patersongroup Geotechnical Investigation Proposed Multi-Storey Residential Building 6176 Hazeldean Road Ottawa, Ontario Prepared For

Transcription

1 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Archaeological Services Proposed Multi-Storey Residential Building 676 Hazeldean Road Ottawa, Ontario Prepared For 0695 Ontario Inc. c/o Wit Lewandowski Paterson Group Inc. Consulting Engineers 54 Colonnade Road Ottawa (Nepean), Ontario Canada KE 7J5 Tel: (63) Fax: (63) January, 06 Report PG37-R

2 Table of Contents Page.0 Introduction Proposed Development Method of Investigation 3. Field Investigation Field Survey Laboratory Testing Analytical Testing Observations 4. Surface Conditions Subsurface Profile Groundwater Discussion 5. Geotechnical Assessment Site Grading and Preparation Foundation Design Design for Earthquakes Basement Wall Basement Slab Pavement Structure Design and Construction Precautions 6. Foundation Drainage and Backfill Protection of Footings Against Frost Action Excavation Side Slopes Pipe Bedding and Backfill Groundwater Control Winter Construction Corrosion Potential and Sulphate Recommendations Statement of Limitations... 0 January, 06 Page i

3 Appendices Appendix Appendix Soil Profile and Test Data Sheets Symbols and Terms Figure - Key Plan Drawing PG37- - Test Hole Location Plan January, 06 Page ii

4 .0 Introduction Paterson Group (Paterson) was commissioned by 0695 Ontario Inc. c/o Wit Lewandowski to conduct a geotechnical investigation for the proposed mixed-use residential building to be located on the eastern portion of 676 Hazeldean Road in the City of Ottawa, Ontario (refer to Figure - Key Plan in Appendix ). The objectives of the investigation were to: determine the subsurface conditions by means of boreholes. provide geotechnical recommendations for the design of 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. The report contains the geotechnical findings and includes recommendations pertaining to the design and construction of the subject development as understood at the time of writing this report. A report addressing environmental issues for the subject site was prepared under a separate cover..0 Proposed Project It is our understanding that the proposed development will consist of a five storey residential building with one full basement level. The remainder of the subject site will consist of vehicle parking and access lanes with landscaping areas. January, 06 Page

5 3.0 Method of Investigation 3. Field Investigation Field Program The field program for the investigation was conducted on December 4 and 5, 05. At that time, 6 boreholes were drilled to a maximum 7.3 m depth. The test hole locations were determined in the field by Paterson personnel with consideration to site features and underground services. The boreholes completed as part of the current investigation were surveyed by Paterson field personnel. Refer to Drawing PG37- - Test Hole Location Plan included in Appendix. The boreholes were drilled with a truck-mounted auger drill rig operated by a two-person crew. All fieldwork was conducted under the full-time supervision of Paterson personnel under the direction of a senior engineer. The test hole procedure consisted of augering to the required depths at the selected locations and sampling the overburden. The investigation also consisted of coring into the bedrock to determine the bedrock type and quality. Sampling and In Situ Testing Soil samples were collected from the boreholes using a 50 mm diameter splitspoon (SS) sample or from the auger flights. All soil samples were visually inspected and initially classified on site. The split-spoon and auger samples were placed in sealed plastic bags. All samples were transported to the laboratory for further examination and classification. The depths at which the split-spoon and auger samples were recovered from the test holes are presented as SS and AU, respectively, on the Soil Profile and Test Data sheets presented in Appendix. 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 and is the number of blows required to drive the splitspoon sampler 300 mm into the soil after a 50 mm initial penetration using a 63.5 kg hammer falling from a height of 760 mm. January, 06 Page

