patersongroup Geotechnical Investigation Proposed Commercial Building 1989 Merivale Road Ottawa, Ontario Prepared For Zic s Holdings June 30, 2016

Transcription

1 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Proposed Commercial Building 989 Merivale Road Ottawa, Ontario Archaeological Services Prepared For Zic s Holdings Paterson Group Inc. Consulting Engineers 5 Colonnade Road South Ottawa (Nepean), Ontario Canada KE 7J5 Tel: (6) 6-78 Fax: (6) June 0, 06 Report PG8-

2 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa Table of Contents Page.0 Introduction Proposed Development Method of Investigation. Field Investigation.... Field Survey..... Laboratory Testing Observations. Surface Conditions.... Subsurface Profile.... Groundwater Discussion 5. Geotechnical Assessment Site Grading and Preparation Foundation Design Design for Earthquakes Slab on Grade Construction Pavement Structure Design and Construction Precautions 6. Foundation Drainage and Backfill Protection of Footings Against Frost Action Excavation Pipe Bedding and Backfill Groundwater Control Winter Construction Recommendations Statement of Limitations.... Report: PG8- June 0, 06 Page i

3 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa Appendices Appendix Appendix Soil Profile and Test Data Sheets Symbols and Terms Figure - Key Plan Drawing PG8- - Test Hole Location Plan Report: PG8- June 0, 06 Page ii

4 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa.0 Introduction Paterson Group (Paterson) was commissioned by Zic s Holdings to conduct a geotechnical investigation for the proposed commercial building to be located at 989 Merivale Road in the City of Ottawa, Ontario (refer to Figure - Key Plan in Appendix ). The objectives of the current investigation were to: determine the subsurface conditions by means of the existing borehole coverage. provide geotechnical recommendations for the design of the proposed building 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 the geotechnical findings and includes recommendations pertaining to the design and construction of the proposed building as understood at the time of writing this report..0 Proposed Development The proposed development is understood to consist of a slab-on-grade, two storey commercial building. The remainder of the site will consist of an asphalt finished access lane parking lot along with landscaped areas. It is understood that the existing one storey dwelling currently occupying the subject site will be demolished to accommodate the proposed development. Report: PG8- June 0, 06 Page

5 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa.0 Method of Investigation. Field Investigation Field Program An investigation was completed at the subject site on June 8, 05 and consisted of advancing 6 boreholes to a maximum depth of 6.7 m below the existing ground surface. The borehole locations were distributed in a manner to provide general coverage of the subject site. The borehole locations are presented on Drawing PG8- - Test Hole Location Plan included 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 Paterson personnel under the direction of a senior engineer. The drilling procedure consisted of augering to the required depths at the selected locations to sample and test the overburden. Sampling and In Situ Testing Soil samples were recovered from a 50 mm diameter split-spoon () sampler and auger flights. All soil samples were visually inspected and initially classified on site. The split-spoon 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 boreholes are presented as and AU, respectively, on the Soil Profile and Test Data sheets attached to the report. Standard Penetration Tests (SPT) were conducted and 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 sample 00 mm into the soil after the initial penetration of 50 mm using a 6.5 kg hammer falling from a height of 760 mm. The subsurface conditions observed in the boreholes were recorded in detail in the field. The soil profiles are presented in the Soil Profile and Test Data sheets in Appendix. Report: PG8- June 0, 06 Page

6 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa Groundwater A groundwater monitoring well was installed at BH, BH, and BH to permit monitoring of the groundwater levels subsequent to the completion of the sampling program.. Field Survey The borehole locations and ground surface elevations were surveyed by Paterson field personnel. Ground surface elevations at the borehole locations were referenced to a temporary benchmark (TBM), consisting of the top spindle of the fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.0 m was assigned to the TBM. The borehole locations and the ground surface elevation at the borehole locations are presented on Drawing PG8- - Test Hole Location Plan in Appendix.. Laboratory Testing Soil samples recovered from the subject site were visually examined in our laboratory to review the field logs. Report: PG8- June 0, 06 Page

