patersongroup Consulting Engineers May 4, 2016 PH2948-LET.01 Phoenicia Development 4100 Albion Road Ottawa, Ontario K1T 3W1

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1 Consulting Engineers May 4, Colonnade Road Ottawa, Ontario Canada, K2E 7J5 Tel: (63) Fax: (63) Phoenicia Development 400 Albion Road Ottawa, Ontario KT 3W Attention: Subject: Mr. Frank Ishraki Geotechnical Investigation Proposed Commercial Building 8228 Victoria Street, Ottawa (Metcalfe), Ontario Geotechnical Engineering Environmental Engineering Archaeological Studies Hydrogeology Geological Engineering Materials Testing Building Science INTRODUCTION At the request by Mr. Frank Ishraki of Phoenicia Development, Paterson Group Inc. (Paterson) conducted a geotechnical investigation for the proposed commercial building to be constructed at 8228 Victoria Street, Ottawa (Metcalfe), Ontario. The work has been carried out in accordance with Proposal No. PH2948-PRO.0, dated January 29, 206. The following report has been prepared specifically and solely for the aforementioned project which is described herein. The report contains the geotechnical findings and includes recommendations pertaining to the design and construction of the subject building and associated parking areas, as understood at the time of writing this report. Investigating the presence or potential presence of contamination on the subject property was not part of the scope of work of this present investigation. 2.0 PROPOSED DEVELOPMENT The subject site is occupied by an existing commercial building which is presently unoccupied. The existing building is serviced by a private drilled well and a Class 5 (holding tank) sewage system. Immediately south of the existing building is an asphalt parking lot. The remainder of the property is mostly grass covered with a few trees along the east and south property lines. The site is generally sloping from the northeast corner of the property to the southwest with a total topographic relief of the order of.8 m.

2 Page 2 It is being proposed to demolish the existing structure on the property and construct a new two storey, slab-on-grade building with residential apartments units on the upper level and commercial retail/office units on the lower level. The existing services on the property will be abandoned and the new building will be serviced by a Class 4 on site sewage system and a newly drilled well. The proposed building location and configuration along with the new private services are shown on the attached Test Hole Location Plan, Drawing No. PH FIELDWORK PROGRAM 3. Test Pit Program The field program for the geotechnical investigation was conducted on April 4, 206. At that time, five test pits (TP) were advanced, using a subcontracted rubber-tired backhoe, to depths ranging from 0.3 to 2.2 m depth below existing ground surface. The test pits were completed in the general vicinity of the proposed building and leaching bed area. The test pits were backfilled with the site excavated materials upon completion. All fieldwork was conducted under the full-time supervision of senior personnel from Paterson. The locations of the test pits are presented on the attached Test Hole Location Plan, Drawing No. PH Sampling and In Situ Testing The soil profile at each test pit was logged by direct examination of the sides of the test pits. Undrained shear strength testing, using a field vane apparatus, was carried out in the clay deposit. The results of the field testing are reported on the attached Soil Profile and Test Data Sheets. Representative soil samples were recovered from the walls and bottoms of the test pit excavations. All soil samples were initially classified on site, placed in sealed plastic bags and transported to our laboratory. The depths at which the samples were recovered are shown as G on the Soil Profile and Test Data sheets, which can be found attached. 3.3 Survey The ground surface elevations, at the test pit locations, were determined by a levelling survey carried out by Paterson. The elevations have been referenced to a temporary benchmark (TBM), established by others, consisting of the top of the existing well cap (old well) located on the propoerty. A geodetic elevation of m was provided for the TBM by others.

