 2013 Kollaard File # Page 1 Anne Fitzpatrick Planning and Growth Management Planning & Growth Management Department 110 Laurier Avenue West, 4th floor Ottawa, Ontario K1P 1J1 Re: Planning Rationale RJS 2009 Holdings Inc. (Mr. Randy Speaker) Design Statement Proposed Light Industrial Building, Greely City of Ottawa, ON The subject property for this letter is a rectangular shaped lot consisting of about 0.42 hectares (~0.36 hectares, excluding easements) with a legal description of Parcel 6-7, Section 4M-351; Part of Block 6, Plan 4M-351, being Parts 32, 35 and 40 on Plan 4R-9237, except Part 4 on Plan 4R and Parcel 6-13, Section 4M-351;Part of Block 6, Plan 4M-351, being Part 4 on Plan 4R , Geographic Township of Osgoode, City of Ottawa, Ontario. The site is zoned Rural General Industrial RG3. For the purposes of this letter, Hiram Drive is considered to have a north-south orientation and is west of the site. The site is located within an industrial park. The site is bordered on the north by a vacant lot followed by Hiram Drive, on the west by Hiram Drive followed by vacant land, on the south by vacant land followed by a recently developed property on McKeown Drive and on the east by industrial development. Currently, the site consists of vacant, undeveloped land. Mr. Randy Speaker, the property owner, is proposing to construct a light industrial building, with an asphalt-surfaced entrance driveway and parking area, and a gravel driveway towards the rear of the building. The facility is to be for personal use to store collectible automobiles and motorcycles. However, based on the proposed building layout in the building plan drawings, it is considered that the building could in future, be used as an automobile service station. The building will be serviced by a well, onsite septic system, natural gas, hydro, cable and telephone. Professional Engineers Ontario Authorized by the Association of Professional Engineers of Ontario to offer professional engineering services.

2 Page 2 The building is likely to be a steel frame construction with a thickened edge, cast-in-place, concrete, slab on grade foundation. The proposed building will be located about 15 metres from west property line and about 3 metres from north property line. The proposed building location meets all of the required property line zoning setbacks. The proposed development is to consist of a building with a footprint of about 523 square metres, parking and access roadways, consisting partly of asphalt concrete surfaced and partly of granular surfaced areas of about 790 square metres and landscaped areas of about 2325 square metres. There are no trees of significance on the site that will be affected by the proposed development. Summary of Technical Studies Geotechnical Report A Revised Geotechnical Report was completed for the site by Kollaard Associates Inc in November of From the geotechnical report, the subsurface conditions consist of fill underlain by topsoil in some areas. The fill and topsoil layers are underlain by silty sand or silty clay. The fill material, encountered in one test pit, consists of sand with trace to some gravel, to a depth of about 0.3 metres. It is recommended that all fill materials and topsoil are to be removed from below the proposed concrete floor slab and the proposed founding level. The native silty clay and silty sand materials are adequate to support the proposed building on a conventional concrete foundation. The native soils (silty clay) at this site will be sensitive to disturbance from construction operations and from rainwater or snowmelt, and frost. In order to minimize disturbance, construction traffic operating directly on the subgrade should be kept to an absolute minimum and the subgrade should be protected from below freezing temperatures. Other than the above noted recommendation, there are no geotechnical concerns that would prevent normal development.

3 Page 3 Phase 1 Environmental Site Assessment (ESA) A Phase 1 Environmental Site Assessment was completed for the site by Kollaard Associates Inc. in July At that time, the site was vacant and undeveloped. The report indicated that the most significant environmentally related issue identified at the site is the potential for possible pesticide and herbicide residue from past agricultural use of the site, and that no further investigation was considered warranted at that time. Stormwater Management Report A Revised Stormwater Management Report was completed by Kollaard Associates Inc in December of The stormwater management design was completed in conformance with the criteria from the Shield's Creek Watershed Study. That is: The post-development runoff rate from the site will not exceed the runoff rate for the 5 year predevelopment design storm based on pre-development site conditions for all storm events to and including the 100 year design storm event; The 1:2 year post-development storm event will be controlled to 50% of the predevelopment 1:2 year storm event. Runoff quality control will be provided by means of a dry pond with sand filter, including a pretreatment vegetated filter strip, to ensure that runoff from the proposed new development will be treated to an enhanced level. The rationale for placing the stormwater pond in the location as designed is as follows: Because of the high percentage of the site affected by the 100 year flood plain, it is not physically possible to position the building, the septic bed and the stormwater management works outside of the flood plain. The stormwater management facility has been designed to be within the 100 year flood plain to allow the building to be located in the least hazardous area of the site. The site in question is an approved site for the construction of the proposed building based on the approved subdivision plans. The site is appropriately zoned for the proposed occupancy.

4 Page 4 High intensity local storm cells producing intensities up to and including a 100 year storm events typically do not result in major flooding of the municipal drains the size of the Osgoode Garden Municipal Drain. The bottom elevation of the storm pond is above the elevation of the top of bank of the municipal drain at the section which determined the 100 year flood plain elevation. As such, flooding onto the site from the municipal drain will only be expected to occur during a major (greater than 25 year return period) regional storm event. The designed storm facilities will provide the required storage and treatment for all local storm events to and including a 100 year storm event. The proposed facilities will provide storage volume for flood waters during a regional 100 year storm event which might cause backup on to the site. During a 100 year flood of the Osgoode Garden Municipal Drain, the entire site with the exception of the building and septic system will be submerged. Once submerged and below the flood level, the only runoff generated at the site during a storm event will be from the building roof. This runoff will be "stored" onsite due to the flooding of the municipal drain until the water level of the municipal drain lowers to below the site levels. As such, the proposed development will not have a significant detrimental impact to the environment from a stormwater management perspective. Hydrogeology Report A Hydrogeological Investigation Report was completed by Kollaard Associates Inc. for the site in July The report indicates that the water quality and quantity are sufficient to service the proposed development without significant impact to existing wells.

5 Page 5 From the above, the proposed light industrial building is in conformance with the zoning for the site. The proposed development is feasible from the perspective of the above noted technical reports. Sincerely, KOLLAARD ASSOCIATES INC. Dec Steven de Wit, P. Eng.