6 Diamond drilling was completed at four borehole locations, to confirm the bedrock quality. A recovery value and a Rock Quality Designation (RQD) value were calculated for each drilled section of the bedrock and are presented as RC on the Soil Profile and Test Data sheets in Appendix. The recovery value is the ratio of the bedrock sample length recovered over the drilled section length. The RQD value is the length ratio of the intact rock core sections greater than 00 mm in length over the total length of the recovered section. 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 in Appendix. Groundwater Flexible polyethylene standpipes and monitoring wells were installed at all borehole locations to monitor the groundwater level subsequent to the completion of the sampling program. Monitoring Well Installation Typical monitoring well construction details are described below:.5 to 3 m long slotted 3 mm diameter PVC screen sealed at strategic depths. 3 mm diameter PVC riser pipe from the top of the screen to the ground surface. No.3 silica sand backfill within annular space around screen. Bentonite hole plug directly above PVC slotted screen to approximately 300 mm from the ground surface. Clean backfill from top of bentonite plug to the ground surface. Refer to the Soil Profile and Test Data sheets in Appendix for specific well. Sample Storage All samples will be stored in the laboratory for a period of one month after issuance of this report and be discarded unless otherwise directed. January, 06 Page 3

7 3. Field Survey The test hole locations and ground surface elevations were surveyed by Paterson field personnel. The ground surface elevations at the borehole locations were referenced to a temporary benchmark (TBM), consisting of a fire hydrant top spindle on the north side of Neil Avenue. A Geodetic elevation of 4.69 m was assigned to the TBM. The locations of the boreholes and the ground surface elevations for each borehole location are presented on Drawing PG37- - Test Hole Location Plan in Appendix. 3.3 Laboratory Testing The soil and rock core samples recovered from the subject site were examined in the laboratory to review the field logs. 3.4 Analytical Testing One soil sample was submitted for analytical testing to assess the corrosion potential for exposed ferrous metals and the potential of sulphate attacks against subsurface concrete structures. The report will be updated once the analytical test results are received. January, 06 Page 4

8 4.0 Observations 4. Surface Conditions The subject site is currently vacant land previously occupied by the Stittsville Flea Market. The ground surface consists of relatively flat, large gravel parking areas combined with some paved areas and a concrete slab from a previous building. The ground surface is slightly below the grade of Hazeldean Road. 4. Subsurface Profile Overburden Generally, the subsurface profile at the borehole locations consists of granular crushed stone backfill underlain by compact brown silty sand mixed with gravel, cobbles and boulders. Compact glacial till with gravel, cobbles and boulders and shallow bedrock were encountered below the above noted layers. BH 3 and 6 encountered bedrock immediately below the pavement structure. Bedrock The bedrock consists of grey limestone with interbedded shale and was cored to a maximum depth of 7.3 m. Mudseams were encountered with in BH and BH3 at approximately 4 m depth. The recovery values and RQD values for the bedrock cores were calculated at each borehole location. The recovery values range from 87 to 00%, while the RQD values varied between 0 and 85%. Based on the results the bedrock quality ranges from very poor to excellent. Based on rock core samples and available geological mapping, the bedrock in this area consists of limestone of the Bobcaygeon formation. The bedrock was encountered between 0 to 4 m depth. Specific details of the subsoil profile at each test hole location are presented on the Soil Profile and Test Data sheets in Appendix. January, 06 Page 5

9 4.3 Groundwater On December 8, 05, groundwater levels were measured in piezometers and monitoring wells installed at the borehole locations. The measured groundwater levels are presented on the Soil Profile and Test Data sheets in Appendix. Based on the information, the groundwater level can be expected at elevations ranging from 3. to 4. m. Groundwater levels are subject to seasonal fluctuations and could vary at the time of construction. Table - Summary of Groundwater Level Readings Test Hole Number Ground Elevation, m Groundwater Levels (m) Depth Elevation Recording Date BH December 8, 05 BH December 8, 05 BH December 8, 05 BH December 8, 05 BH December 8, 05 Note: The ground surface elevations at the borehole locations were referenced to a temporary benchmark (TBM), consisting of a fire hydrant top spindle on the north side of Neil Avenue. An assumed geodetic elevation of 4.69 m was assigned to the TBM. January, 06 Page 6