3 Page OBSERVATIONS 4. Subsurface Soil Profile Generally, the subsurface profile encountered at the test pit locations consists of topsoil/organic layer underlain by a fill layer, which in turn, is underlain by silty clay and/or glacial till. The fill layer consists of a mixture of sandy silt with some clay, boulders, bricks, concrete and wood pieces. The silty clay stratum is olive brown, weathered and very stiff in consistency throughout its depth. The glacial till deposit can be described as a compact heterogeneous mixture of sandy silt with some clay, gravel, cobbles and boulders. Specific details of the subsurface profile at each test pit location are presented on the attached Soil Profile and Test Data sheets. Based on available geological mapping, the bedrock in the area of the subject site consists of Dolomite from the Oxford Formation with an overburden thickness in the order of 3 and 5 m depth. Based on the water well record (WWR) for the newly drilled well on the site, bedrock was encountered at approximately 4.2 m depth. 4.2 Groundwater The groundwater level was recorded as the uppermost level water was observed seeping into the test pits. At the time of our fieldwork, groundwater was encountered in only two the test pits at depths varying between.6 m (el m) and 2.0 m (el m) bgs at TP 2 and TP, respectively. All other test pits were dry for their total investigated depths. It should be noted that groundwater levels are subject to seasonal fluctuations and, as such, the groundwater level could be higher at the time of construction. 5.0 DISCUSSIONS AND RECOMMEDATIONS 5. Geotechnical Assessment From a geotechnical perspective, the subject site is considered to be suitable for the construction of the proposed building using conventional shallow foundations placed on an engineered fill material or directly on an undisturbed silty clay or glacial till bearing surface. 5.2 Site Grading and Preparation Topsoil and existing fill materials, containing deleterious or organic materials, should be stripped from under any building, paved areas, pipe bedding and other settlement sensitive structures. Care should provided not to disturb adequate bearing soils at subgrade level during site preparation activities.

4 Page 4 Existing foundation walls and other construction debris should be entirely removed from within the proposed building perimeter. Under paved areas, existing construction remnants, if encountered, such as old foundation walls should be excavated to a minimum of m below final grade. Fill placed for grading beneath the proposed building footprint, unless otherwise specified, should consist of clean imported granular fill, such as Ontario Provincial Standard Specifications (OPSS) Granular A, Granular B Type I or II. The fill should be tested and approved prior to delivery to the site. The fill material should be placed in maximum 300 mm thick lifts and compacted to a minimum of 98% of the standard Proctor maximum dry density (SPMDD). Non-specified fill along with select site-excavated soil could be placed as general landscaping fill where surface settlement is not a concern. These materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If site-excavated and/or non specified fill materials are to be placed to increase the subgrade level for areas to be paved, these materials should be compacted in 300 mm lifts and compacted to a minimum density of 95% of the respective SPMDD. Non-specified existing fill and site-excavated soils are not suitable for placement as backfill against foundation walls, unless placed in conjunction with a composite drainage system. 5.3 Foundation Design The existing fill materials are not suitable on which to construct footings for the support of the new structure. Footings should be founded below the existing fill layer on an undisturbed silty clay and/or glacial till bearing surface or on a suitable prepared engineered backfill bearing surface. Footings founded on the approved undisturbed silty clay and/or glacial till bearing surface can be designed to a bearing resistance value at SLS of 50 kpa and a factored bearing resistance value at ULS of 225 kpa. A geotechnical resistance factor of 0.5 was applied to the bearing resistance values at ULS. An undisturbed soil bearing surface consists of one from which all topsoil and deleterious materials, such as loose, frozen or disturbed soil, have been removed prior to the placement of concrete for footings. The existing fill materials are considered to be unsuitable for use as a bearing medium below footings and for slab on grade construction. As such, it is recommended that all existing fill materials be removed to the in situ inorganic soil stratum within the total building area and within the zone of influence of the footings. The desire footing level can be reestablished with engineered granular backfill, where required.

5 Page 5 The in situ silty clay and/or glacial till strata are suitable subgrade media on which to place and compact select granular materials to construct an engineered granular fill bearing medium for footings. Undisturbed subgrade surfaces should be prepared prior to the placement of select granular fill materials. Within the zones of influence of the footings, the desired footing level should be re-established with OPSS Granular B Type II. The granular fill should be placed in lifts no greater than 300 mm thick and compacted to a minimum of 98% of the SPMDD. Footings constructed on a suitably prepared select granular fill bearing medium can be designed to a bearing resistance value at SLS of 50 kpa and a factored bearing resistance value at ULS of 225 kpa. A geotechnical resistance factor of 0.5 was applied to the bearing resistance values at ULS. The above detailed bearing resistance value for footings will be subjected to potential post construction total and differential settlements of 25 and 20 mm, respectively. Grade raises are not considered to be problematic at this site. It is recommended that this firm review the proposed site grading plan upon its completion. It is a requirement, for the bearing pressures recommended in this submission to be applicable, that all bearing surfaces and subgrade surfaces be inspected and approved by the geotechnical consultant prior to the placement of concrete for footings. 5.4 Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to a soil bearing medium when a plane extending horizontally and vertically from the footing perimeter at a minimum of.5h:v, passing through in situ soil or engineered fill of equal or higher capacity as the soil. 5.5 Design for Earthquakes The site class for seismic site response can be taken as Class C for foundations constructed at the subject site. A higher site class, such as Class B could be applicable for this site but a site specific seismic test is required. Refer to the latest revision of the 202 Ontario Building Code for a full discussion of the earthquake design requirements.

