Geotechnical Engineering Subsurface Investigation Report 13-SI-7-BH-1Page)

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1 Geotechnical Engineering Subsurface Investigation Report 3-SI-7-BH-Page) Canadian Shield Avenue, Kanata, ON, K2K H4 Abstract: This report present the findings of the geotechnical investigation completed at Canadian Shield Avenue, Kanata, ON, K2K H4, and issue the recommendations for the design phase of the proposed development (PD) of a six storeys Homewood Suites Hotel and four storeys residential building with one level of underground parking. It consists on a qualified interpretation of the subsurface conditions at a portion of the PIN property, in the City of Ottawa, from information compiled from sampling and testing conducted in test pits and a subsequent laboratory testing program of soils. The information reviewed also includes a site reconnaissance, readily available geologic information from the Geological Survey of Canada (GSC), the City of Ottawa of Ottawa mapping and local climate data from Environment Canada. Geotechnical Investigation Plan (GP 3-SI-7-BH-) presents the portion of PIN subject to this investigation with relevant information concerning topography, proposed and/or existing buildings, adjacent buildings, testholes, strata, etc. The subsurface information from the sampling and testing program is presented in the appendixes. Yuri Mendez M. Eng, P. Eng. 2/9/24 September 2, 24 Geotechnical Engineering 96 Britannia Road Ottawa, On. K2B 5W9 PO Box 7487 RPO Beechwood Ottawa, ON, KM 2H9 Phone: info@geoseismic.ca

2 Technical Report Documentation. Report Number: 3-SI-7-BH- Contract No.: 4. Report Type: Subsurface Investigation Report Author: Yuri Mendez MEng, PEng. O/A Geoseismic 6. Municipal Address: Canadian Shield Avenue, Kanata, ON, K2K H4 Canadian Shield Avenue, Kanata, ON, K2K H4 2. Client/Developer Bayview Hospitality Inc. 8 Chestnut Street Toronto, ON, M5G R3 7. Proposed Development: Six storeys Homewood Suites Hotel and four storeys residential building with one level of underground parking. Subsurface Investigation Report 3-SI-7-BH- 3. Care of: Chamberlain Architect Ltd. 596 South Service Road, Suite 3. Burlington, ON. L7L 5H4 5. Date: September 2, Legal Description: PIN Frontage: 9.67 m 9. Depth:. Area:.5 ha. Key Plan: 2. Available Plans: A. Preliminary site plan, floor plans and perspectives per drawings A to A8 from Chamberlain Architects project Site 233, dated March 22, 23. N o Source: Google Maps W o. Report Objective, Scope and Interpretation: This report aims to characterize the physical and mechanical properties of the soil strata beneath the ground surface based on the findings of a geotechnical investigation in order to insure that the underlying soil and rock can support the proposed facilities. Given the variability in soils the actual conditions may be found to vary at the time of construction and may require a new set of recommendations in the form of amendments to this investigation and/or report. This report is issued at a time in which details regarding the geometry and loads of the Proposed Development (PD) are not known and is based on the best available information at the present time. Geotechnical design is highly dependent on dimensions, geometry and depth of structures, as such, a geotechnical review of finalized plans and designs is in all cases recommended or may be requested by other designers when proposed variations deviate from the preliminary assumptions in this report. An adequate geotechnical inspection and quality control program is to supplement this report during construction. This report also provides an indication of the scope of pending geotechnical plan reviews, technical letters and quality control recommended for the PD. Restrictions: The author holds the copyright of this material No. of Pages: 23 Geoseismic Geotechnical Engineering Page 2 of 23

3 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- 2 Table of Contents Subsurface Investigation Report 3-SI-7-BH-Cover Page)... Technical Report Documentation Sampling and Testing Physical Settings, Strata and Topography... 5 Geotechnical Plan Surface and Subsurface Materials Ground Water and Moisture Geotechnical Assessment Soil Strata and Properties Ground Water Frost Susceptibility Plasticity Disturbance Borrow Materials Potential Settlements Construction of Buildings Seismic Site Response Roadbed Soil Quality Soil Types Under Safety Regulations Special Issues or Difficult Soils: Liquefaction, Organic, etc Geotechnical Design Assumptions Material Properties, Design Values and Local Conditions Grading/Terracing/Raise Foundations Load and Resistance Factors Bearing Capacity Foundation Options Settlements Foundation Insulation Options for Shallow Footings... 3 Geoseismic Geotechnical Engineering Page 3 of 23

4 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- 6.5 Foundation Wall Damproofing and Drainage Seismic Design Design Spectral Accelerations Seismic Loads on Foundation Walls Pavement Haul Roads Frost Heave Manholes, Catch Basins and Others Underground Corrosion Sulphate Attack on Concrete Temporary Soil Cut and Shoring Water Inflow within Excavations Recommended Specifications Striping Excavation to Undisturbed Soil Surface Fill Placement Compacted Lifts Thicknesses Equipment and Passes Compaction Guide for Passes and Level of Compaction Compaction General Compaction Quality Control Recommended Geotechnical Services During Design and Construction Design Phase Supplemental Geotechnical Consultant Services for the Proposed Development Construction Phase Supplemental Geotechnical Consultant Services for the Proposed Development Contractor Designed Temporary Geotechnical Structures Geoseismic Geotechnical Engineering Page 4 of 23

5 Canadian Shield Avenue, Kanata, ON, K2K H4 3 Sampling and Testing Subsurface Investigation Report 3-SI-7-BH- The field and laboratory program set out in our proposal dated July, 24, was completed in general accordance with the following standards: ASTM D Standard Guide to Site Characterization for Engineering Design and Construction Purposes ASTM D Standard Guide for Field Logging of Subsurface Explorations of Soil and Rock The program also included: an elevation survey, a laboratory review of samples recovered from the field, selection of samples for water content determination as considered appropriate and one sample submitted to a local laboratory for concentration of sulfate, chloride, PH and resistivity. The test hole locations are shown in the geotechnical plan GP 3-SI-7-BH-, the laboratory testing and the soil sampling and field testing at each location is shown in the soil profile testing and sampling logs in our appendices. 4 Physical Settings, Strata and Topography The surface topography and subsurface materials found during this investigation are shown in the geotechnical plan GP 3-SI-7-BH- in page 6. For ease of reference, in GP 3-SI-7-BH- the site is shown within a grid of Stations North and East. Generally, shallow bedrock conditions were found roughly along St. 3 and N, with some bedrock outcrops at the coordinate pair (3, ). Thicker overburden soils were found along St. 6 N with maximum depth found of 6. m at the coordinate pair (, 6). Generally, the overburden soils consist of glacial till. The glacial till is overlain by hard silty clay roughly along St. 6 N. The glacial till found at this site consist in majority of dense silt with clay, sand, gravel, cobbles and boulders. The geology data base by Belanger/Moore 999 suggests to m of overburden soils underlain by bedrock identified as diorite, gabbro or metamorphic paragneiss. At the time of the investigation the north half of the site was treed and grass covered on the south portion. Geoseismic Geotechnical Engineering Page 5 of 23

