GEOTECHNICAL ENGINEERING ASSESSMENT REPORT … · 25, 2013. The investigation comprised of a series of boreholes along the highway and frontage road alignments. The investigation

GEOTECHNICAL ENGINEERING ASSESSMENT REPORT WIDENING OF TRANS CANADA HIGHWAY

30TH STREET SW TO 10TH STREET SW FOUR LANING SALMON ARM, BC

Prepared for:

Associated Engineering Ltd. 610 – 1632 Dickson Ave

Kelowna, BC V1Y 7T2

Attention: Mr. Alan Emery, P.Eng.

Prepared by:

Levelton Consultants Ltd. 108 – 3677 Hwy 97 N.

Kelowna, BC V1X 5C3

1 March 2013 File: FV11-2588-01

Re: Trans Canada Highway Four Laning 30

th Street SW to 10

th Street SW, Salmon Arm, BC

Associated Engineering Ltd. 1 March 2013 File: FV11-2588-01 _____________________________________________________________________

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EXECUTIVE SUMMARY

It is proposed to widen the current alignment of the Trans-Canada Highway (TCH) through Salmon Arm along an approximately 2.2 km stretch from just west of 30th Street SW to 10th Street SW. The widening from the current two lanes to four lanes will include improvements to a number of intersections. In addition to the highway widening, it is proposed to construct or realign and improve the business frontage roads to the north and south of the current highway alignment. In general, the finished elevation of the widened areas of the TCH will be about 1 to 2.5 m above existing grades in the widening areas. On the frontage roads, only nominal changes to existing grade are proposed, as access to properties adjacent to the frontage roads must be maintained. A total of 34 (thirty-four) auger boreholes were completed on the subject section of the highway and frontage road alignments. Dynamic Cone Penetration Tests (DCPTs) were conducted at select boreholes to provide an indication of the in-situ relative density / consistency of the soils. Moisture content testing was conducted on all disturbed soil samples obtained from the boreholes, and selected samples were submitted for laboratory testing. In addition to the subsurface investigation, a site reconnaissance was conducted to visually review the condition of the existing TCH alignment. Based on information drawn from the sub-surface investigation, a series of engineering analyses were conducted, including road pavement structure analysis, settlement analysis, bearing capacity analysis (for luminaires and sign foundations), embankment stability, and seismic performance. Based on the results of these analyses, recommendations for subgrade preparation, embankment fill, and pavement structures for the TCH widening and frontage roads have been developed.


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TABLE OF CONTENTS 1. INTRODUCTION......................................................................................................3 2. PROJECT DESCRIPTION .......................................................................................3

2.1. Project Information...........................................................................................3 2.2. Background Information...................................................................................3

3. SUB SURFACE INVESTIGATION AND FINDINGS .................................................4 3.1. Investigation Rationale.....................................................................................4 3.2. Investigation Methods ......................................................................................6 3.3. Investigation Summary ....................................................................................6

3.3.1. Site Reconnaissance ...............................................................................6 3.3.2. Trans Canada Highway Alignment ...........................................................6 3.3.3. Frontage Road Alignments.......................................................................8

4. LABORATORY TESTING ........................................................................................9 5. EVALUATION AND ANALYSIS................................................................................9

5.1. Road Pavement Structures ............................................................................10 5.2. Settlement .....................................................................................................11 5.3. Bearing Capacities.........................................................................................11 5.4. Embankment Stability ....................................................................................12 5.5. Seismic ..........................................................................................................12

6. CONCLUSIONS AND RECOMMENDATIONS.......................................................12 6.1. Site Preparation .............................................................................................12

6.1.1. Trans Canada Highway..........................................................................13 6.1.2. Frontage Roads .....................................................................................13

6.2. Road Structures.............................................................................................14 6.2.1. Trans Canada Highway..........................................................................14 6.2.2. Frontage Roads .....................................................................................15

6.3. Foundations...................................................................................................16 6.4. Embankment Fill ............................................................................................16 6.5. Environment ..................................................................................................17

7. GEOTECHNICAL REVIEW....................................................................................17 8. REFERENCES.......................................................................................................18 9. CLOSURE..............................................................................................................18 Appendices: Appendix A – Figures Appendix B – Soil Logs Appendix C – Laboratory Test Results


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1. INTRODUCTION Levelton Consultants Ltd. (Levelton) has prepared this geotechnical engineering assessment report that provides our recommendations for the widening of the portion of the Trans-Canada Highway (TCH) in Salmon Arm, BC between 30th Street SW and 10th Street SW from the current two lane configuration to a four lane highway. In addition, this report addresses the construction and upgrading of frontage roads providing access to the properties on either side (north and south) of the highway. Figure 1 in Appendix A shows the approximate project location. This report has been prepared in general accordance with our proposed Geotechnical Work Plan (GWP) prepared for Associated Engineering (BC) Ltd. (the Client) dated 19 December 2013. Our scope of services for this project did not include assessment of soil or groundwater at the project site with respect to geo-environmental concerns.

2. PROJECT DESCRIPTION

2.1. Project Information

We understand it is proposed to widen the current alignment of the Trans-Canada Highway through Salmon Arm along an approximately 2.2 km stretch from just west of 30th Street SW to 10th Street SW. The widening will include improvements to the intersections at 30th Street SW, 25th Street SW, 10th Avenue SW, 20th Street SW, 15th Street SW, and 10th Street SW. In addition to the highway widening, it is proposed to construct or realign and improve the business frontage roads to the north and south of the current highway alignment. To the north, a new frontage road is proposed between 25th Street SW and 20th Street SW. To the south of the highway it is proposed to realign and extend the current frontage road segment between 30th Street SW and 10th Avenue SW, and realign the current frontage road (4th Avenue SW) from 10th Street SW to the current dead end. Figures 2 and 3 in Appendix A show the extent of the proposed road works overlaying the current alignment. Based on review of drawings provided by Associated Engineering and our site observations, it appears that, in general, the finished elevation of the widened areas of the TCH will be about 1 to 2.5 m above existing grades in the widening areas. On the frontage roads, only nominal changes to existing grade are proposed, as access to properties adjacent to the frontage roads must be maintained.

2.2. Background Information

The project location was identified on the National Topographic Series map designated 82L/11 and titled “Salmon Arm, Kamloops Division of Yale Land District.” The site has the approximate coordinates:

Approximate Site Coordinates Cartesian 50˚41’33” North 119˚18’36” West Universal Transverse Mercator 11N 337000 M East 5618000 M North


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We understand from discussions with Mr. Terry Harbicht, P.Eng. of the Ministry of Transportation and Infrastructure (MoTI) that the Ministry does not have any geotechnical information on file for the area of the proposed construction. According to the Geological Survey of Canada Minifile Map 082LNW, the soils in the project area consist of unconsolidated glacial, fluvial and alluvial deposits. The geography of the surrounding area is consistent with the anticipated soil deposits, based on the topography and proximity of the project site to Shuswap Lake. To the north of the project area, a floodplain extends to the south arm of Shuswap Lake with a number of marshes, riparian zones and creeks. Based on these factors, Levelton assumed the sub-surface investigation discussed herein would encounter mixed granular and fine grain deposits with a relatively high water table. Associated Engineering was able to supply a copy of the Preliminary Geotechnical Report, prepared by Jacques Whitford AXYS Ltd., for the proposed Smart Centres commercial development to the north of the TCH at the intersection of 30th Street SW. We reviewed the provided report for supplemental information; specifically, soil conditions at depths below our proposed investigation limits.

3. SUB SURFACE INVESTIGATION AND FINDINGS A sub-surface investigation of the project area was conducted between January 21 and 25, 2013. The investigation comprised of a series of boreholes along the highway and frontage road alignments. The investigation was carried out in general conformance with our proposed GWP.

3.1. Investigation Rationale

The objective of the investigation was to obtain sufficient information regarding the soil and groundwater conditions in the areas of the proposed construction to determine the necessity for ground improvements, develop geotechnical engineering recommendations for subgrade preparation, and develop pavement structures for the proposed highway widening and frontage roads. A thorough, detailed investigation was desired to provide input to the cost-benefit analyses for determination of a practical and overall cost-effective final design. Levelton completed 34 (thirty-four) of the 35 (thirty-five) proposed auger boreholes on the subject section of the highway and frontage road alignments. Borehole BH12-25 from our proposed GWP was not permitted by the current site occupant. No alternate hole was conducted. Boreholes BH12-01 to BH12-22 were staggered on the north and south sides of the current highway alignment. The remaining boreholes were located on the proposed frontage road alignments. The following table provides details regarding the locations and depths of the boreholes (latitude and longitude of the boreholes indicated in the table were established using a hand-held GPS device).