7 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa.0 Observations. Surface Conditions The subject site is located on the east side of the intersection Merivale Road and Slack Road. The site is currently occupied by a vacant one storey commercial building along with an asphalt parking lot. The ground surface across the subject site is relatively flat and at grade with Merivale Road, as well as, the adjacent properties.. Subsurface Profile Generally, the subsurface profile at the borehole locations consist of a pavement structure overlying a brown sandy silt to silty sand fill with some gravel extending to depths ranging from 0.6 to. m below existing grade. Interbedded clayey to silty sand, sandy silt, and silty to sandy clay was encountered below the above noted layer extending to depths ranging from. to 6.7 m below ground surface. Specific details of the subsurface profile at each borehole location are presented in the Soil Profile and Test Data sheets in Appendix. Based on available geological mapping, the subject site is located in an area where the bedrock consists of interbedded sandstone and dolomite of the March Formation with an approximate drift thickness of 0 to 5 m.. Groundwater Groundwater level readings were taken at the monitoring wells on June, 05. The results of our groundwater level readings are presented in Table. Table - Summary of Groundwater Level Readings Test Hole Number Ground Elevation, m Groundwater Levels (m) Depth Elevation Recording Date BH June, 05 BH June, 05 BH June, 05 Note: Ground surface elevations at the borehole locations were referenced to a temporary benchmark (TBM), consisting of the top spindle of the fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of m was assigned to the TBM. Groundwater levels are subject to seasonal fluctuations and therefore levels could differ at the time of construction. Report: PG8- June 0, 06 Page

8 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 5.0 Discussion 5. Geotechnical Assessment From a geotechnical perspective, the subject site is considered satisfactory for the proposed building. It is expected the proposed commercial building will be founded over conventional shallow footings placed on an undisturbed, compact silty sand/ sandy silt bearing surface. Engineered fill make be required below footings in areas where poor performing soils are encountered at footing level. The above and other considerations are discussed in the following sections. 5. Site Grading and Preparation Stripping Depth Topsoil, asphalt, and deleterious fill, such as material containing high content of organic materials, should be stripped from under the proposed building footprint and other settlement sensitive structures. Removal of the existing foundation should also be removed from the proposed building footprint if present. Precautions should be taken to ensure that all bearing surfaces and subgrade soils remain undisturbed during site preparation activities. An assessment of the existing fill should be completed by the geotechnical consultant, at the time of construction, once the footing excavations are completed and a large area of the fill is exposed. The existing fill, free of deleterious materials, should be proofrolled with suitably sized compaction equipment under dry conditions and reviewed by the geotechnical consultant during compaction work. Any poor performing areas should be removed and replaced with an approved engineered fill. Fill Placement Fill placed for grading beneath the building area should consist, unless otherwise specified, of clean imported granular fill, such as Ontario Provincial Standard Specifications (OP) Granular A or Granular B Type II. The imported fill material should be tested and approved prior to delivery to the site. The fill should be placed in maximum 00 mm thick lifts and compacted using suitable compaction equipment for the lift thickness. Fill placed beneath the building should be compacted to at least 98% of the SPMDD. Report: PG8- June 0, 06 Page 5

9 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 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 backfill materials should be spread in thin lifts and at a minimum compacted by the tracks of the spreading equipment to minimize voids. If the non-specified backfill is to be placed to increase the subgrade level for areas to be paved, the fill should be placed in maximum 00 mm lifts and compacted to 95% of 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. 5. Foundation Design Bearing Resistance Values Footings placed on an undisturbed, compact silty sand/sandy silt bearing surface can be designed using a bearing resistance value at serviceability limit states (SLS) of kpa and a factored bearing resistance value at ultimate limit states (ULS) of 50 kpa. A geotechnical resistance factor of 0.5 was applied to the above noted bearing resistance value at ULS. Engineered fill compacted as per Subsection 5. over an undisturbed, silty sand/sandy silt bearing surface can be designed using the abovenoted bearing resistance values. Footings designed using the above-noted bearing resistance value at SLS will be subjected to potential post-construction total and differential settlements of 5 and 0 mm, respectively. 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. Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to an engineered fill or sandy silt to silty sand above the groundwater table, 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. Report: PG8- June 0, 06 Page 6

10 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 5. Design for Earthquakes The site class for seismic site response can be taken as Class E for the foundation considered at this site. 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 Slab on Grade Construction With the removal of all topsoil, soils containing significant amounts of organics or deleterious fill within the proposed building footprint, the native soil surface or existing fill will be considered an acceptable subgrade surface on which to commence backfilling for floor slab construction. Assessment of the existing fill below the sub-slab fill should be reviewed by the geotechnical consultant at the time of excavation as per recommendations in Subsection 5.. The upper 00 mm of sub-slab backfill should consist of an OP Granular A crushed stone. All backfill material within the footprint of the proposed building should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 98% of the material s SPMDD. Any soft areas should be removed and backfilled with appropriate backfill material. OP Granular B Type II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab. 5.6 Pavement Structure For design purposes, the pavement structure presented in Tables and Table could be used for the design of car only parking areas and access lanes, if required. Table - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL- or Superpave.5 Asphaltic Concrete 50 BASE - OP Granular A Crushed Stone 00 SUBBASE - OP Granular B Type II SUBGRADE - In situ soil, or OP Granular B Type I or II material placed over in situ soil Report: PG8- June 0, 06 Page 7

