SNC-Lavalin Inc. ISSUED FOR USE HIGHWAY 99 FINAL DETAILED … · 2016. 4. 21. · A 10 ton cone (Identification No. HT904) was used for all CPT’s. The four deep mud rotary testholes

1066 Wes t Has t i ngs S t ree t

SNC-Lavalin Inc.

ISSUED FOR USE

HIGHWAY 99 FINAL DETAILED DESIGN GEOTECHNICAL ASSESSMENT

V13101216

September 2008

EBA Eng inee r ing Cons u l t an ts L td . p . 604 .685 .0275 • f . 604 .684 .6241 • Ocean i c P laz a , 9 t h F l oo r

• Vanc ouv e r, B r i t i s h Co lumb ia V6E 3X2 • CANADA

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September 2008 ISSUED FOR USE

EXECUTIVE SUMMARY

EBA Engineering Consultants Ltd. was retained by SNC-Lavalin to undertake geotechnical investigation and design in support of a proposed northbound bus lane on Highway 99 from Highway 91 to Bridgeport Road in Richmond, BC. The project includes about 3 km of widening of the existing road prism, widening of an existing northbound overpass structure and seismic upgrading of the existing northbound and southbound overpass structures.

The investigation included shallow boreholes in proposed widening areas and deep boreholes near the overhead structures. The soil conditions are typical of Fraser River delta deposits, with a surficial fine grained soil, sand and near normally consolidated silt and clay.

The surficial fine grained soil was found to be of a consistency such that preloading of proposed fills would not be required.

The seismic assessment at the overpass structures indicated that the upper part of the sand strata was dense and unlikely to liquefy. Some settlement of the sand underlying the piles supporting the bridge piers will likely occur during a seismic event, although not enough to cause collapse of the bridge spans. Ground improvement is therefore not considered necessary to meet the seismic upgrade requirements of these Economic Sustainability Route structures.

Recommendations are also provided for proposed fill retention structures for widening of the approach fill south of the Canadian National Railway overhead structure.

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PAGE

EXECUTIVE SUMMARY................................................................................................................................ i 1.0 INTRODUCTION................................................................................................................................. 12.0 SITE INVESTIGATION ....................................................................................................................... 13.0 SITE CONDITIONS............................................................................................................................. 2

3.1 Fill ............................................................................................................................................. 33.1.1 Road Embankment Fill ................................................................................................ 33.1.2 Approach Fills at CNR Overhead................................................................................. 3

3.2 Topsoil ...................................................................................................................................... 33.3 Upper Fine Grained Soil Layer ................................................................................................. 33.4 Sand ......................................................................................................................................... 43.5 Silt and Clay.............................................................................................................................. 43.6 Groundwater ............................................................................................................................. 43.7 Existing Structures.................................................................................................................... 4

4.0 DISCUSSION...................................................................................................................................... 64.1 General ..................................................................................................................................... 64.2 Seismic Analysis....................................................................................................................... 6

4.2.1 Ground Response Analysis ......................................................................................... 74.2.2 Liquefaction Assessment ............................................................................................. 74.2.3 Earthquake-Induced Movements of Approach Fills ..................................................... 8

4.3 Settlement of Overhead Structures........................................................................................... 94.4 Proposed Retaining Walls......................................................................................................... 94.5 Stripping ................................................................................................................................. 104.6 Drainage ................................................................................................................................. 10

5.0 CLOSURE......................................................................................................................................... 10REFERENCES ............................................................................................................................................ 11

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TABLES

Table 1 Summary of earthquake accelerations (g) used for seismic assessment

Table 2 Maximum acceleration at ground surface

Table 3 Estimated thickness of liquefiable sandy soil

Table 4 Post earthquake vertical settlement of sandy layers

Table 5 Summary of estimated stripping depths

FIGURES

Figure 1 Site Map

Figure 2 Auger Hole Location Plan

Figure 3 Auger Hole, Mud Rotary Testhole and CPT Location Plan



Figure 6 Variation of the Depth to Firm Ground

Figure 7 Spectral Acceleration Values for 1:475 Earthquake Event

Figure 8 Liquefaction Assessment for 1:475 event at CPT08-01, depth to firm ground 80 m

Figure 9 Liquefaction Assessment for 1:475 event at CPT08-01, depth to firm ground 125 m

Figure 10 Liquefaction Assessment, Cascadia Subduction Event at CPT08-01, depth to firm ground 80 m

Figure 11 Liquefaction Assessment, Cascadia Subduction Event at CPT08-01, depth to firm ground 125 m

APPENDICES

Appendix A Test Hole Logs and Lab Test Summaries

Appendix B General Conditions

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1.0 INTRODUCTION EBA Engineering Consultants Ltd. (EBA) is pleased to present this geotechnical report for the Highway 99 Transit Lane project. An environmental report by EBA will be issued under separate cover. A pavement report was issued by EBA in June 2008 under a separate contract with the Ministry of Transportation (Ministry).

This report includes a discussion of subsurface conditions, relevant features of existing structures, a discussion of potential seismic effects as well as recommendations for some parameters required for structural and civil design.

The project includes three elements:

• About 3 km of widening of existing Highway 99 from Highway 91 to Bridgeport Road to accommodate a 4 m wide northbound transit lane;

• Widening of the northbound overhead structure at the Canadian National Railway (CNR); and

• Seismic upgrade of existing northbound and southbound overhead structures at the CNR.

The widening will mainly involve fill placement, as well as possible retaining structures to accommodate the widening of approach fills and northbound bridge at the CNR overhead. The project area is shown in Figure 1.

2.0 SITE INVESTIGATION The site investigation included a series of shallow auger holes, hand dug holes and deeper testholes and Cone Penetration Tests (CPT’s) at the northbound and southbound CNR overhead structures. The purpose of the shallow auger holes was to determine the existing conditions for pavement design as well as for retaining wall design, if required. The hand dug holes were advanced to determine stripping depths. The deeper holes were intended to characterize the subsurface conditions for the seismic assessment of the overhead structures. Testhole locations, except hand dug holes, are shown on Figures 2 through 5.

Drilling of the shallow pavement design holes were observed by EBA as part of the separate pavement contract. EBA also provided geotechnical input to borehole depths and soil sampling to the Ministry.

Six CPT’s were advanced by Dynamic Drilling Inc. of Burnaby at the CNR overhead structures using truck mounted CPT equipment, (CPT08-01, CPT08-02 and CPT08-07 to CPT-10). Four deep (39.9 m to 50.3 m) mud rotary testholes (TH08-01 to TH08-04) were advanced by Sea-to-Sky Drilling Ltd. of Coquitlam.

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The twelve shallow auger holes (BH08-01 to BH08-12) were generally located within the proposed lane widening, Figures 2 to 5. These testholes were advanced by a truck mounted solid stem auger drill supplied by Sea-to-Sky Drilling Ltd. of Burnaby. Disturbed soil samples were retrieved from the augers at selected intervals and preserved for laboratory testing at EBA’s soils laboratory. Three additional hand-excavated holes were advanced near the Bridgeport end of the project to determine the organic layer thickness and fill type at this location.

