patersongroup Geotechnical Investigation Proposed Multi-Storey Buildings 560 Rideau Street Ottawa, Ontario Prepared For Richcraft Group of Companies

Transcription

1 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Archaeological Studies 560 Rideau Street Ottawa, Ontario Prepared For Richcraft Group of Companies Paterson Group Inc. Consulting Engineers 154 Colonnade Road South Ottawa (Nepean), Ontario Canada KE 7J5 Tel: (61) Fax: (61) March 4, 01 Report: PG9-1

2 Ottawa Kingston North Bay 560 Rideau Street - Ottawa TABLE OF CONTENTS PAGE 1.0 INTRODUCTION PROPOSED DEVELOPMENT METHOD OF INVESTIGATION.1 Field Investigation.... Field Survey Laboratory Testing Analytical Testing OBSERVATIONS 4.1 Surface Conditions Subsurface Profile Groundwater DISCUION 5.1 Geotechnical Assessment Site Grading and Preparation Foundation Design Design for Earthquakes Rock Anchor Design Basement Slab Basement Wall Pavement Design DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Foundation Drainage and Backfill Protection of Footings Excavation Side Slopes and Temporary Shoring Pipe Bedding and Backfill Groundwater Control Winter Construction Corrosion Potential and Sulphate RECOMMENDATIONS STATEMENT OF LIMITATIONS... 4 Report: PG9-1 March 4, 01 Page i

3 Ottawa Kingston North Bay 560 Rideau Street - Ottawa APPENDICES Appendix 1 Appendix Soil Profile and Test Data Sheets Symbols and Terms Analytical Testing Results Figure 1 - Key Plan Drawing PG9-1 - Test Hole Location Plan Report: PG9-1 March 4, 01 Page ii

4 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 1.0 INTRODUCTION Paterson Group (Paterson) was commissioned by Richcraft Group of Companies to conduct a geotechnical investigation for the proposed development to be located at 560 Rideau Street and 501 Besserer Street, in the City of Ottawa, Ontario (refer to Figure 1 - Key Plan in Appendix ). The objectives of the investigation were to: determine subsurface soil and groundwater based on existing borehole information provide geotechnical recommendations for the proposed development including construction considerations which may affect the design. The following report has been prepared specifically and solely for the aforementioned project which is described herein. This report contains our findings and includes geotechnical recommendations for the design and construction of the subject development as understood at the time of writing this report..0 PROPOSED DEVELOPMENT The subject site is located at 560 Rideau Street and 501 Besserer Street between Charlotte Street and Cobourg Street. Based on available drawings, the proposed development will consist of three () tower structures over three () to three and half ( 1/) levels of underground parking. The underground parking structure footprint will occupy the majority of the subject site. Report: PG9-1 March 4, 01 Page 1

5 Ottawa Kingston North Bay 560 Rideau Street - Ottawa.0 METHOD OF INVESTIGATION.1 Field Investigation Field Program The field investigations were conducted in 00 (560 Rideau Street) and 004 (501 Besserer Street). The 00 investigation consisted of 7 boreholes (BH1-0 to BH7-0) and were advanced to a maximum depth of 4.5 m below existing ground surface. The 004 investigation consisted of boreholes (BH1-04 and BH-04) to a maximum depth of 1.0 m below ground surface. The borehole locations are presented on PG9-1 - Test Hole Location Plan in Appendix. The boreholes were drilled using a truck-mounted auger drill rig operated by a two person crew. All fieldwork was conducted under the full-time supervision of a senior engineer. The drilling procedure consisted of augering or coring to the specificed depths at the selected locations and sampling the overburden. Sampling and In Situ Testing Soil samples from the boreholes were recovered from the auger flights, a 50 mm diameter split-spoon sampler or thin wall Shelby tubes. All soil samples were visually inspected and classified on site. The auger and split spoon samples were placed in sealed plastic bags and transported to our laboratory for further examination and classification. The depths at which the auger and split spoon samples were recovered from the test holes are presented as, AU, and TW, respectively, on the Soil Profile and Test Data sheets presented in Appendix 1. Rock samples were recovered using a core barrel. The rock core samples are presented as RC on the Soil and Profile and Test Data sheets. The Standard Penetration Test (SPT) was conducted in conjunction with the recovery of the split spoon samples. The SPT results are recorded as N values on the Soil Profile and Test Data sheets. The N value is the number of blows required to drive the split spoon sampler 00 mm into the soil after a 150 mm initial penetration using a 6.5 kg hammer falling from a height of 760 mm. Undrained shear strength testing was completed in cohesive soils using a field vane apparatus. Report: PG9-1 March 4, 01 Page

6 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Overburden thickness was evaluated during the course of the investigations by dynamic cone penetration test (DCPT). The DCPT consists of driving a steel drill rod, equipped with a 50 mm diameter cone at the tip. The steel drill rod is struck by a 6.5 kg hammer falling from a height of 760 mm. The number of blows required to drive the cone into the soil is recorded for each 00 mm increment. Diamond drilling was completed at BH7-0 to confirm the depth to bedrock and quality of bedrock. A recovery value and a Rock Quality Designation (RQD) value were calculated for each drilled section of bedrock and are shown on the Soil Profile and Test Data sheets in Appendix 1. The recovery value is the ratio of the length of the bedrock sample recovered over the length of the drilled section, in percentage. The RQD value is the ratio of the total length of intact rock pieces longer than mm in one drilled section over the length of the drilled section, in percentage. These values are indicative of the quality of the bedrock. The subsurface conditions observed in the boreholes were recorded in detail in the field. The soil profiles are logged on the Soil Profile and Test Data sheets presented in Appendix 1. Groundwater Flexible standpipes were installed in the boreholes to monitor the groundwater levels subsequent to the completion of the sampling program. The groundwater results are discussed in Subsection 4.. Sample Storage All samples are stored in the laboratory for a period of one month after issuance of this report. The samples will then be discarded unless otherwise directed. Report: PG9-1 March 4, 01 Page