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Bore Hole ID Location (N/W) Depth Below Existing Grade (m)

Dynamic Cone Penetration Test (DCPT) (Y or N)

BH12-01 50˚41’33.1”N / 119˚19’28.4W 3.05 N BH12-02 50˚41’33.6”N / 119˚19’23.1W 6.10 Y BH12-03 50˚41’33.1”N / 119˚19’17.4W 15.24 Y BH12-04 50˚41’33.5”N / 119˚19’11.3W 3.05 N BH12-05 50˚41’33.6”N / 119˚19’07.6W 6.10 Y BH12-06 50˚41’33.5”N / 119˚19’01.9W 1.52 N BH12-07 50˚41’33.1”N / 119˚18’56.8W 3.05 Y BH12-08 50˚41’33.6”N / 119˚18’52.6W 3.05 N BH12-09 50˚41’33.2”N / 119˚18’46.6W 6.10 Y BH12-10 50˚41’33.7”N / 119˚18’41.6W 3.05 N BH12-11 50˚41’33.4”N / 119˚18’37.3W 3.05 Y BH12-12 50˚41’35.2”N / 119˚18’30.7W 3.05 N BH12-13 50˚41’36.2”N / 119˚18’27.1W 6.10 Y BH12-14 50˚41’37.9”N / 119˚18’23.8W 3.05 N BH12-15 50˚41’39.5”N / 119˚18’19.0W 6.10 Y BH12-16 50˚41’41.7”N / 119˚18’14.8W 3.05 N BH12-17 50˚41’43.3”N / 119˚18’09.7W 3.05 N BH12-18 50˚41’45.4”N / 119˚18’05.6W 6.10 Y BH12-19 50˚41’46.6”N / 119˚18’01.8W 3.05 N BH12-20 50˚41’48.7”N / 119˚17’58.0W 6.10 Y BH12-21 50˚41’49.9”N / 119˚17’53.5W 3.05 N BH12-22 50˚41’52.5”N / 119˚17’48.6W 3.05 N BH12-23 50˚41’36.4”N / 119˚18’51.7W 2.13 N BH12-24 50˚41’34.2”N / 119˚18’48.4W 6.10 Y BH12-25 Not conducted BH12-26 50˚41’33.9”N / 119˚18’40.1W 2.13 Y BH12-27 50˚41’35.5”N / 119˚18’33.4W 2.44 N BH12-28 50˚41’31.2”N / 119˚19’08.3W 2.13 Y BH12-29 50˚41’32.6”N / 119˚19’04.7W 2.13 N BH12-30 50˚41’32.5”N / 119˚18’59.9W 2.13 N BH12-31 50˚41’32.7”N / 119˚18’52.5W 6.10 Y BH12-32 50˚41’32.7”N / 119˚18’46.9W 2.13 N BH12-33 50˚41’32.8”N / 119˚18’41.4W 3.05 Y BH12-34 50˚41’32.5”N / 119˚18’36.5W 2.13 N BH12-35 50˚41’33.1”N / 119˚18’28.6W 2.13 Y Table 1 – Bore Hole Locations and Depths The borehole locations are shown on Figures 2 and 3 in Appendix A.


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3.2. Investigation Methods

The boreholes were advanced with a track-mounted drill rig equipped with solid-stem continuous flight augers. Dynamic Cone Penetration Tests (DCPTs) were conducted at select boreholes to provide an indication of the in-situ relative density / consistency of the soils. A member of our geotechnical staff monitored the investigation to log the soil conditions at the boreholes and collected representative disturbed soil samples from the auger flights for visual classification and laboratory testing. The unconfined compressive strength of cohesive soils was determined in the field using a pocket penetrometer on disturbed samples on the auger flights. In the field the selected drilling method encountered a number of limitations affecting the borehole locations. Due to the presence of overhead utilities along both the north and south sides of the current TCH alignment, it was necessary to conduct BH12-01 to BH12-22 on the paved shoulders of the current highway. Initial DCPTs attempted on the road structure met refusal at shallow depths in dense, coarse-grained granular fills below the existing pavement at some of the borehole locations. The remaining DCPTs were advanced through subgrade soils after augering out the dense road structure fill materials. In addition to the subsurface investigation, Levelton performed a site reconnaissance to visually review the condition of the existing TCH alignment.

3.3. Investigation Summary

3.3.1. Site Reconnaissance

Levelton performed a visual review of the current TCH and frontage road alignments to supplement the sub-surface investigation. Based on our observations, the current condition of the existing pavement along the TCH appears to be in reasonable condition, with some isolated areas of widely separated grid cracks that may relate to pavement age and / or subsidence. In some areas there are significant longitudinal cracks in or near wheel paths. There are also isolated patches of alligator cracking and potholes. A Geotechnical Engineer from Levelton reviewed the current embankment slopes on the north and south sides of the current TCH alignment. Review of the embankment slopes was limited due to existing snow build up; however, no indications of instability were observed. The following sections of this report summarize the general findings of the sub-surface investigation. For detailed descriptions of the sub-surface conditions at the individual borehole locations, refer to the soil logs attached in Appendix B.

3.3.2. Trans Canada Highway Alignment

Twenty-two boreholes (BH12-01 to BH12-22) were advanced on the existing TCH, at approximately 100 m intervals alternating between the north and south sides of the highway. In general, the boreholes were advanced through the paved shoulders or on


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the traffic lanes of the existing TCH, with the exception of BH12-03 which was advanced on the gravel shoulder of the existing TCH. In general, the existing TCH pavement structure extends to a depth of 1 to 1.5 m below the roadway surface and consists of an asphalt pavement underlain by sand and gravel fill (inferred to be a base gravel course), which in turn is underlain by a sandy gravel fill (inferred to be a sub-base gravel course). The existing asphalt pavement varied between 150 mm and 280 mm in thickness, with an average thickness of 196 mm. The inferred base course gravel layer was generally 300 mm thick at the boreholes, extending to a depth of about 0.5 m, and was judged to be dense to very dense (based on the DCPTs and drilling effort). Underlying the base course gravel is an inferred sub-base course, typically extending to a depth of 1.2 to 1.5 m. However, the sub-base course was found to extend to a depth of approximately 1 m at BH12-01, BH12-07, BH12-10, BH12-14, BH12-17, and to a depth of approximately 2 m at BH12-12. The inferred sub-base gravels were judged to be dense to very dense (based on the DCPTs and drilling effort). BH12-06 encountered auger refusal at a depth of about 1.5 m and was terminated in the inferred sub-base layer. From BH12-01 to BH12-05, as well as at BH12-09 and BH12-13, the road structure is underlain by varying subgrade fills. These fills primarily consist of compact to dense sand and firm silt with gravel in some locations. The fills typically extend to a depth of approximately 2.5 m, with the exception of BH12-01 where the fill extended to 1.5 m. Underlying the road structure and localized subgrade fills, the boreholes encountered highly variable native soils. In general, the native soils consisted of fine-grained sand and silt in varying combinations of uniform and interlayered deposits. The water table was present in the native soils at an estimated depth of 2.5 to 3 m below the surface at the time of drilling. At BH12-01 to BH12-05 the subgrade fills are underlain by primarily sand deposits with highly variable silt content. A number of discrete silt deposits were found to underlie the subgrade fills, including a 1 m thick deposit at BH12-01 and a 0.5 m thick deposit at BH12-05. BH12-01 was terminated at 3 m in loose sand and silt. BH12-04 and BH12-05 were terminated in a compact brown sand deposit at 3 m and 6 m, respectively. The subgrade fill at BH12-09 and BH12-13 was underlain by loose sand to 4 m, and both boreholes were terminated in sandy silt at 6 m. At BH12-02 and BH12-03 the subgrade fill was underlain by sand deposits to a depth of 3.5 m and 5 m, respectively. In BH12-02 the sand was underlain by stiff silt to 5 m. This borehole was terminated in a compact sand deposit at 6 m. BH12-03 transitioned to a sand and silt deposit to 6 m, followed by a series of compact to dense sand deposits to a depth of 14.5 m. The borehole was terminated at 15.2 m in a hard silt deposit. BH12-15 to BH12-18 encountered loose sand deposits below the road structure to a depth of 3 m, where BH12-16 and BH12-17 were terminated. The remaining two boreholes encountered fine-grained deposits underlying the loose sands, including a uniform soft sandy silt in BH12-18 and varying stiff deposits in BH12-15 until transitioning to a compact silty sand at 5 m. Both deeper boreholes were terminated at 6


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m. BH12-14 also encountered loose sand beneath the road structure that extended to a depth of 1.5 m, where it was underlain by firm to loose silt deposits until termination at 3 m. The road structure at BH12-12 was underlain by compact sand to termination at 3 m. At boreholes BH12-07, BH12-08, BH12-10, BH12-11, and BH12-19 to BH12-22, the road structure was directly underlain by fine-grained deposits consisting primarily of silt with varying proportions of sand. At BH12-11 and BH12-19 to BH12-22, these fine-grained deposits typically became firmer with depth and continued to borehole termination at depths of 3 to 6 m. At BH12-07, BH12-08 and BH12-10, the fine-grained deposits extended to a depth of approximately 2 m and were underlain by loose sand with varying silt content (trace silt to silty). The boreholes were terminated at 3 m in the sand deposits. The majority of deeper holes along the TCH alignment, and a number of the shallower holes, encountered the water table at 2.5 to 3.0 m below the current road surface. It is expected that the water table will fluctuate seasonally.