The CPT’s were completed between March 31, 2008 and April 22, 2008 near the CNR overhead structures, with CPT08-09 and CPT08-10 located in the Highway 99 median near the crest of the south and north approach fills respectively. CPT08-01 and CPT08-02, CPT08-07 and CPT08-08 were advanced from railway track level under the overhead structures, Figure 3. The CPT’s advanced from the top of the approach fills extended to 50 m below testhole grade; those from track level under the structures were advanced to 40 m below testhole grade. The height of the approach fills near the structures is approximately 9 m. All six CPT’s therefore penetrate approximately the same depth into natural soil. A 10 ton cone (Identification No. HT904) was used for all CPT’s.

The four deep mud rotary testholes were drilled between April 17, 2008 and May 1, 2008 with a Mobile B53 truck mounted mud rotary drill rig. Holes were cased with HW casing, sampling was done with AW rods. Standard Penetration Tests (SPT’s) were undertaken at regular intervals. Shelby tube samples were retrieved in a fine grained soil layer located at shallow depth as well as a deeper silt/clay layer at 25 m or more below grade. No significant mud loss was observed during drilling. No piezometers were installed.

Laboratory testing included moisture contents, grain size analyses and Atterberg Limits.

Testhole logs summarizing laboratory information and CPT logs are in Appendix A. Testhole locations are shown on Figures 2 to 5.

3.0 SITE CONDITIONS The surficial geology map shows peat and shallow lake deposits overlying deltaic and channel fill consisting of sand with minor silt overlying estuarine deposits consisting of interbedded fine sand to clayey silt (Map 1486A, Surficial Geology, Vancouver, Geological Survey of Canada, 1979).

The soil conditions at auger, CPT and hand dug holes locations generally included:

• Granular fill or topsoil in landscaped areas;

• An upper fine grained layer consisting of layered clay to silty sand;

• A thick layer of sand; and

• Silt and clay.

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This stratigraphy is typical of Richmond, and similar to those encountered along the Canada Line and other nearby projects.

3.1 FILL

3.1.1 Road Embankment Fill The existing asphalt and granular pavement structure depths are discussed in more detail in EBA’s Pavement Evaluation Report, May 2008.

The existing granular fill (excluding approach fill areas) extended to depths ranging from 1.4 m at both BH08-09 and BH08-11 to 2.4 m at BH08-02. Five grain size analyses from different boreholes indicated 4 to 6% fines, 12% fines in a sample from a depth of 0.5 m at BH08-01 and 11% fines in a sample from a depth of 0.4 m at BH08-12, respectively. BH08-01 was located in a grassed area several metres off the existing paved roadway, and is outside the current bus lane footprint. The granular fill at BH08-12 was logged as being black, likely indicating the presence of topsoil.

3.1.2 Approach Fills at CNR Overhead Fill encountered in boreholes on the approaches to the CNR overhead structure consisted of medium to coarse sand with some silt. This is likely what is known locally as ‘River Sand’. The approach fill was compact to very dense, based on CPT and SPT information.

3.2 TOPSOIL The topsoil depth was determined for stripping quantity estimation at 27 locations along the alignment. Between 0.08 m and 0.6 m of topsoil was observed at these locations, which were located in the existing sideslope and ditch. The three deepest hand dug holes, all located south of Bridgeport Road to the left of the existing carriageway, are included as BH08-13 through BH08-15.

3.3 UPPER FINE GRAINED SOIL LAYER This material generally consisted of medium plastic silt to organic silt. Organics were observed at several locations, and included a thin layer of peat directly underlying the fill at BH08-07, and wood at BH08-08. These observations are consistent with the peat and shallow lake deposits indicated on the surficial geology mapping.

Moisture contents ranged from 40% for a sample from a depth of 4.1 m below grade at BH08-07 to 57% for a sample from 2.2 m below grade at BH08-03. One sample from BH08-12 at the north end of the project was classified as medium plastic clay, based on a Liquid Limit of 35% and Plastic Limit of 23%.

The shallow auger holes (BH08-01 to BH08-12) did not penetrate the base of this strata, however, CPT’s at the CNR overhead structure indicated layered clay to silty sand

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extending to about 3.7 m below grade at CPT08-01 and CPT08-02, and with a thickness (underlying existing approach fill) of 1.5 m at CPT08-09 and 4 m at CPT08-10.

3.4 SAND Sand at the railway track elevation (CPT08-01 and CPT08-02) extended to about 4 m to 25 m below grade. At CPT08-09 and CPT08-10 the sand extended from about 12 m to 33 m and 14 m to 33 m below grade respectively. According to the CPT, the sand varied from silty to gravely with occasional thin clay layers. This likely corresponds to the deltaic and channel fill described in the surficial geology map.

Preliminary analysis of CPT data indicates equivalent SPT (N1)(60) blow counts of 10 to 40, with blow counts generally greater than 30 from a depth of 6 m to 9 m below railway grade. Below 9 m depth, the blow counts varied from 10 to 30 with an average of about 20.

3.5 SILT AND CLAY Silt and clay layer was inferred to the maximum depth of the CPT investigation of 40 m below grade. Based on correlations with CPT data and overconsolidation ratio, this strata is close to normally consolidated, with a highly variable undrained shear strength (Su), with an average of about 100 kPa at CPT08-10. This material likely corresponds to the estuarine material indicated on the surficial geology map.

A sample of this soil had Atterberg Plastic and Liquid Limits of 22% and 32% respectively, which indicates a medium plastic silt. Moisture contents of samples of this soil from TH08-01 to TH08-04 ranged from 25% to 38%.

3.6 GROUNDWATER The depth to groundwater, where observed, varied from 0.8 m at BH08-02 to 2.2 m at BH08-11. The depth to groundwater was most commonly about 1.2 m below grade. Groundwater levels, inferred from CPT porewater pressure dissipation tests in the sand were 1.2 m to 1.3 m below railway track elevation, which agrees with the 1.2 m observed in the majority of auger holes. Groundwater depths estimated during drilling are shown on the testhole logs in Appendix A.

Groundwater depths will vary seasonally, and groundwater depths in boreholes can be affected by drilling.

3.7 EXISTING STRUCTURES Highway 99 within the project limits has an at grade rural divided cross section with two to three lanes of traffic and paved shoulders, with the exception of the overhead structures at the CNR and Shell Road, where there are 91 m (300 foot) long bridges with approach fills about 9 m in height. The northbound and southbound lanes are on separate structures.

This section of Highway 99 was constructed at about the same time as the Deas Island Tunnel in 1958 to provide a second Fraser River crossing to the existing Patullo Bridge.

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Piles were driven between August 1958 and December 1958 with three pile load tests performed in January of 1959. Piles were tested to (1510 kN) 170 tons. The allowable working stress design pile load is indicated as (755 kN) 85 tons on load vs. settlement graphs for each load test.

Each bridge pier has four battered 0.46 m (16”) diameter expanded base (Franki) piles per pile cap and two pile caps per pier. There are four piers per bridge (Fenco Dwg. L1445-J-1, Rev. No. 3, No. Bridges 1598-4, Rev. C). Bridge abutments are founded on shallow footings at the crest of the approach fills.

It is inferred from as-built construction drawings that the Franki pile casings were left in place. This inference is based on the identification of the piles as ‘encased Franki caissons’ on the pile driving record summary.

Concrete used for the piles had a compressive strength of 3000 psi.

Pile tip elevations are -3.6 to -4.0 m (-12.0 to -13.1 feet) on pile driving records. Assuming the same datum was used for the current survey and during construction, this is equivalent to about 5.7 to 6.1 m below existing grade at the time of construction. The assumption of similar datums for construction and the current project is considered reasonable since the ground surface elevation is shown as 2.1 m (7 feet) on as built drawings, which is similar to elevations of 1.7 to 2.0 m in this area from current project base mapping.

