Geotechnical Investigation Proposed Retirement Residence Timberwalk Ottawa, Ontario

Transcription

1 September 6 REPORT ON Geotechnical Investigation Proposed Retirement Residence Timberwalk Ottawa, Ontario Submitted to: Claridge Homes Corporation - Gladstone Avenue Ottawa, ON KP Y6 REPORT Report Number: 46 Distribution: copies - Claridge Homes Corporation copy - Golder Associates Ltd.

2 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE Table of Contents. INTRODUCTION.... DESCRIPTION OF PROJECT AND SITE PROCEDURE SUBSURFACE CONDITIONS RETIREMENT RESIDENCE General Fill Peat Silty Clay to Clayey Silt Silty Sand Glacial Till Refusal and Bedrock Groundwater DISCUION General Overview Site Preparation Dynamic Replacement Excavation and Replacement General....4 Basement and Foundation Excavation.... Foundations..... Shallow Foundations Axial Resistance Resistance to Lateral Loads Frost Protection Piled Foundations Axial Resistance Resistance to Lateral Loading Frost Protection... 6 September 6 Report No. 46 i

3 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE..3 Rock-Socketed Cast-in-Place Concrete Caissons Axial Resistance Resistance to Lateral Loads Frost Protection Seismic Design Basement Floor Slab Basement and Foundation Wall Basement and Foundation Wall Backfill Lateral Earth Pressures Site Servicing Sidewalks and Hard Surfacing.... Pavement Design.... Corrosion and Cement Type ADDITIONAL CONSIDERATIONS CLOSURE... 4 Important Information and Limitations of this Report FIGURES Figure Site Plan Figure Grain Size Distribution Fill Figure 3 Grain Size Distribution Glacial Till APPENDICES APPENDIX A List of Abbreviations and Symbols Lithological and Geotechnical Rock Description Terminology Record of Test Pit, Probehole, Borehole and Drillhole Sheets APPENDIX B Unconfined Compressive Strength Testing Results APPENDIX C MASW Testing Results APPENDIX D Basic Chemical Analysis Results Exova Environmental Ontario Report No. 647 September 6 Report No. 46 ii

4 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE. INTRODUCTION This report presents the results of a geotechnical investigation carried out for a proposed retirement residence to be located at the intersection of Kanata Avenue and Maritime Way in Ottawa, Ontario. The purpose of this geotechnical investigation was to assess the general soil, bedrock, and groundwater conditions at the site by means of test pits, boreholes, and probeholes (collectively referred to hereafter as testholes), and to assess the shear wave velocity of the soil and bedrock by means of geophysical testing. Based on an interpretation of the factual information obtained, along with the existing subsurface information available for this site, a general description of the subsurface conditions across the site is presented. These interpreted subsurface conditions and available project details were used to prepare engineering recommendations on the geotechnical design aspects of the project, including construction considerations which could influence design decisions. It should be noted that the investigation was carried out for a much larger site (as shown on the Site Plan). However, the geotechnical recommendations provided in this report are only for the proposed retirement residence located at the western portion of the site. The reader is referred to the Important Information and Limitations of This Report which follows the text but forms an integral part of this document. September 6 Report No. 46

5 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE. DESCRIPTION OF PROJECT AND SITE Plans are being prepared for a new retirement residence (known as Timberwalk) to be located at the intersection of Kanata Avenue and Maritime Way in Ottawa, Ontario (see Key Map inset on Figure for location). The following is understood about the site and project: The property is bordered to the north and west by Maritime Way, to the south by Kanata Avenue, and to the east by a parcel of vacant land. The retirement residence property measures about 8 metres long (east-west) and 6 metres wide (northsouth) in plan area. The site is currently undeveloped and is partially vegetated with grasses and shrubs. The retirement residence will be L shaped. Each wing will be about to metres long and to metres wide. The building will be 6 storeys in height and will have one level of underground parking. The finished floor elevation for the retirement residence is proposed to be at 98. metres and the basement floor slab at about 9. metres. A common space courtyard is proposed within the southeast portion of the building. Based on a review of the published geological mapping, the subsurface conditions at this site are expected to consist of shallow bedrock at the eastern portion of the site and peat at the western portion of the site. The bedrock surface is indicated to be near ground surface at the eastern portion of the site, where bedrock outcrops are observed to exist adjacent to Kanata Avenue. To the west, the bedrock surface is indicated to slope downward, with depths increasing to about to metres. Published bedrock geology maps indicate that this site is underlain by undifferentiated Precambrian era metamorphic and igneous rocks as well as sandstone bedrock of the March Formation. September 6 Report No. 46

6 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 3. PROCEDURE The fieldwork for the subsurface investigation for the overall site (and not just the retirement residence site) was carried out in various stages between September and February 6. During that time, the following test holes were put down at the approximate locations shown on the attached Site Plan (Figure ). Twelve test pits (numbered - to -, inclusive) were excavated using a track-mounted hydraulic excavator supplied and operated by Glenn Wright Excavating of Ottawa, Ontario. The test pits were advanced to depths ranging from about. to 6.8 metres below the existing ground surface. Four boreholes (numbered - to -4, inclusive) were advanced using a track-mounted hollow-stem auger drill rig supplied and operated by Marathon Drilling Company of Ottawa, Ontario. These boreholes were initially advanced to practical refusal to augering, which occurred at depths ranging from about.3 to.4 metres below the existing ground surface. Upon encountering refusal to auger advancement, all of these boreholes were advanced into the bedrock, for lengths ranging from about.6 to 3.7 metres, using rotary diamond drilling techniques while retrieving NQ sized bedrock core. Eight boreholes (numbered 6-, 6-, 6-3, 6-, 6-6, 6-9, 6-, and 6-) and five probeholes (numbered 6-4,6-4A, 6-7, 6-8, and 6-) were advanced using a track-mounted hollow stem drill rig or portable drilling equipment supplied and operated by CCC Geotechnical and Environmental Drilling of Ottawa, Ontario. These testholes were advanced to practical refusal to augering or casing advancement, which occurred at depths ranging from about. to 3.8 metres below the existing ground surface. Upon encountering refusal, the eight boreholes were advanced into the bedrock for lengths of about. to 3. metres, using rotary diamond drilling techniques while retrieving NQ sized bedrock core. The soils exposed on the sides of the test pits were classified by visual and tactile examination. The groundwater seepage conditions were observed in the test pits during the short time they remained open. The test pits were loosely backfilled and nominally compacted using the excavator bucket upon completion of excavating and sampling. The probeholes were advanced by means of augering or wash boring. The subsurface conditions within the probeholes were classified by visual examination of the cuttings and resistance of augering or wash boring. Standard penetration tests (SPTs) were carried out at regular intervals of depth within the boreholes, and samples of the soils encountered were recovered using split spoon sampling equipment. In situ vane testing was carried out where possible in the silty clay to assess the undrained shear strength of this soil unit. Monitoring wells were sealed into selected boreholes (-, -4, 6-, 6-3, 6-6, 6-9 and 6-) to allow for subsequent groundwater measurement and for carrying out in-situ hydraulic conductivity testing. The water levels in the monitoring wells were measured on March 7, 6 and August, 6. The hydraulic conductivity testing was carried out on August, 6. The fieldwork was supervised by experienced technicians from our engineering staff who located the testholes, directed the drilling and excavation operations, logged the testholes and samples, and took custody of the soil and bedrock samples retrieved. September 6 Report No. 46 3

7 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE Upon completion of the drilling and excavation operations, samples of the soil and bedrock obtained from the testholes were transported to our laboratory for further examination by the project engineer and for laboratory testing. The laboratory testing included moisture content determination, organic content determination, grain size distribution, and unconfined compressive strength (UCS) testing. One sample of soil from borehole 6- was submitted to Exova Environmental Ontario Laboratories for basic chemical analysis related to potential corrosion of buried ferrous elements and sulphate attack on buried concrete elements. The testholes were selected, marked in the field, and subsequently surveyed by Golder Associates personnel. The position and ground surface elevation at each testhole location was determined using a Trimble R8 GPS survey unit. The elevations are referenced to Geodetic datum. Shear wave velocity profiling, which was completed using the Multi-Spectral Analysis of Surface Waves (MASW) technique, was carried out on March, 6 by Golder Associates personnel. A detailed description of the procedure used for the MASW testing is provided in Appendix C. September 6 Report No. 46 4

8 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 4. SUBSURFACE CONDITIONS RETIREMENT RESIDENCE 4. General Information on the subsurface conditions from the current investigation is provided as follows: The Record of Test Pit, Probehole, Borehole and Drillhole Sheets are provided in Appendix A. The results of water content and organic content determination are shown on the Record of Borehole Sheets. The results of the UCS testing on selected bedrock core samples are provided in Appendix B. The results of the MASW testing are provided in Appendix C. The results of the basic chemical analysis are provided in Appendix D. The results of the grain size distribution testing are provided on Figures and 3. In general, the subsurface conditions on the northern and western portions of this site (in the area of the retirement residence) consist of thick layers of fill and peat, overlying deposits of silty clay, silty sand and/or glacial till, over sandstone bedrock. The following sections present a more detailed overview of the subsurface conditions encountered at the testholes located within the vicinity of the proposed retirement residence only (i.e., testholes - to -, -3, -4, 6- to 6-6, and 6-4A). Information on the subsurface conditions encountered in the other testholes is provided in Appendix A, but is not discussed further herein. 4. Fill Fill was encountered at all of the testholes put down in the area of the retirement residence building, except borehole 6-. The fill varies from about.3 to 9. metres in thickness, and varies in composition from rock fill, silty sand, to sandy silt, to sand and gravel, to silty clay, to peat, to cobbles and boulders (rock fill). Decomposed wood, concrete pieces, and weathered shale fragments were also encountered in the fill. SPTs carried out within the fill gave N values ranging from to greater than blows per.3 metres of penetration, indicating a highly variable (very loose to very dense) state of packing. The higher N values likely reflect the presence of rock fill, cobbles, and/or boulders, rather than the actual state of packing of the soil matrix. Diamond drilling techniques were required to advance through the rock fill in some of the boreholes. The measured water content on one sample of the fill containing peat was 8 percent. The measured organic content on one sample of the fill containing peat was 7 percent. The results of grain size distribution testing which was carried out on one sample of the fill are provided on Figure. 4.3 Peat Peat is present at the existing ground surface at borehole 6- and beneath the fill at test pit - and boreholes -3, 6-3 and 6-6. Where present, the peat varies in thickness from about.6 to 3.9 metres, and extends to depths varying from about.9 to 7.9 metres below the existing ground surface. The peat is generally fibrous, wet, and dark brown to black in colour. At borehole 6-, the lower portion of the peat is intermixed with silty sand and contains wood, roots and shells. At borehole 6-6, the peat is mixed with silty clay and contains decomposed wood. September 6 Report No. 46

9 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE SPTs carried out within the peat gave N values ranging from to 4 blows per.3 metres of penetration. The measured water contents on two samples of the peat were and 49 percent. The measured organic content on one sample of the peat was 43 percent. 4.4 Silty Clay to Clayey Silt A discontinuous layer of grey silty clay to clayey silt exists below the fill or peat at test pit - and boreholes 6-, 6-, and 6-3. Where fully penetrated, the clayey soil ranges in thickness from about. to.8 metres and extends to depths of about 8. to. metres below the existing ground surface. The clayey soil was not fully penetrated at test pit -, but was proven to a depth of about.3 metres below the existing ground surface. In situ vane testing carried out within the clayey soil measured undrained shear strengths ranging between about 3 and 6 kilopascals, indicating a firm to stiff consistency. The measured water contents on samples of the clayey soil ranges from about 4 to 7 percent, with exception of one sample from borehole 6-3, which was retrieved immediately above the bedrock surface. The measured water content for that sample is about 8 percent. 4. Silty Sand A localized layer of silty sand containing some gravel and weathered sandstone fragments was encountered at borehole 6-6. The silty sand layer is about.4 metres thick and extends to a depth of about 9. metres below the existing ground surface. One SPT carried out within the silty sand gave an N value of 4, indicating a compact state of packing. Diamond drilling techniques were also required to advance through the lower portion of the silty sand layer. 4.6 Glacial Till A deposit of glacial till exists beneath the peat or silty clay at test pit - and boreholes 6-, 6-, and 6-. The glacial till was fully penetrated in the boreholes, where it was proven to depths ranging from about 4. to 3.8 metres below the existing ground surface. At test pit -, the glacial till was proven to depth of about 4.6 metres below the existing ground surface prior to entering practical refusal to excavating on nested cobbles and boulders. The glacial till generally consists of a heterogeneous mixture of gravel, cobbles and boulders in a matrix of sandy silt to silty sand. At borehole 6-, the upper portion of the deposit consists of sand, gravel, cobbles, and boulders in a matrix of clayey silt. SPTs carried out within the glacial till gave N values ranging from to greater than blows per.3 metres of penetration, indicating a very loose to very dense (but generally very loose to compact) state of packing. The higher N values likely reflect the presence of cobbles and/or boulders within the glacial till or the bedrock surface, rather than the state of packing of the soil matrix. The results of grain size distribution testing which was carried out on one sample of the glacial are provided on Figure 3. September 6 Report No. 46 6