6 Elevations at curve Elevations at curve Test Pit Cross section line Notes: Cross sections are visual aids. Depths to strata and geometry are only accurate at the test pit locations. Cross sections construction is computer assisted using Strater 4 software and by joining lines of similar strata and extrapolation. Refer to the test hole logs in appendix A for details of dimensions, sampling and testing Elevations are referenced temporarily to an arbitrary elevation of m on the top spindle of the fire hydrant at Great Lakes Avenue (TBM). Elevation data is approximate. Elevation at TP3 was estimated on level contours data. It is not accurate. Geotechnical Plan 3-SI-7-BH- Portion of PIN Canadian Shield Avenue, Kanata, September 2, 24 ON, K2K H4 Drawing: YM Proposed six storeys Homewood Suites Hotel and four storeys residential building with one level of underground parking

7 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- 4. Surface and Subsurface Materials The arrangement of strata found in our investigation is shown in our borehole logs and presented graphically in the cross sections in GP 3-SI-7-BH-. The brown coloration result from oxidation of iron in the parent minerals from which the soils are originated. The grey color in soils is indicative of materials below permanent ground water. Topsoil, is in general organic materials from vegetation, mixed to some degree with the parent underlying soil. Some fill materials were found on the south half of the site which is denoted with the same hatch as topsoil. Refer to the borehole logs for further details. Hard clays are fine grained plastic-cohesive soils and are characterized by their stiffness (shear strength). Their behavior is highly dependent on moisture content changes. They were found to be in a hard to very stiff state and are expected along the high portion of the soil profile along a strip roughly delineated by St. 4 and 8 N and along the south east corner of the site. They may be up to 4. m thick along those areas. Glacial till consisting of dense silt with clay, sand, gravel, cobbles and boulders, overlies the bedrock throughout the site. Where sampled, the bedrock was found to consist of the minerals indicated by the geological mapping as indicated in the cross sections and in the borehole logs. Where gabbro bedrock was found, it is significantly irregular and fractured. Excavation equipment advanced up to.5 m through fractured gabbro bedrock. 4.2 Ground Water and Moisture Slow water inflow within the excavated test pits was only noted at depths exceeding 4. m. Permanent water table levels are often evidenced by the transition of soil colour brown to grey as shown in GP 3-SI-7-BH-. The dark grey colours of bedrock shown does not indicate water table. Moisture contents vary above the ground water table. Below the water table, water contents within the matrix of cohesive silt-clay-sand materials in the glacial till are less than 22%. For a specific gravity of 2.75 typically encountered in Ottawa, saturation water contents of 22% are indicative of high density and low compressibility. Water contents are shown in the borehole logs in appendix A. Geoseismic Geotechnical Engineering Page 7 of 23

8 Canadian Shield Avenue, Kanata, ON, K2K H4 5 Geotechnical Assessment Subsurface Investigation Report 3-SI-7-BH- 5. Soil Strata and Properties It can be seen that along Stations 3 and N, shallow bedrock overlain by very stiff and dense soils control the considerations for geotechnical design of foundations and construction with no relevant issues regarding ground water inflow and/or control. Along St. 6 N, the strata are deeper with hard clay underlain by glacial till at founding depths within 3 to 3.5 m. Along those areas the selection of a foundation alternative will depend on whether the soil strata can support the proposed structures or not. In the latter case, a deep foundation alternative such as caissons may be required. 5.2 Ground Water The colour transitions suggest the water table at about 4.3 m depth for an approximate 94 m elevation. 5.3 Frost Susceptibility The overburden soil materials at this site are frost susceptible. Frost heave and subsequent loss of strength upon thawing can be expected. Frost susceptibility generally influences these geotechnical recommendations with regard to pavement design, depth of foundations and the use of insulation for some structures. 5.4 Plasticity Clays in the majority of the geological environment in Ottawa consist of low to medium plasticity clays. At this site the clays are to be considered of medium plasticity. The silt to sandy silt component of the glacial till is of low to very low plasticity. The plasticity and in situ water content is highly influential on the potential use of borrow and in the mechanical and strength parameters for bearing capacity, pavement design, etc. 5.5 Disturbance The mechanical actions of excavation equipment cause disturbance. As such, excavation methods and equipment operation intended to reach the vertical alignment (elevation) of the undisturbed soil surface must be selected and supervised to preserve its natural physical and mechanical properties. Also, for the clay materials encountered at this site, significant loss of strength can be expected upon exposure to increases in moisture content due to weather (rain) or construction operations. Equipment output will decrease when working in rainy weather conditions and improvement of working surfaces may be required. In general drying during extended periods of time also cause disturbance. For the weather conditions in Ottawa extended drying periods are not often an issue. Geoseismic Geotechnical Engineering Page 8 of 23

9 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Exposure of of soils below the frost depth (.5 to 2. m) to freezing temperatures will cause disturbance. Insulation or heating must be considered for winter construction. 5.6 Borrow Materials The medium plastic clays available at this site are not to be considered as borrow materials for compaction. Its in situ water content is expected to exceed limits for compaction. Only upon an extended drying period they may reach water contents suitable for compaction. As such reinstatement of excavated clay material is not to be permitted. The silt-sand-clay materials overlying shallow bedrock found along St. N, east of St. 5 E, have water contents in the order of 2 %. This water content is sufficiently close to the optimum water content for compaction for the given materials to be used as backfill to buildup the subgrade where needed. The need to remove large boulders and cobbles larger than 3mm is still present. If during construction it is practical to strip off the topsoil and stock pile materials having particles less than 3 mm, they could be used as suitable backfill for a large number of applications, provided the following: An appropriate material selection is performed during stripping and excavation Additional information regarding water content is compiled, either from stock piles or in situ. Proctor Standard compaction moisture density curves are determined in a laboratory. For low of optimum in situ (or stock pile) water contents, the moisture content is adjusted during placement (common procedure). 5.7 Potential Settlements Limits are being established in this report to prevent settlements exceeding total of 25mm and differential of 2 mm. Generally these limits are being established in the bearing capacities and by providing restriction to grade raises. Significant grade raises are not expected for the proposed development. 5.8 Construction of Buildings Design spectral accelerations and bearing capacities are highly dependent on building layout at this site. More economical design will result from construction in shallow bedrock areas. Drawing Shallow Bedrock Areas (SBA) in appendix B displays the test pit locations, the preliminary building layout and delineates expected areas of shallow bedrock depth (4.5 m or less),which could be considered for building layout. Additional recommendations from the geotechnical stand point for the proposed development are as follows: Geoseismic Geotechnical Engineering Page 9 of 23