A review of available design and as-built drawings also indicated:

• A series of monitoring points were established at road grade at the abutments and each of the four piers during bridge construction for settlement monitoring;

• Piles were battered at 1:6 according to the pile driving summary;

• Two hydraulic jacks provided a connection between each pile cap and pier to compensate for future settlement of the piles and pile caps; and

• In a 1980 drawing (BC Hydro Authority, Underground Primary Crossing Freeway, Shell Road South of Cambie Road, Richmond, Drawing No. 411-U07) the pier ‘jack box’ or access to the hydraulic jacks at Pier 1 was backfilled during installation of a buried pipe adjacent this pier.

Settlement records from construction completion in 1959 through to 1962 and in 1985 show that the settlement at monitoring points for the southbound structure varied from an average settlement of 186 mm at Pier 2 to an average settlement of 524 mm at the East Abutment.

The settlements are largest at the abutments with settlements decreasing at piers further from the approach fills. This settlement pattern is consistent with ‘deep seated’ settlement of the lower silt and clay at greater than 25 m below grade. Had the settlement originated only in the upper silt and clay, the settlement of Piers 2 and 3 which are furthest from the approach fills would be expected to be negligible.

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4.0 DISCUSSION

4.1 GENERAL There are no geotechnical conditions identified in this investigation which would prevent the proposed widening.

The implication of the recorded settlements to date for the existing approach fills is that an option such as approach fill widening for a parallel replacement bridge would result in additional long term settlement. Replacement of one of the bridges with a parallel bridge outside the existing ones would cause additional settlement of the near normally consolidated silt and clay at depths of 25 m or more, affecting both a new structure as well as the existing approach fills, utilities, and railway tracks.

The soil conditions include surficial fill, an upper fine grained soil layer extending to about 4 m below grade (excluding approach fills), a thick layer of compact to dense sand to 25 m below grade then silt and clay to the limit of investigation at 40 m.

The upper fine grained soil layer extends to depths of up to 4.6 m below grade.

4.2 SEISMIC ANALYSIS According to the 2006 Highway Bridge Design Code (CHBDC S6-06) bridges must be designed to withstand a 1-in-475 year design earthquake (10% probability of exceedance in 50 years). Bridges being retrofitted must also be capable of surviving a 1:475 seismic event according to the B.C. Ministry of Transportation Seismic Retrofit Criteria, June, 2005. The values of Sa(T) obtained from the Earthquakes Canada website are summarized in the following table. As indicated in Table 1, the site would be exposed to a firm ground acceleration of 0.27g during the design earthquake.

TABLE 1: SUMMARY OF EARTHQUAKE ACCELERATIONS (g) USED FOR SEISMIC ASSESSMENT PGA Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0)

1:475 0.27 0.52 0.35 0.18 0.09 Subduction 0.16 0.37 0.31 0.17 0.08

In addition to the 1:475 year earthquake event, deterministic ground motion corresponding to the Cascadia subduction earthquake offshore of Vancouver Island was also considered for the liquefaction assessment of the site.

To provide the required seismic design input for the 1:475 year event and Cascadia subduction event and to provide more appropriate and detailed input to the geotechnical/structural design a site-specific study as described in the following sections was completed.

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4.2.1 Ground Response Analysis According to the map presented in Figure 6, the depth to firm ground (till) has a steep slope in this area and varies from 80 m to 125 m. Therefore, variation in amplification of the ground motion can be expected at the site which will have an effect on structural design spectra and on the liquefaction assessment of the site.

Six synthesized, spectrum-matched earthquake records were selected for the seismic design. These records were compatible with the Uniform Hazard Spectra for the site from the Earthquakes Canada website. The original (non-modified) records were from the following events: Loma Prieta (1989), San Fernando (1971) and Western Washington (Olympia, 1949).

The subduction records were from the Mexico City (1985) event. All the records were developed by Golder Associates for the Port Mann Highway 1 project.

To calculate the structural response spectra and assess the effects of depth to firm ground on amplification of earthquake motion, ground response analyses using the computer program SHAKE were carried out using depth to firm ground of 80 m and 125 m. Soil parameters were based on the CPT, boreholes and seismic shear wave velocities obtained from SCPT data.

Figure 7 shows the site specific spectra for the 1:475 events compared with that calculated according to CHBDC S6-06. The site specific spectral accelerations shown are the maximum values obtained using the six earthquake records. Table 2 shows the effect of depth to firm ground on the calculated ground acceleration at ground surface. As shown, the maximum acceleration decreases with increasing depth to firm ground.

TABLE 2: MAXIMUM ACCELERATION AT GROUND SURFACE

Depth to firm ground Maximum Acceleration (1: 475 event), as a percentage of g

80 m 0.16 125 m 0.13

4.2.2 Liquefaction Assessment The assessment of liquefaction potential was based on the procedure recommended by Youd et al. (2001), using the available CPT and shear wave velocity data. This assessment was carried out for the 1:475 and deterministic subduction events. Recommendations given by the Task Force Report (2007) were also implemented for the liquefaction assessment. Earthquake magnitudes of 7 and 8 were used for the 1:475 and subduction events respectively. A limiting factor of safety of 1.1 was selected as the threshold value for the potential occurrence of liquefaction.

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Figures 8 to 11 show the liquefaction potential at CPT08-01 based on various depths to firm ground and earthquake events. Values of Cyclic Stress Ratio (CSR) used in the analysis were obtained from the site specific ground response analysis using SHAKE.

Table 3 summarizes the results of the liquefaction assessment and shows the total thickness of potentially liquefiable sandy soil for different scenarios. The maximum total thickness which will potentially liquefy is 2.2 m during a Cascadia subduction event with an assumed firm ground depth of 80 m.

TABLE 3: ESTIMATED THICKNESS OF LIQUEFIABLE SANDY SOIL Assumed depth to firm ground 80 m Assumed depth to firm ground 125 m

1:475 0.1 m 0.0 m Subduction 2.2 m 0.1 m

The depth to the potentially liquefiable layer for the 1:475 and subduction events is well below the estimated pile tip elevation, therefore, failure of the existing overhead structures by pile punching is not expected to occur.

4.2.3 Earthquake-Induced Movements of Approach Fills Liquefaction of sandy soils will result in generation of pore water pressure within the sandy layers and development of post-earthquake volumetric strains and vertical settlement. Table 4 summarizes the predicted vertical settlements for the two seismic events and two depths to firm ground.

TABLE 4: POST EARTHQUAKE VERTICAL SETTLEMENT OF SANDY LAYERS Depth to firm ground = 80 m Depth to firm ground = 125 m

1:475 10~50 mm 10~50 mm Subduction ~130 mm 10~50 mm

A Newmark analysis was performed to estimate the seismic lateral movement of the approach fill slopes. A maximum ground acceleration of 0.16g was used based on site specific ground response analysis (SHAKE) and a yield acceleration of 0.19g was found appropriate to represent the approach fill slopes based on a SLOPE/W numerical model. Based on these assumptions, the total seismic deformation of the approach fill slopes (spreading) is expected to be minimal for a 1:475 earthquake event.

The approach fills were also determined to meet the minimum factor of safety requirement for the 1:475 event as well, with the exception of minor shallow failures, which would be reduced by the reinforcing effect of vegetation.