10 5.0 Discussion 5. Geotechnical Assessment From a geotechnical perspective, the subject site is considered acceptable for the proposed multi-storey building. The proposed building could be founded by conventional spread footings placed on a compact glacial till or surface sounded bedrock bearing surface. Since the proposed multi-storey residential building is understood to be designed with a basement level, which will require bedrock removal. Hoe ramming could be completed where only small quantities of bedrock needed to be removed. Line drilling and controlled blasting could be used where large quantities of bedrock are needed to be removed. The blasting operations should be planned and conducted under the guidance of a professional engineer with experience in blasting operations. The above and other considerations are further discussed in the following sections. 5. Site Grading and Preparation Stripping Depth Since the building will have a basement level, all topsoil and fill material is expected to be removed within the footprint of the building. All bearing surfaces and subgrade soils should be protected to ensure an undisturbed surface is maintained during site preparation activities. Within parking areas, soil containing significant amounts of organics, should be stripped from under the pavement structure. An assessment of the existing fill, free of significant amounts of organics can be completed at the time of construction, to determine if the material can remain in place below the proposed pavement areas. The existing fill below the proposed parking area is recommended to be proof-rolled by appropriate construction equipment, approved by the geotechnical engineer, making several passes to determine how the existing fill will behave. Any poor performing areas be removed and replaced with an OPSS Granular B Type II or OPSS Granular A as determined by the geotechnical consultant at the time of construction. January, 06 Page 7

11 Bedrock Removal Based on the bedrock encountered in the area, line-drilling in conjunction with hoeramming or controlled blasting will be required to remove the bedrock. Prior to considering construction operations, the effects on the existing services, buildings and other structures should be addressed. A pre-blast or construction survey located in proximity of the blasting operations should be conducted prior to commencing construction. The extent of the survey should be determined by the blasting consultant and sufficient to respond to any inquiries/claims related to the blasting operations. As a general guideline, peak particle velocity (PPV, measured at the structures) should not exceed the recommendations below. If blasting is required, operations should be planned and conducted under the supervision of a licensed professional engineer who is an experienced blasting consultant. Excavation side slopes in sound bedrock could be completed with almost vertical side walls. A minimum of m horizontal bench, should remain between the overburden and the bedrock surface to provide an area for potential sloughing and/or a stable base for the overburden shoring system. Vibration Considerations Construction operations are also the cause of vibrations, and possibly, sources of nuisance to the community. Therefore, means to reduce the vibration levels as much as possible should be incorporated in the construction operations to maintain a cooperative environment with the residents. The following construction equipments could be the source of vibrations: hoe ram, compactor, dozer, crane, truck traffic, etc. Vibrations, whether caused by blasting operations or by construction operations could be the source of detrimental vibrations on the adjoining buildings and structures. Therefore, it is recommended that all vibrations be limited. Vibration Limits Vibrations limits shall be limited to values given in Table, representing a USBM Z- Curve (USBM RI8507): January, 06 Page 8