3.3.3. Frontage Road Alignments

Boreholes BH12-23 to BH12-27 were located on the proposed alignment for the north frontage road between 25th Street SW and 20th Street SW. Each borehole encountered different near-surface soils, including compact sand fill at BH12-23 and BH12-27 to a depth of 0.3 m and 1 m respectively, stiff silt topsoil at BH12-24 to 0.5 m, and a 100 mm of asphalt underlain by compact gravelly sand fill to a depth of 1.2 m at BH12-26. Below the variable surface deposits, the boreholes encountered silts and sands, ranging from firm silt, some sand to loose silty sand, extending to a depth of 2 m in BH12-24 and 1 m at the other borehole locations. These deposits were underlain by loose to compact sand to the termination of the boreholes at 3 to 6 m, except at BH12-27 which encountered a soft silt with trace organics extending to the bottom of the borehole at 2.4 m. Boreholes BH12-28 to BH12-35 were located on the proposed alignment for the south frontage road between 30th Street SW and 10th Avenue SW. All boreholes except BH12-31 were conducted on existing portions of the current segmented frontage road. BH12-28 and BH12-29 encountered a 1 m thick road structure consisting of 100 mm of asphalt, 150mm of dense sand and gravel base, and 700 mm of dense sand and gravel sub-base. Underlying the road structures, both boreholes encountered compact and stiff sand and silt fills that extended to the bottom of the boreholes at 3 m. BH12-30 and BH12-32 to BH12-35 encountered asphalt pavement ranging in thickness from 50 mm to 180 mm underlain by dense sand and gravel fill to 0.5 m. Underlying the road structure these boreholes, except BH12-35 which encountered sand, encountered firm silt to a depth of 1.5 to 2 m underlain by loose sand deposits that extended to the bottom of the boreholes at 2 to 3 m. BH12-31 encountered soft sandy silt to a depth of 1 m underlain by compact sand and silty sand deposits extending to the bottom of the borehole at 6 m. The boreholes on the frontage road alignments encountered the water table at 1.5 to 2.0 m below existing grade. It is expected that the water table will fluctuate seasonally.


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4. LABORATORY TESTING Moisture content testing was conducted on all disturbed soil samples obtained from the boreholes. The measured moisture content of the samples is graphically illustrated on the soil logs in Appendix B. A total of 21 (twenty one) grab samples of granular materials from the sub-surface investigation were submitted for grain size analysis, as follows:

• BH12-01 G-2 • BH12-15 G-5

• BH12-02 G-3 • BH12-15 G-7

• BH12-03 G-1 • BH12-16 G-4

• BH12-03 G-9 • BH12-19 G-1

• BH12-05 G-5 • BH12-22 G-2

• BH12-07 G-2 • BH12-24 G-4

• BH12-08 G-1 • BH12-28 G-1

• BH12-09 G-4 • BH12-28 G-2

• BH12-11 G-3 • BH12-31 G-3

• BH12-13 G-2 • BH12-33 G-1

• BH12-14 G-1

Table 2 - Grain Size Analysis Sample List Six additional samples of variable soil were submitted for partial grain size analysis (fines content (material passing the 0.075 mm sieve) determination). One sample of fine grained cohesive soil (sample G3 from BH12-07, collected at a depth of 1.5 m) was submitted to the laboratory for Atterberg Limits analysis. Other samples were initially selected for Atterberg Limits analysis; however, due to the very low plasticity of the soil samples, Atterberg Limits analyses were not completed on these other samples. The results of the grain size analyses and Atterberg Limits testing are provided in Appendix C. For those samples where only the fines content was tested, the percentage of soil passing the 0.075 mm sieve is shown on the soil logs in Appendix B. The soil logs also graphically illustrate the plastic and liquid limit for the sample on which Atterberg Limits testing was conducted.

5. EVALUATION AND ANALYSIS Based on information drawn from the sub-surface investigation, Levelton performed a series of engineering analyses to evaluate the site conditions and prepare effective geotechnical recommendations.


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5.1. Road Pavement Structures

An analysis of the required road pavement structure was conducted for the widening of the TCH using the Program WinPAS. WinPAS performs an evaluation of proposed road structure designs based on the “1993 AASHTO Guide for Design of Pavements Structures”. Traffic count information was provided to us, assessing the impact of the proposed two commercial developments in the vicinity and projecting traffic counts for 2032. This data was in terms of expected movements of vehicle numbers for use in intersection and lane design. Traffic is projected to grow at a rate of 2 percent annually, so the traffic count numbers were reduced to current levels for use in structural design calculations. In addition, since heavy truck traffic is the determining factor when dealing with pavement design literature, MoTI information on likely traffic composition was used to develop the design traffic data. Peak traffic in either direction was projected at 1206 vehicles per hour. Assessment of data from intersections and the highway for hourly variation indicated that the hourly average for traffic volume over the length of the day ranged from 43 percent to 55 percent of the peak traffic. As a result, 54 percent was used to estimate the average daily traffic volume, after accounting for variation from one time of day to another. The “24 hour” number was then projected to an annual volume for purposes of incrementing the volume annually due to growth. Industry references indicate that an interprovincial highway can expect in the vicinity of 20 percent of the traffic as trucks. MoTI assessment of traffic composition on the TCH east and west of Salmon Arm described the proportion of trucks as between 24 and over 40 percent, depending on the time of year. It was noted that, while the proportion of traffic that was trucks might change due to dilution by passenger vehicle traffic increases during summer months, in general truck traffic stayed within about 20 percent in volume. Based on the data reviewed and the fact that long-distance truck traffic in urban Salmon Arm is diluted by small vehicle movement, 22 percent was used for the proportion of traffic that was trucks for the design section. While not all trucks will use the same lane, 100 percent of the truck traffic was used in assessing the design lane as well as 65 percent of smaller traffic. The pavement sections provided herein referenced the preferred combination stated by BC MoTI in Guideline T-01/04 for highways with ESALs1 in excess of 1 million per year. The requirement for the corresponding Type “A” pavement in the Guideline is stated as: 100 mm Asphalt Pavement

150 mm of 25 mm CBC (Crushed Base Course, now Well-Graded Base (WGB))

150 mm of 25, 50 or 75 mm CBC (WGB)

300 mm of SGSB (Select Granular Sub-base)

1Equivalent number of 80-kN (18,000-lb.) single-axle load applications – all traffic is reduced to

this form using applicable factors for each type of vehicle.


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These proportions make the best use of the material, substituting less expensive materials at appropriate depths. The pavement structure designs provided in this report make use of additional sub-base material because of the high projected traffic levels and the apparent low support gained from the top layers of the soils in the right-of-way. To examine the sensitivity of traffic levels to the resulting design, the first set of data used the peak traffic of 1206 vehicles per hour to generate the 24 hour traffic volume, while the second used the more realistic time-adjusted 54 percent of peak volume. In addition, each set of analyses was run using assumed CBR support values for the native subgrade of 10, as well as approximately 5 and 3, to represent the most severe support conditions that may be present.