10 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 4.7 Refusal and Bedrock Practical refusal to excavating, on nested cobbles and boulders, was encountered in test pit - at about 4.6 metres depth below the existing ground surface. Practical refusal to augering was encountered in probehole 6-4 at a depth of about.7 metres below the existing ground surface. However, this shallow auger refusal is due to presence of cobbles and/or boulders within the fill. Probehole 6-4A was subsequently advanced adjacent to 6-4 using wash boring techniques. Based on the drilling resistance observed within probehole 6-4A, the bedrock surface was inferred to exist at a depth of about 9. metres (i.e., about elevation 87.3 metres) at this location. At the boreholes, the bedrock surface was confirmed using rotary diamond drilling techniques. The following table summarizes the ground surface elevation, depth to bedrock, and bedrock surface elevation at the borehole and probehole locations: Borehole/Probehole Number Ground Surface Elevation (m) Depth to Bedrock Surface (m) Bedrock Surface Elevation (m) A () 87.7 () Note: () Inferred based on drilling resistance The bedrock encountered generally consists of slightly weathered to fresh, thinly to medium bedded, light brown to grey sandstone bedrock. The Rock Quality Designation (RQD) values measured on the recovered bedrock core samples varies from to percent, but is more generally between and percent, indicating a fair to excellent quality rock. The results of UCS laboratory testing carried out on samples of the bedrock core are summarized in the table below and are provided in Appendix B. The UCS values of 86 and megapascals indicate that the bedrock is strong to very strong. Borehole Number Sample Depth (m) Bulk Density (g/cm 3 ) UCS (MPa) September 6 Report No. 46 7

11 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 4.8 Groundwater Monitoring wells were sealed into boreholes -4, 6-, 6-3, and 6-6 located within or near the footprint of the proposed retirement home building. The groundwater levels in the monitoring wells were measured on March 7, 6 and August, 6. The hydraulic conductivity testing was carried out on August, 6. The groundwater levels and estimated hydraulic conductivities are summarized in the table below: Borehole Number Ground Surface Elevation (m) Geological Unit Sandstone Bedrock Water Level Elevation / Depth (m) Mar 7, 6 Aug, / /.98 Estimated Hydraulic Conductivity (cm/s) x Glacial Till 94.3 / / 3.66 x Fill 93.8 / / Sandstone Bedrock 93.3 / / 3.3 x - It should be noted that groundwater levels are expected to fluctuate seasonally. Higher groundwater levels are expected during wet periods of the year, such as spring. September 6 Report No. 46 8

12 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE. DISCUION. General This section of the report provides engineering recommendations on the geotechnical design aspects of the project based on our interpretation of the testhole information and project requirements. The recommendations presented herein are subject to the limitations in the Important Information and Limitations of This Report attachment which follows the text of this report but forms an integral part of this document. The foundation engineering recommendations presented in this section have been developed in a manner consistent with the procedures outlined in Part 4 of the Ontario Building Code (OBC) for Limit States Design.. Overview It is understood that the proposed retirement residence will be 6 storeys in height and will have one level of underground parking. It is also understood that the finished floor elevation for the new building is proposed to be at 98. metres and the basement floor slab will be at about elevation 9. metres. More detailed geotechnical recommendations are provided in the following sections of the report; however, the following list summarizes some key geotechnical issues associated with this project: The foundation loads for the 6 storey structure will be significant and will need to be supported on the underlying bedrock by means of a combination of the following foundations options: Spread footings founded on or within the bedrock; Spread footings founded on mass concrete that extends to the bedrock surface; Drilled cast-in-place concrete caissons socketed into the bedrock; and/or, Steel piles driven to the bedrock surface. The proposed structure can be designed using a seismic Site Class B provided that the shear walls are extended to the bedrock surface, using either spread footings or caissons. Otherwise, a Site Class C would be required. A large portion of the site is underlain by thick deposits of peat. Peat was encountered at the ground surface within the proposed building footprint as well as at significant depths (up to about 8 metres) below the existing fill. The peat is not considered acceptable for the support of the basement floor slab, or any site grading fill. The peat can remain below the building provided that a reinforced structural floor slab is used. This option would also require a sub-floor venting system to prevent the accumulation of methane gas. Elsewhere on the site, consideration could be given to subexcavating the peat and replacing with compacted engineered fill. Alternatively, consideration could be given to carrying out a ground improvement program, such as by means of Dynamic Replacement (DR). Should peat removal be required, it should be possible to handle the groundwater inflow to the excavation by pumping from well filtered sumps established in the floor of the excavation. The actual rate of groundwater inflow into the excavation will depend on many factors, including: the contractor s schedule and rate of excavation, the size of the excavation and the time of year at which the excavation is made. Also, there may September 6 Report No. 46 9

13 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE be instances where significant volumes of precipitation, surface runoff and/or groundwater collects in an open excavation, and must be pumped out. It is anticipated that the rate of groundwater inflow into the excavation could exceed 4, litres per day and therefore could require a Permit-To-Take-Water (PTTW). If peat removal is not required and the excavation depth is limited to an elevation of about 94 metres, groundwater inflow could occur during wet periods of the year (i.e., spring and fall) and after significant rainfall events. A registration in the Environmental Activity and Sector Registry (EASR) may instead be required to dewater excavations during these periods..3 Site Preparation As previously noted, a large portion of the site is underlain by thick deposits of peat and fill. The approximate extent of the peat at this site is shown on the attached Site Plan (Figure ). The peat is not considered acceptable for the support of the basement floor slab or grade sensitive features (i.e., parking, sidewalks, patio stones, etc.). It is understood that the proposed retirement residence will be designed with a reinforced structural basement floor slab. Therefore, the peat and fill may be left beneath the structure. However, elsewhere on the site, the loads from the site grading fill will overstress the peat and potentially lead to excessive settlements. This being the case, it is recommended that the subgrade (outside of the building footprint), which is underlain by peat and fill, be conditioned to reduce the amount of post development settlement. The following two options could be considered: Ground improvement method by means of Dynamic Replacement (DR), which is understood to be the preferred option; and, Excavate and replace the existing fill and underlying peat with granular fill..3. Dynamic Replacement Based on discussions with a ground improvement contractor, one of the ground improvement techniques which is considered feasible for this site would be Dynamic Replacement (DR). DR involves creating large diameter aggregate columns by dropping a to tonne weight from heights of to metres. This method creates reinforced columns of aggregate within the softer peat and fill. Once the columns have been created, they are filled with aggregate, and then the site brought up to final grade with engineered fill. Based on a review of the testhole information and site condition, the ground improvement contractor indicated that the post construction settlements should be less than millimetres, and likely in the range of millimetres. It is understood that these settlements are acceptable to Claridge Homes, and they recognize that some long-term maintenance (i.e., padding the parking lots, re-levelling patio stones, etc.) will be required to address these potential settlements..3. Excavation and Replacement An alternative to the ground improvement method is to excavate the peat and replace it with compacted engineered fill. This method would only be feasible where the peat is present at shallow depths. The backfill should be placed in maximum 3 millimetre thick lifts and be uniformly compacted to 9 percent of the material s standard Proctor maximum dry density. September 6 Report No. 46

14 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE This method is considered feasible for the area where peat is near the existing ground surface (such as at borehole 6-). However, the peat at most portions of the site underlies the existing fill and extends to significant depths (up to about 8 metres below the existing ground surface) and therefore this work will require excavation below the groundwater level. Significant dewatering will be required to allow for the excavation and compaction to occur in dry conditions..3.3 General Beneath structures and hard surfaced areas, any topsoil and vegetation should be removed prior to construction..4 Basement and Foundation Excavation It is understood that the basement floor level will be at elevation 9. metres. It is expected that the excavation will extend about metre below that level, to accommodate the foundation construction, such that the founding level will be at about elevation 94 metres. Excavations for the construction of the foundations be through the fill and peat. No unusual problems are anticipated in excavating the overburden soil using conventional hydraulic excavating equipment recognizing that significant amounts of rock fill, cobbles, and boulders will be encountered. The Occupational Health and Safety Act (OHSA) of Ontario indicates that side slopes in the rock fill above the water table could be sloped no steeper than horizontal to vertical (i.e., Type 3 soil). For the peat, and fill material below the water table, the excavation side slopes will slough to a shallower inclination and could possibly remain stable at about horizontal to vertical. However, in accordance with the OHSA of Ontario, the soils below the water table, and the peat, would generally be classified as Type 4 soils, and excavation side slopes must be sloped at a minimum of 3 horizontal to vertical, or be shored. Boulders larger than.3 metres in diameter should be removed from the excavation side slopes for worker safety. Depending on space restrictions, shoring may be required to carry out the excavations. Further guidelines on shoring systems can be provided if and when required. At the time of this investigation, the groundwater level within the area of the proposed retirement residence ranged range between approximately 93. and 94.3 metres, which is below the anticipated excavation depth (i.e., about 94 metres). However, some groundwater inflow into the excavations should still be expected. It should be possible to handle the groundwater inflow by pumping from well filtered sumps established in the floor of the excavations. Under the new regulations (O.Reg 63/6 and O.Reg 387/4), a PTTW is required from the Ministry of the Environment and Climate Change (MOECC) if a volume of water greater than 4, litres per day is pumped from the excavations under normal operation. If the volume of water to be pumped will be less than 4, litres per day, but more than, litres per day, the water taking will not require a PTTW, but will need to be registered in the EASR as a prescribed activity. Since the excavations will likely be above the groundwater level, it is considered unlikely that a PTTW would be required.. Foundations In general, the subsurface conditions in the area of the proposed retirement residence consist of thick layers of fill and peat, overlying discontinuous deposits of silty clay, silty sand and/or glacial till, over sandstone bedrock. The depth to the bedrock surface is quite variable across the building footprint, ranging from about elevation 83.6 metres at the northeastern corner of the building to about elevation 9.4 metres at the southwestern corner of the building. September 6 Report No. 46

15 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE It is understood that the finished floor elevation for the new building is proposed to be at 98. metres and that the basement floor slab is at elevation 9. metres; the underside of the foundations will likely be at about elevation 94 metres. Based on these elevations, it appears that the bedrock surface would be within about 4 to metres of the underside of foundations on the southern portion of the building and about 7 to metres of the proposed underside of foundations for the remainder of the building. The fill and/or peat that underlies the building are not considered suitable to support the loads from the structure; these loads would lead to very large and unacceptable settlements. This being the case, a deep foundation system should therefore be used to transfer the foundation loads through the fill and/or peat to a more competent bearing stratum at depth (i.e., down to the bedrock surface). Two foundation options that could be considered where the bedrock is deep would be: Rock-socketed cast-in-place concrete caissons; or, Driven steel pile foundations. As previously noted, the underside of foundations of the new structure would be within about 4 to metres of the bedrock surface on the southern portion of the building. A foundation alternative that could be considered where the bedrock is shallower would be: Spread footings founded on or within the bedrock; or, Spread footings founded on mass concrete that extends to the bedrock surface. Spread footings bearing on the glacial till are not recommended. The glacial till is wet and therefore likely quite sensitive to disturbance. In addition, differential settlement could occur in the area where footings are founded on both glacial till and bedrock due to the different settlement properties of these materials. It is therefore proposed that the entire structure be supported on the underlying bedrock using deep foundations and/or shallow spread footing foundations... Shallow Foundations For shallow spread footings, the overburden soils below the columns and foundation walls could be excavated down to the bedrock surface and then either: ) Spread footings constructed directly on the deeper bedrock surface; or ) The excavation filled back up to a higher founding level using mass lean concrete.... Axial Resistance Provided there are no continuous soil-filled seams (i.e., mud seams ) present at shallow depth in the bedrock below the founding level, footings on the bedrock surface, or on a platform of lean concrete (compressive strength of greater than megapascals) extending down to the bedrock surface, may be designed using an Ultimate Limit States (ULS) factored bearing resistance of 3, kilopascals. Provided the bedrock surface is properly cleaned of soil and weathered material at the time of construction, the settlement of footings sized using the above factored bearing resistance should be negligible, and therefore Serviceability Limit States (SLS) need not be considered. September 6 Report No. 46