7 Ottawa Kingston North Bay 560 Rideau Street - Ottawa. Field Survey The borehole locations were selected in the field by Paterson personnel with consideration to underground and aboveground services and site features. The 00 borehole locations and ground surface elevations at the borehole locations were provided by Annis, O Sullivan and Vollebekk. These elevations are understood to be referenced to a geodetic datum. The 004 borehole locations and ground surface elevations were surveyed by Paterson personnel. The boreholes were surveyed with respect to a temporary benchmark (TBM), consisting of the south entrance door sill of the existing building. An geodetic elevation of m was provided by Richcraft for the TBM. Borehole locations and ground surface elevations at the borehole locations are presented on Drawing PG9-1 - Test Hole Location Plan in Appendix.. Laboratory Testing All soil samples were recovered from the subject site and visually examined in our laboratory to review the soil investigation results..4 Analytical Testing Two soil samples were submitted for analytical testing to assess the corrosion potential for exposed ferrous metals and the potential of sulphate attacks against subsurface concrete structures. The analytical test results are presented in Appendix 1 and discussed in Subsection 6.7. Report: PG9-1 March 4, 01 Page 4

8 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 4.0 OBSERVATIONS 4.1 Surface Conditions The majority of the site is currently vacant, relatively flat and at grade with the surrounding roadways. The ground surface across the site is gravel, asphalt or grass covered. Two buildings are located within the northwest corner of the subject site. 501 Besserer Street has several mature trees around the property perimeter. A five (5) storey building is located to the east of the proposed building along Rideau Street at the adjacent property line. The portion of the site along Besserer Street is located adjacent to existing residential dwellings fronting on Besserer Street. 4. Subsurface Profile Generally, the soil profile encountered at the borehole locations consists of a crushed stone/asphalt surface followed by fill material overlying a native silty clay and glacial till layers. Asphaltic concrete was encountered at ground surface at BH 6-0 and BH 7-0, and below the silty sand with crushed gravel layer at BH 1-0 and BH -0. The thickness of the asphaltic concrete layer is approximately 50 mm. Bedrock was encountered/inferred at a depth ranging between 19.8 to 1.8 m. Crushed Stone/Silty Sand with Crushed Gravel Crushed stone or silty sand with crushed gravel was encountered at ground surface or below the asphaltic concrete layer. The thickness of this layer varies between 15 and 00 mm. Fill - Fine to Medium Silty Sand The fill consisted of a silty, fine to medium sand with some gravel, brick fragments and/or concrete rubble was encountered in all boreholes. The fill layer extends to depths varying between 1.8 and.0 m. SPTs conducted in the sand yielded N values ranging between 8 and. These values are indicative of a compact state. Report: PG9-1 March 4, 01 Page 5

9 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Silty Clay The silty clay was encountered below the fill at all borehole locations. The upper portion of the silty clay has been weathered to a brown to brown-grey crust. Based on the results of the in situ shear vane testing, which varies between and 170 kpa, the consistency of the upper 7 m portion of the silty clay is very stiff to stiff. Below the upper 7 m, the results of the in-situ shear vane tests vary between about 5 and 180 kpa. These values are indicative of a very stiff and firm consistency. Glacial Till Glacial till was encountered below the silty clay at BH 6-0 and BH 7-0. The glacial till consists of a fine clayey silt matrix mixed with gravel, cobbles and boulders. Glacial till was also inferred from the DCPT results at BH 1-0, BH 4-0, BH 5-0, BH 1-04 and BH -04, at depths varying between 16.0 and 17.7 m. The thickness of the glacial till at the borehole locations varies between.7 and 4.7 m. Based on the results of the SPTs and DCPTs, the glacial till is estimated to be compact to dense. Practical Refusal/Bedrock Practical refusal to augering or DCPT was encountered in all boreholes except BH -0 and BH -0, at depths varying between 19.8 m and 1.8 m (between El and 49. m). The bedrock at BH 7-0 which was sampled was encountered at a depth of 1.4 m. The bedrock was found to consist of weathered black shale. A dry 00 mm thick mud seam was observed at a depth of.9 m. Recovery values, RQD values and recovery values were calculated for each rock core. The recovery values were 0% and 47% and the RQD were 10% and 8%. These values are indicative of bedrock of poor quality. The lower values are also a reflection of the brittle and soft nature of the shale, which typically leads to a significant amount of mechanical breaks during coring activities. Based on available geological mapping, interbedded limestone and shale bedrock of the Verulam Formation is present in this area with an overburden thickness ranging between 15 to 5 m. Specific details of the soil profile at each test hole location are presented on the Soil Profile and Test Data sheets in Appendix 1. Report: PG9-1 March 4, 01 Page 6

10 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 4. Groundwater Groundwater levels are subject to seasonal fluctuations and therefore, the groundwater level could be higher at the time of construction. The measured groundwater level (GWL) readings are presented in Table, below. Table 1 - Summary of Groundwater Levels Borehole Number Ground Surface Elevation Measured Groundwater Level Depth Elevation Date BH July 10, 00 BH July 10, 00 BH July 10, 00 BH July 10, 00 BH July 10, 00 BH Dry N/A August 6, 004 BH August 6, 004 Notes: BH -0 and BH 4-0 were inaccessible on July 10, 00 Report: PG9-1 March 4, 01 Page 7