12 Table - Modern Construction/Restored Masonry Vibration Limits Dominant Frequency Range (Hz) Peak Particle Velocity (mm/s) <4 <5.0 4 to 0 <.5 0 to 40.5 to 50* >40 <50 Note: * on a linear scale relative to dominant frequency range. The vibration criteria presented in Table is based on current project understanding and scope. The vibration limits may be revised before or during construction based on the test hoe-ramming and blast program and vibration monitoring to ensure the surrounding infrastructure is not significantly affected. The City of Ottawa should be contacted to determine what vibration limits are required for subsurface utilities. The guidelines are for current construction standards. Considering that the guidelines are above perceptible human level and could be very disturbing to some people, a preconstruction survey is recommended to be completed to minimize the risks of claims during or following the construction of the proposed development. Fill Placement Fill placed for grading beneath the building areas should consist, unless otherwise specified, of clean imported granular fill, such as Ontario Provincial Standard Specifications (OPSS) Granular A or Granular B Type II. Granular material should be tested and approved prior to delivery to the site. The fill should be placed in lifts of 300 mm thick or less and compacted to a minimum of 98% of the SPMDD. Non-specified existing fill along with site-excavated soil can be placed as general landscaping fill where settlement of the ground surface is of minor concern. The fill materials should be spread in thin lifts and at a minimum compacted by the tracks of the spreading equipment to minimize voids. If the material is to be placed to increase the subgrade level for areas to be paved, the fill should be compacted in maximum 300 mm lifts and compacted to 95% of SPMDD. Non-specified existing fill and siteexcavated soils are not suitable for placement as backfill against foundation walls unless a composite drainage blanket connected to a perimeter drainage system is provided. January, 06 Page 9

13 5.3 Foundation Design Overburden Footings placed on an undisturbed, compact to dense glacial till bearing surface can be designed using a bearing resistance value at serviceability limit states (SLS) of 50 kpa and a factored bearing resistance value at ultimate limit states (ULS) of 5 kpa. An undisturbed soil bearing surface consists of a surface 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. A geotechnical resistance factor of 0.5 was applied to the above noted bearing resistance values at ULS. Footings designed using the above-noted bearing resistance values at SLS will be subjected to potential post-construction total and differential settlements of 5 and 0 mm, respectively. Bedrock Footings placed on a clean, surface sounded bedrock surface can be designed using a factored bearing resistance value at ultimate limit states (ULS) of,500 kpa, incorporating a geotechnical resistance factor of 0.5, and a bearing resistance value at serviceability limit states (SLS) of,000 kpa. A clean, surface-sounded bedrock bearing surface should be free of all soil and loose materials, and have no near surface seams, voids, fissures or open joints which can be detected from surface sounding with a rock hammer. Footings bearing on surface sounded bedrock and designed using the above mentioned bearing pressures will be subjected to negligible post-construction total and differential settlements. Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Above the groundwater level, adequate lateral support is provided to a compact glacial till when a plane extending horizontally and vertically from the underside of the footing at a minimum of.5h:v passing through in situ soil of the same or higher bearing capacity as the bearing medium soil. Near vertical (H:6V) slopes can be used for unfractured bedrock bearing media. January, 06 Page 0

14 5.4 Design for Earthquakes The site class for seismic site response can be taken as Class C for the shallow foundations at the subject site. A higher site class, such as Class A or B, may be applicable for this site and can be confirmed by a site specific shear wave velocity test. The soils underlying the subject site are not susceptible to liquefaction. Refer to the latest revision of the 0 Ontario Building Code for a full discussion of the earthquake design requirements. 5.5 Basement Wall It is expected that the foundation wall will be a double sided pour. A nominal coefficient for at-rest earth pressure of 0.05 is recommended in conjunction with a bulk 3 3 unit weight of 4.5 kn/m (effective 5.5 kn/m ). A seismic earth pressure component will not be applicable for the foundation wall, which is to be poured against a drainage membrane placed directly over the bedrock face. The seismic earth pressure is expected to be transferred to the underground floor slabs, which should be designed to accommodate the pressures. A hydrostatic groundwater pressure should be added for the portion below the groundwater level. Where soil is to be retained, the conditions can be well-represented by assuming the retained soil consists of a material with an angle of internal friction of 30 degrees and 3 a dry unit weight of 0 kn/m. Undrained conditions are anticipated (i.e. below the groundwater level). Therefore, the applicable effective unit weight of the retained soil 3 can be taken as 3 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 A) 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 3 ) H = height of the wall (m) o An additional pressure having a magnitude equal to K 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 should only be applicable for static analyses and should not be calculated in conjunction with the seismic loading case. January, 06 Page