Given the thickesses of liquefiable sand, seismic drains or other ground improvement measures are not considered necessary, based on indications from SNC that the structures

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could survive settlements of about 150 mm without collapse in a 1:475 event. No collapse is a requirement for Economic Sustainability Route Bridges (ESR). The structures would also survive the estimated settlements from a subduction event without collapse as well, also based on input from SNC.

4.3 SETTLEMENT OF OVERHEAD STRUCTURES Large settlements have been measured in the past, however, the trend of settlement vs. time from existing settlement data indicates that future settlement will be minimal. Settlement from secondary consolidation and/or groundwater table lowering could occur.

It is understood that there will be minimal change in the weight of the northbound bridge from widening. The bridge carrying southbound lanes will not be widened therefore future settlement is judged to be minimal for both bridges.

There are judged to be no geotechnical issues with removal or grouting in of the jacks in each pile cap for the overhead carrying southbound lanes, since future settlements are expected to be minimal.

4.4 PROPOSED RETAINING WALLS The surficial granular fill observed in low lying areas is considered suitable for support of Cast-in-Place (CIP) and Mechanically Stabilized Earth (MSE) retaining structures, if required. The underlying upper silt and clay would normally be subject to time dependent settlement, however, because these retaining structures support cuts in existing abutments slopes, settlement is not expected to be significant, provided footings for CIP walls are designed to limit pressures in the upper silt and clay to previously existing pressures.

For design, an unfactored Ultimate Limit State bearing capacity of 300 kPa is considered suitable for the sand fill on the existing approaches. A corresponding factored ultimate limit state bearing pressure of 150 kPa is recommended.

Following are recommendations for two block and three block high vertical faced retaining structures constructed with 1.5 m by 0.75 m by 0.75 m interlocking concrete blocks. The recommended depth of burial for the lower block is 0.3 m, the minimum horizontal distance from the bottom edge of the lower block to the face of the existing 2H:1V slope is 0.3 m. A levelling course of 0.3 m of crushed base course, placed and compacted to a minimum of 95% of Standard Proctor Maximum Dry density is recommended. This material should extend 0.3 m horizontally from the face and back of the lower block. Prior to placement of base course, the existing fill should be compacted.

For one and two block high walls, no geogrid is required. For three block high walls uniaxial geogrid such as Nilex UX1500MSE or equivalent should be placed between the upper and middle blocks and the middle and lower blocks. The geogrid should be cut out within the portion of the block keyway which extends perpendicular to the wall face.

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The existing approach fill is considered suitable for structural fill behind the wall. Additional fill may consist of River Sand as well or free draining pit run. Other materials may be used upon approval by the Ministry.

4.5 STRIPPING Stripping depths estimated from testholes and site observations are summarized in Table 5.

TABLE 5: SUMMARY OF ESTIMATED STRIPPING DEPTHS Chainage Estimated Depth of Stripping (m)

202+00 to 229+00 0.25 229+00 to Bridgeport Road (LHS) 0.7

However, localized areas requiring deeper stripping may be present.

4.6 DRAINAGE Shallow groundwater depths of less than 1 m below existing grade were observed near BH08-01 and BH-08-02 on Figure 2, which were between the south project limit and No. 5 Road. Water table lowering through drainage improvements in this area would enhance the subgrade support of the pavement structure in this area, potentially increasing the life of the structure.

5.0 CLOSURE This letter report has been prepared for the exclusive use of the Ministry of Transportation and SNC-Lavalin and its agents for specific application to the development described in this report. It has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranty is made, either expressed or implied.

This letter report is subject to EBA’s General Conditions in Appendix B.

Should you require any further information please contact the undersigned at 604 685-0275.

Yours truly, EBA Engineering Consultants Ltd. Prepared by: Reviewed by:

Kim Johnston, M.Sc., P.Eng. Brian Hall, P.Eng. Senior Geotechnical Engineer Principal Geotechnical Consultant

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REFERENCES

Task Force Report (2007), “Geotechnical Design Guidelines for Buildings on Liquefiable Sites in accordance with NBC 2005 for Greater Vancouver Region, May 8, 2007”.

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FIGURES

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HIGHWAY 99 TRANSIT LANE

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SSiittee LLooccaattiioonn

Figure 6.

Variation of the depth to firm ground (Till Layer, Holocene sediments) after Ventura et al. (2004)

Seismic Spectra

Period (s) Sa(T)0.01 0.2650.2 0.5240.5 0.3480.65

1 0.1782 0.0894

10

(*): Corresponds to importance category (c), "other bridges" as per CHBDC S6-06 (section 4.4.2)(1): Spectral acceleration values calculated using A equal to the maximum horizontal ground surface accelrations

obtained from Shake analysis

Notes:

1. Sa(T) values were obtained from Earthquake Canada website.2. Sa(T) and Csm based on CHBDC S6-06 are shown for comparison only.3. Sa(0.01) is taken equal to PGA.4. Site-specific spectrum is based on soil profile and shear-wave velocities obtained from SCPT data available at the site.5. Depth to firm ground (TILL) was assumed as 80 m and 125 m in two different analyses respectively based on available data.6. The detailed site-specific spectrum is the maximum obtained using six earthquake records.

Figure 7 - Spectral accelration values for 1 in 475 year earthquake event

Project No: V13101216EBA Engineering Consultants Project: Highway 99

0.081

S(T): Spectral Acceleration (g) (1)

Csm (*)0.3900.3900.3900.3900.3740.2360.148

0.0

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Site Specific (SHAKE) - Depth to Till = 125 m

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CSR vs. CRR*MSF*Kσ

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th (m

)

Figure 8 - Liquefaction assessment of sandy layers (CPT08-01 – 1:475 year earthquake event, Depth to firm ground = 80 m)

V13101216 Sept 2008

ISSUED FOR USE

0

5

10

15

20

25

30

35

40

0.0 0.1 0.2 0.3 0.4 0.5

CSR vs. CRR*MSF*Kσ

Dep

th (m

)

0

5

10

15

20

25

30

35

40

0.0 0.5 1.0 1.5 2.0

Sand FOS

Dep

th (m

)

Figure 9 – Liquefaction assessment of sandy layers (CPT08-01 – 1:475 year earthquake event – Depth to firm ground = 125 m).

V13101216 Sept 2008

ISSUED FOR USE

0

5

10

15

20

25

30

35

40

0.0 0.1 0.2 0.3 0.4 0.5

CSR vs. CRR*MSF*Kσ

Dep

th (m

)

0

5

10

15

20

25

30

35

40

0.0 0.5 1.0 1.5 2.0

Sand FOS

Dep

th (m

)

Figure 10 – Liquefaction assessment of sandy layers (CPT08-01 – Cascadia subduction earthquake event – Depth to firm ground = 80 m).

V13101216 Sept 2008

ISSUED FOR USE

0

5

10

15

20

25

30

35

40

0.0 0.1 0.2 0.3 0.4 0.5

CSR vs. CRR*MSF*Kσ

Dep

th (m

)

0

5

10

15

20

25

30

35

40

0.0 0.5 1.0 1.5 2.0

Sand FOS

Dep

th (m

)

Figure 11 – Liquefaction assessment of sandy layers (CPT08-01 – Cascadia subduction earthquake event – Depth to firm ground = 125 m).