11 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 5.0 DISCUION 5.1 Geotechnical Assessment From a geotechnical perspective, the subject site is adequate for the proposed development. Conventional footing foundations can be considered if the bearing resistance values are compliant with the anticipated building loads. Where design loads exceed the given bearing resistance values, consideration may be given to an end bearing pile foundation or a raft foundation. It is anticipated that the lowest underground parking level will be lower than the surrounding neighbouring buildings, which are most likely founded over a shallow foundation. A foundation waterproofing system and/or a watertight shoring system will have to be considered to prevent significant dewatering of adjacent structures. The above and other considerations are further discussed in the following sections. 5. Site Grading and Preparation Stripping Depth Since the site excavation will occupy the entire site to a minimum depth of 10 to 11 m below the existing grade, all topsoil and fill materials will be removed from within the perimeter of the proposed building and other settlement sensitive structures. Fill Placement Fill placed for grading beneath the proposed building, unless otherwise specified, should consist of clean imported granular fill, such as Ontario Provincial Standard Specifications (OP) Granular A or Granular B Type II. The fill should be tested and approved prior to delivery to the site. The fill should be placed in a maximum of 00 mm thick loose lifts and compacted with suitable compaction equipment for the lift thickness. Fill placed beneath the building area should be compacted to a minimum 98% of the standard proctor maximum dry density (SPMDD). Report: PG9-1 March 4, 01 Page 8

12 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Non-specified existing fill along with site-excavated soil can be placed as general landscaping fill where settlement of the ground surface is a minor concern. These materials should be spread in thin lifts and at a minimum compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be placed to raise the subgrade level for areas to be paved, the material should be compacted in maximum 00 mm thick loose lifts and compacted to a minimum density of 95% of the SPMDD. Non-specified existing fill and site-excavated soils are not suitable for placement as backfill against foundation walls unless a composite drainage blanket connected to a perimeter drainage system is provided. Protective Mud Slab It is our understanding that the excavation will extend to a depth of approximately 10 to 11 m to accommodate the proposed underground parking levels. The excavation bottom will be founded on silty clay which should be protected from disturbance due to worker traffic. A 50 to 75 mm thick lean concrete mud slab is recommended to be poured onto the undisturbed silty clay surface once exposed. The lean concrete should consist of a minimum 15 MPa compressive strength concrete. 5. Foundation Design Spread Footing Foundation Conventional style pad footings, up to m wide, and strip footings, up to 6 m wide, founded on an undisturbed, stiff silty clay bearing surface can be designed using a bearing resistance value at serviceability limit states (SLS) of 15 kpa and a factored bearing resistance value at ultimate limit states (ULS) of 00 kpa. A geotechnical resistance factor of 0.5 was applied to the reported bearing resistance value at ULS. An undisturbed soil bearing surface consists of one from which all topsoil and deleterious materials, such as loose, frozen or disturbed soil, whether in situ or not, have been removed in the dry prior to the placement of concrete for footings. The bearing medium under footing-supported structures is required to provide adequate lateral support with respect to the excavations and different founding levels. Adequate lateral support is provided to a silty clay bearing medium when a plan extending horizontally and vertically from the perimeter of the footing to a minimum of 1.5H:1V passes only through silty clay. The bearing resistance value at SLS for conventional style footings will be subjected to potential post-construction total and differential settlements of 5 and 0 mm, respectively. Report: PG9-1 March 4, 01 Page 9

13 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Raft Foundation Consideration can be provided to a raft foundation if the building loads are acceptable. If this option is considered, additional soils information including unidimensional consolidation testing is required. Based on available data, the following parameters should be considered for raft design. For design purposes, the raft foundation base is assumed to be located at a 10 to 11 m depth to accommodate three () levels of underground parking. The bearing medium will consist of a sensitive grey silty clay which is susceptible to disturbance under construction traffic. The bearing surface should be protected to prevent disturbance. The factored bearing resistance (contact pressure) at ULS can be designed for kpa. A geotechnical resistance factor of 0.5 was applied to the bearing resistance value at ULS. The amount of settlement of the raft slab will be dependent on the sustained raft contact pressure. The bearing resistance value at SLS (contact pressure) of 70 kpa will be considered acceptable. The loading conditions for the contact pressure are based on sustained loads, generally considered to be % Dead Load and 50% Live Load. The modulus of subgrade reaction was calculated to be. MPa/m for a contact pressure of 70 kpa. The raft foundation design considers the relative stiffness of the reinforced concrete slab and the supporting bearing medium. Based on the following assumptions for the raft foundation, the proposed building can be designed with the above parameters. A total and differential settlement of 5 and 0 mm, respectively. The basement slab is expected to be located at or below 10 m depth and the long term groundwater level will be at or below 7 m depth. Therefore, the raft slab should incorporate a waterproofing membrane system along with the perimeter foundation walls. Deep Foundation As an alternative to the above foundation recommendations, for support of the proposed multi-storey buildings, consideration should be provided to founding on concrete filled steel pipe piles driven to refusal on the bedrock surface. Report: PG9-1 March 4, 01 Page 10

14 Ottawa Kingston North Bay 560 Rideau Street - Ottawa For deep foundations, concrete-filled steel pipe piles are commonly utilized in the Ottawa area. Applicable pile resistance at SLS values and factored pile resistance at ULS values are given in Table. A resistance factor of 0.4 has been incorporated into the factored ULS values. Note that these are all geotechnical axial resistance values. The geotechnical pile resistance values were estimated using the Hiley dynamic formula. The piles load bearing capacity should be confirmed during pile installation with a program of dynamic monitoring. The dynamic monitoring of two to four piles is recommended. The pipe piles should be equipped with a minimum 0 mm thick base plate to minimize damage to the pile tip during installation. Re-striking of all piles at least once will be required after at a minimum of 48 hours have elapsed since initial installation. Piles that do not meet the specified design criteria during the re-strike, should receive additional re-striking until the design criteria is satisfied. Table - Pile Foundation Design Data Pile Outside Diameter (mm) Pile Wall Thickness (mm) Geotechnical Axial Resistance SLS (kn) Factored at ULS (kn) Final Set (blows/1 mm) Transferred Hammer Energy (kj) The post construction settlement of structural elements from piles bearing on a clean bedrock surface should be negligible. 5.4 Design for Earthquakes The site class for seismic site response is a Class C for the foundations considered at this site. Reference should be made to the latest revision of the 006 Ontario Buildings Code for a full discussion of the earthquake design requirements. The soils underlying the subject site are not susceptible to liquefaction. Report: PG9-1 March 4, 01 Page 11