16 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE Highly weathered or fractured bedrock, which includes bedrock which can be excavated using hydraulic excavating equipment with only moderate effort, would either need to be removed or alternatively a lower bearing resistance value used. The rock bearing surface should be inspected by qualified geotechnical personnel to confirm that that the surface has been acceptably cleaned of soil, and that weathered or excessively fractured bedrock has been removed.... Resistance to Lateral Loads The ultimate resistance of the footings to lateral loading may be calculated using a ULS friction value of.7 (unfactored) across the interface between the footing and the bedrock....3 Frost Protection All perimeter and exterior foundation elements or interior foundation elements in unheated areas should be provided with a minimum of. metres of earth cover for frost protection purposes. Isolated, unheated exterior footings adjacent to surfaces which are cleared of snow cover during winter months should be provided with a minimum of.8 metres of earth cover. It is expected that these requirements will be satisfied for all of the structure footings due to the deep founding level required to accommodate the below-grade parking... Piled Foundations It is considered that, where the bedrock surface starts to deepen, and that mass concrete is no longer feasible, the new structure can be supported on driven steel pipe piles. However, the rock fill and/or glacial till that overlies the bedrock at this site contains numerous cobbles and boulders. It is expected that some of the piles will have difficulty penetrating to the bedrock at depth and may hang up at shallower depth in the rock fill or glacial till. Pre-drilling of the overburden will likely be required for the majority of the piles, and a provision for pre-drilling should be included in the budget. For piles which are less than about 3 metres in length ( short piles ), the shallow depth of the overburden soil may not provide adequate resistance to lateral movement and the pile may not be stable. For this circumstance, to improve the stability of the pile, consideration could be given to providing structural fixity between the pile and the pile cap as well as between the pile and the bedrock surface. The structural fixity at the pile cap would be designed by the structural engineer but would likely involve increasing the embedment length of the pile into the pile cap. At the bedrock surface, the piles could be socketed into the bedrock so that rotation will be prevented. The piles would be installed in a borehole drilled into the bedrock. A cased hole would first be drilled through the overburden, a socket drilled into the bedrock, the borehole flushed and filled with grout, and the pile would be inserted. With this arrangement, there should be no technical restriction on the minimum pile length.... Axial Resistance As one possible design example, the ULS factored structural resistance of a 4-millimetre diameter steel pipe pile, with a wall thickness of at least 9 millimetres, may be taken as, kilonewtons. This assumes that steel with a yield stress of 3 megapascals and concrete with a compressive strength of 3 megapascals are used. The ULS factored geotechnical resistance of the pile, if founded on bedrock, should equal or exceed the structural resistance if the piles are installed using an appropriate set criteria and using a hammer of sufficient energy. September 6 Report No. 46 3

17 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE Pipe piles must be equipped with a base plate having a thickness of at least millimetres to limit damage to the pile tip during driving. For piles end-bearing on or within bedrock, SLS generally do not govern the design since the stresses required to induce millimetres of movement (i.e., the typical SLS criteria) exceed those at ULS. Accordingly, the post-construction settlement of structural elements which derive their support from piles bearing on bedrock should be negligible. The pile termination or set criteria for driven piles will be highly dependent on the pile driving hammer type, helmet, selected pile, and length of pile. All of these factors must be taken into consideration in establishing the driving criteria to ensure that the piles will have adequate capacity, but are not overdriven and damaged. In this regard, it is a generally accepted practice to reduce the hammer energy after abrupt peaking is met on the bedrock surface, and to then gradually increase the energy over a series of blows to seat the pile. As previously noted, the depth to the bedrock surface varies across the site. Some pile bending or breakage should be expected. The piles should therefore be equipped with rock points (i.e., such as Titus SK-64 rock injector points) to assist in seating the piles on the sloping bedrock surface. Further, the driving energy should be reduced by about 7 percent (i.e., to percent of the nominal driving energy) when contact with the bedrock is made. The lower energy should be maintained to chip the rock injector point into the bedrock, after which the energy may be gradually increased to the design set. Relaxation of the piles following the initial set could result from several processes, including: Softening of the bedrock into which the piles are driven; Dissipation of negative excess pore water pressures in the dense silty soil (glacial till) above the bedrock surface; and, Driving of adjacent piles. Provision should therefore be made for restriking all of the piles at least once to confirm the design set and/or the permanence of the set and to check for upward displacement due to driving adjacent piles. Piles that do not meet the design set criteria on the first restrike should receive additional restriking until the design set is met. All restriking should be performed no sooner than 4 hours after the previous set. It is recommended that dynamic monitoring and capacity testing be carried out (by the contractor) at an early stage in the piling operation to verify both the transferred energy from the pile driving equipment and the load carrying capacity of the piles. Further guidelines can be provided on the testing frequency to be included in the specification once the foundation design has been finalized. However, as a preliminary guideline, the specification should require that at least percent of the piles be included in the dynamic testing program. Case method estimates of the capacities should be provided for all piles tested. These estimates should be provided by means of a field report on the day of testing. As well, Case Pile Wave Analysis Program (CAPWAP) analyses should be carried out for at least one third of the piles tested, with the results provided no later than one week following testing. The final report should be stamped by an engineer licensed in the province of Ontario. September 6 Report No. 46 4

18 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE The purpose of the Pile Driving Analyzer (PDA) testing will be to confirm that the contractor s proposed set criteria is appropriate and that the required pile geotechnical capacity is being achieved. It will therefore be necessary for the piles to have sufficient structural capacity to survive that testing, which could require a stronger pile section than would otherwise be required by the design loading. For example, for the PDA testing to be able to record/confirm a factored geotechnical resistance of, kilonewtons (per the previously indicated design example), it will be necessary to successfully proof load the tested piles to 3, kilonewtons during the PDA testing (per the resistance factor of. to be applied to PDA test results). However, that proof load may exceed the actual structural capacity of the piles. If the piles fail (structurally) at a lower load, then the full geotechnical capacity cannot be confirmed (and piles will have been damaged and will need to be wasted). The following options could therefore be considered: Piles with a higher structural capacity could be specified (i.e., piles with a ULS factored structural resistance higher than the factored geotechnical resistance, and higher than required by the design loading), so that the piles can be successfully tested to the required loading, so that the geotechnical capacity can then be confirmed by the PDA testing. This option could significantly increase the cost of the piled foundations (due, for example, to the increased wall thickness or diameter of pile that would be used). It might be feasible to use these stronger piles only for those that will be tested, however, this option would not permit random testing of the production piles, as is typically part of a PDA testing program. A reduced ULS factored geotechnical resistance could be used for the design (e.g.,, kilonewtons instead of, kilonewtons), such that the piles would have sufficient structural capacity to be loaded to twice the design geotechnical resistance. This option would again increase the cost for the piled foundations, by increasing the number of piles that would be required. Static load testing could be carried out, rather than PDA testing, to confirm ULS geotechnical resistance of the piles since the OBC/NBCC specify a resistance factor of.6 for static load tests (instead of.). However, it may still not be feasible to prove the full geotechnical resistance. The foundation and piling specifications should be reviewed by Golder Associates prior to construction tendering and the contractor s submission (i.e., shop drawings, equipment, procedures, and set criteria) should be reviewed by the geotechnical consultant prior to the start of piling. Piling operations should be inspected on a full time basis by geotechnical personnel to monitor the pile locations and plumbness, initial sets, penetrations on restrike, and to check the integrity of the piles following installation. Vibration monitoring should be carried out during pile installation to ensure that the vibration levels at the existing surrounding structures and utilities are maintained below tolerable levels. A maximum peak particle velocity of millimetres per second is recommended. The piles further from the existing structures and utilities should be driven first, in order to check the vibration level at the existing structures and, if necessary, alter the pile driving criteria for the remaining piles.... Resistance to Lateral Loading It is understood that all of the lateral loading will be resisted by the rock socket caissons. September 6 Report No. 46

19 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE...3 Frost Protection All perimeter and exterior foundation elements or interior foundation elements in unheated areas should be provided with a minimum of. metres of earth cover for frost protection purposes. Isolated, unheated exterior footings adjacent to surfaces which are cleared of snow cover during winter months should be provided with a minimum of.8 metres of earth cover. It is expected that these requirements will be satisfied for all of the structure footings due to the deep founding level required to accommodate the below-grade parking...3 Rock-Socketed Cast-in-Place Concrete Caissons It is understood that the core of the structure and the shear walls will be supported on rock-socketed cast-in-place concrete caissons. The use of a liner or casing will be required in order to advance the caissons with minimal loss of ground, since the overburden materials would not stand unsupported. It is also recommended that the casings be left in-place as a permanent component of the caissons. Otherwise, if the casings are withdrawn during concreting, there is a risk of creating defects due to the movement of soil into the concrete. Additionally, it will be difficult to clean the bedrock socket/surface, even with the use of casings, unless the casings are (nominally) socketed into the bedrock. The axial resistance of caisson foundations is primarily based on side-wall (shaft) shear rather than end-bearing. The caissons should therefore be socketed into the bedrock and designed based on side-wall shear resistance. To provide full fixity, the caissons should be provided with a minimum socket length equal to times the socket diameter. A minimum caisson diameter of.9 metres is recommended, to facilitate inspection. Since it may not be feasible to dewater the sockets, it should be planned to construct the caissons in the wet, using tremie techniques. Casing installation through the bouldery rock fill or glacial till will be difficult. The foundation installation contractor should be made aware that significant amounts of chiseling/churn drilling (or other methods) will be required to advance the caissons through the rock fill and glacial till. The sandstone bedrock at this site is strong to very strong. The caisson rock sockets will therefore have to be advanced by rock coring, chisel/churn drilling, and/or a down-the-hole hammer techniques...3. Axial Resistance Rock-socketed caissons should be designed based on the side-wall (shaft) resistance of the rock socket and a factored geotechnical resistance at ULS of, kilopascals. SLS resistances do not apply to caissons socketed in the bedrock, since the SLS resistance for millimetres of settlement is greater than the factored axial geotechnical resistance at ULS...3. Resistance to Lateral Loads It is understood that all of the lateral loads will be transferred to the underlying bedrock via the rock socketed caissons. The factored passive lateral resistance of the bedrock may be taken as megapascals at ULS. September 6 Report No. 46 6

20 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE..3.3 Frost Protection All perimeter and exterior foundation elements or interior foundation elements in unheated areas should be provided with a minimum of. metres of earth cover for frost protection purposes. Isolated, unheated exterior footings adjacent to surfaces which are cleared of snow cover during winter months should be provided with a minimum of.8 metres of earth cover. It is expected that these requirements will be satisfied for all of the structure footings due to the deep founding level required to accommodate the below-grade parking..6 Seismic Design The seismic design provisions of the OBC depend, in part, on the shear wave velocity of the upper 3 metres of soil and bedrock below the foundation elements (i.e., footing, pile cap, etc.). Site specific shear wave velocity measurements, MASW method, were carried out at the proposed retirement residence. MASW testing was also carried out at the eastern portion of the site as part of the future development, which is not addressed in this report. The results of the shear wave velocity testing at both locations are provided in Appendix C. The results of the testing indicate that, for the proposed retirement residence, the average shear-wave velocity for the upper 3 metres of soil and bedrock is 436 metres per second. However, the average shear-wave velocity of the bedrock is greater than 76 metres per second (but less than, metres per second). Provided that loads from the shear walls are transferred to the bedrock surface via the rock socketed caissons (so that all of the shear forces are resisted by the bedrock), the building can be designed using a Site Class B. Otherwise, a Site Class C would be applicable..7 Basement Floor Slab The fill and peat underlying the structure are not considered suitable for support of the basement floor slab; the fill and peat can be expected to settle significantly under loading. The structure should therefore be provided with a structural floor slab, which derives its support from the deep foundations. Consideration should be given, depending on the quality and condition of the subgrade exposed during construction, to placing a granular working pad over the footprint area upon which the structural floor slab could be constructed. For example, a 3 millimetre thickness of OP Granular A might be suitable. As discussed above, peat exists within the footprint of the building. Buried organics have the potential to produce gasses (methane, carbon dioxide, and others) as a part of the process of decomposition. Under the right conditions, these gasses could result in a potential odour issue, or be potentially explosive if left in place beneath the building. Therefore, this structure should be provided with a sub-floor venting system, which collects the potential gasses and releases the gas above (from the roof) or away from the building. To prevent hydrostatic pressure build up beneath the basement floor slab, it is suggested that the granular base material be positively drained. This could be achieved by providing a hydraulic link between the underslab fill material and the exterior drainage system. September 6 Report No. 46 7