V13101216


APPENDIX APPENDIX A TEST HOLE LOGS AND LAB TEST SUMMARIES

-

10

-

-

-

78

SM1

--

-

40

-

-

-

-End of Borehole at 4.6 meters-Groundwater encountered at 1.2meters-Drilled in Grass Field

Sandy SILT to Silty SAND, traceclay, saturated, loose, blue-grey

SAND, some silt, trace clay, fine tomedium grained, saturated, compact,blue-grey

SAND, some silt, trace clay,medium grained, moist, loose tocompact, brown

GRASS / TOPSOIL

3.35m

1.83m

0.91m

-

-

-

-

-

-

-

-

-

12- 18

AD

AC

AB

AA

-

HIGHWAY 99 BUS LANEAs StakedSea to Sky Drilling

46

wL

-

-

29

-

-

4.60m

------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

Rec

over

y (m

)

Blowcount = Standard Penetration Test (ASTM-1586)SHEET 1 of 1

V13101160.003SHEAR STRENGTH kPa

NOTE: Brackets ( ) denote Engineer's estimate

Dep

th (m

)

Fine

s

San

d

Ministry of Transportation

SW-SM

ML

SILT, some clay, trace sand, finegrained sand, saturated, firm, blue-grey,medium plasticity

TS

SU

MM

AR

Y L

OG

SO

IL%

20LO

GS

[2].G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-01

2008-03-14ElevationDates

AugerCoreDenisonSplit SpoonShelby TubeWash

Geotechnical andMaterials Engineering

Blo

wco

unt

N 49*10'26.0" / W 123*05'27.7"

----

UFVLVR

TESTS

ProjectLocation

SAMPLE TYPE

ML

Gra

vel

Method

Oth

er T

ests

Description

Unconfined CompressionField VaneLab VaneRemoulded

wwP

0.30m

SUMMARY LOG TEST HOLE No.

Driller

IndexProperties

Gradation %

Mechanical AnalysisTriaxial CompressionConsolidationDirect ShearLiquid, Plastic LimitsMoisture Content

DrillingDetails

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

PREPARED By:

FILE No.

AD

Solid Stem Auger

She

arS

treng

th (k

Pa)

------

-

Sand lenses appearing

SAND, some silt, medium to coarsegrained, wet, compact, blue-grey

SAND, trace silt, trace clay, tracegravel, medium grained, moist,loose to compact, brown

increases in moisture with depth

GRASS / TOPSOILTS

-

-

-

87

- -

wwPwL

-End of Borehole at 3.1 meters-Groundwater encountered at 0.8meters-Drilled in Grass Field

39

-

-

3.10m

-

2.44m

1.52m

0.15m

-

-

-

-

-

13

-AC

AA

Oth

er T

ests

41

25

-

27

-

-

AB

Rec

over

y (m

)


Blowcount = Standard Penetration Test (ASTM-1586)


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type





ML

SM1

SW-SM

SU

MM

AR

Y L

OG

SO

IL%

20LO

GS

[2].G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-02

2008-03-14

SHEET 1 of 1

ProjectLocation

Fine

s


N 49*10'27.6" / W 123*05'29.8"

----

UFVLVR

TESTS

ElevationDatesSolid Stem AugerMethod

DrillingDetails

Dep

th (m

)

PREPARED By:

SAMPLE TYPE

SILT, trace clay, saturated, firm,blue-grey, medium plasticity

IndexProperties

Description

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


AD

FILE No.

Gradation %


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

Driller

47

SAND, some silt, trace clay,medium to coarse grained, moist,loose to compact, brown

Gravelly SAND (ROAD BASE),trace silt, trace clay, coarse grainedsand, moist, compact, brown

ASPHALT CONCRETEPAVEMENT (100 mm)

ACP6

-

-End of Borehole at 3.1 meters-Groundwater estimated at 1.0meter depth - borehole sluffed in atapproximately 1.0 meters-Drilled on shoulder

6

-

47

-

-

wwPwL

SAND, trace silt, trace clay,medium grained, wet, loose,blue-grey

-SILT, some clay, trace sand, traceto some organics, saturated, firm,low plasticity, blue-brown6% Sand, 74% Silt, 20% Clay

-

-

1.52m1.37m

-

--

-

-

-

94

-AB


AC

0.30mAA

57

-

6

-

-

3.10m

Rec

over

y (m

)



------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type



ProjectLocation

ML

SM1

SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

12/0

8BH08-03

2008-04-14

SHEET 1 of 1


Fine

s



N 49*10'32.2" / W 123*05'38.1"

----

UFVLVR

TESTS

ElevationDates

Dep

th (m

)

Solid Stem AugerMethod

DrillingDetails

AD

SAMPLE TYPE

Oth

er T

ests

Description

0.10m

Gradation %

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

IndexProperties


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

PREPARED By:

FILE No.

-

-

66

-

-

-

SM

628

-

47

-

-

-

-End of Borehole at 3.1 meters-Groundwater encountered at 1.0meters-Drilled just off shoulder

Silty SAND, fine grained sand, wet,compact to dense, blue-grey

SILT, trace to some organics, saturated,firm, blue-grey/brown, mediumplasticity

SAND, trace silt, coarse grained,wet, compact, blue-grey

SAND, some silt, coarse grained,moist, compact, brown

Sandy GRAVEL (ROAD BASE),trace silt, trace clay, coarse grainedsand, subangular to subrounded,moist, compact, brownFracture Count = 86%

1.68m1.52m

0.61m

-

-

-

-

-

-

-

-

-

-- 32

AD

AC

AB

AA

-

BASE

56

3

-

30

-

-

2.90m

------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

Rec

over

y (m

)




Dep

th (m

)

Fine

s

San

d


ML

SW-SM

3.10m

SU

MM

AR

Y L

OG

SO

IL%

20LO

GS

[2].G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-04





Blo

wco

unt

N 49*10'39.1" / W 123*05'48.1"

----

UFVLVR

TESTS

ProjectLocation

Oth

er T

ests

SAMPLE TYPE

Gra

vel

Method

Description


wwPwL

SM2


Driller

IndexProperties

Gradation %


DrillingDetails

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

PREPARED By:

FILE No.

AD

Solid Stem Auger

She

arS

treng

th (k

Pa)

------

-Gravelly SAND (ROAD BASE),trace silt, trace clay, coarse grainedsand, moist, compact, brown


SW-SM

ACP

wL

-

SILT, trace to some organics,saturated, firm, blue-grey

-

-

-

-

-

-

-

SAND, some silt, trace clay,medium to coarse grained, moist,compact, brown

SAND, trace silt, trace clay, coarsegrained, wet, compact, blue-grey

SM1

ML

-End of Borehole at 4.6 meters-Groundwater estimated at 2.0meters - borehole sluffed in-Drilled on shoulder

-

-2.74m

0.06m

-

--

-

-

-

-

-AB

wP


0.30m

AC

AA

57

20

-

-

- 2.90m

V13101160.003ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

Rec

over

y (m

)


SHEAR STRENGTH kPa


Dep

th (m

)

Fine

s

San

d

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

12/0

8BH08-05


ProjectLocation


------


N 49*10'45.7" / W 123*05'58.2"

----

UFVLVR

TESTS

SHEET 1 of 1

Blo

wco

unt


Gra

vel

DrillingDetails

Method Solid Stem Auger

Oth

er T

ests

Description


w

SAMPLE TYPEM

Q, R, SC

DSwL, wP

w

4.60m


Driller

IndexProperties

Gradation %

------

She

arS

treng

th (k

Pa)

1

2

3

4

5

PREPARED By:

FILE No.