15 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 5.5 Rock Anchor Design The geotechnical design of grouted rock anchors in sedimentary bedrock is based upon two possible failure modes. The anchor can fail either by shear failure along the o o grout/rock interface or by a 60 to 90 cone pullout of rock with the apex of the cone near the middle of the bonded anchor length. Interaction may develop between the failure cones of anchors that are relatively close to one another resulting in a total group capacity smaller than the sum of the load capacity of each anchor taken individually. A third failure mode of shear failure along the grout/steel interface should be reviewed by a qualified structural engineer to ensure all typical failure modes are accounted for in the rock anchor design. Typical rock anchor suppliers, such as Dywidag Systems International (DSI Canada) or Williams Form Engineering, have qualified personnel on staff to recommend appropriate rock anchor size and materials. Centre to centre spacing between bond lengths should be a minimum of four times the anchor hole diameter and greater than 1. m to lower the group influence effects. Rock anchors in close proximity are recommended to be grouted at the same time to ensure any fractures or voids are completely in-filled and grout does not flow from one hole to an adjacent empty one. Anchors can be passive or post-tensioned, depending on whether the anchor tendon is provided with post-tensioned load or not prior to being installed. Regardless of whether an anchor is passive or post tensioned, the anchor is recommended to be designed with a bonded length(fixed anchor length) at the anchor base and an unbonded length(free anchor length) between the rock surface and the beginning of the bonded length. The bonded length will provide the anchor capacity. Shear failure cone tend to develop midway along the bonded length, therefore a fully bonded anchor would tend to have a much shallower cone and less resistance force than one where the bonded length is limited to the bottom part of the overall anchor. Permanent anchors should be provided with corrosion protection. As a minimum, this requires that the entire drill hole be filled with cementitious grout. The free anchor length is provided by installing a plastic sleeve to act as a bond break. Report: PG9-1 March 4, 01 Page 1

16 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Grout to Rock Bond The unconfined compressive strength of shale ranges between about 60 to 90 MPa, which is stronger than most routine grouts. A factored tensile grout to rock bond resistance value at ULS of 1. MPa, incorporating a resistance factor of 0., can be designed. A minimum grout strength of 40 MPa is recommended. Rock Cone Uplift As discussed previously, the geotechnical capacity of the rock anchors depends on the dimensions of the rock anchors and the configuration of the anchor system. Based on local subsurface information, a Rock Mass Rating (RMR) of 44 was assigned to the bedrock, and Hoek and Brown parameters (m and s) were taken as 0.18 and , respectively. For design purposes, all rock anchors are assumed to be installed at least 1. m apart to reduce group anchor effects. Recommended Rock Anchor Lengths Parameters used to calculate rock anchor lengths are provided in Table. Table - Parameters used in Rock Anchor Review Grout to Rock Bond Strength - Factored at ULS Compressive Strength - Grout Rock Mass Rating (RMR) - Fair quality Shale Hoek and Brown parameters Unconfined compressive strength - Shale bedrock 1. MPa 40 MPa m=0.18 and s= MPa Effective unit weight - Bedrock 15 kn/m Apex angle of failure cone Apex of failure cone 60 o mid-point of fixed anchor length The fixed anchor length will depend on the diameter of the drill holes. Recommended anchor lengths for 75 and 15 mm diameter holes are provided in Table 4. The factored tensile resistance values given in Table 4 are based on a single anchor with no group influence effects. Report: PG9-1 March 4, 01 Page 1

17 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Table 4 - Recommended Rock Anchor Lengths - Grouted Rock Anchor Diameter of Drill Hole (mm) Bonded Length Anchor Lengths Unbonded Length Total Length Factored Tensile Resistance (kn) Other considerations The anchor drill holes should be inspected by the geotechnical consultant and should be flushed clean prior to grouting. A tremie pipe method is recommended to place grout from the bottom to the top of the rock anchor holes. The anchor drill hole diameter should be within 1.5 to times the rock anchor tendon diameter. The geotechnical capacity of each rock anchor should be proof tested at the time of construction. More information on testing could be provided upon request. Compressive strength testing is recommended to be completed for the rock anchor grout. A set of grout cubes should be tested for each day grout is prepared. 5.6 Basement Slab It is expected that the basement area will be mostly parking and a pavement structure is anticipated. However, if storage or other uses of the lower level where a concrete floor slab will be used, it is recommended that the upper 00 mm of sub-slab fill consists of 19 mm clear crushed stone. All backfill material within the footprint of the proposed building should be placed in maximum 00 mm thick loose layers and compacted to at least 98% of its SPMDD. In consideration of the groundwater conditions encountered at the time of the construction, a subfloor drainage system, consisting of lines of perforated drainage pipe subdrains connected to a positive outlet, should be provided in the clear stone under the lower basement floor. Report: PG9-1 March 4, 01 Page 14

18 Ottawa Kingston North Bay 560 Rideau Street - Ottawa A concrete mud slab should be poured to protect the native soil from construction equipment and traffic. A granular working mat up to 600 mm thick may be required for the support of the pile driving crane. 5.7 Basement Wall There are several combinations of backfill materials and retained soils that could be applicable for the basement walls of the subject structure. However, the conditions can be well-represented by assuming the retained soil consists of a material with an angle of internal friction of 0 degrees and a bulk (drained) unit weight of 0 kn/m. However, undrained conditions are anticipated (i.e. below the groundwater level). Therefore, the applicable effective (undrained) unit weight of the retained soil can be taken as 1 kn/m, where applicable. A hydrostatic pressure should be added to the total static earth pressure when using the effective unit weight. Lateral Earth Pressures The static horizontal earth pressure (p o) can be calculated using a triangular earth pressure distribution equal to K ã H where: o K o = at-rest earth pressure coefficient of the applicable retained soil, 0.5 ã = unit weight of fill of the applicable retained soil (kn/m ) H = height of the wall An additional pressure having a magnitude equal to K o q and acting on the entire height of the wall should be added to the above diagram for any surcharge loading, q (kpa), that may be placed at ground surface adjacent to the wall. The surcharge pressure will only be applicable for static analyses and should not be used in conjunction with the seismic loading case. Actual earth pressures could be higher than the at-rest case if care is not exercised during the compaction of the backfill materials to maintain a minimum separation of 0. m from the walls with the compaction equipment. Seismic Earth Pressures The total seismic force (P AE) includes both the earth force component (P o) and the seismic component (ÄP AE). The seismic earth force (ÄP AE) can be calculated using 0.75 a c ã H /g where: Report: PG9-1 March 4, 01 Page 15