15 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 0.3 m from the walls with the compaction equipment. Seismic Earth Pressures The seismic earth pressure (ÄP AE) can be calculated using the earth pressure distribution equal to a ã H /g where: c a c = (.45-a max/g)a max ã = unit weight of fill of the applicable retained soil (kn/m 3 ) H = height of the wall (m) g = gravity, 9.8 m/s The peak ground acceleration, (a max), for the Ottawa area is 0.3g according to OBC 0. Note that the vertical seismic coefficient is assumed to be zero. The total earth pressure (P the wall, where: AE ) is considered to act at a height, h (m), from the base of h = {Pa (H/3)+ÄP AE (0.6 H)}/P AE The earth pressures calculated are unfactored. For the ULS case, the earth pressure loads should be factored as live loads, as per OBC Basement Slab With the removal of all topsoil and deleterious fill, such as those containing organic materials, the native soil, bedrock or existing granular fill approved by the geotechnical consultant at the time of construction will be considered to be an acceptable subgrade surface on which to commence backfilling for slab on grade construction. Any soft areas should be removed and backfilled with appropriate backfill material prior to placing any fill. OPSS Granular B Type II are recommended for backfilling below the floor slab. The upper 00 mm of sub-floor fill is recommended to consist of 9 mm clear crushed stone for a basement slab. All backfill material within the footprint of the proposed buildings should be placed in maximum 300 mm thick loose layers and compacted to at least 98% of the SPMDD. If rock anchors are required due to the structural design, Paterson can provide more information. January, 06 Page

16 5.7 Pavement Structure For design purposes, the pavement structure presented in the following tables could be used for the design of car parking areas and access lanes. Table 3 - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL 3 or Superpave.5 Asphaltic Concrete 50 BASE - OPSS Granular A Crushed Stone 300 SUBBASE - OPSS Granular B Type II SUBGRADE - Either fill, in situ soil or OPSS Granular B Type I or II material placed over in situ soil or fill Table 4 - Recommended Pavement Structure - Truck Parking and Access Lanes Thickness (mm) Material Description 40 Wear Course - Superpave.5 Asphaltic Concrete 50 Binder Course - Superpave 9.0 Asphaltic Concrete 50 BASE - OPSS Granular A Crushed Stone 450 SUBBASE - OPSS Granular B Type II SUBGRADE - Either fill, in situ soil or OPSS Granular B Type I or II material placed over in situ soil Minimum Performance Graded (PG) 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 OPSS Granular B Type I or II material. Weak subgrade conditions may be experienced over service trench fill materials. This may require the use of a geotextile, thicker subbase or other measures that can be recommended at the time of construction as part of the field observation program. The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 00% of the SPMDD. January, 06 Page 3

17 Where the proposed pavement structure meets the existing asphalt surface, the following recommendations should be followed: A 300 mm wide section of the existing asphalt roadway should be saw cut from the existing pavement edge to provide a sound surface to abut the proposed pavement structure. It is recommended to mill a minimum 40 mm deep section of the existing asphalt within 300 mm of the saw cut edge. The proposed pavement structure subbase materials should be tapered no greater than 3H:V to meet the existing subbase materials. Clean existing granular road subbase materials can be reused upon assessment by the geotechnical consultant at the time of excavation (construction) as to the suitability. Pavement Structure Drainage The pavement structure performance is dependent on the moisture condition at the contact zone between the subgrade material and granular base. Failure to provide adequate drainage under conditions of heavy wheel loading could result in the subgrade fines pumped into the stone subbase voids, thereby reducing the load bearing capacity. January, 06 Page 4