AD


Gravelly SAND (ROAD BASE),trace silt, trace clay, coarse grainedsand, dry, compact, brown

-

-

SAND, some silt, trace clay,medium to coarse grained, dry,compact, brown


ACP

-

-

-End of Borehole at 4.6 meters-Groundwater not encountered-Drilled on shoulder

Oth

er T

ests

-


-

wwPwL

Description

-

0.15m-

-

-

-

0.05m

SW-SM

4.60m

-

-AB

AA

3

-

-

Rec

over

y (m

)


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type


V13101160.003SAMPLE TYPE

BH08-06



ProjectLocation



N 49*10'50.4" / W 123*06'05.1"

----

UFVLVR

TESTS

Dep

th (m

)


Method

1

2

3

4

5

PREPARED By:

FILE No.

AD

SHEAR STRENGTH kPa

Solid Stem Auger

MQ, R, S

CDS

wL, wPw

DrillingDetails

SU

MM

AR

Y L

OG

SO

IL%

20LO

GS

[2].G

PJ

BC

_MO

T.G

DT

05/

09/0

8

Driller

Fine

s

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt

TEST HOLE No.

IndexProperties

Gradation %


------

SUMMARY LOG

SAND, some silt, trace clay, coarsegrained, dry to moist, compact,brown

-

-45

-End of Borehole at 6.1 meters-Groundwater not encountered-Drilled in median

GRAVEL and SAND (ROADBASE), trace silt, trace clay, coarsegrained sand, dry, compact, brown


ACP5


SAMPLE TYPE

Description

wwPwL Oth

er T

ests

-

0.33m

-

-

-

-

-

0.13m

-

50 -

-AB

AA

5

3

Sam

ple

Type

SHEET 1 of 1Blowcount = Standard Penetration Test (ASTM-1586)


------

Cla

ssifi

catio

n

UFVLVR

Rec

over

y (m

)

ACDST

W


SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL%

20LO

GS

[2].G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-06A


ProjectLocation

TESTS


N 49*10'53.4" / W 123*06'11.0"

----

SHEAR STRENGTH kPa


V13101160.003

1

2

3

4

5

PREPARED By:

FILE No.------



DrillingDetails

6.10m

AD

Blo

wco

unt


Dep

th (m

)

Fine

s

San

d

MQ, R, S

CDS

wL, wPw

She

arS

treng

th (k

Pa)


Driller

IndexProperties

Gradation %

Gra

vel

SAND, some silt, trace clay, coarsegrained, damp, compact, brown

-

--

-End of Borehole at 4.6 meters-Groundwater not encountered-Drilled in median

Gravelly SAND (ROAD BASE),trace silt, trace clay, coarse grainedsand, dry, compact, brown


ACP-


SAMPLE TYPE

Description

wwPwL Oth

er T

ests

-

0.28m

-

-

-

-

-

0.13m

-

- -

-AB

AA

7

-

Sam

ple

Type



------

Cla

ssifi

catio

n

UFVLVR

Rec

over

y (m

)

ACDST

W


4.60m

SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-06B

2008-04-14

ProjectLocation

TESTS


N 49*10'50.8" / W 123*06'07.2"

----

SHEAR STRENGTH kPa

ElevationDates

V13101160.003

1

2

3

4

5

PREPARED By:

FILE No.------



DrillingDetails


AD

Blo

wco

unt


Dep

th (m

)

Fine

s

San

d

MQ, R, S

CDS

wL, wPw

She

arS

treng

th (k

Pa)


Driller

IndexProperties

Gradation %

Gra

vel

MH

PT-

-

41

-

-

554ACP

-

SILT, trace to some orgainics,moist, stiff, blue-grey, high plasticity

-

-

-

-End of Borehole at 4.6 meters-Groundwater estimated at 3.0meters - borehole sluffed in-Drilled in shoulder

PEAT, amorphous, brown-black

SAND, trace silt, trace clay, coarsegrained, wet, loose to compact,blue-grey

SAND, some silt, trace clay, coarsegrained, moist, compact, brown

GRAVEL and SAND (ROADBASE), trace silt, trace clay, coarsegrained sand, dry, compact, brownFracture Count = 59%


SW-SM

-

3.96m3.81m

0.38m

0.05m

-

-

-

-

-

-

-

-

-

-

3

AD

AC

AB

AA

40

-3.10m

33

-

-

-

35

SUMMARY LOG

Cla

ssifi

catio

n

Sam

ple

Type

Rec

over

y (m

)

------

V13101160.003AugerCoreDenisonSplit SpoonShelby TubeWash

SHEAR STRENGTH kPa


Dep

th (m

)

Fine

s

San

d

Gra

vel

She

arS

treng

th (k

Pa)

-

SM1

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

12/0

8BH08-07



ProjectLocation

ACDST

W

Ministry of Transportation TEST HOLE No.

N 49*10'58.8" / W 123*06'18.1"

----

UFVLVR

TESTS



Blo

wco

unt

SAMPLE TYPE

Oth

er T

ests


wwPwL

4.60m

Description

PREPARED By:

Driller

IndexProperties

Gradation %


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

50

FILE No.

AD


DrillingDetails

AD

-

95

-

-

SAND, trace silt, trace clay,medium to coarse grained, moist,compact, brown

-

-End of Borehole at 4.6 meters-Groundwater encountered at 1.2meters-Drilled in grass island

SILT, trace clay, wet, firm,blue-grey

Wood

SILT to CLAY, trace organics,wet, stiff, blue-grey, highplasticity

-

SAND, trace silt, trace gravel,subrounded, very wet, loose, blue-greyAC

Sandy SILT (TOPSOIL), trace clay,trace roots, dry, firm, brown

SM1

-

-

-

-

-

Silty SAND to Sandy SILT, finegrained sand, moist, loose to compact,blue-grey

AE

2.29m

1.83m

1.52m

0.46m

-

-

-

-

-

-

-

-

-

-

-

-

5-

-

AB

AA

47

42

22

12

-

-

-

-

SM2

3.00m

3.20m

-

SHEAR STRENGTH kPa

Driller

Cla

ssifi

catio

n

Sam

ple

Type

Rec

over

y (m

)

------



Dep

th (m

)

Fine

s

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt

SUMMARY LOG

V13101160.003


MH

SW

TS

4.60m

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-08



ACDST

W


N 49*11'01.4" / W 123*06'21.5"

----

UFVLVR

TESTS


ProjectLocation

TEST HOLE No.

Oth

er T

ests

Description


wwL

SAMPLE TYPE

-

-

-

-

-

wP

IndexProperties

Gradation %


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

PREPARED By:

AD

ML


DrillingDetails

FILE No.

-

5

-

-

-

40 GRAVEL and SAND (ROADBASE), trace silt, trace clay, coarsegrained sand, dry, compact, brown

-

SAND, some silt, trace clay,medium to coarse grained, damp,compact, brown

55

- -

-

-

-End of Borehole at 3.1 meters-Groundwater encountered at 1.2meters-Drilled just off shoulder

SILT to CLAY, trace to someorganics, wet, firm, blue-grey

increasing softness with depth

SAND, trace silt, trace clay, coarsegrained, wet, compact, blue-grey

MH

- 1.37m1.22m

0.25m

-

-

-

-

-

-

-

-

-

-- -

w

AD

AC

AB

AA

38

4

-

-

-

-

55


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

San

d



Dep

th (m

)

wLRec

over

y (m

)


SM1

BASE

SW-SM

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-09





SHEET 1 of 1

N 49*11'07.0" / W 123*06'30.0"

----

UFVLVR

TESTS

Gra

vel

ProjectLocation

DrillingDetails

Fine

s

Oth

er T

ests

Description


3.10m

SAMPLE TYPEM

Q, R, SC

DSwL, wP

w

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

IndexProperties

Gradation %

Method

------

Solid Stem Auger

1

2

3

4

5

PREPARED By:

FILE No.