21 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE.8 Basement and Foundation Wall The following recommendations are provided on the basis that excavation shoring will not be required to construct the basement level..8. Basement and Foundation Wall Backfill The soils at this site are frost susceptible and should not be used as backfill against exterior, unheated, or well insulated foundation elements. To avoid problems with frost adhesion and heaving, the foundation walls should be backfilled with non-frost susceptible sand or sand and gravel conforming to the requirements for OP Granular B Type I. To avoid ground settlements around the foundations, which could affect site grading and drainage, all of the backfill materials should be placed in maximum 3 millimetre thick lifts and compacted to at least 9 percent of the material s standard Proctor maximum dry density using suitable vibratory compaction equipment. Drainage of the wall backfill can be provided by means of a perforated pipe subdrain in a surround of 9 millimetre clear stone, fully wrapped in geotextile, which leads by gravity drainage to an adjacent storm sewer or sump pit. Conventional damp proofing of the basement walls is appropriate with the above design approach. In areas where pavement or other hard surfacing will abut the building, differential frost heaving could occur between the granular fill immediately adjacent to the building and the more frost susceptible materials beyond the wall backfill. To reduce the severity of this differential heaving, the backfill adjacent to the wall should be placed to form a frost taper. The frost taper should be brought up to pavement subgrade level from. metres below finished exterior grade level at a slope of 3 horizontal to vertical, or flatter, away from the wall. The granular fill should be placed in maximum 3 millimetre thick lifts and should be compacted to at least 9 percent of the material s standard Proctor maximum dry density using suitable vibratory compaction equipment. If the passive resistance to the foundation offered by the backfill soils will be relied upon to resist the lateral loads on the structure, then the backfill materials should be compacted to at least 9 percent of their standard Proctor maximum dry density and should extend out from the foundation wall for a distance of at least 3 metres..8. Lateral Earth Pressures Basement walls made within open cut excavations, backfilled with granular material, and effectively drained as described above should be designed to resist lateral earth pressures calculated using a triangular distribution of the stress with a magnitude of: H(z) = Ko ( z + q) Where: h(z) = Lateral earth pressure on the wall at depth z, kilopascals; Ko = At-rest earth pressure coefficient,.; = Unit weight of retained soil, kilonewtons per cubic metre; z = Depth below top of wall, metres; and, q = Uniform surcharge at ground surface behind the wall to account for traffic, equipment, or stockpiled soil (use kilopascals). September 6 Report No. 46 8

22 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE These lateral earth pressures would increase under seismic loading conditions. The earthquake-induced dynamic pressure distribution, which is to be added to the static earth pressure distribution, is a linear distribution with maximum pressure at the top of the wall and minimum pressure at its toe (i.e., an inverted triangular pressure distribution). The combined pressure distribution (static plus seismic) may be determined as follows: h(z) = Ko γ z + (KAE Ko) γ (H-z) Where: KAE = The seismic earth pressure coefficient, use.7; and, H = The total depth to the bottom of the foundation wall (metres). All of the lateral earth pressure equations are given in an unfactored format and will need to be factored for Limit States Design purposes. If the basement area is to be unheated (e.g., for below-grade parking), additional guidelines for the design of the basements walls will be required. If the passive resistance to the foundation offered by the backfill soils will be relied upon to resist the lateral loads on the structure, the magnitude of that lateral resistance will depend on the backfill materials and backfill conditions adjacent to the foundation walls. If the backfill materials consist of compacted sand or sand and gravel (OP Granular B Type I), then the passive resistance acting on the foundation wall may be taken as: h(z) = Kp z Where: h(z) = Lateral earth resistance applied to the foundation wall at depth z, kilopascals; Kp = Passive earth pressure coefficient, use 3.; = Unit weight of retained soil, use kilonewtons per cubic metre; and, z = Depth below top of wall, metres. This resistance is provided in unfactored format. Factoring of the calculated resistance value will be required if the design is being carried out using Limit States Design. Movement of the backfill and wall is required to mobilize the passive resistance. As a preliminary guideline, about percent of the wall height of movement would be required..9 Site Servicing It is understood that the site servicing will enter on the north side of the site (off of Maritime Way). This being the case, excavations for the installation of site services will be primarily through the existing fill and/or peat. No unusual problems are anticipated with excavating the overburden materials using conventional hydraulic excavating equipment, recognizing that rockfill, cobbles, and boulders will be encountered within the fill. Cobbles or boulders larger than 3 millimetres in diameter should be removed from the side slopes for worker safety. The Occupational Health and Safety Act (OHSA) of Ontario indicates that side slopes in the rock fill above the water table should be sloped no steeper than horizontal to vertical (i.e., Type 3 soil). For the peat, and fill material below the water table, the excavation side slopes will slough to a shallower inclination and could possibly remain stable at about horizontal to vertical. However, in accordance with the OHSA of Ontario, the fill below September 6 Report No. 46 9

23 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE the water table, and the peat, would generally be classified as Type 4 soils, and excavation side slopes must be sloped at a minimum of 3 horizontal to vertical. If space restrictions exist, the excavations could be carried out within closed sheeting which is fully braced to resist lateral earth pressure. Excavations deeper than about elevations 93 to 94 metres will likely extend below the ground water level, depending on the time of year that the construction takes place. Some groundwater inflow into the trenches and excavations should be expected. However, it should be possible to handle the groundwater inflow by pumping from well filtered sumps established in the floor of the excavations. The rate of groundwater inflow from the rock fill is expected to be low. The actual rate of groundwater inflow to the trench will depend on many factors including the contractor s schedule and rate of excavation, the size of the excavation, the number of working areas being excavated at one time, and the time of year at which the excavation is made. Also, there may be instances where volumes of precipitation, surface runoff and/or groundwater collects in an open excavation, and must be pumped out. Under the new regulations, a PTTW is required from the Ministry of the Environment and Climate Change (MOECC) if a volume of water greater than 4, litres per day is pumped from the excavations under normal operation. If the volume of water to be pumped will be less than 4, litres per day, but more than, litres per day, the water taking will not require a PTTW, but will need to be registered in the EASR as a prescribed activity. In order for pumped groundwater to be discharged to a City sewer, it needs to meet the City of Ottawa Sewer Use By-law criteria, and a separate sewer discharge permit must be obtained. The design of the dewatering system should be the responsibility of the contractor. An outlet (or outlets) should be identified which the contractor can use to dispose of the pumped groundwater and incident precipitation. In order for pumped groundwater to be discharged to a City sewer, the groundwater quality needs to meet the City of Ottawa Sewer Use By-law limits and City approval is required. Significant thicknesses of peat and fill exist on this site. Due to the potential for long term settlement and the effects of this settlement on grade sensitive service lines, the existing fill and peat are not considered suitable for the support of site services. Where fill and peat are encountered below invert level, these materials should be subexcavated from below the pipes and the site services should be founded on engineered fill consisting of OP Granular B Type I or II. The engineered fill should be placed in maximum 3 millimetre thick lifts and should be compacted to at least 9 percent of the material s standard Proctor maximum dry density using suitable vibratory compaction equipment. Depending on the depth to the bottom of the fill and peat, it may not be practical to remove all of the fill and peat in the area of the services. However, the feasibility of removing these material should be evaluated once the location of the services have been determined. If it is not possible to remove the fill and peat, consideration would have to be given to supporting the services on pile foundations, designing the services to accommodate settlement of the fill (which could by up to millimetres) or possibly carrying out additional ground improvements in the area of the services. Further guidelines can be provided as the design progresses. At least millimetres of OP Granular A should be used as pipe bedding for pipes founded within the overburden materials. Depending on the condition of the subgrade, it may be necessary to place a sub-bedding layer consisting of 3 millimetres of OP Granular B Type II beneath the Granular A, or the Granular A layer September 6 Report No. 46

24 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE could be thickened. The bedding material should, in all cases, extend to the spring line of the pipe and should be compacted to at least 9 percent of the material s standard Proctor maximum dry density. The use of clear crushed stone as a bedding layer should not be permitted anywhere on this project since fine particles from the sandy backfill materials could potentially migrate into the voids in the clear crushed stone and cause loss of lateral pipe support. Cover material, from spring line of the pipe to at least 3 millimetres above the top of pipe, should consist of OP Granular A or Granular B Type I with a maximum particle size of millimetres. The cover material should be compacted to at least 9 percent of the material s standard Proctor maximum dry density. Where the trench will be covered with hard surfaced areas, the type of native material placed in the frost zone (between subgrade level and.8 metres depth) should match the soil exposed on the trench walls for frost heave compatibility. Trench backfill should be placed in maximum 3 millimetre thick lifts and should be compacted to at least 9 percent of the material s standard Proctor maximum dry density using suitable compaction equipment.. Sidewalks and Hard Surfacing Even with the ground improvement program, some ground settlement should still be expected. Those settlements would be entirely differential relative to the pile supported structure. This should be taken into consideration for the design of sidewalks and hard surfacing adjacent to the structure. Further guidelines can be provided as the design progresses.. Pavement Design As discussed above, it is understood that a ground improvement program (consisting of DR) will be carried out on this site, and that post construction settlements of to millimetres could still be expected within the pavement areas. This being the case, some long term maintenance of the pavement areas will be required. In preparation for pavement construction, all topsoil and vegetation should be excavated from all pavement areas (this will however be done before the ground improvement program). Sections requiring grade raising to proposed subgrade level should be filled using acceptable (compactable and inorganic) earth borrow or OP Select Subgrade Material (M) meeting the requirements of OP.MUNI and, respectively. These materials should be placed in maximum 3 millimetre thick lifts and should be compacted to at least 9 percent of the material s standard Proctor maximum dry density using suitable compaction equipment. The surface of the subgrade or fill should be crowned to promote drainage of the pavement granular structure. Perforated pipe subdrains should be provided at subgrade level extending from the catch basins for a distance of at least 3 metres in four orthogonal directions, or longitudinally where parallel to a curb. The pavement structure for car parking areas should consist of: Pavement Component Asphaltic Concrete OP Granular A Base OP Granular B Type II Subbase Thickness (millimetres) 9 4 September 6 Report No. 46

25 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE The pavement structure for access roadways and truck traffic areas should consist of: Pavement Component Asphaltic Concrete OP Granular A Base OP Granular B Type II Subbase Thickness (millimetres) 9 6 The granular base and subbase materials should be uniformly compacted to at least percent of the material s standard Proctor maximum dry density using suitable vibratory compaction equipment. The asphaltic concrete should be compacted in accordance with Table of OP 3. The composition of the asphaltic concrete pavement in car parking and drive lane areas should be as follows: Superpave. Surface Course 4 millimetres Superpave 9 Base Course millimetres The composition of the asphaltic concrete pavement in access roadways and heavy truck traffic areas should be as follows: Superpave. 4 millimetres Superpave 9. millimetres The bituminous concrete used on this project should be made with PG 8-34 asphalt cement on all lifts. The above pavement designs are based on the assumption that the pavement subgrade has been acceptably prepared (i.e., where the trench backfill and grade raise fill have been adequately compacted to the required density and the subgrade surface not disturbed by construction operations or precipitation). Depending on the actual conditions of the pavement subgrade at the time of construction, it could be necessary to increase the thickness of the subbase and/or to place a woven geotextile beneath the granular materials.. Corrosion and Cement Type One sample of soil from borehole 6- was submitted to Exova Environmental Ontario Laboratories Ltd. for chemical analysis related to potential corrosion of buried ferrous elements and sulphate attack on buried concrete elements. The results of the testing are provided in Appendix D. The results indicate that concrete made with Type GU Portland cement should be acceptable for substructures. The results also indicate a high potential for corrosion of exposed ferrous metal. September 6 Report No. 46