18 6.0 Design and Construction Precautions 6. Foundation Drainage and Backfill Perimeter Drainage A perimeter foundation drainage system is recommended to be provided for the proposed structure. The system should consist of a 50 mm diameter perforated corrugated plastic pipe, surrounded on all sides by 50 mm of 9 mm clear crushed stone, placed at the footing level around the exterior perimeter of the structure. The pipe should have a positive outlet, such as a gravity connection to the storm sewer. Backfill Requirements Backfill against the exterior sides of the foundation walls should consist of free-draining non frost susceptible granular materials. The greater part of the site excavated materials will be frost susceptible and, as such, are not recommended for placement as backfill against the foundation walls unless used in conjunction with a composite drainage system, such as Delta Drain 6000 or Miradrain G00N. Imported granular materials, such as clean sand or OPSS Granular B Type I granular material, should be placed for this purpose. Underfloor Drainage Underfloor drainage is recommended to control water infiltration due to groundwater infiltration at the proposed founding elevation. For design purposes, Paterson recommends, a 50 mm in diameter perforated pipes be placed at 6 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 Against Frost Action Perimeter footings of heated structures are recommended to be protected against the deleterious effects of frost action. A minimum of.5 m of soil cover alone, or a combination of soil cover and foundation insulation should be provided. 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. m or a combination of soil cover and foundation insulation. January, 06 Page 5

19 6.3 Excavation Side Slopes The excavations for the proposed development will be through compact granular backfill, a native compact silty sand and glacial till material. The subsurface soil is considered to be mainly a Type or 3 soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. For excavations to depths of approximately 3 m and above the groundwater level, the excavation side slopes should be stable in the short term at H:V. Shallower slopes should be provided for deeper excavations or for excavation below the groundwater level. Where such side slopes are not permissible or practical due to existing structures or property boundary, temporary shoring should be installed. The slope cross-sections recommended above are for temporary slopes. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should be maintain safe working distance from the excavation sides. Slopes in excess of 3 m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. A trench box is recommended to be installed at all times to protect personnel working in trenches with steep or vertical sides. Services are expected to be installed by cut and cover methods and excavations should not remain open for extended periods of time. 6.4 Pipe Bedding and Backfill Bedding and backfill materials should be in accordance with City of Ottawa standards and specifications. The pipe bedding for sewer and water pipes should consist of at least 50 mm of OPSS Granular A material. The material should be placed in maximum 300 mm thick lifts and compacted to a minimum of 95% of the SPMDD. The bedding material should extend at a minimum to the spring line of the pipe. The cover material, which should consist of OPSS Granular A, should extend from the spring line of the pipe to a minimum of 300 mm above the obvert of the pipe. The material should be placed in maximum 300 mm thick lifts and compacted to a minimum of 95% of the SPMDD. Generally, the site excavated soils such as the granular backfill, native silty sand and glacial till could be placed above the cover material if the excavation and backfilling operations are completed in dry and above freezing weather conditions. January, 06 Page 6

20 Where hard surface areas are considered above the trench backfill, the trench backfill material within the frost zone (about.8 m below finished grade) should consist of the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum 300 mm thick loose lifts and compacted to a minimum of 95% of the SPMDD. 6.5 Groundwater Control Due to the relatively pervious nature of the subsurface materials, groundwater infiltration into the excavations will be moderate to significant during the initial excavation. Once steady state is achieved, groundwater infiltration should be manageable with open sumps. A temporary MOECC permit to take water (PTTW) may be required for this project if more than 50,000 L/day are to be pumped during the construction phase. A minimum of 4 to 5 months should be allowed for completion of the application and issuance of the permit by the MOECC. Depending on the final depth of the excavation and the proposed groundwater management plan for the subject construction program, it is expected that with steady state infiltration volumes may be less than 50,000 L/day if precipitation events are not accounted and, therefore, a PTTW may not be required. 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. 6.6 Winter Construction Precautions should be provided if winter construction is considered for this project. The subsurface soil conditions mostly consist of frost susceptible materials. In presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the installation of straw, propane heaters and tarpaulins or other suitable means. The excavation base should be insulated from sub-zero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. January, 06 Page 7