AD

wP


-

SAND, some silt, trace clay,medium to coarse grained, dry,compact, brown

Gravelly SAND (ROAD BASE),trace silt, trace clay, coarse grainedsand, moist, compact, brown


SM1

ACP

-

-End of Borehole at 3.1 meters-Groundwater encountered at 1.2meters-Drilled on shoulder

-

-

-

-

-

-

wPwL

SAND, trace silt, trace clay, coarse grainedwet, loose to compact, blue-grey

-

SILT, trace to some organics,wet,firm, blue-grey

-

-

1.52m

1.22m

0.28m0.08m

-

-

-

-

-

-

-

AC

AA

57

-

-

-

-

-

AB



------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

w

Rec

over

y (m

)



Dep

th (m

)


ML

SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-10


SHEET 1 of 1

ProjectLocation


N 49*11'13.9" / W 123*06'40.6"

----

UFVLVR

TESTS

San

d

HIGHWAY 99 BUS LANEAs StakedSea to Sky Drilling Solid Stem AugerMethod

DrillingDetails

AD

SAMPLE TYPE

Oth

er T

ests

Description


Gradation %

3.10m

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

IndexProperties

Fine

s


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

PREPARED By:

FILE No.

-

SILT to CLAY, trace organics,wet, firm, blue-grey, high plasticity

Gravelly SAND, some silt, coarsegrained sand, subround tosubangular, dry, dense, brown

Gravelly SAND (ROAD BASE),trace silt, coarse grained sand,subrounded, dry, compact,black-brownFracture Count = 49%


ACP

-

31

-

-

65

Description

4

wwPwL

-End of Borehole at 3.1 meters-Groundwater encountered at 2.2meters-Drilled on shoulder

-

-

--

1.37m

0.76m

0.18m

-

-

-

-

-

-

-AC

AA

Oth

er T

ests

46

-

5

-

-

-

AB

Rec

over

y (m

)

Dep

th (m

)



------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type




MH

SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-11


SHEET 1 of 1

ProjectLocation


N 49*11'22.4" / W 123*06'45.0"

----

UFVLVR

TESTS




DrillingDetails

FILE No.

PREPARED By:

SAMPLE TYPE

IndexProperties

Fine

s

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


AD

3.10m

Gradation %


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

Driller

-

Gravelly SAND, some silt, coarsegrained sand, subrounded, dry,dense, black-brown

GRAVEL and SAND (ROADBASE), trace silt, trace clay, coarsegrained sand, moist, compact,brown


ACP

Description

36

-

53-

- 35

-

wwPwL

SILT to CLAY, trace organics,moist, firm, blue-grey, mediumplasticity-End of Borehole at 1.5 meters-Groundwater not encountered-Drilled on shoulder

---

1.52m

1.22m

0.28m0.13m

-

-

--

-

11

- 27

Oth

er T

ests

AC

AB 6-

23

--AA

Rec

over

y (m

)



------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type





SW-SM

BASE

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-12



SHEET 1 of 1


N 49*11'26.0" / W 123*06'49.1"

----

UFVLVR

TESTS

Fine

s

ProjectLocation

Dep

th (m

)


DrillingDetails

FILE No.

PREPARED By:

SAMPLE TYPE

IndexProperties

MLS

and

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


AD

Gradation %


------

MQ, R, S

CDS

wL, wPw

1

2

3

4

5

Driller

w

TOPSOIL / SOD

SAND, trace to some roots, somesilt, trace clay, medium to coarsegrained, moist, compact, brown

-Hand dug hole to approximately 1meter depth

--

-

SAMPLE TYPE

wL wP Oth

er T

ests

Description


- -

1.0m

--

--

-0.13m

DrillingDetails

-- --

AB

AA

--

Sam

ple

Type

V13101160.003



------

Cla

ssifi

catio

n

TESTS

Rec

over

y (m

)

ACDST

W


TS

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-13


ProjectLocation


N 49*11'27.2" / W 123*06'54.2"

----

UFVLVR


AD

MQ, R, S

CDS

wL, wPw

1

2

3

4

5


FILE No.

Gradation %


SW-SM

PREPARED By:

She

arS

treng

th (k

Pa)

SHEAR STRENGTH kPa


Dep

th (m

)

Fine

s

------

Gra

vel

Blo

wco

unt


Driller

IndexProperties

San

d

TOPSOIL / SOD

SAND, trace to some roots, somesilt, trace clay, medium to coarsegrained, moist, compact, brown-Hand dug hole to approximately 1meter depth

-

-

wL

-

SAMPLE TYPE

wP w

Oth

er T

ests

Description


- -

1.0m

-

-

-

-

-0.61m

DrillingDetails

-

- --

AB

AA

-

-

UFVLVR

Rec

over

y (m

)

Sam

ple

Type

Cla

ssifi

catio

n

ACDST

W

------




SW-SM

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-14


ProjectLocation

TESTS


N 49*11'28.0" / W 123*06'55.9"

----


FILE No.------

MQ, R, S

CDS

wL, wPw

Gradation %

PREPARED By:

IndexProperties

AD


1

2

3

4

5

Gra

vel

TS

SHEAR STRENGTH kPa


Dep

th (m

)


San

d

V13101160.003

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

Fine

s

TOPSOIL / SOD

SAND, trace to some roots, somesilt, trace clay, medium to coarsegrained, moist, compact, brown-Hand dug hole to approximately 1meter depth

-

-

wL

-

SAMPLE TYPE

wP w

Oth

er T

ests

Description


- -

1.0m

-

-

-

-

-0.61m

DrillingDetails

-

- --

AB

AA

-

-

UFVLVR

Rec

over

y (m

)

Sam

ple

Type

Cla

ssifi

catio

n

ACDST

W

------




SW-SM

SU

MM

AR

Y L

OG

SO

IL L

OG

S.G

PJ

BC

_MO

T.G

DT

05/

09/0

8BH08-15


ProjectLocation

TESTS


N 49*11'28.5" / W 123*06'57.5"

----


FILE No.------

MQ, R, S

CDS

wL, wPw

Gradation %

PREPARED By:

IndexProperties

AD


1

2

3

4

5

Gra

vel

TS

SHEAR STRENGTH kPa


Dep

th (m

)


San

d

V13101160.003

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

Fine

s

GRAIN SIZE DISTRIBUTION

ASTM C136 & D422 Sieve Size Percent Passing

Project: Highway 99 Bus Lanes 50.0 -

37.5 -

Project Number: V13101160.003 25.0 100

Date Tested: April 17 2008 19.0 97

Borehole Number: 08-01 Sample 1-B 12.5 94

Depth: 0.5m 9.5 92

Soil Description: Fine grained SAND, some silt, trace gravel & organics 4.75 90

Cu: 2.36 89

Cc: 1.18 87

Natural Moisture Content: 18.4% 0.60 83

Remarks: 0.30 52

0.15 18

0.075 12.0

Data presented hereon is for the sole use of the stipulated client. EBA is not responsible, nor can be held liable, for use made of this report by

any other party, with or without the knowledge of EBA. The testing services reported herein have been performed by an EBA technician to

recognized industry standards, unless otherwise noted. No other warranty is made. These data do not include or represent any interpretation or

opinion of specification compliance or material suitability. Should engineering interpretation be required, EBA will provide it upon written request.