19 Ottawa Kingston North Bay 560 Rideau Street - Ottawa a c = (1.45-a max/g)a max ã = unit weight of fill of the applicable retained soil (kn/m ) H = height of the wall g = gravity, 9.81 m/s The peak ground acceleration, (a max), for the Ottawa area is 0.4g according to OBC 006. Note that the vertical seismic coefficient is assumed to be zero. The earth force component (P o) under seismic conditions can be calculated using P = 0.5 K ã H, where K = 0.5 for the soil conditions noted above. o o o The total earth force (P wall, where: AE ) is considered to act at a height, h, from the base of the h = {P o (H/)+ÄP AE (0.6 H)}/PAE The earth forces calculated are unfactored. For the ULS case, the earth loads should be factored as live loads, as per OBC Pavement Structure Asphalt pavement is not anticipated to be required at the subject site. However, should a flexible pavement be considered for the project, the recommended flexible pavement structures shown in Tables 5 and 6 would be applicable. Table 5 - Recommended Flexible Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL- or Superpave 1.5 Asphaltic Concrete 150 BASE - OP Granular A Crushed Stone 00 SUBBASE - OP Granular B Type II SUBGRADE - Either fill, in situ soil or OP Granular B Type I or II material placed over in situ soil or fill Report: PG9-1 March 4, 01 Page 16

20 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Table 6 - Recommended Flexible Pavement Structure - Access Lanes Thickness (mm) Material Description 40 Wear Course - HL- or Superpave 1.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 19.0 Asphaltic Concrete 150 BASE - OP Granular A Crushed Stone 400 SUBBASE - OP Granular B Type II SUBGRADE - Either fill, in situ soil or OP Granular B Type I or II material placed over in situ soil or fill Minimum Performance Graded (PG) 58-4 asphalt cement should be used for this project. If soft spots develop in the subgrade during compaction or due to construction traffic, the affected areas should be excavated and replaced with OP Granular B Type II material. The pavement granular base and subbase should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 98% of the SPMDD. Report: PG9-1 March 4, 01 Page 17

21 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 6.0 DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Foundation Drainage and Backfill Foundation Waterproofing It is expected that the building footprint will occupy the entire boundaries of the subject site. It is expected that insufficient room will be available for exterior backfill along these walls and, therefore, the foundation wall will be blind poured against a waterproofing and secondary drainage system placed over the shoring face. By waterproofing the vertical excavation side slopes and ensuring that the system continues horizontally below the perimeter footings, it will be possible to lessen the groundwater volumes entering the excavation. This can be accomplished by placing a waterproofing membrane layer against the shoring surface. The membrane should also be tucked at least 600 mm horizontally below the proposed perimeter footings. A composite drainage system should be incorporated against the waterproofing membrane to act as a protection layer and to drain any water breaching the waterproofing membrane system. For preliminary design purposes, the composite drainage system (such as Miradrain GN, Delta Drain 6000 or equivalent) should extend down to the footing level. It is recommended that or 150 mm diameter sleeves at m centres be cast in the footing or at the foundation wall/footing interface to allow the infiltration of water to flow to an interior perimeter drainage pipe. The perimeter drainage pipe should direct water to sump pit(s) within the lower basement area. Underfloor Drainage Underfloor drainage may be required to control water infiltration. For design purposes, we recommend that or 150 mm diameter perforated pipes be placed at to 4.5 m centres. The spacing of the underfloor drainage system should be confirmed at the time of completing the excavation when water infiltration can be better assessed. 6. Protection of Footings, Pile Caps and Grade Beams Against Frost Action Footings, pile caps and grade beams of heated structures are required to be insulated against the deleterious effects of frost action. A minimum of 1.5 m of soil cover alone, or a minimum of 0.6 m of soil cover, in conjunction with foundation insulation, should be provided. Report: PG9-1 March 4, 01 Page 18

22 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Exterior unheated footings, such as those for isolated exterior piers, are more prone to deleterious movement associated with frost action than the exterior walls of the structure proper and require additional protection, such as soil cover of.1 m or a combination of soil cover and foundation insulation. 6. Excavation Side Slopes and Temporary Shoring Temporary Shoring The excavation support may consist of socketed soldier pile and lagging, or interlocking steel sheet piling. Any additional loading due to street traffic, construction equipment, adjacent structures and facilities, etc., should be added to the earth pressures described below. These systems can be anchored or braced, if required. Earth pressures acting on the shoring system may be calculated using the parameters provided in Table 7. Table 7 - Soil Parameters for Calculating Earth Pressures Acting on Shoring System Parameter Value Active Earth Pressure Coefficient (K a) 0. Passive Earth Pressure Coefficient (K p). At-Rest Earth Pressure Coefficient (K o) 0.5 Unit Weight (ã), kn/m 18 Submerged Unit Weight(ã ), kn/m 1 The total unit weight should be used above the waterproofing level while the submerged or effective unit weight should be used below the waterproofing level. The hydrostatic groundwater pressure should be added to the earth pressure distribution below the waterproofing level. Conventional braced excavation pressure envelopes can also be used by the shoring designer, as applicable. Generally, it is anticipated that the shoring systems will be driven to refusal and provided with tie-back rock anchors to ensure their stability. It is further recommended that the toe of the shoring be adequately supported to resist toe failure by means of rock bolts or extending the piles into the bedrock through pre-augered holes if a soldier pile and lagging system is used. Report: PG9-1 March 4, 01 Page 19