5.2. Settlement

Settlement analysis was conducted using the computer program Settle 3D. Settle 3D utilizes a Boussinesq stress distribution, predicting immediate and long term settlement for the modeled soil layers under a particular loading condition. This analysis requires settlement characteristics of in-situ soils to be estimated for a general soil profile, as it is impractical to model discrete soil profiles for each borehole location. It was assumed that the highway widening would include building up the proposed lanes to match the grades of the current alignment. Loading conditions assumed that this embankment fill would consist of MoTI standard SGSB. Settlement analysis was performed for a typical soil profile with embankment sections added to model the TCH widening. Two conditions were analyzed, for embankment fill heights of 1 m and 2.5 m. The following settlement was calculated at the center of the added embankment widening on the road surface: Loading Case Immediate Settlement (mm) Total Settlement (mm) 1 m embankment 30 35 2.5 m embankment 60 65 It is expected that the immediate settlement will occur during and immediately after placement of the bulk embankment fill, sub-base and base course gravels. It is judged that settlement will be minor, as final grading of road structure gravels will accommodate the settlement prior to paving.

5.3. Bearing Capacities

Bearing capacities were calculated for standard MoTI pre-cast concrete foundations supporting signage and luminaires. According to information provided to us, the standard MoTI bases specified for use in this project include the C, L2 and E2 bases.


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Bearing capacities were evaluated using Terzaghi’s equations, and are based on foundations bearing on a site typical firm silt and sand.

5.4. Embankment Stability

Stability of the proposed embankment widening was evaluated using the computer program SLIDE. SLIDE calculates the factor of safety against slope instability using the Bishop simplified method. A soil model was constructed based on the investigation to model a site typical 2.5 m high embankment on a subgrade of silt overlying sand deposits. Analyses were conducted for a number of cases, including static loading, seismic loading with a cohesive silt subgrade, and seismic loading with a non-cohesive subgrade. The Factor of Safety for slope instability impacting the roadway ranged between 1.3 and 1.8 under seismic conditions and was greater than 1.9 under static conditions, which is judged to be acceptable.

5.5. Seismic

The Peak Ground Acceleration (PGA) for Salmon Arm is 0.14 for the 1 in 2,475 year event (2012 British Columbia Building Code). In general, based on the boreholes information it is our opinion that the site soils would generally not be susceptible to liquefaction during the 1 in 2,475 year seismic event due to the relatively high fines content of the site soils and the fact that the site granular deposits become compact to dense with depth. The report prepared by Jacques Whitford for the Smart Centers development included a seismic analysis for a soil profile located directly adjacent to the west end of the proposed TCH widening. The Jacques Whitford report concluded that the liquefaction of the sand deposits was unlikely during the 1 in 2,475 year seismic event.

6. CONCLUSIONS AND RECOMMENDATIONS

6.1. Site Preparation

Site preparation in the TCH widening areas, new frontage roads and luminaire / sign foundation areas should consist of the removal of existing vegetation, topsoil and organic fills to expose inorganic subgrade soils. Where existing ditches will be infilled, vegetation and water-softened soils should be removed to expose inorganic native subgrade. Where the exposed subgrade consists of granular soils, we recommend that the subgrade be compacted with vibratory equipment to re-densify any soils disturbed during stripping / excavation, prior to the placement of fill or foundations. Where the subgrade consists of fine-grained soils (sandy silt, silt or silty clay), the subgrade will be subject to softening and weakening if disturbed or exposed to surface


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water. Excavation in the fine-grained site soils should be conducted using an excavator fitted with a smooth-mouthed cleanup bucket that progressively retreats from the stripped area as it excavates. Care should be taken to minimize construction activity directly over the subgrade and to grade exposed subgrade areas to optimize site drainage and to prevent surface water accumulation. For temporary construction vehicle access, we recommend that the fine-grained subgrade be covered with at least 450 mm of 100 mm minus crushed gravel or Geotechnical Engineer approved equivalent. Fill should be placed by end-dumping and be spread with tracked equipment.

6.1.1. Trans Canada Highway

Stripping along the TCH widening section will include removal of vegetation and topsoil from the slope of the current embankment up to the toe of the proposed embankment widening. Portions of the alignment include ditches, particularly along the south side of the TCH at the current frontage road locations. Organics and softened / saturated soils at the ditch bottom should be removed to expose inorganic native subgrade. Our investigation along the TCH was conducted through the current embankment fills. Typically, the height of the raised embankment was approximately equivalent to the depth of fills encountered at borehole locations. These boreholes typically encountered a soft or loose layer below the existing fills that would be suitable as a subgrade for the proposed widening based on the proposed grade increases. It is assumed the original highway was constructed by stripping a limited depth of organics and soft soils from the alignment and re-instating grade with fill. Based on these assumptions and the frontage road boreholes adjacent to the highway, stripping is expected to be nominal for the majority of the widening, generally on the order of 0.7 m. An exception, as encountered at BH12-31, is the ditch sections to the south of the current TCH alignment where very soft surface soils were up to 1 m in thickness.

6.1.2. Frontage Roads

The recommendations for frontage road design differ between the north and south alignments. On the north side of the TCH, the frontage road will be a newly constructed road crossing various developed and undeveloped sites. The recommended site preparation for this frontage road will include removal of all surface treatments in developed areas and stripping of vegetation and topsoil throughout the remaining portions of the alignment. Based on boreholes BH12-23 to BH12-27, and assuming nominal stripping depths, the near-surface soils appear to be a suitable subgrade for the proposed road construction. On the south side of the TCH, the proposed frontage road alignments follow current sections of frontage road. Based on boreholes BH12-28 to BH12-35, it is judged that portions of the existing road alignment are suitable for re-use and will require widening and realignment rather than complete reconstruction. It is expected that the frontage road alignments that would be salvaged would include:


th Street SW to 10



14

• The section between 30th Street SW and the driveway of 2670 Trans-Canada Highway SW (Boathouse);

• The section of 10th Avenue SW that runs from the current highway access east of 2430 Trans-Canada Highway SW (Rona); and

• The current frontage road west of 10th Street SW. In this case, site preparation would include stripping of organics and soft surface soils from the widening sections of the existing alignment. The section of new road would include removal of various surface treatments and stripping along the proposed alignment. Based on the boreholes, it is expected that stripping of surface organics and soft surface soils will be nominal along the widening sections and up to 1 m in the proposed new alignment section. We recommend the alignments be stripped of organics and soft disturbed surface soils to expose the inorganic subgrade. To minimize disturbance of the exposed subgrade, stripping should be conducted in a retreating fashion by an excavator equipped with a smooth mouth bucket. Disturbed granular subgrade soils, where encountered, should be nominally compacted with a non-vibratory drum roller. The alignment should be proof-rolled with a loaded dump truck under the review of the Geotechnical Engineer to identify any areas of weakened or saturated subgrade, which should be over-excavated to suitable subgrade. Following subgrade preparation, road grade should be established with embankment fill according to Section 6.4 of this report.

6.2. Road Structures

Levelton recommends the road structures consist of an asphalt surface overlying base course and sub-base course aggregate layers. Aggregate gradations should conform to MoTI table 202-C, including Well Graded Base (WGB) and Select Granular Sub Base (SGSB). As the TCH is a heavily travelled interprovincial highway, if a suitable Superpave Mix is available, it should be used to take advantage of its higher resistance to rutting, fatigue and low temperature cracking under heavy traffic. It must be placed under favourable weather conditions.

6.2.1. Trans Canada Highway

We recommend that the pavement section for the proposed TCH widening consist of:

• 50 mm of 12.5 mm nominal maximum size SuperpaveTM mix, overlying;

• 75 mm of 19.0 mm nominal maximum size SuperpaveTM mix (or 19.0 mm Lower Course No.1 mix to MMCD specifications), base course, overlying;

• 150 mm of 25 mm minus WGB to MoTI specifications, base course, overlying;

• 150 mm of 25 to 75 mm Crushed WGB to MoTI specifications, overlying;

• 800 mm of 75 mm minus SGSB to MoTI specifications.


th Street SW to 10



15

The base and sub-base courses should be compacted to not less than 100% of their Standard Proctor Maximum Dry Density (SPMDD), as confirmed by in-place soil density testing. With respect to the majority of the existing TCH pavement, from a strength perspective it is considered feasible to overlay or mill and resurface the existing asphalt to rejuvenate the fatigued and worn-out surface. If the overlay option is selected, a minimum 50 mm thick asphalt overlay consisting of 12.5 mm nominal maximum size SuperpaveTM mix is recommended. In order to minimize reflection cracking into the new overlay, all visible distressed areas on the existing asphalt surface should be satisfactorily repaired prior to overlay installation. Alternatively, in locations with extensive surface map- or alligator-cracking, extending well into the pavement section, full-depth reclamation can be achieved by pulverizing the existing asphaltic pavement in place, blending with the underlying graveland compacting prior to installation of the well-graded crushed base course. A minimum 150 mm thickness of 19 mm minus crushed rock (base course) conforming to the MoTI specifications is recommended. The base course should be compacted to not less than 100% of the material’s SPMDD.