10 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- I. This report II. Geotechnical design of foundations (or review) once the details and geometry of the proposed development are known. This geotechnical review may include additional design considerations as the actual design may differ from the assumptions made in this report. The review is to be provided in the form of design services or as an amendment to this report with extents depending on the scope of the review. III. A confirmatory geotechnical inspection program is completed during construction. IV. A quality control program with testing is completed via standard practices in construction. 5.9 Seismic Site Response For the overburden stiff and dense materials, with bedrock at shallow depths, an average shear wave velocity within 3 m of the expected foundation elevation (Vs(3)), between 8 to 36 m/s is assigned for the purpose of site classification under section of the Ontario Building Code 22 (OBC 22). Further details are provided in the seismic design section. 5. Roadbed Soil Quality Roadbed denotes the materials beneath pavement structures. The general quality of the near surface undisturbed soil to serve as foundation for pavement structure at this site are to be considered poor, as defined in the AASHTO Guide for Design of Pavement Structures (AASHTO 993). Where the roadbed will consist of fill banks placed as specified in this report, the roadbed soil quality is to be considered fair to good depending on the type of materials. 5. Soil Types Under Safety Regulations For the purpose of the Occupational Health and Safety Act of Ontario (O. Reg. 23/9) the soils are to be considered Soil Type II for all trench excavations in soils above elevation 93.5 m. For deeper excavations the entire soil profile is to be considered Soil Type III. This soil type assignment is highly relevant for the definition of safe open cut and braced excavations if required. 5.2 Special Issues or Difficult Soils: Liquefaction, Organic, etc. Our investigation did not reveal special concerns for the proposed development, such as slope stability, liquefaction, organic materials, etc. Geoseismic Geotechnical Engineering Page of 23

11 Canadian Shield Avenue, Kanata, ON, K2K H4 6 Geotechnical Design Subsurface Investigation Report 3-SI-7-BH- 6. Assumptions The proposed development is to consist of a six storeys Homewood Suites Hotel and a four storeys residential building with one level of underground parking. The building layout has been proposed preliminarily as shown in Drawing Shallow Bedrock Areas in Appendix B. The final building layout may be modified according to the findings of this investigation. Temporary soil cut will be designed such that the risk to health and safety of workers and the public is kept to an acceptable level and that adjacent properties or buildings are not damaged. Ontario Reg. 23/9 applies. 6.2 Material Properties, Design Values and Local Conditions NBCC PGA of.32 g, where g = 9.87m/s 2 Reference peak hazard values for spectral accelerations per 2 National Building Code Seismic Hazard Calculation in appendix C. year return period freezing index for the City of Ottawa of approximately 2, ο F-Days (, ο C-Days) Frost penetration of.5 m on bare ground with moist topsoil. Will vary depending on soil cover. All soils at this site are characterized by in situ mass bulk density of,85 kg/m 3. Saturation water contents in cohesive materials below the water table less than 22% are indicative of in situ mass bulk density in the order of 2, kg/m 3 for very low compressibility. Silty clay strain dependent angle of internal friction is to be considered: 32 o for non yielding structures such as braced excavations and non yielding basement walls. 3 o for free standing retaining walls. All other soils are to be considered having 34 o, angle of internal friction. 6.3 Grading/Terracing/Raise Significant great raises are not expected for the proposed development. Grade raises up to 2. m can be completed without further geotechnical review. 6.4 Foundations Foundation and seismic design at this site is largely dependent on building layout. Drawing Shallow Bedrock Areas (SBA) in appendix B, presents areas A (blue) and B (red). Area A delineates areas in which overburden soils are expected to be about 4.5 m or less. Within area B, shallow bedrock may be encountered. Geoseismic Geotechnical Engineering Page of 23

12 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH Load and Resistance Factors For the purpose of computations related to the service (SLS) and strength limits (ULS) note: A resistance factor of.6 is applied to the computed or estimated (nominal) bearing resistance to obtain the strength limit. An average load factor of.4 is assumed to compute the service limit. The compressibility has been evaluated with the saturation water content of samples below the water table Bearing Capacity For brown silty clay within 3. m of the surface use and 5 kpa at the service and strength limits respectively at underside of foundations. For all brown glacial till within 3.5 m of the surface use 285 and 4 kpa at the service and strength limits respectively at underside of foundations. For weathered bedrock use 82 and, kpa at the service and strength limits respectively. Where at least one meter of weathered have been removed, use, and,5 kpa at the service and strength limits respectively. On bedrock surfaces having small cracks, use,6 and 2,3 kpa at the service and strength limits respectively. This could be confirmed by a simple geotechnical inspection Foundation Options For foundation design the following foundation options can be considered for building loads which may exceed the soil bearing capacities: I. Where buildings with one level of underground can be accommodated roughly within area A, it may be practical to place foundations on bedrock. Strip footings may be stepped and some footings may be placed at deeper portions. Area A has been drawn for a 4.5 m depth, however, this option may be practical to a 5. m depth. II. At grade buildings without basements could be accommodated within area B founding on shallow bedrock and without the need to remove large quantities of bedrock. III. Constrain building locations to shallow areas and spanning beyond as needed. The building may be placed partially on bedrock and partially on glacial till with larger foundation areas or partially on bedrock and partially on short caissons, where the bearing capacity cannot accommodate the loads. Geoseismic Geotechnical Engineering Page 2 of 23

13 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- This report may be amended for option III to include geotechnical resistance for caissons Settlements For the combination of grade raise and footing loads provided above building settlements are not to exceed limiting values of 25 mm and 2 mm total and differential settlements respectively at this site Foundation Insulation Options for Shallow Footings For shallow footings supporting lightly loaded structures on the perimeter of buildings and unheated areas in otherwise heated buildings foundation insulation is highly recommended. Where foundation insulation is not provided, the foundations need to be advanced below the frost depth..5 m is an adequate depth for heated structures and up to 2 m for isolated foundations away from the heated space. Different options and geometries require special insulation design considerations; as such it is impractical to provide insulation design without specific knowledge of the geometry proposed by the structural and architectural designers. Where insulation is installed under shallow footings for unheated space, the bearing capacity is limited by the allowable bearing capacity of the insulation. Additional geotechnical design services and reviews are required depending on the selected alternative. Contact the geotechnical specialist of your choice once the structural and architectural details become available. 6.5 Foundation Wall Damproofing and Drainage Refer to NRC Construction, Evaluation Reports CCMC 397-R in appendix D of this report for damproofing and foundation wall drainage system details satisfying the provisions under OBC 22 and suitable for the conditions set out in this report. Other available similar systems having the components shown in CCMC 397-R may be used. Drainage must be provided to daylight or a positive outlet, or sump. 6.6 Seismic Design Details of the spectral and peak seismic hazard values applicable to this site are presented in the 2 National Building Code Seismic Hazard Calculation in Appendix C. The details in Appendix C are being considered in this section Design Spectral Accelerations Figure below presents the design spectral accelerations computed under section of the Ontario Building Code 22 (OBC 22) for the site class C assigned to this site. Geoseismic Geotechnical Engineering Page 3 of 23