23 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Open Excavation The side slopes of excavations in the soil and fill overburden materials should either be cut back at acceptable slopes or should be retained by shoring systems from the start of the excavation until the structure is backfilled. It is assumed that sufficient room will be available in selected areas of the excavation to be undertaken by open-cut methods (i.e. unsupported excavations). The excavation side slopes above the groundwater level extending to a maximum depth of m should be cut back at 1H:1V or flatter. The flatter slope is required for excavation below groundwater level. The subsoil at this site is considered to be mainly a Type and soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should be kept away from the excavation sides. Slopes in excess of m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. It is recommended that a trench box be used at all times to protect personnel working in trenches with steep or vertical sides. It is expected that services will be installed by cut and cover methods and excavations will not be left open for extended periods of time. Underpinning Founding conditions of adjacent structures bordering the site should be assessed and underpinning requirements should be evaluated. 6.4 Pipe Bedding and Backfill The pipe bedding for sewer and water pipes should consist of a minimum of 150 mm of OP Granular A material. The material should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 95% of the SPMDD. The bedding material should extend at least to the spring line of the pipe. The cover material, which should consist of OP Granular A, should extend from the spring line of the pipe to a minimum of 00 mm above the obvert of the pipe. The material should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 95% of the SPMDD. Report: PG9-1 March 4, 01 Page 0

24 Ottawa Kingston North Bay 560 Rideau Street - Ottawa Where hard surface areas are considered above the trench backfill, the material within the frost zone (about 1.8 m below finished grade) should match the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 95% of the SPMDD. 6.5 Groundwater Control The contractor should be prepared to direct water away from all bearing surfaces and subgrades, regardless of the source, to prevent disturbance to the founding medium. The rate of flow of groundwater into the excavation through the silty clay should be low due to the relative impervious nature of these materials. It is anticipated that pumping from open sumps will be sufficient to control the groundwater influx through the sides of the excavations. A temporary MOE permit to take water (PTTW) may be required if more than 50,000 L/day are to be pumped during the construction phase. At least to 4 months should be provided to complete the application and issuance of the permit by the MOE. 6.6 Winter Construction Precautions should be considered if construction occurs during the winter. The subsurface soil conditions consist of frost susceptible materials. In the presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the use of straw, propane heaters and tarpaulins or other suitable means. The base of the excavations should be insulated from sub-zero temperatures immediately upon exposure and until heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. Trench excavations and pavement construction are difficult activities to complete during winter without introducing frost in the excavation subgrade base or walls. Precautions should be considered if such activities are to be completed during sub-zero temperatures. Report: PG9-1 March 4, 01 Page 1

25 Ottawa Kingston North Bay 560 Rideau Street - Ottawa The foundation of adjacent buildings should be protected. The proposed excavation could reduce the existing earth frost cover to an unacceptable thickness. For situations where this could occur, such as shoring, is recommended to reduce frost penetration and potential unexpected settlement. 6.7 Corrosion Potential and Sulphate The results of analytical testing show that the sulphate content is less than 0.1%. This result is indicative that Type 10 Portland cement (normal cement) would be appropriate. The chloride content and the ph of the sample indicate that the soils are not significant factors in creating a corrosive environment for exposed ferrous metals at this site, whereas the resistivity is indicative of a slightly aggressive to moderately aggressive corrosive environment. Report: PG9-1 March 4, 01 Page

26 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 7.0 RECOMMENDATIONS The following material testing and observation program should be performed by a geotechnical consultant and is required for the foundation design data provided herein to be applicable: Review of the proposed structure(s) and adjacent structures from a geotechnical perspective. Full time inspection of pile driving operation, if required. Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials placed. Periodic observation of the condition of unsupported excavation side slopes in excess of m in height, if applicable. Observation of all subgrades prior to backfilling. Field density tests to determine the level of compaction achieved. Sampling and testing of the bituminous concrete including mix design reviews. A report confirming construction has been conducted in general accordance with our recommendations could be issued upon the completion of a satisfactory inspection program by the geotechnical consultant. Report: PG9-1 March 4, 01 Page

27 Ottawa Kingston North Bay 560 Rideau Street - Ottawa 8.0 STATEMENT OF LIMITATIONS The recommendations in this report are in accordance with our present understanding of the project. Also, the recommendations should be reviewed when the project drawings and specifications are complete. A soils investigation is a limited sampling of a site. Should any conditions at the site be encountered which differ from those at the test locations, we request that we be notified immediately in order to permit reassessment of our recommendations. The present report applies only to the project described in this document. Use of this report for purposes other than those described herein or by person(s) other than Richcraft Group of Companies or their agent(s) is not authorized without review by this firm for the applicability of our recommendations to the altered use of the report. Paterson Group Inc. Joe Forsyth, P.Eng. David J. Gilbert, P.Eng. Report Distribution: Richcraft Group of Companies ( copies) Paterson Group (1 copy) Report: PG9-1 March 4, 01 Page 4

28 APPENDIX 1 SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS ANALYTICAL TESTING RESULTS

29 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 7, 0 FILE NO. HOLE NO. G8656 BH 1-0 SOIL DESCRIPTION GROUND SURFACE FILL: Brown silty sand with crushed gravel Asphalt FILL: Brown silty fine to medium sand, some gravel and brick Very loose, dark brown SILTY fine to medium SAND (possible fill) STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, grey SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

30 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 7, 0 FILE NO. HOLE NO. G8656 BH 1-0 SOIL DESCRIPTION 14.6 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD 11 5 DEPTH 14 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Inferred SILTY CLAY Inferred SILTY CLAY Inferred GLACIAL TILL: with gravel, cobbles and boulders End of Borehole 1.8 Dynamic Cone Penetration Test 14.6m depth. Practical DCPT 1.8m depth. 1.50m-July 10/0) Shear Strength (kpa) Undisturbed Remoulded