21 The trench excavations should be constructed to avoid the introduction of frozen materials, snow or ice into the trenches. As well, pavement construction is difficult during winter. The subgrade consists of frost susceptible soils, which will experience total and differential frost heaving during construction. Also, the introduction of frost, snow or ice into the pavement materials, which is difficult to avoid, could adversely affect the performance of the pavement structure. 6.7 Corrosion Potential and Sulphate A soil sample is currently being analyzed to assess the corrosion potential for exposed ferrous metals and the potential of sulphate attacks against subsurface concrete structures. The results will be updated to the present report once received from the laboratory and compared to industry standards. January, 06 Page 8

22 7.0 Recommendations The following is recommended to be completed once the site plan and development are determined: Review detail plans for proposed development to review the geotechnical recommendations. Observation of all bearing surfaces prior to the placement of concrete. Observation of all subgrades prior to backfilling. Field density tests to ensure that the specified level of compaction has been achieved. Periodic observation of the condition of unsupported excavation side slopes in excess of 3 m in height, if applicable. Sampling and testing of the bituminous concrete including mix design reviews. A report confirming the construction has been completed in general accordance with the recommendations could be issued upon request, following the completion of a satisfactory material testing and observation program by the geotechnical consultant. January, 06 Page 9

23 8.0 STATEMENT OF LIMITATIONS The recommendations made in this report are for review and design purposes. Paterson requests permission to review the recommendations when the drawings and specifications are completed. 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 immediate notification to permit reassessment of our recommendations. The recommendations provided herein should only be used by the design professionals associated with this project. They are not intended for contractors bidding on or undertaking the work. The latter should evaluate the factual information provided in this report and determine its suitability and completeness for their intended construction schedule and methods. Additional testing may be required for their purposes. The present report applies only to the project described in this document. The use of the report for purposes other than those described herein or by person(s) other than 0695 Ontario Inc or their agents 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. Carlos P. Da Silva, P.Eng. Report Distribution 0695 Ontario Inc. (6 copies) Paterson Group ( copy) January, 06 Page 0

24 APPENDIX SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS

25 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS Consulting Engineers TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario FILE NO. HOLE NO. PG37 BORINGS BY CME 55 Power Auger DATE December 4, 05 BH -5 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 4.8 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Monitoring Well Construction AU FILL: Dark brown silty sand, some clay and cobbles, trace gravel and organic matter SS SS SS GLACIAL TILL: Compact to dense, grey sandy silt with gravel and cobbles SS End of Borehole 4.7 SS Practical refusal to augering at 4.7m depth 8, 05) Shear Strength (kpa) Undisturbed Remoulded

26 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. CME 55 Power Auger Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario DATE December 4, 05 FILE NO. HOLE NO. PG37 BH -5 SOIL DESCRIPTION GROUND SURFACE FILL: Crushed stone with sand, some silt 0.56 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 4.4 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Dark brown silty sand, trace organics SS SS GLACIAL TILL: Dense, brown silty sand with gravel and cobbles 3.0 SS SS BEDROCK: Grey limestone, some shale partings and seams RC mm mud seam at 4.0m depth RC End of Borehole m-Dec. 8, 05) Shear Strength (kpa) Undisturbed Remoulded

27 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS Consulting Engineers TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario FILE NO. HOLE NO. PG37 BORINGS BY CME 55 Power Auger DATE December 4, 05 BH 3-5 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete 0.05 FILL: Brown sand, some silt and 0.0 gravel STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 5.77 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Monitoring Well Construction SS AU RC BEDROCK: Grey limestone with shale partings and seams 3.77 RC mm mud seam at 4.0m depth 4.77 RC End of Borehole , 05) Shear Strength (kpa) Undisturbed Remoulded