14 S T Subsurface Investigation Report 3-SI-7-BH- Canadian Shield Avenue, Kanata, ON, K2K H4 Figure Class C Design SpectralAccelerations T s S T Period s Note that site class A or B may be assigned provided seismic testing is completed. Site classes A or B, under OBC 22 can only be assigned when seismic testing is completed to confirm Vs(3) greater than 76 m/s. Previous findings and experience indicate that in the balance probabilities, for buildings placed on bedrock site class A may apply. As a preliminary reference and for evaluation by other designers, the design spectral accelerations for site class A are presented in Fig. 2 below, however, structural design at this time, based on Fig. 2 is not recommended until confirmation of class A or B is completed. Final building layout may also determine the assigned design spectrum. Geoseismic Geotechnical Engineering Page 4 of 23

15 S T Subsurface Investigation Report 3-SI-7-BH- Canadian Shield Avenue, Kanata, ON, K2K H4 Figure 2 Class A Design SpectralAccelerations.4.3 T s S T Period s Note the substantial differences between the 2 spectrums. Seismic design for site class C at this site, imply a level of safety beyond the requirements and impose an unnecessary cost to building construction. Completion of a seismic test to confirm site class A or B is advised Seismic Loads on Foundation Walls After Wood 973, a non yielding basement wall having 2.5 m height, measured between the basement floor and finished grade level can be design for the seismic condition having a load of 63 kn/m applied at a.2 m height from the base. Consult a geotechnical designer for different geometries. 6.7 Pavement The flexible pavement structures supplied in this report follow the guidelines set out in AASHTO 993 for climatic Region III. Figure 3 below presents a schematic site plan differentiating example uses for five traffic classes developed by the Wisconsin Asphalt Pavement Association and presented in their Design Guide May, 2. This report differentiate pavement designs using the same layout in figure 3 and use 2 year accumulated design Equivalent Single Axle 8 kn (8, pounds) load applications (ESALs) for each class, resulting from a literature review of North American research reports. Table below presents design ESALs and a description of uses for each pavement structure in table 2. Geoseismic Geotechnical Engineering Page 5 of 23

16 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Figure 3. Traffic Classes (Classes I to III relevant to this report) TC II-B TC II-B TC III TC II-A TC II-A TC II-A TC II-A TC II-A Table. Design ESALs (2 years) and uses for traffic classes Ontario Category Classes ESALs Uses A I 5, Residential dead end and parking lots 5 stalls or less. A II-A, Parking lots 5 to 5 stalls. B II-B 2, Residential streets, parking lots more than 5 stalls B III 4, Local streets and light industrial lots. Table 2. Flexible Pavement Structure Classes I, II-A and II-B Classes Material Specification I II-A II-B III Class mm in mm in mm in mm in Surface course OPSS 5 Superpave Surface course OPSS 5 Superpave Binder course OPSS 5 Superpave 9. Base OPSS Granular A Subbase OPSS Granular B Type II Subgrade Undisturbed In situ Soil L2 Geoseismic Geotechnical Engineering Page 6 of 23

17 6.7. Haul Roads Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Note in table 2 that where the subgrade consists of compacted fill as specified in this report the subbase indicated in table 2 can be reduced for classes I to II-B by 5. 8 mm (2 ) and the subbase for class III can be reduced by 76.2 mm (3 ). The reduced Class I can be considered for underground parking. Aggregate surface roads to serve as haul roads during construction designed for, ESALs on poor soil are to be 23 mm thick of granular A type materials or another suitable combination of thicknesses of granular B and A. Note that the granular B alone provided for Class III use does not provide an adequate structure for the design ESALs of haul roads. For haul roads the combination of mm granular A and 33 mm of granular B supplied for Class III can be considered for the initial construction condition or alternatively, angular crushed aggregates having particles between 45 and 5 mm can be used to improve the roadbed and assume that the thickness so provided combined with granular B having thickness of 33 mm satisfy the thickness required for haul roads and subbase at the same time Frost Heave Frost heave of founding materials for pavement induces reduction (serviceability losses) of the performance period (along with traffic ESALs) for which the structure was designed. Generally speaking, AASHTO 993 does not provide for an increase in the thicknesses (structural number) for reduction of the losses, as such increase has very small influence in the detrimental effects of frost heave. Frost heave affects pavements by roughness induced by differential frost heave, i.e., if the longitudinal vertical alignment is all equally frost susceptible, there is negligible detrimental effect. This is difficult to achieve in urban developments in which services trenches are backfilled with non frost susceptible materials. For long lasting pavements on frost susceptible soils, the general guideline is, where possible; ensure that all soils serving as pavement foundation are equally frost susceptible. This could be achieved by providing frost susceptible backfill within.4 m of the pavement foundation in service trenches Manholes, Catch Basins and Others Manholes and catch basin type structures provide a cold bridge to a deeper portion of the soil profile and create localized areas prompt to pavement failure by excessive frost heave roughness in frost susceptible soils. This can be prevented by providing insulation extending downward around the structure and horizontally outward to create a transition from the varying pavement elevation to the more stable catch basin elevation. On the alternative, non frost susceptible backfill can be provided tapered outward from the structure to the surrounding pavement. Geoseismic Geotechnical Engineering Page 7 of 23

18 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- 6.8 Underground Corrosion For the resistivity of, Ohms-cm, PH of 7.69 and ions concentrations found at this site, the soils are mildly corrosive. Resistivity, PH and soluble ions testing is presented in appendix E. After Romanoff 957, the following corrosion rates can be used: For carbon steel: 5 m/year for the first 2 years, 8 m/year, thereafter. For galvanized metal: 7 m/year for the first 2 years, 4 m/year until depletion of zinc, 8 m/year for carbon steel. 6.9 Sulphate Attack on Concrete For the sulphate content less than. % in soil encountered at this site, there are no restrictions to the cement type which can be used for underground structures. 6. Temporary Soil Cut and Shoring Temporary soil cut and shoring will be designed to meet Ontario regulation O. Reg. 23/9, such that the risk to health and safety of workers and the public is kept to an acceptable level and that adjacent properties or buildings are not damaged. O. Reg. 23/9 provides definitions for the soil types and establishes the soil cut slopes and minimum shoring requirements for excavations up to 6 m depth with no hydrostatic pressure and establishes the conditions in which an engineered design is required. Temporary shoring is typically designed by the contractor. In general, the results and data in this report can be used for the design of shoring systems. Also, to account for the operation of equipment near trenches, a 2 kpa surcharge load need be considered for the design of shoring systems. Some key aspects of O. Reg. 23/9 applicable to the soil type II encountered at this site are the following: Safe open cut is vertical to horizontal. Within.2 m of the bottom of open cut areas, the soil can be cut vertical. Shoring is not required where the above conditions are met. Geoseismic Geotechnical Engineering Page 8 of 23