31 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS Consulting Engineers Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. BORINGS BY CME 55 Power Auger DATE Jun 7, 0 SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario FILE NO. HOLE NO. G8656 BH -0 SOIL DESCRIPTION GROUND SURFACE FILL: Dark brown silty fine to medium sand with crushed gravel Asphalt STRATA PLOT TYPE AU SAMPLE NUMBER 1 % RECOVERY 67 N VALUE or RQD DEPTH 0 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Light brown silty fine to medium sand, occasional brick fragments Very stiff, grey SILTY CLAY End of Borehole /0) Shear Strength (kpa) Undisturbed Remoulded

32 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 8, 0 FILE NO. HOLE NO. G8656 BH -0 SOIL DESCRIPTION GROUND SURFACE FILL: Brown silty fine to medium sand, trace gravel and brick fragments STRATA PLOT TYPE AU SAMPLE NUMBER 1 % RECOVERY 46 N VALUE or RQD 16 DEPTH 0 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction - occasional clay lumps by 1.5m depth Very stiff, grey SILTY CLAY End of Borehole Shear Strength (kpa) Undisturbed Remoulded

33 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 8, 0 FILE NO. HOLE NO. G8656 BH 4-0 SOIL DESCRIPTION GROUND SURFACE FILL: Grey crushed stone 0.0 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty fine to coarse sand, trace gravel and brick fragments Very stiff, grey SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

34 154 Colonnade Road, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. FILE NO. REMARKS HOLE NO. BORINGS BY CME 55 Power Auger DATE Jun 8, 0 G8656 BH 4-0 SOIL DESCRIPTION STRATA PLOT TYPE 14. TW 11 SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 14 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Inferred SILTY CLAY Inferred SILTY CLAY Inferred GLACIAL TILL: with gravel, cobbles and boulders End of Borehole Dynamic Cone Penetration Test 14.m depth. Practical DCPT 1.49m depth Shear Strength (kpa) Undisturbed Remoulded

35 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 8, 0 FILE NO. HOLE NO. G8656 BH 5-0 SOIL DESCRIPTION GROUND SURFACE FILL: Grey crushed stone 0.15 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty fine to medium sand, trace gravel, asphalt and brick fragments Very stiff, brown SILTY CLAY Very stiff, grey SILTY CLAY firm by 10.0m depth stiff by 1.0m depth Shear Strength (kpa) Undisturbed Remoulded

36 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jun 8, 0 FILE NO. HOLE NO. G8656 BH 5-0 SOIL DESCRIPTION STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 14 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Inferred SILTY CLAY Inferred SILTY CLAY Inferred GLACIAL TILL: with gravel, cobbles and boulders End of Borehole Dynamic Cone Penetration Test 1.7m depth. Practical DCPT 0.4m depth 7.40m-July 10/0) Shear Strength (kpa) Undisturbed Remoulded

37 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jul, 0 FILE NO. HOLE NO. G8656 BH 6-0 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Grey crushed stone FILL: Brown fine to coarse sand, some gravel, rock fragments and concrete pieces STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, brown SILTY CLAY Very stiff, grey SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

38 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger DATE Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jul, 0 SOIL PROFILE AND TEST DATA FILE NO. HOLE NO. G8656 BH 6-0 SOIL DESCRIPTION STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 14 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, grey SILTY CLAY GLACIAL TILL: Compact silty fine to medium sand with gravel, cobbles and boulders End of Borehole Practical refusal to 19.76m depth 9.50m-July 10/0) Shear Strength (kpa) Undisturbed Remoulded

39 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario Jul, 0 FILE NO. HOLE NO. G8656 BH 7-0 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Grey crushed stone FILL: Red silty fine to coarse sand with gravel and pulverized brick STRATA PLOT TYPE SAMPLE NUMBER 1 % RECOVERY 1 N VALUE or RQD 10 DEPTH 0 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction 69.5 FILL: Reddish brown silty fine to medium sand TW Very stiff, grey SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

40 154 Colonnade Road, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Multi-Storey Building, Rideau Street Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Ltd. FILE NO. REMARKS HOLE NO. BORINGS BY CME 55 Power Auger DATE Jul, 0 G8656 BH 7-0 SOIL DESCRIPTION STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 14 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, grey SILTY CLAY GLACIAL TILL: Very loose, grey silty fine to medium sand with gravel, cobbles and boulders RC RC RC WEATHERED BEDROCK: Black shale with occasional mud seams 48.5 End of Borehole 4.46 RC m-July 10/0) Sample SCR, % RC 1 10 RC 1 RC 10 RC Shear Strength (kpa) Undisturbed Remoulded

41 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Geodetic Consulting Engineers CME 55 Power Auger DATE Jul, 04 SOIL PROFILE AND TEST DATA 501 Besserer Street Ottawa, Ontario FILE NO. HOLE NO. PG09 BH 1-04 SOIL DESCRIPTION GROUND SURFACE 5mm Crushed stone STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Compact, red-brown SILTY fine to medium SAND Stiff to very stiff, brown-grey SILTY CLAY grey by 4.6m depth Dynamic Cone Penetration 9.45m depth P Inferred SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

42 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM Geodetic REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA 501 Besserer Street Ottawa, Ontario Jul, 04 FILE NO. HOLE NO. PG09 BH 1-04 SOIL DESCRIPTION STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Inferred SILTY CLAY Inferred GLACIAL TILL End of Borehole DCPT 0.40m depth (BH dry-aug. 6/04) Shear Strength (kpa) Undisturbed Remoulded

43 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM Geodetic REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA 501 Besserer Street Ottawa, Ontario Jul, 04 FILE NO. HOLE NO. PG09 BH -04 SOIL DESCRIPTION GROUND SURFACE 5mm Crushed stone STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Compact, red-brown SILTY fine to medium SAND Stiff to very stiff, brown-grey SILTY CLAY grey by 4.6m depth Dynamic Cone Penetration 9.14m depth Inferred SILTY CLAY Shear Strength (kpa) Undisturbed Remoulded