6.2.2. Frontage Roads

We understand that the frontage roads will be classified as City of Salmon Arm “Collector” or “Arterial” roads. Accordingly, we recommend the following pavement section for the north and south frontage roads consistent with City of Salmon Arm standards:

• 100 mm of asphalt placed in two 50 mm thick lifts, overlying;

• A minimum of 75 mm of 25 mm minus crushed well-graded base course aggregate conforming to City of Salmon Arm specifications, overlying;

• A minimum of 450 mm of 75 mm minus screened or crushed sub-base course conforming to City of Salmon Arm specifications for “well graded subbase course aggregate”.

The base and sub-base courses should be compacted to not less than 100% of their SPMDD, as confirmed by in-place soil density testing. Pavement mixes should be standard type vs. Superpave. Where it is intended to realign or widen the existing frontage roads, while maintaining portions of the existing alignment, we recommend an asphalt overlay of the existing road surface. A 35 mm thick asphalt overlay is recommended for blending and leveling purposes.


th Street SW to 10



16

6.3. Foundations

Foundation recommendations provided herein are limited to pre-cast concrete foundations including the C, L2 and E2 bases specified in Section 635 of the MoTI Standard Specifications. Based on the investigation, it is expected that subgrade for the proposed pre-cast concrete foundations will consist of embankment fill or variable native deposits along the alignment. It is expected that the native subgrade will typically consist of stiff, fine-grained deposits on the west half of the alignment and transition to loose sand deposits on the east half. If lower strength subgrade conditions are encountered in the field, the foundation areas should be over-excavated up to 300 mm to achieve a suitable subgrade, and grade reinstated with embankment fill. Foundations constructed on the competent native subgrade or embankment fill placed over such subgrade can be designed based on an allowable soil bearing resistance of 100 kPa. Foundation subgrades should be kept free of standing water, and any softened or disturbed soil should be removed from foundation areas immediately prior to the placement of the pre-cast concrete bases. The underside of foundations should be located at least 1.2 m below finished grade for frost protection and confinement purposes. Subgrade fill and backfill for foundations should conform to MoTI 635.07.01. Concrete bases may be backfilled with excavated material, provided it consists of clean, well graded granular soil with 8% or less fines. If the excavated soil does not meet this specification, the excavation should be backfilled with 25 mm WGB. Backfill should be placed in 150 mm thick lifts and be compacted to not less than 100% of the material’s SPMDD.

6.4. Embankment Fill

In this report, embankment fill refers to permanent fill that will be placed to develop the proposed underside of sub-base course elevation along the road alignments. It is our opinion that the native soils will not be suitable for re-use as embankment fill due to their variability and high fines content. These materials are unsuitable due to their highly sensitive nature during placement and compaction. We recommend a Select Granular Sub-Base (SGSB) as defined in Table 202C of MoTI’s Standard Specifications be used for all embankment fills. The embankment fill should be placed in a series of discrete lifts a maximum of 300 mm in thickness and be compacted to not less than 100% of the material’s SPMDD, as confirmed by in-place soil density testing.


th Street SW to 10



17

Permanent unsupported fill slopes should be established no steeper than 2H:1V for the widened TCH embankments and 2H:1V for the frontage road embankments and other on site slopes. This recommendation is qualified as follows:

1. The fill slopes should be constructed using embankment fill in accordance with this report;

2. The fill should be placed in horizontal lifts, regardless of the pre-existing site topography;

3. Fill material should be compacted in lifts no greater than 300 mm in thickness. The lift thickness should not be increased without prior written approval from the Geotechnical Engineer;

4. The fill should be stepped into adjoining existing slope areas, when constructing a lateral extension to an embankment or natural hillside. The steps should be not more than 0.6 m in height and have a horizontal length of not less than 1.5 times the height of the adjacent step. The recommended stepping will create a staggered transition between the pre-existing slope and the new embankment fill that will provide the necessary stability at the interface between the existing slope face and the new fill slope extension;

5. The constructed fill slope should be over-built at least 300 mm beyond its final position and then trimmed back to the final position after compaction.

6.5. Environment

The extent of erosion and sediment control requirements will depend on the site location and season. Erosion and sediment control measures during construction should be in conformance with MoTI specifications and drawings prepared by Associated Engineering. Discharge of water from excavations should be in conformance with MoTI specifications and City of Salmon Arm requirements. Surface water should be directed away from cut and fill slopes or drained in a controlled manner down the slope that does not result in slope erosion. Surface water flows should be drained to a suitable location in accordance with the design and City of Salmon Arm requirements. Exposed soil embankments or cut slopes should be protected from erosion by surface water runoff. Permanent cut and fill slopes should be vegetated immediately following construction. Erosion control on permanent cut and fill slopes can be achieved using Geotechnical Engineer approved proprietary erosion control mats. Alternatively, hydraulic seeding using an appropriate seed mix for the site exposure and climate, fertilizer, mulch, and tackifier may be considered for erosion protection.

7. GEOTECHNICAL REVIEW Levelton should review final design drawings for the project before going to tender so that we can confirm that they incorporate the geotechnical recommendations provided in this report.


th Street SW to 10



18

During construction, it is recommended that the Geotechnical Engineer review the following aspects of construction:

• Imported fill material types and gradation;

• Stripped subgrades in pavement areas, prior to the placement of any fill;

• Proof-rolling of subgrade on frontage roads;

• Placement and compaction of embankment fill and pavement sub-base and base courses; and

• Subgrade at luminaire and sign foundations.

8. REFERENCES

• National Topographic Series – Map 82L/11 “Salmon Arm, Kamloops Division of Yale Land District”

• Jacques Whitford AXYS Ltd. – Preliminary Geotechnical Report, Smart Centres

• MoTI Standard Specifications 2012

• British Columbia Building Code 2012 • Salmon Arm Development Bylaw No. 3596

9. CLOSURE This geotechnical engineering assessment report has been prepared by Levelton Consultants Ltd. exclusively for Associated Engineering Ltd. and their appointed agents. The information contained in this report reflects our judgement in light of the information that has been provided to us at the time that it was prepared. Any use of this report by third parties, or any reliance on or decisions made based on it, are the responsibility of such third parties. Levelton does not accept responsibility for damages suffered, if any, by a third party as a result of their use of this report. The soil logs attached to this report provide description of the soil and groundwater conditions encountered at discrete borehole locations. While soil conditions between the borehole locations may be inferred, actual soil conditions remote from the borehole locations may vary along the road alignments. Contractors should make their own interpretation of the soil logs and the site conditions for the purposes of bidding and performing work.


th Street SW to 10



19

We trust this information meets your immediate requirements. If you have any questions or require further information, please contact us. LEVELTON CONSULTANTS LTD Original Signed By: Per: Paul R. Ell, P.Eng. Reviewed by: Senior Geotechnical Engineer Per: Michael Gutwein, P.Eng.

Senior Geotechnical Engineer

APPENDIX A

FIGURES

APPENDIX B

SOIL LOGS

ASPHALT (180mm).

Dense dark brown SAND and GRAVEL BASE FILL,some silt, moist.

Dense brown sandy GRAVEL SUBBASE FILL, tracesilt, dry.62.3% gravel, 32.0% sand, 5.7% fines

Dense brown gravelly SAND FILL, trace silt, dry.

Soft brown sandy SILT, moist.

Loose/soft grey SAND and SILT, some rust colourmottling, wet.

Bottom of hole at 3.05 meters

Jan 212013

GG

G

G

G

Pg 1 of 1

BH12-01

10 20 30 40 50 60 70 80 90Description

N: Number of Blows

WH : Weight of Hammer

WR : Weight of Rod

Standard Penetration Test : ASTM D1586

Hammer Type:

C: Condition of Sample

Good

Disturbed

No Recovery

Date Drilled: 21/01/2013

Type: Type of Sampler

SPT : 2 in. standard

ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level

Shear strength in kPa (Torvane or

Penetrometer)

Shear strength in kPa (Unconfined)

Shear strength in kPa (field vane)

Remolded strength in kPa

Percent Passing # 200 sieve

Wate

rLevel

Trans Canada HighwaySalmon Arm

4 Laning

Solid Stem AugerTHIS LOG IS FOR GEOTECHNICAL PURPOSES ONLY

THIS LOG IS THE SOLE PROPERTY OF LEVELTONCONSULTANTS LTD AND CANNOT BE USED OR DUPLICATED

IN ANY WAY WITHOUT EXPRESS WRITTEN PERMISSION.