19 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Use 23/9 for excavations that are not trenches as they relate to soil types and cuts. Note that the provisions for shoring using braced systems do not apply as they cannot be braced. 6. Water Inflow within Excavations Water inflow through shallow excavations in silty clay deposits can be controlled by pumping from open sumps. Water can also be perched within shallow soil materials causing significant temporary inflow of water upon initial excavation operations. Perched water amounts depend on seasonal variations, precipitation and soil conditions. A Permit to Take Water (PTTW) may not be required for this development. PTTWs are required under Ministry of Environment (MOE) where pumping from excavations exceed 5 m 3 per day. 7 Recommended Specifications It is recommended that the following geotechnical specifications be included as part of the construction documents and/or plans for the PD. In the event that any of these specifications conflict with municipal and or provincial specifications, the most restrictive applies. For the case when products involving ground conditions are used, the manufacturer s specifications take precedence. 7. Striping Topsoil and existing fill must be removed from the perimeter of all structures, including buildings, pavement, parking areas and earth or fill banks for grading. 7.2 Excavation to Undisturbed Soil Surface All soil surfaces in which to commence construction for all structures are to be preserved in undisturbed condition (Undisturbed Soil Surface (USS)). Where rainy weather and/or equipment operation and/or labours make impractical or difficult the preservation of USS a working granular pad may be used. Use the compaction requirements and materials for trench foundation (stabilization). Except as otherwise indicated for select borrow materials at this site, reinstatement of excavated soil is not allowed. When excavation exceeds the depth of the proposed USS, a granular pad using the material and compaction requirements for trench foundation will be used. It can be assumed that it is impractical to conduct excavations to an even USS. In such case a granular pad not less than 5mm thick must be used to remedy for irregularities caused by the operation of equipment. Geoseismic Geotechnical Engineering Page 9 of 23

20 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- 7.3 Fill Placement 7.3. Compacted Lifts Thicknesses Equipment and Passes Compacted lifts for non cohesive soils or specified granular will not exceed 2 mm and 5 mm for cohesive soils. For specified granulars, subject to test trials a maximum compacted lift of 3 mm may be accepted provided vibratory compaction equipment rated at 6, lb-f (27,3 kg-f) of dynamic force is used. For road construction passes are to overlap by 3 mm for full coverage. Where non vibratory pneumatic compactors with ballast an tire pressure of psi (7 kg/cm 2 ) are used (9 or 3 ply) the compacted lift thicknesses will not exceed 5 mm for granular and 2 mm for cohesive soils. For services and culvert trenches, when using rammers and light vibratory plates weighing less than 5 kg (25 lbs) the compacted lift thicknesses will not exceed and 25 mm respectively. For heavier trench equipment the compacted lifts for non cohesive soils or specified granular will not exceed 2 mm and 5 mm for cohesive soils. No heavy equipment will be operated above the crown of pipes or culverts unless.2 m of fill has been placed or the subgrade elevation has been reached. For all trenches below the water table, trench foundation not less than 2 mm will be provided as per materials and specification in Table XX. Materials lift placement beneath foundations, slabs or any placement not specified above must abide to the above specifications as they relate to the equipment being used. 7.4 Compaction Guide for Passes and Level of Compaction As guidelines, for equipment passes the contractor may consider not less than 5, 6 or 7 passes for 9, 95 or % Proctor Standard compaction. The contractor acknowledges understanding that this can only be verified by actual testing and that he is solely responsible for decisions made on the assumptions that the compaction specified has been achieved. As guidelines, the loose lift thicknesses for granular materials may be approximately 5, 75, 235 and 35 mm for compacted lift thicknesses 25, 5, 2 and 3 mm respectively. The contractor acknowledges understanding that this can only be verified by trials and that he is solely responsible for decisions made on the assumptions that the compacted lift thicknesses for equipment type specified are not exceeded. Geoseismic Geotechnical Engineering Page 2 of 23

21 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- As guidelines, the loose lift thicknesses for cohesive materials may be approximately 25, 9 and 25 mm for compacted lift thicknesses, 5 and 2 mm respectively. The contractor acknowledges understanding that this can only be verified by trials and that he is solely responsible for decisions made on the assumptions that the compacted lift thicknesses for equipment type specified are not exceeded. 7.5 Compaction General Table presents Proctor Standard (PS) compaction requirements for specified placement and materials. Table is the result of an extensive literature review of available reports associated with North American specifications for compaction and materials. Table. Compaction Requirements Material Placement Material Description % PS Base OPSS Granular A Subbase OPSS Granular B Type II Subgrade Backfill for trenches under pavement Backfill for trenches non traffic areas Cohesionless (with 2 % or less fines) and % passing 95 6 mm sieve Cohesive 95 Cohesionless (with 2 % or less fines) and % passing 95 6 mm sieve Cohesive 95 Cohesionless (with 2 % or less fines) and % passing 9 6 mm sieve Cohesive 9 Under sidewalks top 2 mm Any OPSS Granular specification for which % 95 passes the 26.5 mm sieve the 26.5 mm sieve Subgrade Cohesive 95 Under foundations Any OPSS Granular specification for which % 95 passes the 6 mm sieve except Granular B Type I Backfill under slabs Cohesionless (with 2 % or less fines) and % passing 6 mm sieve Cohesive 95 Top mm Crushed stone 9.5 to 9 mm (use one or several sizes) 9 Pipe bedding and cover (5 mm for bedding to 5 mm above the crown) Trench foundation (stabilization minimum 2 mm) Backfill for non building, non traffic and/or parking areas, Any OPSS Granular specification for which % passes the 26.5 mm sieve Any OPSS Granular specification for which % 95 passes the 6 mm sieve except Granular B Type I Cohesionless (with 2 % or less fines) and % passing 9 6 mm sieve Cohesive 9 95 Geoseismic Geotechnical Engineering Page 2 of 23

22 Table. Compaction Requirements Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Material Placement Material Description % PS Placement not specified above Cohesionless (with 2 % or less fines) and % passing 95 6 mm sieve Cohesive 95 No compaction is to be conducted within.9 m of basement walls. 7.6 Compaction Quality Control Provide moisture density relationships for Standard Proctor compaction for the proposed materials and source. Conduct one in situ test at randomly selected locations per 6 m 3 of fill. This is approximately one test, each 3 m 2 of lift in place. Nuclear density probes testing can be used. 8 Recommended Geotechnical Services During Design and Construction Geoseismic promotes an active participation of geotechnical specialists during design and construction. It is recommended that a geotechnical consultant (the consultant) be retained in order to insure that the recommendations in this report are implemented in the final design and construction. 8. Design Phase Supplemental Geotechnical Consultant Services for the Proposed Development The consultant services are expected to consist in additional design and plan reviews once draft plans defining details concerning grading, services, pavements and foundation dimensions, elevations, depth and loads become available. The design services may be requested in advance by other designers and depend on design decisions and/or plans differing from the assumptions in this report. The geotechnical designer is to produce at this stage technical letters and/or drawings supporting analyses and final design decisions. 8.2 Construction Phase Supplemental Geotechnical Consultant Services for the Proposed Development The consultant services for construction will consist on inspections and testing for quality control. The inspections may be visual examination only or in conjunction with testing. Inspection and quality control testing programs are tailored to include but not limited to: Geoseismic Geotechnical Engineering Page 22 of 23