6 Page Slab-on Grade Construction For the construction of an essentially maintenance free slab-on-grade, it is recommended that all existing fill and organic materials be removed from within the building proper (and within the zone of influence of the footings). With the complete removal of all existing fill materials and topsoil, the uppermost in situ soil surface is a suitable subgrade medium on which to commence backfilling operations for slab-on-grade construction. OPSS Granular B Type I or II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab (outside the zones of influence of the footings). It is recommended that the upper 200 mm of sub-slab fill consist of an OPSS Granular A crushed stone material. Where footings will be bearing on the sub-slab fill, it is recommended that an OPSS Granular B Type II material be used. 5.7 Pavement Structure The recommended pavement structure for car only parking areas and for access lanes is listed below in Table and Table 2, respectively. With the removal of the surficial organic layer the subgrade media for the parking areas will consist of the existing fill materials. Prior to the placement of select granular materials the subgrade surface should be thoroughly compacted, under dry conditions, using heavy vibratory compaction equipment. The work should be carried out under the supervision of the geotechnical consultant. Table - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL-3 or Superpave 2.5 Asphaltic Concrete 50 BASE - OPSS Granular A Crushed Stone 300 SUBBASE - OPSS Granular B Type II SUBGRADE - Either existing fill, in situ soils or OPSS Granular B Type I or II material placed over in situ soil or fill

7 Page 7 Table 2 - Recommended Pavement Structure - Access Lanes and Heavy Truck Parking Areas Thickness (mm) Material Description 40 Wear Course - HL-3 or Superpave 2.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 9.0 Asphaltic Concrete 50 BASE - OPSS Granular A Crushed Stone 400 SUBBASE - OPSS Granular B Type II SUBGRADE - Either existing fill, in situ soils or OPSS Granular B Type I or II material placed over in situ soil or fill Minimum Performance Graded (PG) asphalt cement should be used for this project. The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 98% of the SPMDD. Satisfactory performance of the pavement structure is largely dependent on the contact zone between the subgrade material and the base stone being in a dry condition. Failure to provide adequate drainage under conditions of heavy wheel loading could result in the subgrade soil being pumped into the voids in the stone subbase. 6.0 RECOMMENDATIONS 6. Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effect of frost action. A minimum of.5 m thick soil cover (or equivalent) should be provided. Exterior unheated footings, such as isolated exterior piers, are more prone to deleterious movement associated with frost action than the exterior walls of the structure proper and require additional protection, such as soil cover of 2. m or a combination of soil cover and foundation insulation.

8 Page Foundation Drainage and Backfill The installation of a perimeter drainage system with a positive outlet is likely not feasible at this site. As such, it is important that the backfill material against the exterior sides of the foundation wall consist of free-draining non frost susceptible granular materials. Imported granular materials, such as clean sand or OPSS Granular B Type I granular material, can be used for this purpose. The greater part of the site excavated materials will be frost susceptible and are not recommended for placement as backfill against the foundation walls. Furthermore, it is important that the ground surface adjacent to the building be shaped to shed surface water away from the foundation. 6.3 Excavation Side Slopes The excavation side slopes in overburden materials should either be excavated to acceptable slopes or be retained by shoring systems from the beginning of the excavation until the structure is backfilled. Sufficient room should be available at this site to accommodate excavations by open-cut methods (i.e. unsupported excavations). If sufficient room is unavailable due to existing structures or property boundaries, a shoring system may be required. The excavation side slopes above the groundwater level extending to a maximum depth of 3 m should be excavated at H:V or shallower. The shallower slope is required for excavation below groundwater level. Slopes in excess of 3 m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should maintain safe working distance from the excavation sides. 6.4 Groundwater Control The groundwater flow rate into the excavation through the overburden should be low to moderate for expected founding levels of the proposed building. The contractor should be prepared to direct water away from all bearing surfaces and subgrades, regardless of the source, to prevent disturbance to the founding and/or subgrade media and to allow for proper field reviews to be conducted. Initially, a moderate to heavy influx of groundwater should be expected into excavations as the perched water within the fill stratum drains.