C

Type

N

By: ML

Drill Method:

Levelton Consultants Ltd.

(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65

Project No: FV11-2588-01

Depth

#108 - 3677 Highway 97NKelowna, B.C. V1X 5C3Tel: 250-491-9778Fax: 250-491-9729www.levelton.com

1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (220mm).

Dense dark brown SAND and GRAVEL BASE FILL,some silt, dry.

Dense brown sandy GRAVEL SUBASE FILL, tracesilt, dry.

Dense/very stiff brown SAND and SILT FILL, tracegravel, moist.8.7% gravel, 46.6% sand, 44.7% fines

Loose grey silty SAND, wet.

Stiff grey SILT, some sand, some rust colour mottling,wet.

Compact grey SAND, trace silt, wet.


Jan 232013

G

G

G

G

G

G

Pg 1 of 1

BH12-02

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type: Trip Hammer


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning

Solid Stem Auger / DCPTTHIS LOG IS FOR GEOTECHNICAL PURPOSES ONLY



C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outrefusaldrilled outdrilled outdrilled outdrilled outdrilled outdrilled outdrilled outdrilled out

DYNAMIC CONE PENETRATION TEST:

Blow Count: Number of blows of a 140 lb (64 kg)

hammer dropped 30in. (750mm) to produce 12in.

(300mm) of penetration of a 2in. (50mm) diameter cone.

Dense dark brown SAND and GRAVEL BASE FILL,some silt, moist.42.1% gravel, 46.8% sand, 11.1% fines

Dense brown sandy GRAVEL SUBBASE FILL, tracesilt, dry.

Loose to compact grey silty SAND FILL, some gravel,moist.

Loose to compact grey SAND, some silt, wet.

Compact/very stiff grey SAND and SILT, wet.

Compact to dense grey SAND, trace silt, wet.

Dense to compact grey SAND, trace gravel, trace silt,wet.0.2% gravel, 93.9% sand, 5.9% fines

Compact to dense grey SAND, some silt, wet.

Dense grey SAND, trace silt, wet.

Hard grey SILT, some sand, wet.


Jan 212013

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

Pg 1 of 1

BH12-03

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outrefusaldrilled outdrilled outdrilled out





ASPHALT (200mm).

Dense dark brown SAND and GRAVEL BASE FILL,some silt, dry.

Dense brown sandy GRAVEL SUBBASE FILL, tracesilt, dry.

Firm brown sandy SILT FILL, moist.

Compact brown SAND, some silt, some rust mottling,moist.


G

G

G

G

Pg 1 of 1

BH12-04

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (200mm).

Dense dark brown SAND and GRAVEL BASE FILL,some silt, moist.

Very dense to dense brown sandy GRAVELSUBBASE FILL, some cobbles, trace silt, dry.

Dense to loose brown silty SAND FILL, some gravel,moist.

Firm brown SILT, trace sand, moist.

Loose to compact grey SAND, some silt, wet.80.6% sand, 19.4% fines


Jan 252013

G

G

G

G

G

G

Pg 1 of 1

BH12-05

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out





ASPHALT (150mm).

Dense dark brown gravelly SAND BASE FILL, tracesilt, dry.

Dense brown GRAVEL and SAND SUBBASE FILL,trace silt, dry.Refusal due to coarse soils.


G

G

Pg 1 of 1

BH12-06

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (220mm).

Dense dark brown gravelly SAND BASE FILL, tracesilt, moist.

Dense brown GRAVEL and SAND SUBBASE FILL,trace silt, dry.57.1% gravel, 38.3% sand, 4.6% fines

Firm brown clayey SILT, trace sand, some rustmottling, moist.

Loose brown SAND, trace silt, moist to wet.


G

G

G

G

Pg 1 of 1

BH12-07

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outrefusal





ASPHALT (230mm).

Dense dark brown gravelly SAND BASE FILL, tracesilt, dry.22.7% gravel, 72.7% sand, 4.5% fines

Dense brown gravelly SAND SUBBASE FILL, tracesilt, dry.

Stiff grey SILT, trace organics, moist.



G

G

G

G

Pg 1 of 1

BH12-08

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (180mm).

Very dense dark brown gravelly SAND BASE FILL,trace silt, dry.

Dense brown gravelly SAND SUBBASE FILL, somecobbles, trace silt, dry.

Compact brown silty SAND FILL, some gravel, moist.

Compact brown silty SAND, trace gravel, wet.5.2% gravel, 73.7% sand, 21.0% fines

Loose grey fine SAND, some silt, wet.

Loose/very soft grey interlayered silty SAND/sandySILT, wet.


Jan 252013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-09

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out

refusal





ASPHALT (220mm).



Firm grey SILT, some fine sand, moist.

Loose grey silty fine SAND, wet.


GG

G

G

Pg 1 of 1

BH12-10

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (180mm).

Dense dark brown gravelly SAND BASE FILL, tracesilt, moist.

Dense brown gravelly SAND SUBBASE FILL, tracesilt, dry.

Soft to hard grey sandy SILT, trace gravel, moist.1.6% gravel, 28.1% sand, 70.3% fines

Stiff grey SILT, trace sand, moist.


G

G

G

G

Pg 1 of 1

BH12-11

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outdrilled outdrilled outdrilled outdrilled out





ASPHALT (170mm).



Compact brown SAND, some gravel, wet.


Jan 252013

G

G

G

Pg 1 of 1

BH12-12

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (170mm).


Dense light brown SAND and GRAVEL SUBBASEFILL, trace cobbles, trace silt, dry.46.3% gravel, 46.6% sand, 7.1% fines

Compact brown silty SAND FILL, some gravel, moist.

Compact/stiff brown interlayered SAND and SILT, wet.

Compact brown SAND, trace silt, moist.

Compact grey fine SAND, some silt, wet.

Very stiff grey sandy SILT, wet.


Jan 252013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-13

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13






ASPHALT (190mm).


Dense light brown SAND and GRAVEL SUBBASEFILL, trace silt, dry.

Loose brown SAND, trace silt, moist.

Firm grey SILT, some sand, some rust colour mottling,moist.

Soft grey sandy SILT, wet.


Jan 252013

GG

G

G

G

Pg 1 of 1

BH12-14

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (170mm).


Dense brown SAND and GRAVEL SUBBASE FILL,some silt, dry.

Loose brown SAND, trace silt, dry.

Loose to compact brown SAND, some silt, moist.

Stiff grey sandy SILT, moist.23.3% sand, 76.7% fines

Stiff grey silty CLAY, wet.

Compact grey silty SAND, wet.71.8% sand, 28.2% fines


Jan 252013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-15

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13






ASPHALT (190mm).



Loose brown SAND, some silt, moist.87.9% sand, 12.1% fines


G

G

G

G

Pg 1 of 1

BH12-16

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (180mm).



Loose brown SAND, trace silt, dry to moist.


GG

G

G

G

Pg 1 of 1

BH12-17

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (190mm).



Loose brown SAND, trace rust colour mottling, stiff siltseams from 1.5 to 2m, moist to wet.

Soft grey sandy SILT, some rust colour mottling, wet.


Jan 242013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-18

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outrefusal





ASPHALT (180mm).



Soft brown sandy SILT, some rust colour mottling,trace ash, sand seam at 2m, moist.

Firm/compact brown SILT and SAND, wet.


Jan 242013

G

G

G

G

Pg 1 of 1

BH12-19

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (190mm).


Dense dark brown SAND and GRAVEL SUBBASEFILL, some cobbles, some silt, moist.

Firm brown SILT, trace fine sand, moist.

Firm to stiff brown SILT, some rust colour mottling,moist.

Stiff grey SILT, some rust colour mottling, wet.


Jan 242013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-20

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13






ASPHALT (280mm).


Dense brown SAND and GRAVEL SUBBASE FILL,some silt, moist.

Very stiff brown silty CLAY, trace sand, moist to wet.


G

G

G

G

Pg 1 of 1

BH12-21

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

= 147kPa

ASPHALT (230mm).

Dense brown gravelly SAND BASE FILL, trace silt,dry.