23 Canadian Shield Avenue, Kanata, ON, K2K H4 Subsurface Investigation Report 3-SI-7-BH- Confirmation of findings of the geotechnical investigation Monitor the performance of temporary geotechnical structures in time Satisfy the consultant that the physical and mechanical properties of existing and newly placed geotechnical materials meet the requirements in this report Satisfy the consultant that manufacturer specifications involving systems and materials interacting with ground conditions and ground water are being met Satisfy the consultant that performance measures and tolerances of geotechnical structures are being met (piles, anchors, etc.) Supplemental geotechnical services in this stage may include shop drawings review for contractor designed geotechnical structures (typically shoring, temporary soil cut and anchors) 8.3 Contractor Designed Temporary Geotechnical Structures Since excavations are recognized as a hazardous construction operation and contractors have control of the construction operations and safety, temporary slope cut stability and temporary shoring design are typically done by the contractor. The anchoring systems to shoring, dewatering systems and other applications are also done by the contractor except specified otherwise. In particularly sensitive ground water conditions dewatering systems may need to be designed by the geotechnical consultant. Temporary soil cut and shoring must be designed to meet O. Reg. 23/9. The general design requirement is that the risks to workers and the public be kept to acceptable levels and that adjacent properties and existing structures are not damaged. The consultant role is to conduct reviews of shop drawings defining details of temporary geotechnical structure designed by the contractor. It is expected that this investigation report be sufficient to supply the data required for temporary slope cut and shoring design. Geoseismic Geotechnical Engineering Page 23 of 23

24 Canadian Shield Avenue, Kanata, ON, K2K H4 3-SI-7-BH- Appendix A: Test Pit Logs Geoseismic Geotechnical Engineering

25 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Fill: dark brown silty clay with organic matter Brown silty clay with roots Glacial till: Dense clayey silt with sand, gravel and cobbles Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Shovel refusal on paragneiss bedrock S = Sample for lab review and moisture content S S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

26 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Topsoil Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Weathered paragneiss bedrock Shovel refusal on bedrock S = Sample for lab review and moisture content S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Date: Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP2 of 4 Project:.93 Interpreted ground water depth Other Lab Tests Other Lab Tests

27 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Glacial till: Dense clayey silt with sand, gravel and cobbles Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Weathered paragneiss bedrock Shovel refusal on bedrock S = Sample for lab review and moisture content S Moisture Content (%) Laboratory Tests Shear Strength (kpa) W a t e r. Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth. Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP3 of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

28 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality S Weathered paragneiss bedrock Shovel refusal on bedrock S = Sample for lab review and moisture content S Laboratory Tests Moisture Content (%) Topsoil Glacial till: Dense clayey silt with sand, gravel and cobbles Shear Strength (kpa) W a t e r Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Date: Elevation Lithology and color Depth Elevation Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP4 of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

29 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Hard silty clay: galciomarine varved silty clay S Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders S Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP5 of 4 Project: Shovel refusal on bedrock S = Sample for lab review and moisture content Interpreted ground water depth Other Lab Tests Other Lab Tests

30 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality S Glacial till: Dense clayey silt with sand, gravel and cobbles Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Shovel refusal on bedrock S = Sample for lab review and moisture content Topsoil Hard silty clay: galciomarine varved silty clay Laboratory Tests Moisture Content (%) Depth Shear Strength (kpa) W a t e r Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Elevation Lithology and color Date: Depth Elevation Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP6 of 4 Project: 37 Interpreted ground water depth Other Lab Tests Other Lab Tests

31 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil 98.4 Hard silty clay: galciomarine varved silty clay Glacial till: Dense clayey silt with sand, gravel and cobbles Shovel refusal on paragneiss bedrock S = Sample for lab review and moisture content S S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP7 of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

32 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality 98.2 Date: Topsoil Fill: dark brown silty clay with organic matter Hard silty clay: galciomarine varved silty clay S Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP8 of 4 Project: 3 2 Shovel refusal on bedrock S = Sample for lab review and moisture content Interpreted ground water depth Other Lab Tests Other Lab Tests

33 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Fill: dark brown silty clay with organic matter Hard silty clay: galciomarine varved silty clay S S Glacial till: Dense clayey silt with sand, gravel and cobbles S Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP9 of 4 Project: Shovel refusal on bedrock S = Sample for lab review and moisture content Interpreted ground water depth Other Lab Tests Other Lab Tests

34 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Topsoil Fill: dark brown silty clay with organic matter S Hard silty clay: galciomarine varved silty clay S Hard silty clay: galciomarine varved silty clay with trace gravel and cobbles Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders S = Sample for lab review and moisture content S 96.4 S 96.5 Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r 99.3 Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Date: Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

35 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Fill: dark brown silty clay with organic matter Glacial till: Dense sandy gravel with silt, clay and cobbles Weathered gabbro bedrock S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP of 4 Project: Shovel refusal on bedrock S = Sample for lab review and moisture content Interpreted ground water depth Other Lab Tests Other Lab Tests

36 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Logged By: Yuri Mendez SPT Hammer Type: N/A Topsoil Fill: dark brown silty clay with organic matter Glacial till: Dense sandy gravel with silt, clay and cobbles Weathered gabbro bedrock S Shovel refusal on bedrock S = Sample for lab review and moisture content Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Laboratory Tests Moisture Content (%) Date: Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP2 of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

37 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality Date: Topsoil Fill: dark brown silty clay with organic matter Glacial till: Dense sandy gravel with silt, clay and cobbles S Weathered gabbro bedrock Shovel refusal on bedrock S = Sample for lab review and moisture content Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP3 of 4 Project: 2 2 Interpreted ground water depth Other Lab Tests Other Lab Tests

38 Homewood Suites Hotel and Residential Building Location: Canadian Shield Avenue Client: Bayview Hospitality 98. Date: Topsoil Fill: dark brown silty clay with organic matter Topsoil Hard silty clay: galciomarine varved silty clay S S Glacial till: Dense clayey silt with sand, gravel and cobbles Glacial till: Dense clayey silt with sand, gravel, cobbles and boulders Shovel refusal on bedrock S = Sample for lab review and moisture content S Laboratory Tests Moisture Content (%) Shear Strength (kpa) W a t e r Elevation Material Description August 2, 24 Logged By: Yuri Mendez SPT Hammer Type: N/A Depth Lithology and color Elevation Depth Drill Method: Track shovel Test Hole Type: Test Pit 2-SI-6-CR- Samples or Blows/Ft Job No.: Test Hole No.: TP4 of 4 Project: Interpreted ground water depth Other Lab Tests Other Lab Tests