11 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa Table - Recommended Pavement Structure Access Lanes and Heavy Truck Parking Areas Thickness (mm) Material Description 0 Wear Course - HL- or Superpave.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 9.0 Asphaltic Concrete 50 BASE - OP Granular A Crushed Stone 50 SUBBASE - OP Granular B Type II SUBGRADE - In situ soil, or OP Granular B Type I or II material placed over in situ soil Minimum Performance Graded (PG) 58- 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 sub-excavated and replaced with OP Granular B Type II material. The pavement granular base and subbase should be placed in maximum 00 mm thick lifts and compacted to a minimum of 98% of the SPMDD with suitable vibratory equipment. Report: PG8- June 0, 06 Page 8

12 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 6.0 Design and Construction Precautions 6. Foundation Drainage and Backfill A perimeter foundation drainage system is recommended for proposed structure. The system should consist of a to 50 mm diameter, geotextile-wrapped, perforated, corrugated, plastic pipe, surrounded on all sides by 50 mm of 0 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 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 GN. Imported granular materials, such as clean sand or OP Granular B Type I granular material, should be placed for this purpose. 6. Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effects of frost action. A minimum.5 m thick soil cover (or equivalent) should be provided. It is anticipated that frost protection measures will be required for the perimeter footings adjacent to the loading ramp. It is recommended the perimeter footings at this location be lowered to provide additional soil coverage to provide adequate frost cover, or rigid insulation be placed below footing level to compensate for the reduced soil cover available. Exterior unheated footings, such as isolated exterior piers, are more prone to deleterious movement associated with frost action than the exterior walls of the structure and require additional protection. The recommended minimum thickness of soil cover is. m (or equivalent). 6. Excavation Side Slopes Temporary Side Slopes The temporary excavation side slopes should either be excavated to acceptable slopes or retained by shoring systems from the beginning of the excavation until the structure is backfilled. Report: PG8- June 0, 06 Page 9

13 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa The excavation side slopes above the groundwater level extending to a maximum depth of m should be cut back at H:V or shallower. The shallower slope is required for excavation below groundwater level. The subsurface soil is considered to be mainly Type or 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 maintain safe working distance 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. 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. Pipe Bedding and Backfill At least 50 mm of OP Granular A should be placed for pipe bedding for sewer and water pipes. The bedding should extend to the spring line of the pipe. Cover material, from the spring line to a minimum of 00 mm above the obvert of the pipe should consist of OP Granular A. The bedding and cover materials should be placed in maximum 5 mm thick lifts compacted to a minimum of 95% of the SPMDD. 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 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 Groundwater Control for Building Construction The groundwater infiltration into the excavation(s) should be low to moderate. 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. Report: PG8- June 0, 06 Page 0

14 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa A temporary MOE permit to take water (PTTW) may be required for this project if more than 50,000 L/day is to be pumped during the construction phase. A minimum of to 5 months should be allowed for completion of the application and issuance of the permit by the MOE. 6.6 Winter Construction Precautions should be provided if winter construction is considered for this project. The subsurface conditions mainly consist of frost susceptible materials. In presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the installation of straw, propane heaters, tarpaulins or other suitable means. Any excavation base should be insulated from sub-zero temperatures immediately upon exposure and until such time as heat is adequately supplied to the buildings and the footings are protected with sufficient soil cover to prevent freezing at founding level. The trench excavations should be constructed in a manner to avoid the introduction of frozen materials, snow or ice into the trenches. Report: PG8- June 0, 06 Page

15 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 7.0 Recommendations A materials testing and observation services program is a requirement for the provided foundation design data to be applicable. The following aspects of the program should be performed by the geotechnical consultant: Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials used. Periodic observation of the condition of unsupported excavation side slopes in excess of 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 that these works have been conducted in general accordance with our recommendations could be issued, upon request, following the completion of a satisfactory materials testing and observation program by the geotechnical consultant. Report: PG8- June 0, 06 Page