Dense rust brown SAND and GRAVEL SUBBASEFILL, some silt, dry.43.4% gravel, 44.5% sand, 12.1% fines

Firm brown sandy SILT, moist.

Soft to firm brown SILT, some rust colour mottling,moist to wet.


Jan 242013

G

G

G

G

Pg 1 of 1

BH12-22

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

Compact brown gravelly SAND FILL, some silt, dry.

Firm brown SILT, some sand, some rust colourmottling, moist.

Compact brown SAND, some silt, some rust colourmottling, moist.


Jan 232013

G

G

G

Pg 1 of 1

BH12-23

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

Stiff brown sandy SILT, moist.

Stiff/compact grey SILT and SAND, some rustmottling, moist.

Compact grey SAND, trace silt, wet.91.5% sand, 8.5% fines


Jan 232013

G

G

G

G

G

G

Pg 1 of 1

BH12-24

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out





ASPHALT (driveway) (100mm).

Compact brown gravelly SAND FILL, trace silt, dry.



Jan 232013

G

G

G

Pg 1 of 1

BH12-26

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out





Compact brown gravelly SAND FILL, some silt, moist.

Firm brown sandy SILT, moist.

Soft dark brown SILT/CLAY and SAND, trace gravel,trace organics, moist.


G

G

G

Pg 1 of 1

BH12-27

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (100mm).

Dense dark brown SAND and GRAVEL BASE FILL,trace silt, moist.36.7% gravel, 60.9% sand, 2.4% fines

Dense brown SAND and GRAVEL SUBBASE FILL,some silt, dry.42.9% gravel, 43.5% sand, 13.6% fines

Firm to very stiff grey sandy SILT FILL, trace gravel,moist.


G

G

G

Pg 1 of 1

BH12-28

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outrefusal





= 147kPa

ASPHALT (100mm).

Dense dark brown SAND and GRAVEL BASE FILL,trace silt, moist.


Compact dark grey gravelly SAND FILL, some silt,dry.


G

G

G

Pg 1 of 1

BH12-29

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (driveway) (50mm).

Dense dark brown SAND and GRAVEL FILL, tracesilt, moist.

Firm brown SILT, some sand, moist.

Loose brown silty SAND, some rust mottling, wet.


G

G

G

Pg 1 of 1

BH12-30

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

Very soft to soft brown sandy SILT, moist.

Loose to compact brown silty SAND, moist to wet.

Compact brown SAND, trace gravel, trace silt, wet.0.2% gravel, 93.9% sand, 5.9% fines

Compact grey SAND, some silt, wet.

Compact grey silty SAND, wet.


Jan 232013

G

G

G

G

G

G

G

Pg 1 of 1

BH12-31

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled outpush





ASPHALT (parking lot) (180mm).


Soft brown sandy SILT, moist.

Loose brown SAND, some silt, wet.


G

G

G

Pg 1 of 1

BH12-32

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (100mm).

Dense brown gravelly SAND FILL, trace silt, dry.23.0% gravel, 68.5% sand, 8.6% fines

Very stiff to firm grey sandy SILT, moist.

Loose grey silty SAND, moist to wet.


G

G

G

G

Pg 1 of 1

BH12-33

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out





ASPHALT (100mm).


Firm grey sandy SILT, moist.

Loose grey SAND, some silt, wet.


G

G

G

Pg 1 of 1

BH12-34

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod


Hammer Type:


Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

ASPHALT (mailbox pullout) (190mm).

Dense dark brown gravelly SAND FILL, some silt, dry.

Dense to compact brown gravelly SAND FILL, tracesilt, dry.

Loose to compact brown SAND, trace silt, some rustcolour mottling, moist.


G

G

G

Pg 1 of 1

BH12-35

10 20 30 40 50 60 70 80 90Description

N: Number of Blows


WR : Weight of Rod




Good

Disturbed

No Recovery




ST : Shelby

FP : Fixed Piston

G : Grab

CORE

Moisture Content %

Plastic Limit %

Liquid Limit %

Ground Water Level


Penetrometer)





Wate

rLevel


4 Laning




C

Type

N

By: ML

Drill Method:


(m)

2

4

6

8

10

12

14

16

18

20

(ft)

5

10

15

20

25

30

35

40

45

50

55

60

65


Depth


1 L

OG

PE

R P

AG

E

FV

11

-25

88

-01

SO

IL L

OG

S.G

PJ

LE

VE

LT

ON

.GD

T

1/3

/13

drilled out





APPENDIX C

LABORATORY TEST RESULTS

#110, 34077 Gladys Avenue #301, 19292-60 Avenue #108, 3677 Hwy 97N

Abbotsford, BC V2S 2E8 Surrey, BC V3S 3M2 Kelowna, BC V1X 5C3

Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729

Email: [email protected] Email: [email protected] Email: [email protected]

Client: File No.:

Project: Task:

Site Address:

Sample Location: Sampled By:

Supplier: Tested By:

Material Type: Date Sampled:

Usage: Date Tested:

Specification: Sieve No.

6%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0 100.0%

37.5 69.9%

25.0 63.4%

19.0 58.6%

12.5 49.0%

9.51 44.0%

4.75 37.7%

2.36 32.7%

1.18 26.9%

0.600 20.5%

0.425

0.300 14.2%

0.150 8.8%

0.075 5.7%

Remarks:


Reporting of these results constitutes a testing service only.

No engineering interpretation of the results is expressed or implied.

Engineering review and interpretation of these results can be provided upon written request. Per:

January 28, 2013

Washed Sieve

1

Levelton Consultants Ltd. Fraser Valley Group and Southern Interior

N/A

Sandy GRAVEL trace silt

ML

N/A

January 21, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification

Moisture Content (as received):

FV11-2588-01Associated Engineering Ltd.

Trans Canada Highway Salmon Arm 4 Laning

Salmon Arm

BH12-01 G2

Report of Grain Size Analysis

TD

N/A

Gravel Sand Silt/Clay

50.0

37.5

25.0

19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.1500.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g

% Passing Total: Lower Limit Upper Limit



Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


20%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51 100.0%

4.75 91.3%

2.36 87.6%

1.18 80.0%

0.600 69.9%

0.425

0.300 59.3%

0.150 50.5%

0.075 44.7%

Remarks:





Washed Sieve

2


N/A

SAND and Silt trace gravel

ML

N/A

Screen

Opening

(mm):

%

Passing

Total:

Specification


January 28, 2013

TD

N/A



Salmon Arm

BH12-02 G3


January 23, 2013

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

0.0

75

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Perc

ent P

assin

g

Sieve Opening (mm)





Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


5%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 89.2%

9.51 77.5%

4.75 57.9%

2.36 45.1%

1.18 35.6%

0.600 27.0%

0.425

0.300 18.7%

0.150 13.6%

0.075 11.1%

Remarks:





January 28, 2013

Washed Sieve

3


N/A

SAND and Gravel some silt

ML

N/A

January 21, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-03 G1


TD

N/A


19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.1500.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


30%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51 100.0%

4.75 99.8%

2.36 99.8%

1.18 99.0%

0.600 93.9%

0.425

0.300 63.1%

0.150 13.8%

0.075 5.9%

Remarks:





BH12-03 G9


TD

Washed Sieve

4

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 21, 2013

January 28, 2013

N/A


N/A

SAND trace Silt trace gravel

ML



Salmon Arm


9.51 4.75 2.36 1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


24%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51

4.75 100.0%

2.36 99.9%

1.18 99.5%

0.600 97.1%

0.425

0.300 90.7%

0.150 57.6%

0.075 19.4%

Remarks:





Washed Sieve

5


N/A

SAND some Silt

ML

N/A

Screen

Opening

(mm):

%

Passing

Total:

Specification


January 28, 2013

TD

N/A



Salmon Arm

BH12-05 G5


January 25, 2013

4.75 2.36 1.180.600

0.300

0.150

0.075

4.7

5

0.0

75

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Perc

ent P

assin

g

Sieve Opening (mm)





Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


5%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5 100.0%

25.0 85.0%

19.0 73.5%

12.5 59.0%

9.51 53.4%

4.75 42.9%

2.36 35.7%

1.18 28.2%

0.600 20.4%

0.425

0.300 12.5%

0.150 7.1%

0.075 4.6%

Remarks:





BH12-07 G2


TD

Washed Sieve

6

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 22, 2013

January 28, 2013

N/A


N/A

GRAVEL and Sand trace silt

ML



Salmon Arm


37.5

25.0

19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.1500.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