39 Canadian Shield Avenue, Kanata, ON, K2K H4 3-SI-7-BH- Appendix B: Shallow Bedrock Areas Plan Geoseismic Geotechnical Engineering

40

41 Canadian Shield Avenue, Kanata, ON, K2K H4 3-SI-7-BH- Appendix C: NBCC Seismic Hazard Geoseismic Geotechnical Engineering

42 2 National Building Code Seismic Hazard Calculation INFORMATION: Eastern Canada English (63) français (63) Facsimile (63) Western Canada English (25) Facsimile (25) Requested by: Yuri Mendez, Geoseismic Site Coordinates: North West User File Reference: Kanata. Campeau Drive at Great Lakes Avenue August, 24 National Building Code ground motions: 2% probability of exceedance in 5 years (.44 per annum) Sa(.2) Sa() Sa(.) Sa(2.) PGA (g) Notes. Spectral and peak hazard values are determined for firm ground (NBCC 2 soil class C - average shear wave velocity m/s). Median (5th percentile) values are given in units of g. 5% damped spectral acceleration (Sa(T), where T is the period in seconds) and peak ground acceleration (PGA) values are tabulated. Only 2 significant figures are to be used. These values have been interpolated from a km spaced grid of points. Depending on the gradient of the nearby points, values at this location calculated directly from the hazard program may vary. More than 95 percent of interpolated values are within 2 percent of the calculated values. Ground motions for other probabilities: Probability of exceedance per annum Probability of exceedance in 5 years Sa(.2) Sa() Sa(.) Sa(2.) PGA. 4% % % References National Building Code of Canada 2 NRCC no. 533; sections 4..8, , , , and Appendix C: Climatic Information for Building Design in Canada - table in Appendix C starting on page C- of Division B, volume 2 User s Guide - NBC 2, Structural Commentaries NRCC no (in preparation) Commentary J: Design for Seismic Effects 45.5 N Geological Survey of Canada Open File xxxx Fourth generation seismic hazard maps of Canada: Maps and grid values to be used with the 2 National Building Code of Canada (in preparation) See the websites and for more information 45 N km 2 3 Aussi disponible en français 76 W 75.5 W

43 Canadian Shield Avenue, Kanata, ON, K2K H4 3-SI-7-BH- Appendix D: Construction, Evaluation Report CCMC 397-R Geoseismic Geotechnical Engineering

44 Evaluation Report CCMC 397-R Delta -MS Clear (Foundation Drainage). Opinion MASTERFORMAT: Issued: Re-evaluated: Revised: Re-evaluation due: 2--8 Re-evaluation in Progress It is the opinion of the Canadian Construction Materials Centre (CCMC) that Delta -MS Clear (Foundation Drainage), when used as a foundation wall drainage system in accordance with the conditions and limitations stated in Section 3 of this Report, complies with the Ontario Building Code 26: Class "A" and "B" Drainage Systems Clause.2...()(b), Division A, as an alternative solution that achieves at least the minimum level of performance required by Division B in the areas defined by the objectives and functional statements attributed to the following applicable acceptable solutions: Clause (2)(b) Foundation Wall Drainage This opinion is based on CCMC's evaluation of the technical evidence in Section 4. provided by the Report Holder. Ruling No (397-R) authorizing the use of this product in Ontario, subject to the terms and conditions contained in the Ruling, was made by the Minister of Municipal Affairs and Housing on pursuant to s.29 of the Building Code Act, 992 (see Ruling for terms and conditions). This Ruling is subject to periodic revisions and updates. 2. Description The product is a transparent, high-density polyethylene, quasi-rigid plastic sheet membrane that is extruded in such a way that results in a dimpled surface on one side and a smooth surface on the other. The Delta -MS Clear sheets have dimples 8 mm high, and are rolled in sheets.6 mm thick, 2 m long and. m to 2.4 m wide. To ensure correct application, this drainage system includes a range of accessories such as fasteners, washers and molding strips. The product's drainage system and its installation details are illustrated in Figures and 2. of 6

45 Figure. Delta -MS Clear drainage system membrane dimpled face in contact with the wall. drainage tile 2. membrane 3. concrete foundation 4. minimum 52.4 mm 5. caulking 2 of 6

46 Figure 2. Delta -MS Clear installation details dimpled face in contact with the wall. termination bar 2. caulking (behind membrane) 3. fastener 4. mould strip 5. concrete foundation 6. backfill 3. Conditions and Limitations CCMC's compliance opinion in Section is bound by the Delta -MS Clear (Foundation Drainage) being used in accordance with the conditions and limitations set out below. The product is a dimpled membrane drainage system designed to act as a capillary breaking layer against the foundation wall (up to 3.7 m depths) to protect the wall against transient or intermittent water that may come in contact with the wall surface. As a Type 2 drainage product it has been evaluated for use at depths of up to 3.7 m below grade. The product is suitable for use in pervious and semi-pervious soil conditions that allow for some drainage through the soil. These soils are made up of very fine sand, organic and inorganic silts, mixtures of sand, silt and clay, glacial till, and stratified clay deposits that have a soil grain size defined by D >.2 mm, where D is the sieve size that permits % of the soil by weight to pass through it in a sieve analysis test. The product is not to be used in practically impervious soil conditions (homogeneous clays below zone of weathering) where the soil grain size is D <.2 mm. The product has also been evaluated for its dampproofing characteristics (see CCMC Report 364-R). 3 of 6

47 The product is only one part of the total foundation drainage system, which consists of a combination of design and construction processes that use different products. For example, a well-functioning weeping tile or pipe system is required in order to direct water away from the foundation wall. The placement and grading of backfill must conform to the requirements of Subsection , Backfill, of Division B of the OBC 26. It is recommended that an impervious topping off layer of clay silt material be placed on top of the backfill with a positive slope leading surface water away from the building. The product must be protected from exposure to ultra-violet radiation (sunlight) within a maximum of 3 days of its installation. The product must be installed in accordance with the manufacturer's instructions. 4. Technical Evidence The Report Holder has submitted technical documentation for CCMC s evaluation. Testing was conducted at laboratories recognized by CCMC. The corresponding technical evidence for this product is summarized below. 4. Material Requirements 4.. (Class "A" and "B" Drainage Systems) Table 4.. Property Unit Requirement Result Thickness mm.6 (flat area).65 (flat area) (dimpled area) (dimpled area) Weight g/m Performance Requirements 4.2. Mechanical Properties (Class "A" and "B" Drainage Systems) Table 4.2. Property Unit Requirement Result Compressive strength kn/m 2 29 Dynamic impact - Static puncturing - Min. 2/5 shall have a rating of 3 Min. 5/6 shall have a rating of 3 5/5 Cold bending - No visible cracking No visible cracking 6/ Original Tensile Strength (Class "A" and "B" Drainage Systems) Table Property Unit Requirement Result Original tensile strength at yield kn/m Min. 8 Original elongation at break % Min. 25 MD 6. XD 2.6 MD > XD of 6