9 Page Winter Construction If winter construction is considered for this project, precautions should be provided for frost protection. The subsurface soil conditions mainly consist of frost susceptible materials. In presence of water and freezing conditions ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the installation of straw, propane heaters and tarpaulins or other suitable means. The excavation base should be insulated from subzero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. The trench excavations should be completed in a manner to avoid the introduction of frozen materials, snow or ice into the trenches. Where excavations are constructed in proximity of existing structures precaution to adversely affecting the existing structure due to the freezing conditions should be provided. 7.0 FIELD REVIEW AND TESTING A materials testing and observation program is required for the provided foundation design data to be applicable. The following aspects of the program should be performed by the geotechnical consultant: Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials used. Periodic observation of the condition of unsupported excavation side slopes in excess of 3 m in height, if applicable. Observation of all subgrades prior to backfilling. Field density tests to determine the level of compaction achieved. Sampling and testing of the bituminous concrete including mix design reviews.

10 Page STATEMENT OF LIMITATIONS The recommendations made in this report are in accordance with our present understanding of the project. Paterson requests permission to review the grading plan and building drawings and specifications once finalized. A geotechnical investigation of this nature is a limited sampling of a site. The recommendations are based on information gathered at the specific test locations and can only be extrapolated to an undefined limited area around the test locations. The extent of the limited area depends on the soil, bedrock and groundwater conditions, as well the history of the site reflecting natural, construction, and other activities. Should any conditions at the site be encountered which differ from the test locations, Paterson requests notification immediately in order to permit reassessment of the recommendations. The present report applies only to the project described in this document. Use of this report for purposes other than those described herein or by person(s) other than Phoenicia Development or their agent(s) is not authorized without review by Paterson Group for the applicability of the recommendations to the altered use of the report We trust that this satisfies your present requirements. Should you have any questions regarding this submission, please do not hesitate to contact the undersigned. Yours truly, PATERSON GROUP INC. Joe Forsyth, P.Eng. Geotechnical Engineer Albert Van Schie, C.E.T. Senior Associate Attachments: Soil Profile and Test Data sheets: TP to TP 5 Drawing No. PH2948-, Test Hole Location Plan Report Distribution: Phoenicia Development (3 copy) A. Dagenais & Associates Inc. (pdf copy) Paterson Group ( copy)

11 % 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. FILE NO. HOLE NO. PH2948 Backhoe DATE April 4, 206 TP -6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction Dark brown TOPSOIL 0.30 FILL: Dark brown sandy silt, some organics G 0.60 G 2 Very stiff, olive brown SILTY CLAY GLACIAL TILL: Sandy silt with some clay, gravel and cobbles End of Test Pit m depth) Shear Strength (kpa) Undisturbed Remoulded

12 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario April 4, 206 FILE NO. HOLE NO. PH2948 TP 2-6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Crushed stone 0.30 G FILL: Brown sandy silt, some clay, wood, boulders and construction debris GLACIAL TILL: Silty clay, some sand, gravel and cobbles End of Test Pit Slight groundwater infiltration at.6m depth (perched) Shear Strength (kpa) Undisturbed Remoulded

13 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario April 4, 206 FILE NO. HOLE NO. PH2948 TP 3-6 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction SILTY CLAY End of Test Pit 0.30 (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

14 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario April 4, 206 FILE NO. HOLE NO. PH2948 TP 3A-6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Sandy silt intermixed with some clay, cobbles, brick and concrete pieces 0.75 Very stiff SILTY CLAY End of Test Pit Top of footing at 0.45m depth - Underside of footing at 0.75m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