44 154 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM Geodetic REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA 501 Besserer Street Ottawa, Ontario Jul, 04 FILE NO. HOLE NO. PG09 BH -04 SOIL DESCRIPTION STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 1 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Inferred SILTY CLAY Inferred GLACIAL TILL End of Borehole DCPT 1.00m depth 5.0m-Aug. 6/04) Shear Strength (kpa) Undisturbed Remoulded

45 SYMBOLS AND TERMS SOIL DESCRIPTION Behavioural properties, such as structure and strength, take precedence over particle gradation in describing soils. Terminology describing soil structure are as follows: Desiccated - having visible signs of weathering by oxidation of clay minerals, shrinkage cracks, etc. Fissured - having cracks, and hence a blocky structure. Varved - composed of regular alternating layers of silt and clay. Stratified - composed of alternating layers of different soil types, e.g. silt and sand or silt and clay. Well-Graded - Having wide range in grain sizes and substantial amounts of all intermediate particle sizes (see Grain Size Distribution). Uniformly-Graded - Predominantly of one grain size (see Grain Size Distribution). The standard terminology to describe the strength of cohesionless soils is the relative density, usually inferred from the results of the Standard Penetration Test (SPT) N value. The SPT N value is the number of blows of a 6.5 kg hammer, falling 760 mm, required to drive a 51 mm O.D. split spoon sampler 00 mm into the soil after an initial penetration of 150 mm. Relative Density N Value Relative Density % Very Loose <4 <15 Loose Compact Dense Very Dense >50 >85 The standard terminology to describe the strength of cohesive soils is the consistency, which is based on the undisturbed undrained shear strength as measured by the in situ or laboratory vane tests, penetrometer tests, unconfined compression tests, or occasionally by Standard Penetration Tests. Consistency Undrained Shear Strength (kpa) N Value Very Soft <1 < Soft Firm Stiff Very Stiff Hard >00 >0

46 SYMBOLS AND TERMS (continued) SOIL DESCRIPTION (continued) Cohesive soils can also be classified according to their sensitivity. The sensitivity is the ratio between the undisturbed undrained shear strength and the remoulded undrained shear strength of the soil. Terminology used for describing soil strata based upon texture, or the proportion of individual particle sizes present is provided on the Textural Soil Classification Chart at the end of this information package. ROCK DESCRIPTION The structural description of the bedrock mass is based on the Rock Quality Designation (RQD). The RQD classification is based on a modified core recovery percentage in which all pieces of sound core over mm long are counted as recovery. The smaller pieces are considered to be a result of closelyspaced discontinuities (resulting from shearing, jointing, faulting, or weathering) in the rock mass and are not counted. RQD is ideally determined from NXL size core. However, it can be used on smaller core sizes, such as BX, if the bulk of the fractures caused by drilling stresses (called mechanical breaks ) are easily distinguishable from the normal in situ fractures. RQD % ROCK QUALITY 90- Excellent, intact, very sound Good, massive, moderately jointed or sound Fair, blocky and seamy, fractured 5-50 Poor, shattered and very seamy or blocky, severely fractured 0-5 Very poor, crushed, very severely fractured SAMPLE TYPES - Split spoon sample (obtained in conjunction with the performing of the Standard Penetration Test (SPT)) TW - Thin wall tube or Shelby tube PS - Piston sample AU - Auger sample or bulk sample WS - Wash sample RC - Rock core sample (Core bit size AXT, BXL, etc.). Rock core samples are obtained with the use of standard diamond drilling bits.

47 SYMBOLS AND TERMS (continued) GRAIN SIZE DISTRIBUTION MC% - Natural moisture content or water content of sample, % LL - Liquid Limit, % (water content above which soil behaves as a liquid) PL - Plastic limit, % (water content above which soil behaves plastically) PI - Plasticity index, % (difference between LL and PL) Dxx - Grain size which xx% of the soil, by weight, is of finer grain sizes These grain size descriptions are not used below mm grain size D10 - Grain size at which 10% of the soil is finer (effective grain size) D60 - Grain size at which 60% of the soil is finer Cc - Concavity coefficient = (D0) / (D10 x D60) Cu - Uniformity coefficient = D60 / D10 Cc and Cu are used to assess the grading of sands and gravels: Well-graded gravels have: 1 < Cc < and Cu > 4 Well-graded sands have: 1 < Cc < and Cu > 6 Sands and gravels not meeting the above requirements are poorly-graded or uniformly-graded. Cc and Cu are not applicable for the description of soils with more than 10% silt and clay (more than 10% finer than mm or the #00 sieve) CONSOLIDATION TEST p o - Present effective overburden pressure at sample depth p c - Preconsolidation pressure of (maximum past pressure on) sample Ccr - Recompression index (in effect at pressures below p c ) Cc - Compression index (in effect at pressures above p c ) OC Ratio Overconsolidaton ratio = p c / p o Void Ratio Initial sample void ratio = volume of voids / volume of solids Wo - Initial water content (at start of consolidation test) PERMEABILITY TEST k - Coefficient of permeability or hydraulic conductivity is a measure of the ability of water to flow through the sample. The value of k is measured at a specified unit weight for (remoulded) cohesionless soil samples, because its value will vary with the unit weight or density of the sample during the test.

48

49

50 Paracel Laboratories Ltd. Order #: J848 Certificate of Analysis Client: Paterson Group Inc. Client PO: 100 Project: PG09 Report Date: 8-Jul-004 Order Date: -Jul-004 Matrix: Soil Sample Date: /07/004 Parameter Chloride Sulphate ph Resistivity MDL/Units 5 ug/g 5 ug/g 0.05 ph units 0.1 ohm.m BH- J St. Laurent Blvd, Ottawa, ON K1G 4J8 tel: fax: paracel@paracellabs.com of 4

51 APPENDIX FIGURE 1 - KEY PLAN DRAWING PG9-1 - TEST HOLE LOCATION PLAN

52 SITE Source: Google Maps FIGURE 1 KEY PLAN