48 4.2.3 Water Immersion (Class "A" and "B" Drainage Systems) Table Property Unit Requirement Result Tensile strength at yield % 8% of original Elongation at break % 7% of original MD. XD 99.4 MD > XD Heat Aging (Class "A" and "B" Drainage Systems) Table Property Unit Requirement Result Dimensional change % Max. ±% MD -.6 XD. Weight change % Max..% -.2 Tensile strength at yield % 8% of original MD 4. XD 9.4 Elongation at break % MD > 7% of original XD 92. Note to Table Deemed acceptable based on an acceptable compressive strength test after heat aging Chemical Attack Exposure - Ammonium Chloride (Class "A" and "B" Drainage Systems) Table Property Unit Requirement Result Tensile strength at yield % 8% of original Elongation at break % 7% of original MD 97.2 XD. MD > XD Chemical Attack Exposure - Sodium Sulfate (Class "A" and "B" Drainage Systems) Table Property Unit Requirement Result Tensile strength at yield % 8% of original Elongation at break % 7% of original MD.5 XD 98.4 MD > XD of 6

49 Report Holder: Plant(s): Cosella-Dörken Products Ltd Delta Way Beamsville, ON LR B4 Tel: Fax: Beamsville, ON This Report is issued by the Canadian Construction Materials Centre, a program of the Institute for Research in Construction at the National Research Council of Canada. The Report must be read in the context of the entire CCMC Registry of Product Evaluations, including, without limitation, the introduction therein which sets out important information concerning the interpretation and use of CCMC Evaluation Reports. Readers must confirm that the Report is current and has not been withdrawn or superseded by a later issue. Please refer to or contact the Canadian Construction Materials Centre, Institute for Research in Construction, National Research Council of Canada, 2 Montreal Road, Ottawa, Ontario, KA R6. Telephone (63) Fax (63) NRC has evaluated the material, product, system or service described herein only for those characteristics stated herein. The information and opinions in this Report are directed to those who have the appropriate degree of experience to use and apply its contents. This Report is provided without representation, warranty, or guarantee of any kind, expressed, or implied, and the National Research Council of Canada (NRC) provides no endorsement for any evaluated material, product, system or service described herein. NRC accepts no responsibility whatsoever arising in any way from any and all use and reliance on the information contained in this Report. NRC is not undertaking to render professional or other services on behalf of any person or entity nor to perform any duty owed by any person or entity to another person or entity. 6 of 6

50 Canadian Shield Avenue, Kanata, ON, K2K H4 3-SI-7-BH- Appendix E: Resistivity, PH and Soluble Ions Test Geoseismic Geotechnical Engineering

51 Certificate of Analysis Geoseismic PO Box 7487, RPO Beechwood Ottawa, ON KM 2H9 Attn: Yuri Mendez Phone: (63) Fax: - Client PO: Project: Bay View Hospitality Custody: 8485 Report Date: 28-Aug-24 Order Date: 22-Aug-24 This Certificate of Analysis contains analytical data applicable to the following samples as submitted: Paracel ID Client ID TP2 2.2m Order #: Approved By: Mark Foto, M.Sc. For Dale Robertson, BSc Laboratory Director Any use of these results implies your agreement that our total liabilty in connection with this work, however arising shall be limited to the amount paid by you for this work, and that our employees or agents shall not under circumstances be liable to you in connection with this work Page of 7

52 Certificate of Analysis Client: Geoseismic Client PO: Analysis Summary Table Project Description: Bay View Hospitality Order #: Report Date: 28-Aug-24 Order Date:22-Aug-24 Analysis Method Reference/Description Extraction Date Analysis Date Anions EPA 3. - IC, water extraction 28-Aug-4 28-Aug-4 ph EPA 5. - ph 25 C, CaCl buffered ext. 27-Aug-4 27-Aug-4 Resistivity EPA 2. - probe, water extraction 28-Aug-4 28-Aug-4 Solids, % Gravimetric, calculation 25-Aug-4 25-Aug-4 Page 2 of 7

53 Certificate of Analysis Order #: Report Date: 28-Aug-24 Client: Geoseismic Order Date:22-Aug-24 Client PO: Project Description: Bay View Hospitality Client ID: TP2 2.2m Sample Date: 2-Aug Sample ID: MDL/Units Soil Physical Characteristics % Solids. % by Wt General Inorganics ph.5 ph Units Resistivity. Ohm.m Anions Chloride 5 ug/g dry Sulphate 5 ug/g dry Page 3 of 7

54 Certificate of Analysis Client: Geoseismic Client PO: Method Quality Control: Blank Analyte Result Project Description: Bay View Hospitality Reporting Limit Units Anions Chloride ND 5 ug/g Sulphate ND 5 ug/g General Inorganics Resistivity ND. Ohm.m Source Result %REC %REC Limit Order #: Report Date: 28-Aug-24 Order Date:22-Aug-24 RPD RPD Limit Notes Page 4 of 7

55 Certificate of Analysis Client: Geoseismic Client PO: Method Quality Control: Duplicate Analyte Anions Result Project Description: Bay View Hospitality Reporting Limit Units Source Result Chloride ug/g dry Sulphate ug/g dry General Inorganics ph ph Units Resistivity. Ohm.m.2 2 Physical Characteristics % Solids % by Wt %REC %REC Limit Order #: Report Date: 28-Aug-24 Order Date:22-Aug-24 RPD RPD Limit Notes Page 5 of 7

56 Certificate of Analysis Client: Geoseismic Client PO: Method Quality Control: Spike Analyte Anions Result Project Description: Bay View Hospitality Reporting Limit Units Source Result %REC %REC Limit Chloride 9.4 mg/l Sulphate 2.7 mg/l Order #: Report Date: 28-Aug-24 Order Date:22-Aug-24 RPD RPD Limit Notes Page 6 of 7

57 Certificate of Analysis Client: Geoseismic Client PO: Qualifier Notes : None Sample Data Revisions None Work Order Revisions / Comments : None Other Report Notes : Project Description: Bay View Hospitality Order #: Report Date: 28-Aug-24 Order Date:22-Aug-24 n/a: not applicable ND: Not Detected MDL: Method Detection Limit Source Result: Data used as source for matrix and duplicate samples %REC: Percent recovery. RPD: Relative percent difference. Soil results are reported on a dry weight basis when the units are denoted with 'dry'. Where %Solids is reported, moisture loss includes the loss of volatile hydrocarbons. Page 7 of 7

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