28 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS Consulting Engineers TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario FILE NO. HOLE NO. PG37 BORINGS BY CME 55 Power Auger DATE December 5, 05 BH 4-5 SOIL DESCRIPTION GROUND SURFACE Concrete slab 0.0 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 7.90 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Monitoring Well Construction AU FILL: Brown silty sand, trace gravel and boulders.37 SS GLACIAL TILL: Dense, brown silty sand with gravel, cobbles and boulders.6 SS RC RC BEDROCK: Grey limestone with shale partings and seams RC End of Borehole m-Dec. 8, 05) Shear Strength (kpa) Undisturbed Remoulded

29 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS Consulting Engineers TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario FILE NO. HOLE NO. PG37 BORINGS BY CME 55 Power Auger DATE December 4, 05 BH 5-5 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 9.4 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Monitoring Well Construction AU FILL: Brown silty sand with gravel, trace boulders SS SS GLACIAL TILL: Boulders with some silt, sand and gravel RC RC BEDROCK: Grey limestone with shale partings and seams RC RC End of Borehole m-Dec. 8, 05) Shear Strength (kpa) Undisturbed Remoulded

30 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers TBM - Top spindle of fire hydrant located on the north side of Neil Avenue, near the southeast corner of subject property. Geodetic elevation = 4.69m. DATE SOIL PROFILE AND TEST DATA Prop. Residential Building Hazeldean Road Ottawa, Ontario December 5, 05 FILE NO. HOLE NO. PG37 BH 6-5 GROUND SURFACE FILL: Crushed stone with silt and sand End of Borehole SOIL DESCRIPTION 0.6 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 5.3 Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction Practical refusal to augering at 0.6m depth (BH dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

31 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers DATE SOIL PROFILE AND TEST DATA Phase I - II Environmental Site Assessment 676 Hazeldean Road Ottawa, Ontario TBM - Top spindle of fire hydrant, south side of Neil Avenue. Assumed elevation = 00.00m. CME 55 Power Auger March, 0 FILE NO. HOLE NO. PE548 BH SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Photo Ionization Detector Volatile Organic Rdg. (ppm) Lower Explosive Limit % Monitoring Well Construction FILL: Brown silty sand with gravel SS SS RC RC 00 9 BEDROCK: Grey limestone RC RC End of Borehole /) RKI Eagle Rdg. (ppm) Full Gas Resp. Methane Elim.

32 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers DATE SOIL PROFILE AND TEST DATA Phase I - II Environmental Site Assessment 676 Hazeldean Road Ottawa, Ontario TBM - Top spindle of fire hydrant, south side of Neil Avenue. Assumed elevation = 00.00m. CME 55 Power Auger March, 0 FILE NO. HOLE NO. PE548 BH 3 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 96.7 Photo Ionization Detector Volatile Organic Rdg. (ppm) Lower Explosive Limit % Monitoring Well Construction FILL: Brown silty clay with sand and gravel SS GLACIAL TILL: Grey silty clay with sand, gravel, cobbles and boulders SS SS RC BEDROCK: Grey limestone RC End of Borehole 5.5 8/) RKI Eagle Rdg. (ppm) Full Gas Resp. Methane Elim.

33 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 63.5 kg hammer, falling 760 mm, required to drive a 5 mm O.D. split spoon sampler 300 mm into the soil after an initial penetration of 50 mm. Relative Density N Value Relative Density % Very Loose <4 <5 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 < < Soft -5-4 Firm Stiff Very Stiff Hard >00 >30

34 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 00 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 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 SS - 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.

35 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 D0 - Grain size at which 0% of the soil is finer (effective grain size) D60 - Grain size at which 60% of the soil is finer Cc - Concavity coefficient = (D30) / (D0 x D60) Cu - Uniformity coefficient = D60 / D0 Cc and Cu are used to assess the grading of sands and gravels: Well-graded gravels have: < Cc < 3 and Cu > 4 Well-graded sands have: < Cc < 3 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 0% silt and clay (more than 0% 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.

36

37 APPENDIX FIGURE - KEY PLAN DRAWING PG37- - TEST HOLE LOCATION PLAN

38 SITE FIGURE KEY PLAN

39