9%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 98.3%

9.51 91.2%

4.75 77.3%

2.36 55.7%

1.18 34.4%

0.600 22.5%

0.425

0.300 14.5%

0.150 8.0%

0.075 4.5%

Remarks:





BH12-08 G1


TD

Washed Sieve

7

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 25, 2013

January 28, 2013

N/A


N/A

Gravelly SAND trace silt

ML



Salmon Arm


19.012.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


20%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51 100.0%

4.75 94.8%

2.36 92.2%

1.18 88.1%

0.600 77.6%

0.425

0.300 49.2%

0.150 28.2%

0.075 21.0%

Remarks:





January 28, 2013

Washed Sieve

8


N/A

Silty SAND trace gravel

ML

N/A

January 25, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-09 G4


TD

N/A


9.51

4.752.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


36%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51 100.0%

4.75 98.4%

2.36 97.0%

1.18 95.2%

0.600 91.4%

0.425

0.300 83.4%

0.150 75.8%

0.075 70.3%

Remarks:





January 28, 2013

Washed Sieve

9


N/A

Sandy SILT, trace gravel

ML

N/A

January 22, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-11 G3


TD

N/A


9.514.75

2.361.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


4%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5 100.0%

25.0 78.6%

19.0 74.8%

12.5 68.4%

9.51 64.7%

4.75 53.7%

2.36 44.0%

1.18 35.5%

0.600 26.8%

0.425

0.300 18.6%

0.150 11.2%

0.075 7.1%

Remarks:





BH12-13 G2


TD

Washed Sieve

10

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 25, 2013

January 28, 2013

N/A


N/A

SAND and Gravel trace silt

ML



Salmon Arm


37.5

25.0

19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


5%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 95.3%

9.51 89.8%

4.75 78.7%

2.36 66.7%

1.18 53.8%

0.600 40.3%

0.425

0.300 24.5%

0.150 9.6%

0.075 2.9%

Remarks:





BH12-14 G1


TD

Washed Sieve

11

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 25, 2013

January 28, 2013

N/A


N/A


ML



Salmon Arm


19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


47%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51

4.75 100.0%

2.36 99.9%

1.18 99.4%

0.600 98.6%

0.425

0.300 96.5%

0.150 92.1%

0.075 76.7%

Remarks:





January 28, 2013

Washed Sieve

12


N/A

Sandy SILT

ML

N/A

January 25, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-15 G5


TD

N/A


4.75 2.36 1.18 0.6000.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


32%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51

4.75

2.36 100.0%

1.18 99.8%

0.600 99.3%

0.425

0.300 95.9%

0.150 59.8%

0.075 28.2%

Remarks:





BH12-15 G7


TD

Washed Sieve

13

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 23, 2013

January 28, 2013

N/A


N/A

Silty SAND

ML



Salmon Arm


2.36 1.18 0.6000.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


8%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51

4.75 100.0%

2.36 99.5%

1.18 95.6%

0.600 81.6%

0.425

0.300 51.0%

0.150 21.5%

0.075 12.1%

Remarks:







Salmon Arm

BH12-16 G4


TD

N/A

N/A

January 25, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification



N/A

SAND some Silt

ML

January 28, 2013

Washed Sieve

14


4.75 2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


5%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 95.6%

9.51 90.0%

4.75 73.8%

2.36 60.6%

1.18 48.5%

0.600 37.5%

0.425

0.300 24.8%

0.150 11.3%

0.075 4.8%

Remarks:





January 28, 2013

Washed Sieve

15


N/A


ML

N/A

January 24, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-19 G1


TD

N/A


19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


6%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5 100.0%

25.0 87.9%

19.0 85.2%

12.5 76.7%

9.51 68.1%

4.75 56.6%

2.36 46.4%

1.18 37.4%

0.600 29.9%

0.425

0.300 22.7%

0.150 16.1%

0.075 12.1%

Remarks:





BH12-22 G2


TD

Washed Sieve

16

Screen

Opening

(mm):

%

Passing

Total:

Specification


N/A

January 24, 2013

January 28, 2013

N/A


N/A

SAND and GRAVEL, some silt

ML



Salmon Arm


37.5

25.019.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


24%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51

4.75 100.0%

2.36 99.9%

1.18 98.9%

0.600 93.9%

0.425

0.300 60.1%

0.150 18.0%

0.075 8.5%

Remarks:





BH12-24 G4


TD

N/A

Washed Sieve

17

N/A

January 23, 2013

January 28, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification



N/A

SAND trace Silt

ML



Salmon Arm


4.75 2.36 1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


8%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 89.5%

9.51 83.4%

4.75 63.3%

2.36 39.3%

1.18 18.7%

0.600 10.3%

0.425

0.300 6.5%

0.150 4.0%

0.075 2.4%

Remarks:





BH12-28 G1


TD

N/A

Washed Sieve

18

N/A

January 22, 2013

January 28, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification



N/A

SAND and GRAVEL, trace silt

ML



Salmon Arm


19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.3000.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


4%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0 100.0%

19.0 93.0%

12.5 79.1%

9.51 70.6%

4.75 57.1%

2.36 47.5%

1.18 38.0%

0.600 30.5%

0.425

0.300 23.6%

0.150 17.5%

0.075 13.6%

Remarks:





Washed Sieve

19


N/A

SAND and Gravel some silt

ML

N/A

January 22, 2013

January 28, 2013

N/A

Screen

Opening

(mm):

%

Passing

Total:

Specification


FV11-2588-01Associated Engineering


Salmon Arm

BH12-28 G2


TD


25.0

19.0

12.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


30%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0

12.5

9.51 100.0%

4.75 99.8%

2.36 99.8%

1.18 99.0%

0.600 93.9%

0.425

0.300 63.1%

0.150 13.8%

0.075 5.9%

Remarks:





Washed Sieve

20


N/A

SAND trace Silt trace gravel

ML

N/A

January 23, 2013

January 28, 2013

N/A

Screen

Opening

(mm):

%

Passing

Total:

Specification




Salmon Arm

BH12-31 G3


TD


9.51 4.75 2.36 1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g




Tel: (604) 855-0206 Tel: (604) 533-2992 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (604) 533-0768 Fax: (250) 491-9729


Client: File No.:

Project: Task:

Site Address:




Usage: Date Tested:


4%

Upper

Limit

Lower

Limit

150.0

100.0

75.0

50.0

37.5

25.0

19.0 100.0%

12.5 96.8%

9.51 89.8%

4.75 77.0%

2.36 65.1%

1.18 52.6%

0.600 39.9%

0.425

0.300 26.3%

0.150 14.3%

0.075 8.6%

Remarks:





BH12-33 G1


ML

N/A

Washed Sieve

21

N/A

January 22, 2013

February 6, 2013

Screen

Opening

(mm):

%

Passing

Total:

Specification



N/A

Gravelly SAND, trace silt

ML



Salmon Arm


19.012.5

9.51

4.75

2.36

1.18

0.600

0.300

0.150

0.075

4.7

5

100

100

100

100

100

100

100

100

100

100

100

100

100

100

100

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

1000

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

1.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

01.0

0

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

10

0.0

75

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Sieve Opening (mm)

Perc

ent

Passin

g



Abbotsford, BC V2S 2E8 Kelowna, BC V1X 5C3

Tel: (604) 855-0206 Tel: (250) 491-9778

Fax: (604) 853-1186 Fax: (250) 491-9729

Email: [email protected] Email: [email protected]

Client: File No.:

Project Name: Task:

Site Address: PM:

LL: 38.6 %

PL: 28.4 %

PI: 10.2 %

Comments:

LEVELTON CONSULTANTS LTD.



Engineering review and interpretation of these results can be provided upon written request. Per: Paul Ell, P.Eng

PRE

Associated Engineering Ltd.

Trans Canada Highway 4 Laning

Fax: (604) 533-0768

N/A

FV11-2588-01

Email: [email protected]

ML Sampling Date: 21-Jan-13

Source/Supplier: N/A

TD Test Date: 1-Feb-13

Sample Location: BH12-07, G3

Tested By:

Fraser Valley Group and Southern Interior


Surrey, BC V3S 3M2

Tel: (604) 533-2992

Salmon Arm

ATTERBERG LIMITS

ASTM D 4318

Sampled By:

Plasticity Chart

Sample

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110Liquid Limit (LL)

Pla

sti

c In

dex (

PI)

Documents

GEOTECHNICAL ENGINEERING ASSESSMENT REPORT … · 25, 2013. The investigation comprised of a series of boreholes along the highway and frontage road alignments. The investigation