26 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 6. ADDITIONAL CONSIDERATIONS The soils at this site are sensitive to disturbance from ponded water, construction traffic, and frost. All bearing surfaces should be inspected by experienced geotechnical personnel prior to filling or concreting to ensure that strata having adequate bearing capacity have been reached and that the bearing surfaces have been properly prepared. The placing and compaction of any engineered fill should be inspected to ensure that the materials used conform to the specifications from both a grading and compaction viewpoint. Piling operations should be inspected on a full time basis by geotechnical personnel to monitor the pile locations and plumbness, initial sets, penetrations on restrike, and to check the integrity of the piles following installation. The caisson sockets will also need to be inspected (possibly by divers) to document that they have been adequately cleaned, have been drilled to the required depth, and that the rock quality is consistent with the design. The groundwater level monitoring devices (i.e., standpipe piezometers or wells) installed at the site will require decommissioning at the time of construction in accordance with Ontario Regulation 8/3. However, it is expected that most of the monitoring devices will either be destroyed during construction or can be more economically abandoned as part of the construction. If that is not the case or is not considered feasible, abandonment of the devices can be carried out separately. At the time of the writing of this report, only preliminary details for the proposed development were available. Golder Associates should be retained to review the detailed drawings and specifications for this project prior to tendering to ensure that the guidelines in this report have been adequately interpreted. September 6 Report No. 46 3

27 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE 7. CLOSURE We trust this report satisfies your current requirements. If you have any questions regarding this report, please contact the undersigned. GOLDER AOCIATES LTD. Christine Ko, P.Eng. Geotechnical Engineer Troy Skinner, P.Eng. Associate, Senior Geotechnical Engineer CK/SD/TMS/ob n:\active\\3 proj\46 claridge kanata lands ottawa\8_reports\geotech\46 rpt-_retirement home_sep 6.docx September 6 Report No. 46 4

28 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practicing under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made. Basis and Use of the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client, Claridge Homes Corporation. The factual data, interpretations and recommendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder cannot be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report. The information, recommendations and opinions expressed in this preport are for the sole benefit of the Client. No other party may use or rely on this report or any portclaridge Homes Corporationion thereof without Golder's express written consent. If the report was prepared to be included for a specific permit application process, then the client may authorize the use of this report for such purpose by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process, provided this report is not noted to be a draft or preliminary report, and is specifically relevant to the project for which the application is being made. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client cannot rely upon the electronic media versions of Golder's report or other work products. The report is of a summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recommendations and opinions expressed in this report, reference must be made to the whole of the report. Golder cannot be responsible for use of portions of the report without reference to the entire report. Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities. Soil, Rock and Groundwater Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions. Golder Associates Ltd. Page of

29 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT (cont'd) Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed. Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recommendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction. Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 9 days following issue of this report or, upon written request of the Client, will store uncontaminated samples and materials at the Client's expense. In the event that actual contaminated soils, fills or groundwater are encountered or are inferred to be present, all contaminated samples shall remain the property and responsibility of the Client for proper disposal. Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder's report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder's report. During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder's report and to confirm and document that construction activities do not adversely affect the suggestions, recommendations and opinions contained in Golder's report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recommendation is not followed, Golder's responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report. Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly. Drainage of subsurface water is commonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system. Golder Associates Ltd. Page of

30 m m m m m m m m m m m m NO DIVING NO DIVING m m m 9. Path: \\golder.gds\gal\ottawa\active\spatial_im\claridgehomes\kanatalands\99_proj\46_claridge_kanatalands\4_prod\phase_geotech\ File Name: 46--.dwg E 49 E m N 8 N P A R T SUBJECT TO EASEMENT m 97. m. IB (87) fp. IB. 99. PART 3, R INST. N. LT DC 96. SIB (87) 4R-837 DC DC DC DC DC 96. N 8 sp by other TP - PH 6-4/ N 8 PH 6-4A BH 6-6 BH 6-3 LORD BYNG WAY MARITIME WAY BUS LOADING BH -4 BH 6- E 49 E 49 TP - BH 6- KANATA AVENUE BH -3 NO DIVING NO DIVING BH 6- TP 3- PH 6-7 TP 3-6 TP 3- TP 3- BH TP - TP -9 BH - N 8 N 8 TP PH 6-8 IB (AOG) TP -6 BH 6- BH 6-9 TP E 49 E 49 SUBJECT TO EASEMENT INST. LT736 TP MARITIME WAY 9. TP PH 6- BH TP - TP - TP - m m m E 49 3 E KEY MAP LEGEND CLIENT CLARIDGE HOMES CORPORATION PROJECT GEOTECHNICAL INVESTIGATION PROPOSED RETIREMENT RESIDENCE TIMBERWALK, OTTAWA, ONTARIO TITLE SITE PLAN CONSULTANT PROJECT NO. 46 :, PHASE SCALE :, SITE APPROXIMATE BOREHOLE LOCATION, CURRENT INVESTIGATION APPROXIMATE TEST PIT LOCATION, CURRENT INVESTIGATION APPROXIMATE PROBEHOLE LOCATION, CURRENT INVESTIGATION APPROXIMATE TEST PIT LOCATION, PREVIOUS INVESTIGATION BY GOLDER AOCIATES LTD. APPROXIMATE BORHEOLE LOCATION, PREVIOUS INVESTIGATION BY OTHERS. MASW LINE APPROXIMATE AREA OF PEAT NOTE(S). THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER AOCIATES LTD. REPORT No. 46. TEST HOLES "GREYED OUT" FOR CLARITY REFERENCE(S). BASE PLAN SUPPLIED IN ELECTRONIC FORMAT BY NOVATECH. PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83, COORDINATE SYSTEM: UTM ZONE 8, VERTICAL DATUM: CGVD8 YYYY-MM-DD DESIGNED PREPARED REVIEWED APPROVED REV. A METRES JM CK TMS FIGURE IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B mm

31 GRAIN SIZE DISTRIBUTION FIGURE FILL - (ML/SM) SILT AND SAND PERCENT FINER THAN GRAIN SIZE, mm Cobble coarse fine coarse medium fine Size GRAVEL SIZE SAND SIZE SILT AND CLAY Borehole Sample Depth (m) Created by: CW Project: 46 Golder Associates Checked by: CNM

32 GRAIN SIZE DISTRIBUTION FIGURE 3 GLACIAL TILL PERCENT FINER THAN GRAIN SIZE, mm Cobble coarse fine coarse medium fine Size GRAVEL SIZE SAND SIZE SILT AND CLAY Borehole Sample Depth (m) Created by: CW Project: 46 Golder Associates Checked by: CNM

33 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE APPENDIX A List of Abbreviations and Symbols Lithological and Geotechnical Rock Description Terminology Record of Test Pit, Probehole, Borehole and Drillhole Sheets September 6 Report No. 46

34 ABBREVIATIONS AND TERMS USED ON RECORDS OF BOREHOLES AND TEST PITS PARTICLE SIZES OF CONSTITUENTS Soil Constituent BOULDERS COBBLES GRAVEL SAND SILT/CLAY Particle Size Description Not Applicable Not Applicable Coarse Fine Coarse Medium Fine Classified by plasticity Millimetres Inches (US Std. Sieve Size) >3 > 7 to 3 3 to 9 to to 9. to to..7 to.4.7 to 3 (4) to.7 () to (4) (4) to () () to (4) <.7 < () MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS Percentage by Mass Modifier >3 Use 'and' to combine major constituents (i.e., SAND and GRAVEL, SAND and CLAY) > to 3 Primary soil name prefixed with "gravelly, sandy, SILTY, CLAYEY" as applicable > to some trace PENETRATION RESISTANCE Standard Penetration Resistance (SPT), N: The number of blows by a 63. kg (4 lb) hammer dropped 76 mm (3 in.) required to drive a mm ( in.) split-spoon sampler for a distance of 3 mm ( in.). Cone Penetration Test (CPT) An electronic cone penetrometer with a 6 conical tip and a project end area of cm pushed through ground at a penetration rate of cm/s. Measurements of tip resistance (q t), porewater pressure (u) and sleeve frictions are recorded electronically at mm penetration intervals. Dynamic Cone Penetration Resistance (DCPT); N d: The number of blows by a 63. kg (4 lb) hammer dropped 76 mm (3 in.) to drive uncased a mm ( in.) diameter, 6 cone attached to "A" size drill rods for a distance of 3 mm ( in.). PH: Sampler advanced by hydraulic pressure PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of hammer WR: Sampler advanced by weight of sampler and rod NON-COHESIVE (COHESIONLE) SOILS Compactness Term SPT N (blows/.3m) Very Loose - 4 Loose 4 to Compact to 3 Dense 3 to Very Dense >. SPT N in accordance with ASTM D86, uncorrected for overburden pressure effects.. Definition of compactness descriptions based on SPT N ranges from Terzaghi and Peck (967) and correspond to typical average N6 values. Term Dry Moist Field Moisture Condition Description Soil flows freely through fingers. Soils are darker than in the dry condition and may feel cool. SAMPLES AS Auger sample BS Block sample CS Chunk sample DO or DP Seamless open ended, driven or pushed tube sampler note size DS Denison type sample FS Foil sample RC Rock core SC Soil core Split spoon sampler note size ST Slotted tube TO Thin-walled, open note size TP Thin-walled, piston note size WS Wash sample SOIL TESTS w water content PL, w p plastic limit LL, w L liquid limit C consolidation (oedometer) test CHEM chemical analysis (refer to text) CID consolidated isotropically drained triaxial test CIU consolidated isotropically undrained triaxial test with porewater pressure measurement D R relative density (specific gravity, Gs) DS direct shear test GS specific gravity M sieve analysis for particle size MH combined sieve and hydrometer (H) analysis MPC Modified Proctor compaction test SPC Standard Proctor compaction test OC organic content test SO 4 concentration of water-soluble sulphates UC unconfined compression test UU unconsolidated undrained triaxial test V (FV) field vane (LV-laboratory vane test) γ unit weight. Tests which are anisotropically consolidated prior to shear are shown as CAD, CAU. COHESIVE SOILS Consistency Term Undrained Shear SPT N Strength (kpa) (blows/.3m) Very Soft < to Soft to to 4 Firm to 4 to 8 Stiff to 8 to Very Stiff to to 3 Hard > >3. SPT N in accordance with ASTM D86, uncorrected for overburden pressure effects; approximate only. Water Content Term Description w < PL Material is estimated to be drier than the Plastic Limit. w ~ PL Material is estimated to be close to the Plastic Limit. Wet As moist, but with free water forming on hands when handled. w > PL Material is estimated to be wetter than the Plastic Limit. January 3 G-

35 LIST OF SYMBOLS Unless otherwise stated, the symbols employed in the report are as follows: I. GENERAL (a) Index Properties (continued) w water content π 3.46 w l or LL liquid limit ln x natural logarithm of x w p or PL plastic limit log x or log x, logarithm of x to base l p or PI plasticity index = (w l w p) g acceleration due to gravity w s shrinkage limit t time I L liquidity index = (w w p) / I p I C consistency index = (w l w) / I p e max void ratio in loosest state e min void ratio in densest state I D density index = (e max e) / (e max - e min) II. STRE AND STRAIN (formerly relative density) principal stress (major, intermediate, γ shear strain (b) Hydraulic Properties change in, e.g. in stress: σ h hydraulic head or potential ε linear strain q rate of flow ε v volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient υ Poisson s ratio k hydraulic conductivity σ total stress (coefficient of permeability) σ effective stress (σ = σ - u) j seepage force per unit volume σ vo initial effective overburden stress σ, σ, σ 3 minor) (c) Consolidation (one-dimensional) C c compression index σ oct mean stress or octahedral stress (normally consolidated range) = (σ + σ + σ 3)/3 C r recompression index τ shear stress (over-consolidated range) u porewater pressure C s swelling index E modulus of deformation C α secondary compression index G shear modulus of deformation m v coefficient of volume change K bulk modulus of compressibility c v coefficient of consolidation (vertical direction) c h coefficient of consolidation (horizontal direction) T v time factor (vertical direction) III. SOIL PROPERTIES U degree of consolidation σ p pre-consolidation stress (a) Index Properties OCR over-consolidation ratio = σ p / σ vo ρ(γ) bulk density (bulk unit weight)* ρ d(γ d) dry density (dry unit weight) (d) Shear Strength ρ w(γ w) density (unit weight) of water τ p, τ r peak and residual shear strength ρ s(γ s) density (unit weight) of solid particles φ effective angle of internal friction γ unit weight of submerged soil δ angle of interface friction (γ = γ - γ w) µ coefficient of friction = tan δ D R relative density (specific gravity) of solid c effective cohesion particles (D R = ρ s / ρ w) (formerly G s) c u, s u undrained shear strength (φ = analysis) e void ratio p mean total stress (σ + σ 3)/ n porosity p mean effective stress (σ + σ 3)/ S degree of saturation q (σ - σ 3)/ or (σ - σ 3)/ q u compressive strength (σ - σ 3) S t sensitivity * Density symbol is ρ. Unit weight symbol is γ where γ = ρg (i.e. mass density multiplied by acceleration due to gravity) Notes: τ = c + σ tan φ shear strength = (compressive strength)/ January 3 G-3