15 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario April 4, 206 FILE NO. HOLE NO. PH2948 TP 4-6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Mixture of silt, clay and topsoil 0.40 G 30 Very stiff, olive brown SILTY CLAY, trace sand and gravel 85.6 GLACIAL TILL: Sandy silt matrix with clay, gravel and cobbles End of Test Pit Old foundation encountered along north wall of TP between 0.2 and.2m depth - Debris consisting of brick, shingles, insulation, paver stones and rebar encountered adjacent to old foundation. (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

16 54 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY TBM - Top of well cap located on west property line and 0m north of southwest property corner. Geodetic elevation = 85.38m. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Mixed-Use Building 8228 Victoria Street Ottawa (Metcalfe), Ontario April 4, 206 FILE NO. HOLE NO. PH2948 TP 5-6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Mixture of organics, bricks, masonry debris with sand, silt and clay GLACIAL TILL: Silty sand matrix with some clay, gravel, cobbles, trace boulders End of Test Pit 2.20 depth) Shear Strength (kpa) Undisturbed Remoulded

17 C/L of Swale ROAD WIDENING LOT LINE LOT LINE ROAD WIDENING LOT LINE V I C T O R I A S T R E E T LOT LINE LOT LINE N 57 53' 0`` E 24.57m LOT LINE N 57 52' 0`` E 25.03m TOTAL 7 PARKING SPACE Depressed curb Landscaping 2 6 Concrete Sidewalk Bottom of Curb Landscaping Landscaping L O T 2 Concrete Sidewalk L O T C/L of Swale X Chainlink Fence X X X X IB%C (6) UP UP CB C/L of Road X X X Chainlink Fence 0.20%C Top of Well Cap Elevation = INV=84.59 SITE BENCHMARK 0.30 dia Tree Tree 0.70 dia Culvert Concrete Tree Asphalt Bottom of Curb RP SSIB 0.6 West 0.2 North CLF Position of IB(990) N 57 44' 0`` E 24.93m N 57 44' 0`` E 24.93m RP Existing Commercial Building Shed N 2 02' 0`` W 40.90m TP (83.6) TH TH TP3A TP (83.4) TP PROPOSED BUILDING TP TH TP SSIB per (P2) 0.30 dia Asphalt Driveway Concrete Sidewalk Existing Drilled Well TO BE ABANDONED IN ACCORDANCE WITH O.REG th L I N E R O A D Landscaping Interlocking Brick N 2 02' 0`` W 40.74m Maintenance Hole T/G=84.42 CB T/G=84.50 Maintenance Hole CB T/G=84.63 CB CB-I T/G=84.25 CB Inlet=84.42 T/G=84.24 Inlet=84.35 CB-I C/L of Road LS T/G= dia. Tree NEW DRILLED WELL LS Concrete Sidewalk LEGEND: Test Pit Location 206 Works Hand Auger Location 20 works x Existing Ground Surface Elev. x Proposed Ground Sruface Elev. (99.9) Groundwater Elevation April 4, 206 MFL Main Floor Level BFL Basement Floor Level T/C Top of Foundation Wall GFL Garage Floor Level USF Underside of Footing Surficial Flow Direction Final Grading: 2%Min., 7% Max. or Terrace Grade 3H:V Max. Existing Structure Proposed Structure Existing Tree BENCHMARK INFORMATION: TBM: Top of Well Cap at Front Property Line of Subject Property Approximate Geodetic Elevation = 85.38m REFERENCE: Base plan and topographic information obtained from Site Plan provided by A.Dagenais & Associates. 3/03/6 Issued With Report No. 0 DD/MM/YY DESCRIPTION REV. Consultant: consulting engineers Client: PHOENICIA DEVELOPMENT Project: PROPOSED COMMERCIAL BUILDING 8228 VICTORIA STREET OTTAWA (METCALFE), ONTARIO Drawing: TEST HOLE LOCATION PLAN Scale: Drawn by: :250 Date: 03/206 Drawing No.: PH2948- JB Checked by: AVS p:\autocad drawings\hydrogeology\ph29xx\ph2948-a.dwg