16 Ottawa Kingston North Bay Proposed Commercial Building 989 Merivale Road - Ottawa 8.0 Statement of Limitations The recommendations provided in the report are in accordance with Paterson s present understanding of the project. Paterson request permission to review the recommendations when the drawings and specifications are completed. A geotechnical investigation is a limited sampling of a site. Should any conditions encountered during construction differ from the borehole locations, Paterson requests immediate notification to permit reassessment of the recommendations. The recommendations provided should only be used by the design professionals associated with this project. The recommendations are not intended for contractors bidding on or constructing the project. The latter should evaluate the factual information provided in the report. The contractor should also determine the suitability and completeness for the intended construction schedule and methods. Additional testing may be required for the contractors purpose. The present report applies only to the project described in the report. The use of the report for purposes other than those described above or by person(s) other than Zic s Holdings or their agents is not authorized without review by Paterson. Paterson Group Inc. June 0, 06 Richard Groniger, C.Tech. David J. Gilbert P.Eng. Report Distribution: Zic s Holdings ( copies) Paterson Group ( copy) Report: PG8- June 0, 06 Page

17 APPENDIX SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS

18 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Commercial Building Merivale Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. CME 55 Power Auger DATE June 8, 05 FILE NO. HOLE NO. PG8 BH SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone with sand, some silt 0.05 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 99. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction Loose, grey SILTY SAND, some to trace clay Firm, grey SILTY CLAY, some sand trace gravel by.5m depth Compact to dense, grey SANDY SILT 6 9. End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

19 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Commercial Building Merivale Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. DATE June 8, 05 FILE NO. HOLE NO. PG8 BH SOIL DESCRIPTION GROUND SURFACE FILL: Crushed stone with sand, some silt 0.6 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 99. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction FILL: Brown sandy silt, some gravel Very loose, grey-brown SILTY SAND, some clay Firm, grey SILTY CLAY, some sand End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

20 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Commercial Building Merivale Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. FILE NO. HOLE NO. PG8 CME 55 Power Auger DATE June 8, 05 BH SOIL DESCRIPTION GROUND SURFACE FILL: Crushed stone with sand and silt 0.6 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction FILL: Dark grey silty sand plastic at.5m depth Very loose, grey SANDY SILT, trace clay Soft, grey SILTY CLAY, trace sand 5.8 End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

21 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Commercial Building Merivale Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. CME 55 Power Auger DATE June 8, 05 FILE NO. HOLE NO. PG8 BH SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone with sand, some silt STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 99. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction Compact, grey SILTY SAND, trace clay Grey CLAYEY SAND, some silt Firm to stiff, grey SILTY CLAY, some sand Loose, grey SANDY SILT, some clay End of Borehole Shear Strength (kpa) Undisturbed Remoulded

22 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers SOIL PROFILE AND TEST DATA Prop. Commercial Building Merivale Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. DATE June 8, 05 FILE NO. HOLE NO. PG8 BH 5 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete 0.05 FILL: Crushed stone with sandy silt STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 99.6 Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction 0.76 Brown SANDY CLAY, some silt Loose, grey SILTY SAND, trace clay Stiff to firm, grey SILTY CLAY, some sand End of Borehole Shear Strength (kpa) Undisturbed Remoulded

23 5 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY SOIL PROFILE AND TEST DATA TBM - Top spindle of fire hydrant located on the southwest corner of Slack Road and Merivale Road. An arbitrary elevation of.00m was assigned to the TBM. CME 55 Power Auger Consulting Engineers DATE Prop. Commercial Building Merivale Road Ottawa, Ontario June 8, 05 FILE NO. HOLE NO. PG8 BH 6 SOIL DESCRIPTION GROUND SURFACE 5mm Asphaltic concrete FILL: Crushed stone with sandy silt, trace brick 0.76 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) 99.6 Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Monitoring Well Construction Brown SILTY CLAY, some sand Very loose, grey-brown SILTY SAND, trace clay End of Borehole Shear Strength (kpa) Undisturbed Remoulded

24 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 5 mm O.D. split spoon sampler 00 mm into the soil after an initial penetration of 50 mm. Relative Density N Value Relative Density % Very Loose < <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 - Firm Stiff Very Stiff Hard >00 >0

25 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.

26 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 = (D0) / (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 < and Cu > Well-graded sands have: < 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 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.

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28 APPENDIX FIGURE - KEY PLAN DRAWING PG8- - TEST HOLE LOCATION PLAN

29 FIGURE KEY PLAN SITE

30