36 LITHOLOGICAL AND GEOTECHNICAL ROCK DESCRIPTION TERMINOLOGY WEATHERINGS STATE Fresh: no visible sign of rock material weathering. Faintly weathered: weathering limited to the surface of major discontinuities. Slightly weathered: penetrative weathering developed on open discontinuity surfaces but only slight weathering of rock material. Moderately weathered: weathering extends throughout the rock mass but the rock material is not friable. Highly weathered: weathering extends throughout rock mass and the rock material is partly friable. Completely weathered: rock is wholly decomposed and in a friable condition but the rock and structure are preserved. CORE CONDITION Total Core Recovery (TCR) The percentage of solid drill core recovered regardless of quality or length, measured relative to the length of the total core run. Solid Core Recovery (SCR) The percentage of solid drill core, regardless of length, recovered at full diameter, measured relative to the length of the total core run. Rock Quality Designation (RQD) The percentage of solid drill core, greater than mm length, as measured along the centerline axis of the core, relative to the length of the total core run. RQD varies from % for completely broken core to % for core in solid segments. BEDDING THICKNE Description Bedding Plane Spacing Very thickly bedded Greater than m Thickly bedded.6 m to m Medium bedded. m to.6 m Thinly bedded 6 mm to. m Very thinly bedded mm to 6 mm Laminated 6 mm to mm Thinly laminated Less than 6 mm JOINT OR FOLIATION SPACING Description Spacing Very wide Greater than 3 m Wide m to 3 m Moderately close.3 m to m Close mm to 3 mm Very close Less than mm GRAIN SIZE Term Size* Very Coarse Grained Greater than 6 mm Coarse Grained mm to 6 mm Medium Grained 6 microns to mm Fine Grained microns to 6 microns Very Fine Grained Less than microns Note: * Grains greater than 6 microns diameter are visible to the naked eye. DISCONTINUITY DATA Fracture Index A count of the number of naturally occuring discontinuities (physical separations) in the rock core. Mechanically induced breaks caused by drilling are not included. Dip with Respect to Core Axis The angle of the discontinuity relative to the axis (length) of the core. In a vertical borehole a discontinuity with a 9 o angle is horizontal. Description and Notes An abbreviation description of the discontinuities, whether naturally occurring separations such as fractures, bedding planes and foliation planes and mechanically separated bedding or foliation surfaces. Additional information concerning the nature of fracture surfaces and infillings are also noted. Abbreviations JN Joint PL Planar FLT Fault CU Curved SH Shear UN Undulating VN Vein IR Irregular FR Fracture K Slickensided SY Stylolite PO Polished BD Bedding SM Smooth FO Foliation SR Slightly Rough CO Contact RO Rough AXJ Axial Joint VR Very Rough KV Karstic Void MB Mechanical Break

37 TABLE RECORD OF TEST PITS Test Pit Number (Elevation) Depth (metres) Description - (96. metres).. TOPSOIL.. (SM) SILTY SAND; light brown; non-cohesive, moist..4 (CI/CH) SILTY CLAY to CLAY, trace sand; grey brown (WEATHERED CRUST); cohesive, w>pl.4 4. (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl (ML) SANDY SILT, trace gravel; grey, contains cobbles (GLACIAL TILL); non-cohesive, moist 4.3 END OF TEST PIT Refusal on BEDROCK Note: Test pit dry upon completion Sample 3 4 Depth (m) (9.9 metres).. TOPSOIL..6 (SM) SILTY SAND; light brown; non-cohesive, moist.6.4 (CI/CH) SILTY CLAY to CLAY, trace sand; grey brown, highly fissured (WEATHERED CRUST); cohesive, w>pl.4 4. (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl (CL/ML) SILTY CLAY to CLAYEY SILT, trace gravel; grey, contains cobbles; cohesive, w>pl 4.3 END OF TEST PIT Refusal on BEDROCK Note: Test pit dry upon completion Sample 3 4 Depth (m) September 6 / 46

38 TABLE RECORD OF TEST PITS Test Pit Number (Elevation) Depth (metres) Description -3 (98. metres).. TOPSOIL. END OF TEST PIT Refusal on BEDROCK Note: Test pit dry upon completion Sample No samples taken Depth (m) -4 (94.69 metres)..7 (SM) SILTY SAND; brown; non-cohesive, moist.7. (CI/CH) SILTY CLAY to CLAY, trace sand; grey brown (WEATHERED CRUST); cohesive, w>pl..9 (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl (ML) SANDY SILT, trace gravel; grey, contains cobbles and boulders (GLACIAL TILL); non-cohesive, wet 3.7 END OF TEST PIT Refusal on probable bedrock Notes: Test pit dry upon completion Excavation side walls caved at 3. metres depth while excavating Sample Depth (m) 3. - (9.78 metres).. FILL (SM) SILTY SAND, some gravel; brown, contains cobbles and boulders; non-cohesive, moist.. (CI/CH) SILTY CLAY to CLAY, trace sand; grey brown, highly fissured (WEATHERED CRUST); cohesive, w>pl. 6.8 (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl 6.8 END OF TEST PIT Bedrock not encountered within depth of test pit Note: Test pit dry upon completion Sample Depth (m) 6.8 September 6 / 46

39 TABLE RECORD OF TEST PITS Test Pit Number (Elevation) Depth (metres) Description -6 (94.34 metres)..4 TOPSOIL.4.8 (SM) SILTY SAND; brown; non-cohesive, moist.8. (CI/CH) SILTY CLAY to CLAY, trace sand; grey brown, highly fissured (WEATHERED CRUST); cohesive, w>pl.. (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl. END OF TEST PIT Refusal on BEDROCK Note: Test pit dry upon completion Sample No samples taken Depth (m) -7 (96.p metres).. TOPSOIL. END OF TEST PIT Refusal on BEDROCK Note: Test pit dry upon completion Sample No samples taken Depth (m) -8 (9.9 metres).. FILL (SM) SILTY SAND; brown, contains organic matter; non-cohesive, moist. 3. ROCK FILL COBBLES and BOULDERS; grey, contains silty sand; non-cohesive, moist 3. END OF TEST PIT Excavation side walls caved at 3. metres and test pit could not be advanced further. Note: Groundwater inflow at. metres. Sample No samples taken Depth (m) September 6 3/ 46

40 TABLE RECORD OF TEST PITS Test Pit Number (Elevation) Depth (metres) Description -9 (9.8 metres)..9 FILL (SM) SILTY SAND; brown; non-cohesive, moist.9 4. ROCK FILL COBBLES and BOULDERS; grey, contains silty sand; non-cohesive, moist 4. END OF TEST PIT Excavation side walls caved and test pit could not be advanced further. Note: Groundwater inflow at. metres. Sample No samples taken Depth (m) - (96.8 metres)..3 FILL (SM) SILTY SAND, some gravel; grey, contains cobbles and boulders; non-cohesive, moist.3.9 (PT) PEAT, fibrous; dark brown, contains wood; wet (SM) SILTY SAND, some gravel; grey, contains cobbles and boulders (GLACIAL TILL); non-cohesive, moist 4.6 END OF TEST PIT Refusal on possible nested boulders or bedrock Note: Test pit dry upon completion Sample 3 Depth (m) (97. metres). 4.4 FILL (SM) SILTY SAND, some gravel; brown, contains cobbles, boulders, and wood; non-cohesive, moist (ML) CLAYEY SILT, trace sand; brown; cohesive, w>pl.3 END OF TEST PIT Excavation side walls caved and test pit could not be advanced further. Note: Test pit dry upon completion Sample Depth (m) 4.6 September 6 4/ 46

41 TABLE RECORD OF TEST PITS Test Pit Number (Elevation) Depth (metres) Description - (9.97 metres) ROCK FILL COBBLES and BOULDERS; grey, contains silty sand; non-cohesive, moist END OF TEST PIT Bedrock not encountered within depth of test pit; could not excavate beyond 4. metres depth. Note: Groundwater inflow at 3.3 metres. Sample No samples taken Depth (m) September 6 / 46

42 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: - BORING DATE: September 7, SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES RD BORING METHOD NQ GROUND SURFACE SOIL PROFILE DESCRIPTION (PT) PEAT, fibrous; dark brown; moist Borehole continued on RECORD OF DRILLHOLE - STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m > DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Native Backfill MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: HEC CK

43 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: - DRILLING DATE: September 7, DRILL RIG: CME 8 DRILLING CONTRACTOR: Marathon Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered to fresh, thinly to medium bedded, beige to light grey, fine grained SANDSTONE BEDROCK Bentonite Seal Rotary Drill NQ Core Fresh, thinly to medium bedded, grey, fine grained LIMESTONE BEDROCK, with black shale partings Silica Sand mm Diam. PVC # Slot Screen 4 End of Drillhole WL in Screen at Elev m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 9 : LOGGED: HEC CHECKED: CK

44 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: - BORING DATE: September 7-8, SHEET OF 3 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; brown, contains silty sand and gravel; non-cohesive, wet STRATA PLOT ELEV. DEPTH (m) 9.. SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 3 4 RC DD Rotary Drill NW Casing 7 3 RC DD 6 4 RC DD 7 RC DD 8 MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : FILL - (SP) SAND, trace gravel; grey; non-cohesive, wet, compact FILL - (GP) GRAVEL; grey, contains cobbles and boulders; non-cohesive, wet CONTINUED NEXT PAGE RC 7 DD LOGGED: CHECKED: HEC CK

45 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: - BORING DATE: September 7-8, SHEET OF 3 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION --- CONTINUED FROM PREVIOUS PAGE --- FILL - (GP) GRAVEL; grey, contains cobbles and boulders; non-cohesive, wet Borehole continued on RECORD OF DRILLHOLE RC DD MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: HEC CK

46 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: - DRILLING DATE: September 7-8, DRILL RIG: CME 8 DRILLING CONTRACTOR: Marathon Drilling SHEET 3 OF 3 DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered to fresh, thinly to medium bedded, light grey, fine grained SANDSTONE BEDROCK Rotary Drill NW Casing End of Drillhole MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 9 : LOGGED: HEC CHECKED: CK

47 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: -3 BORING DATE: September 8, SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; grey, contains sand and gravel; non-cohesive, dry to moist STRATA PLOT ELEV. DEPTH (m) 9.6. SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 3 Wash Boring NW Casing 4 4 RC DD 6 (PT) PEAT, fibrous; dark brown; wet (PT) PEAT, some gravel, trace sand; dark brown; wet Borehole continued on RECORD OF DRILLHOLE RC DD 8 MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: HEC CK

48 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: -3 DRILLING DATE: September 8, DRILL RIG: CME 8 DRILLING CONTRACTOR: Marathon Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Fresh, thinly to medium bedded, grey, fine grained SANDSTONE BEDROCK Rotary Drill NW Casing End of Drillhole MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 6 : LOGGED: HEC CHECKED: CK

49 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: -4 BORING DATE: September, SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; grey brown, contains silty sand and gravel; non-cohesive, moist STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION RC DD 3 Wash Boring NW Casing FILL - (PT and SP) PEAT, fibrous, and gravelly SAND, intermixed; grey; non-cohesive, moist to wet, very loose to loose Bentonite Seal 4 RC DD 4 FILL - (SP/GP) SAND and GRAVEL; grey, contains cobbles and boulders; non-cohesive, wet, very dense RC DD 6 Borehole continued on RECORD OF DRILLHOLE > RC DD 7 8 MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: HEC CK

50 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: -4 DRILLING DATE: September, DRILL RIG: CME 8 DRILLING CONTRACTOR: Marathon Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break BR - Broken Rock Fresh, thinly to medium bedded, light grey, fine grained SANDSTONE BEDROCK Bentonite Seal Rotary Drill Silica Sand NW Casing R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION Jcon Jr NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE mm Diam. PVC # Slot Screen 9 End of Drillhole WL in Screen at Elev m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 6 : LOGGED: HEC CHECKED: CK

51 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February 8, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; brown, contains silty sand and gravel; non-cohesive, moist STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION > FILL - (ML) gravelly SANDY SILT; grey; non-cohesive, wet, loose FILL - (SM/GM) SILTY SAND and GRAVEL; grey brown; non-cohesive, wet, loose FILL - Probable (SM) SILTY SAND; brown, contains organic matter and rootlets; non-cohesive, wet, loose Native Backfill and Bentonite Rotary Drill NW Casing 6 (CI/CH) SILTY CLAY to CLAY, trace sand; grey; cohesive, w>pl, firm PH 7 7 PH MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 8 9 : (ML/SM) sandy SILT to SILTY SAND, some gravel to gravelly; grey; contains cobbles and boulders (GLACIAL TILL); non-cohesive, wet, very loose Borehole continued on RECORD OF DRILLHOLE MH Bentonite Seal Silica Sand 3 mm Diam. PVC # Slot Screen Silica Sand Bentonite Seal LOGGED: DWM CHECKED: CK

52 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February 9, 6 SHEET OF 3 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; brown, contains silty sand and gravel; non-cohesive, dry STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Power Auger mm Diam. (Hollow Stem) FILL - (ML) sandy SILT, some gravel; grey brown to grey; non-cohesive, moist, loose FILL - (SM) gravelly SILTY SAND; brown; non-cohesive, moist, loose to compact FILL - (SP) gravelly SAND; grey brown, contains cobbles and boulders; non-cohesive, moist, dense to very dense FILL - (SM) SILTY SAND; grey brown, contains organic matter and wood fragments; non-cohesive, wet, loose to compact > Wash Boring NW Casing FILL - Decomposed WOOD RC - 8 FILL - (SM) SILTY SAND, some gravel; brown, contains wood fragments; non-cohesive, wet, very loose MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : FILL - (CI/CH) SILTY CLAY to CLAY; grey brown; cohesive, w>pl (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl, stiff CONTINUED NEXT PAGE PH LOGGED: CHECKED: DWM CK

53 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February 9, 6 SHEET OF 3 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION --- CONTINUED FROM PREVIOUS PAGE --- (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl, stiff (ML) CLAYEY SILT, some sand and gravel; grey, contains cobbles and boulders (GLACIAL TILL); non-cohesive, wet, very loose Wash Boring NW Casing (ML) sandy SILT, some gravel; grey, contains cobbles and boulders (GLACIAL TILL); non-cohesive, wet, very loose > 4 Borehole continued on RECORD OF DRILLHOLE MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

54 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6- DRILLING DATE: February 9, 6 DRILL RIG: CME 7 DRILLING CONTRACTOR: CCC SHEET 3 OF 3 DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered, thinly to medium bedded, beige to grey, fine grained SANDSTONE BEDROCK Rotary Drill NW Casing End of Drillhole MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 3 : LOGGED: DWM CHECKED: CK

55 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6-3 BORING DATE: February 9-, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; brown, contains sand and gravel; non-cohesive, dry STRATA PLOT ELEV. DEPTH (m) 96.. SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Bentonite Seal 7 FILL - (SM) gravelly SILTY SAND; grey brown; non-cohesive, moist to wet, loose Silica Sand 3 FILL - (GP) GRAVEL; grey, contains granite and dolostone cobbles and boulders, and concrete fragments (ROCK FILL); non-cohesive, moist to wet RC DD 3 mm Diam. PVC # Slot Screen 4 Wash Boring NW Casing FILL - (PT) PEAT, some silty sand and gravel; grey brown; wet Silica Sand OC = 7% (PT) PEAT; brown to black, contains fibres and wood; wet (CI/CH) SILTY CLAY to CLAY; grey; cohesive, w>pl, firm to stiff PH 7 Bentonite Seal 8 MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : Borehole continued on RECORD OF DRILLHOLE > LOGGED: CHECKED: DWM/CG CK

56 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6-3 DRILLING DATE: February 9-, 6 DRILL RIG: CME 7 DRILLING CONTRACTOR: CCC SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered, thinly to medium bedded, grey to beige, fine grained SANDSTONE BEDROCK Rotary Drill NW Casing UCS = 8.8 MPa Bentonite Seal End of Drillhole WL in Screen at Elev m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 7 8 : LOGGED: DWM/CG CHECKED: CK

57 PROJECT: 46 LOCATION: See Site Plan RECORD OF PROBEHOLE: 6-4 BORING DATE: February 8, 6 SHEET OF DATUM: Geodetic METRES Power Auger BORING METHOD mm Diam. (Hollow Stem) GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; grey brown, contains silty sand and gravel; non-cohesive, moist End of Probehole Auger Refusal on Probable Boulder STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

58 PROJECT: 46 LOCATION: See Site Plan RECORD OF PROBEHOLE: 6-4A BORING DATE: February 9, 6 SHEET OF DATUM: Geodetic METRES SOIL PROFILE DESCRIPTION GROUND SURFACE Probable Rock Fill DEPTH (m) Wash Boring NW Casing BORING METHOD STRATA PLOT ELEV SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : Probable Bedrock End of Probehole Refusal on casing advancement LOGGED: CHECKED: DWM/CG CK

59 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 3kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February 9, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 3kg; DROP, 76mm METRES BORING METHOD ICE SURFACE SOIL PROFILE DESCRIPTION (PT) PEAT; black, contains wood and roots; wet STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 3 Portable Drill NW Casing (PT and SM) PEAT and SILTY SAND intermixed; black to brown, contains wood, roots, and shells (MARL); wet PM 3 6 PM 4 Portable BQ Core Probable (SM) SILTY SAND, some gravel; grey, contains cobbles and boulders (GLACIAL TILL); non-cohesive, wet, compact Borehole continued on RECORD OF DRILLHOLE RC RC DD DD MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: RI CK

60 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6- DRILLING DATE: February 9, 6 DRILL RIG: Portable Drill DRILLING CONTRACTOR: CCC SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG Portable Drill BQ Core BEDROCK SURFACE Fresh, thinly to medium bedded, light grey, fine to medium grained SANDSTONE BEDROCK End of Drillhole MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 3 4 : LOGGED: RI CHECKED: CK

61 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6-6 BORING DATE: February 7, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ROCK FILL - COBBLES and BOULDERS; brown, contains silty sand and gravel; non-cohesive, dry STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Bentonite Seal RC DD RC DD RC DD Wash Boring NW Casing FILL - (SM/GM) SILTY SAND and GRAVEL; grey, contains cobbles, boulders and organic matter; non-cohesive, wet, very loose to very dense > Native Backfill and Bentonite MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 8 9 : (PT and CI) PEAT and SILTY CLAY; dark grey brown; contains decomposed wood; wet (SM) SILTY SAND, some gravel; light brown, contains weathered sandstone fragments (GLACIAL TILL); non-cohesive, wet, compact Borehole continued on RECORD OF DRILLHOLE RC 4 DD 49 OC = 43% Bentonite Seal LOGGED: DWM/CG CHECKED: CK

62 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6-6 DRILLING DATE: February 7, 6 DRILL RIG: CME 7 DRILLING CONTRACTOR: CCC SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break BR - Broken Rock Slightly weathered, thinly to medium bedded, grey brown, fine grained SANDSTONE BEDROCK Bentonite Seal - Rotary Drill Silica Sand UCS =.4 MPa NW Casing R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION Jcon Jr NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE mm Diam. PVC # Slot Screen End of Drillhole WL in Screen at Elev m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 8 9 : LOGGED: DWM/CG CHECKED: CK

63 PROJECT: 46 LOCATION: See Site Plan RECORD OF PROBEHOLE: 6-7 BORING DATE: February, 6 SHEET OF DATUM: Geodetic METRES BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE Probable Rock Fill STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Probable Peat Wash Boring NW Casing Probable Glacial Till Probable Bedrock End of Probehole Refusal on casing advancement MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM/CG CK

64 PROJECT: 46 LOCATION: See Site Plan RECORD OF PROBEHOLE: 6-8 BORING DATE: February, 6 SHEET OF DATUM: Geodetic METRES Wash Boring BORING METHOD NW Casing GROUND SURFACE SOIL PROFILE DESCRIPTION (PT) PEAT; black to brown; wet End of Probehole on probable bedrock Refusal on casing advancement STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

65 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6-9 BORING DATE: February, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES Wash Boring BORING METHOD NW Casing GROUND SURFACE SOIL PROFILE DESCRIPTION FILL - Topsoil FILL - (ML/SM) SILT and SAND, trace gravel; red brown, contains rootlets; non-cohesive, moist, loose Borehole continued on RECORD OF DRILLHOLE 6-9 STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m 6 > DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING MH PIEZOMETER OR STANDPIPE INSTALLATION Bentonite Seal MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

66 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6-9 DRILLING DATE: February, 6 DRILL RIG: CME 7 DRILLING CONTRACTOR: CCC SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered, thinly to medium bedded, grey, beige and brown, fine grained SANDSTONE BEDROCK Bentonite Seal Rotary Drill NQ Core UCS = 77.6 MPa Silica Sand 3 3 mm Diam. PVC # Slot Screen 3 4 End of Drillhole WL in Screen at Elev. 9.6 m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 9 : LOGGED: DWM CHECKED: CK

67 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF PROBEHOLE: 6- BORING DATE: February, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE Probable Silty Sand and Peat STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/.3m DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Wash Boring NW Casing Probable Bedrock End of Probehole Refusal on casing advancement MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

68 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February 3, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES Wash Boring BORING METHOD NW Casing GROUND SURFACE SOIL PROFILE DESCRIPTION FILL - Topsoil FILL - (SM) SILTY SAND; red brown; non-cohesive, moist, very loose (ML/SM) sandy SILT to SILTY SAND, trace gravel; brown, contains organic matter; non-cohesive, moist, compact Borehole continued on RECORD OF DRILLHOLE 6- STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m 4 DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Bentonite Seal MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

69 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6- DRILLING DATE: February 3, 6 DRILL RIG: CME 7 DRILLING CONTRACTOR: CCC SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break BR - Broken Rock Highly weathered SANDSTONE Slightly weathered, thinly to medium bedded, grey, beige and brown, fine grained SANDSTONE BEDROCK Bentonite Seal Rotary Drill Silica Sand NQ Core SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION Jcon Jr NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE 3 3 mm Diam. PVC # Slot Screen 4 End of Drillhole WL in Screen at Elev. 9.8 m on Mar. 7, MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM : LOGGED: DWM CHECKED: CK

70 PROJECT: 46 LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 76mm RECORD OF BOREHOLE: 6- BORING DATE: February, 6 SHEET OF DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 76mm METRES Wash Boring BORING METHOD NW Casing GROUND SURFACE TOPSOIL - (ML) sandy SILT; dark brown; wet BOULDER SOIL PROFILE DESCRIPTION Probable Silty Sand Borehole continued on RECORD OF DRILLHOLE 6- STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES TYPE BLOWS/.3m > RC DD DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING OC = 8.% PIEZOMETER OR STANDPIPE INSTALLATION MIS-BHS 46.GPJ GAL-MIS.GDT 9/6/6 JM 9 : LOGGED: CHECKED: DWM CK

71 PROJECT: 46 LOCATION: See Site Plan INCLINATION: -9 AZIMUTH: --- RECORD OF DRILLHOLE: 6- DRILLING DATE: February, 6 DRILL RIG: DRILLING CONTRACTOR: SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH (m) RUN No. COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER. m B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished K - Slickensided SM- Smooth Ro - Rough MB- Mechanical Break Jcon Jr BR - Broken Rock NOTE: For additional abbreviations refer to list of abbreviations & symbols. HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Ja (MPa) AVG BEDROCK SURFACE Slightly weathered, thinly to medium bedded, grey, beige, with staining, fine grained SANDSTONE BEDROCK Rotary Drill NQ Core 3 3 End of Drillhole MIS-RCK 4 46.GPJ GAL-MI.GDT 9/6/6 JM 9 : LOGGED: DWM CHECKED: CK

72 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE APPENDIX B Unconfined Compressive Strength Testing Results September 6 Report No. 46

73

74 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE APPENDIX C MASW Testing Results September 6 Report No. 46

75 DATE August 3, 6 PROJECT No. 46 TO Troy Skinner, Christine Ko Golder Associates Ltd. FROM Stephane Sol, Christopher Phillips ssol@golder.com;cphillips@golder.com NBCC SEISMIC SITE CLA TESTING RESULTS - PROPOSED DEVELOPMENT KANATA LANDS, KANATA AVENUE AND MARITIME WAY, OTTAWA, ONTARIO This technical memorandum presents the results of two Multichannel Analysis of Surface Waves (MASW) tests performed for the purpose of the National Building Code of Canada (NBCC) Seismic Site Classification for a proposed development within Kanata Lands within a site located east of the intersection of Maritime Way and Kanata Avenue, Ottawa, Ontario (Figure ). The geophysical testing was performed by Golder personnel on March, 6. Methodology The MASW method measures variations in surface-wave velocity with increasing distance and wavelength and can be used to infer the rock/soil types, stratigraphy and soil conditions. A typical MASW survey requires a seismic source, to generate surface waves, and a minimum of two geophone receivers, to measure the ground response at some distance from the source. Surface waves are a special type of seismic wave whose propagation is confined to the near surface medium. The depth of penetration of a surface wave into a medium is directly proportional to its wavelength. In a non-homogeneous medium, surface waves are dispersive, i.e., each wavelength has a characteristic velocity owing to the subsurface heterogeneities within the depth interval that particular wavelength of surface wave propagates through. The relationship between surface-wave velocity and wavelength is used to obtain the shearwave velocity and attenuation profile of the medium with increasing depth. The seismic source used can be either active or passive, depending on the application and location of the survey. Examples of active sources include explosives, weight-drops, sledge hammer and vibrating pads. Examples of passive sources are road traffic, micro-tremors, and water-wave action (in near-shore environments). Golder Associates Ltd. 69 Century Avenue, Suite #, Mississauga, Ontario, Canada LN 7K Tel: + (9) Fax: + (9) Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

76 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 The geophone receivers measure the wave-train associated with the surface wave travelling from a seismic source at different distances from the source. The participation of surface waves with different wavelengths can be determined from the wave-train by transforming the wave-train results into the frequency domain. The surface-wave velocity profile with respect to wavelength (called the dispersion curve ) is determined by the delay in wave propagation measured between the geophone receivers. The dispersion curve is then matched to a theoretical dispersion curve using an iterative forward-modelling procedure. The result is a shear-wave velocity profile of the tested medium with depth, which can be used to estimate the dynamic shear-modulus of the medium as a function of depth. Field Work The MASW field work was conducted on March, 6, by personnel from the Golder Mississauga and Ottawa offices. Two MASW lines were collected and their location is displayed in Figure (attached). MASW line was located along the northwest corner of the property. MASW Line was located along the southeast corner of the property. For each survey line a series of 4 low frequency (4. Hz) geophones were laid out at 3-metre intervals. Both active and passive readings were recorded along MASW line. For the active investigation, a seismic drop of 4 kg and a 9.9 kg sledge hammer were used as seismic sources. Active seismic records were collected with seismic sources located,,, and metres from and collinear to the geophone array. Because bedrock was very shallow along MASW Line, only the 9.9 kg sledge hammer was used as seismic source. An example of active seismic records collected for MASW Lines and are shown in Figures and 3, respectively below. Figure : Typical seismic record collected along MASW Line /

77 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Figure 3: Typical seismic record collected along MASW Line Data Processing Processing of the MASW test results consisted of the following main steps: ) Transformation of the time domain data into the frequency domain using a Fast-Fourier Transform (FFT) for each source location; ) Calculation of the phase for each frequency component; 3) Linear regression to calculate phase velocity for each frequency component; 4) Filtering of the calculated phase velocities based on the Pearson correlation coefficient (r) between the data and the linear regression best fit line used to calculate phase velocity; ) Generation of the dispersion curve by combining calculated phase velocities for each shot location of a single MASW test; and, 6) Generation of the stiffness profile, through forward iterative modelling and matching of model data to the field collected dispersion curve. Processing of the MASW data was completed using the SeisImager/SW software package (Geometrics Inc.). The calculated phase velocities for a seismic shot point were combined and the dispersion curve generated by choosing the minimum phase velocity calculated for each frequency component as shown on Figures 4 and. 3/

78 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Shear-wave velocity profiles were generated through inverse modelling to best fit the calculated dispersion curves. Along MASW Line, the active survey provided a dispersion curve with a suitable frequency range (4 to 47 Hz), providing information for both shallow and deeper depths. The minimum measured surface-wave frequency with sufficient signal-to-noise ratio to accurately measure phase velocity was approximately 3.9 Hz. Along MASW Line, the active survey provided a dispersion curve with a suitable frequency range (9-68 Hz), providing information to depths down to 4 metres. The minimum measured surface-wave frequency with sufficient signal-to-noise ratio to accurately measure phase velocity was approximately 9 Hz. Figure 4: Active MASW Dispersion Curve Picks (red dots) along MASW Line 4/

79 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Figure : Active MASW Dispersion Curve Picks (red dots) along MASW Line. Results The MASW test results are presented in Figures 6 (MASW Line ) and 7 (MASW Line ), which present the calculated shear wave velocity profile derived from the field testing. The results along MASW Lines and have been calculated using weight-drop located at metres from the last geophone. The field collected dispersion curves are compared with the model generated dispersion curves on Figures 8 and 9. There is a satisfactory correlation between the field collected and model calculated dispersion curves, with a root mean squared error of less than % along MASW Line and 3% along MASW Line. /

80 Depth (mbgs) Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Shear Wave Velocity (m/s) Figure 6: MASW Modelled Shear-Wave Velocity Depth profile along MASW Line 6/

81 Depth (mbgs) Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Shear Wave Velocity (m/s) Figure 7: MASW Modelled Shear-Wave Velocity Depth profile along MASW Line 7/

82 Phase Velocity (m/s) Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, Model MASW Results Field MASW Results Frequency (Hz) Figure 7: Comparison of Field (red dots) vs. Modelled Data (blue line) along MASW Line 8/

83 Phase Velocity (m/s) Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, Model MASW Results Field MASW Results Frequency (Hz) Figure 8: Comparison of Field (red dots) vs. Modelled Data (blue line) along MASW Line To calculate the average shear-wave velocity as required by the NBCC, the results were modelled to 3 metres below ground surface. The average shear-wave velocity along MASW Line was found to be 436 m/s (Table ). Shear-wave velocities of this magnitude are classified according to the NBCC as Site Class C (very dense soil and soft rock) based solely on the average shear-wave velocity. The average shear-wave velocity along MASW Line was found to be,43 m/s (Table ). Shear-wave velocities of this magnitude are classified according to the NBCC as Site Class B (Rock) based solely on the average shear-wave velocity. Because the results at MASW Line did not generate frequencies low enough to resolve the bedrock velocity below 4 metres, the average velocity was calculated assuming that the shear-wave velocity 9/

84 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 from 4 metres to a depth of 3 metres was constant with an average shear-wave velocity value of,8 m/s which is equal to the velocity of the sandstone bedrock at 4 metres. The NBCC requires special site specific evaluation if certain soil types are encountered on the site, so the site classification stated here should be reviewed, and modified if necessary, according to borehole stratigraphy, standard penetration resistance results, and undrained shear strength measurements, if available for this site. Table : Shear-Wave Velocity Profile along MASW Line Model Layer (mbgs) Top Bottom Layer Thickness (m) Shear Wave Velocity (m/s) Shear Wave Travel Time Through Layer (s) Table : Shear-Wave Velocity Profile along MASW Line Model Layer (mbgs) Top Bottom Layer Thickness (m) Vs Average to 3 mbgs (m/s) 436 Shear Wave Velocity (m/s) Shear Wave Travel Time Through Layer (s) Vs Average to 3 mbgs (m/s) 43 /

85 Troy Skinner, Christine Ko 46 Golder Associates Ltd. August 3, 6 Closure We trust that this technical memorandum meets your needs at the present time. If you have any questions or require clarification, please contact the undersigned at your convenience. GOLDER AOCIATES LTD. Stephane Sol, Ph.D, P. Geo. Senior Geophysicist Christopher Phillips, M. Sc., P. Geo. Senior Geophysicist, Associate /CRP/jl \\golder.gds\gal\ottawa\active\\3 proj\46 claridge kanata lands ottawa\3_field_work_management\geophysics\report\46 tech memo 6august 3 masw.docx /

86 m m m m m m m m m m m m NO DIVING NO DIVING m m m 9. Path: \\golder.gds\gal\ottawa\active\spatial_im\claridgehomes\kanatalands\99_proj\46_claridge_kanatalands\4_prod\phase_geotech\ File Name: 46--.dwg E 49 E m N 8 N P A R T SUBJECT TO EASEMENT m 97. m. IB (87) fp. IB. 99. PART 3, R INST. N. LT DC 96. SIB (87) 4R-837 DC DC DC DC DC 96. N 8 sp by other TP - PH 6-4/ N 8 PH 6-4A BH 6-6 BH 6-3 LORD BYNG WAY MARITIME WAY BUS LOADING BH -4 BH 6- E 49 E 49 TP - BH 6- KANATA AVENUE BH -3 NO DIVING NO DIVING BH 6- TP 3- PH 6-7 TP 3-6 TP 3- TP 3- BH TP - TP -9 BH - N 8 N 8 TP PH 6-8 IB (AOG) TP -6 BH 6- BH 6-9 TP E 49 E 49 SUBJECT TO EASEMENT INST. LT736 TP MARITIME WAY 9. TP PH 6- BH TP - TP - TP - m m m E 49 3 E KEY MAP LEGEND CLIENT CLARIDGE HOMES CORPORATION PROJECT GEOTECHNICAL INVESTIGATION PROPOSED RETIREMENT RESIDENCE TIMBERWALK, OTTAWA, ONTARIO TITLE SITE PLAN CONSULTANT PROJECT NO. 46 :, PHASE SCALE :, SITE APPROXIMATE BOREHOLE LOCATION, CURRENT INVESTIGATION APPROXIMATE TEST PIT LOCATION, CURRENT INVESTIGATION APPROXIMATE PROBEHOLE LOCATION, CURRENT INVESTIGATION APPROXIMATE TEST PIT LOCATION, PREVIOUS INVESTIGATION BY GOLDER AOCIATES LTD. APPROXIMATE BORHEOLE LOCATION, PREVIOUS INVESTIGATION BY OTHERS. MASW LINE APPROXIMATE AREA OF PEAT NOTE(S). THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER AOCIATES LTD. REPORT No. 46. TEST HOLES "GREYED OUT" FOR CLARITY REFERENCE(S). BASE PLAN SUPPLIED IN ELECTRONIC FORMAT BY NOVATECH. PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83, COORDINATE SYSTEM: UTM ZONE 8, VERTICAL DATUM: CGVD8 YYYY-MM-DD DESIGNED PREPARED REVIEWED APPROVED REV. A METRES JM CK TMS FIGURE IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B mm

87 GEOTECHNICAL INVESTIGATION - PROPOSED RETIREMENT RESIDENCE APPENDIX D Basic Chemical Analysis Results Exova Environmental Ontario Report No. 647 September 6 Report No. 46

88 EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis Client: Golder Associates Ltd. (Ottawa) 93 Robertson Road Ottawa, ON KH B7 Attention: Ms. Christine Ko PO#: Invoice to: Golder Associates Ltd. (Ottawa) Report Number: 647 Date Submitted: Date Reported: Project: 46 COC #: 876 Lab I.D. Sample Matrix Sample Type Sampling Date Sample I.D. Group Analyte MRL Units Guideline Subcontract Cl mg/kg Electrical Conductivity ms/cm ph Resistivity ohm-cm SO4 mg/kg 784 Soil 6--9 BH6- SA Guideline = * = Guideline Exceedence MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, MAC = All analysis completed in Ottawa, Ontario (unless otherwise indicated by ** which indicates analysis was completed in Mississauga, Ontario). Results relate only to the parameters tested on the samples submitted. Maximum Acceptable Concentration, IMAC = Interim Maximum Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality Guideline, IPWQO = Interim Provincial Water Quality Objective, TDR = Typical Desired Range Methods references and/or additional QA/QC information available on request. 46 Colonnade Rd. Unit 8, Ottawa, ON KE 7Y Page of 3

89 Golder Associates Ltd. 93 Robertson Road Ottawa, Ontario, KH B7 Canada T: + (63) 9 96