N/A

N/A

Grain Size (millimeters)

Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size

Clay Silt GravelSand

CoarseFineCoarseMediumFine

Reviewed By:




37.5 -

Project Number: V13101160.003 25.0 -

Date Tested: April 17 2008 19.0 -


Depth: 2.2m 9.5 100

Soil Description: Fine grained SAND, some silt, trace clay lumps 4.75 100

Cu: 2.36 100

Cc: 1.18 99


Remarks: 0.30 54

0.15 16

0.075 13.1





N/A

N/A


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 100

Project Number: V13101160.003 25.0 98


Borehole Number: 08-03 Sample 3-A 12.5 69

Depth: 0.2m 9.5 63

Soil Description: Crushed GRAVEL & SAND, trace silt 4.75 53

Cu: 2.36 45

Cc: 1.18 35


Remarks: 0.30 14

0.15 8

0.075 5.7





41.3

0.5


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.50 100

Project Number: V13101160.003 25.00 92



Depth: 0.1m 9.50 48

Soil Description: Crushed Sandy GRAVEL, trace silt 4.75 34

Cu: 2.36 27

Cc: 1.18 22


Remarks: Fracture Count 86% by BCH I-13 Method A 0.30 12

0.15 8

0.075 6.0





61.9

3.5


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 100

Project Number: V13101160.003 25.0 93


Borehole Number: 08-06A Sample 6A-A 12.5 75

Depth: 0.2m 9.5 69

Soil Description: Crushed SAND & GRAVEL, trace silt 4.75 55

Cu: 2.36 45

Cc: 1.18 34


Remarks: 0.30 14

0.15 8

0.075 5.2





32.5

0.7


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 100

Project Number: V13101160.003 25.0 97



Depth: 0.2m 9.5 72


Cu: 2.36 49

Cc: 1.18 38



0.15 8

0.075 5.1





24.9

0.6


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 -

Project Number: V13101160.003 25.0 -

Date Tested: April 17 2008 19.0 -

Borehole Number: 08-08 Sample 8-A 12.5 -

Depth: 0.7m 9.5 100

Soil Description: Fine to Medium grained SAND, trace silt 4.75 100

Cu: 2.36 99

Cc: 1.18 97


Remarks: 0.30 22

0.15 9

0.075 4.7





3.2

1.4


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 100

Project Number: V13101160.003 25.0 95



Depth: 0.1m 9.5 70


Cu: 2.36 51

Cc: 1.18 39


Remarks: 0.30 13

0.15 8

0.075 5.4





25.4

0.6


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 -

Project Number: V13101160.003 25.0 100



Depth: 0.2m 9.5 83

Soil Description: Gravelly SAND, trace silt 4.75 69

Cu: 2.36 58

Cc: 1.18 48



0.15 7

0.075 4.1





14.0

0.5


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:




37.5 100

Project Number: V13101160.003 25.0 94



Depth: 0.4m 9.5 73

Soil Description: SAND & GRAVEL, some silt 4.75 64

Cu: 2.36 57

Cc: 1.18 49


Remarks: 0.30 23

0.15 16

0.075 11.4





N/A

N/A


Per

cen

t p

assi

ng

.0005 .001 .1 .5

100

10.01.002 .02.005 .05 .2 1 502 5 20

90

80

60

50

40

30

20

10

0

70

4 3/8 1/2 13/4 11/2 2 3200 100 60 40 30 20 16 10 8

Sieve Size



Reviewed By:

(100)

-

-

-

-

-

-

-

(100)

(100)

(100)

(100)

-

(100)

(10)

(100)

(100)20

(100)

-

SAND, dense to compact, damp,grey

SILT, some to trace sand, firm, grey

SAND, damp, grey

SAND (FILL), compact, damp, greybrown

-

-

-

-

-

-

-

-

-

-

3.66m

2.9m

0.31mGP

-

0.56

22

-

-

-

18

0.25

0.25

0.3

0.3

0.25

0.25

23

0.3

0.25

21

20

24

33

50

43

21

Hyd

Hyd

0.25

S9

-

S10

-

S8

S7

S6

S5

S4

T3

T2

S1

28

-

-

FILE No.

Rec

over

y (m

)

V13101216SHEAR STRENGTH kPa


Dep

th (m

)

PREPARED By:

Sam

ple

Type

AD

DrillingDetails

San

d

Gra

vel

Fine

s

----

Highway 99 Transit LaneAs SurveyedSea to Sky Drilling Completed April 17, 2008

TH08-01ProjectLocation



1

2

3

4

5

6

7

8

9

10

11

12

13

14

MethodVanguard Road See Figure 2

UFVLVR

TESTS



------

ACDST

W

Cla

ssifi

catio

n

SUMMARY LOG

Wash Rotary

(90)

She

arS

treng

th (k

Pa)

SP

ML

SP

GP

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

-

-

TEST HOLE No.

Driller

IndexProperties

Gradation %


------

MQ, R, S

CDS

wL, wPw

SAMPLE TYPE

Blo

wco

unt

Oth

er T

ests

Description


wwPwL

-

wP

-

-

-

-

-

-

SILT, trace sand, soft, grey

24.99m

-

-

-

-

-

(5)

-

-

26

ML

SP

(95)

(100)

SAND, dense to compact, damp,grey (continued)

-

(100)

-

-

-

-

-

-

-

-

0.3

29

-

25

-

-

-

0.41

(100)0.3

S13

0.3

0.25

Hyd

Hyd

46

41

29

0.56

w

(100)S11

S12

S16

T15

S14

(100)

wL


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

SHEET 2 of 3

Rec

over

y (m

)



Dep

th (m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29






PREPARED By:

Method Wash RotaryVanguard Road See Figure 2

----

UFVLVR

TESTS

Gradation %


------

MQ, R, S

CDS

wL, wPw

Driller

Oth

er T

ests

Description


SAMPLE TYPE

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

FILE No.

AD

DrillingDetails

IndexProperties

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Fine

s

-

SILT, trace sand, soft, grey(continued)

becomes firm

-

-

-

-

40.0m-

-

-

7

-(98)

wL

ML

(98)

End of Borehole at 40 m

(98)

(98)

-

-

-

-

-

(95)

0.41

-

38

-

32

35

37S17

0.53

S18 0.41

0.41

6

165

8

5

0.41 (2)

(5)

(2)

(2)

(2)

S21

T20

S19

wP


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

SHEET 3 of 3

Rec

over

y (m

)



Dep

th (m

)

31

32

33

34

35

36

37

38

39

40

41

42

43

44






PREPARED By:

Method Wash RotaryVanguard Road See Figure 2

----

UFVLVR

TESTS

Gradation %


------

MQ, R, S

CDS

wL, wPw

Driller

Oth

er T

ests

Description


SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

SAMPLE TYPE

w

FILE No.

AD

DrillingDetails

IndexProperties

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Fine

s

(100)

12.04m

10.82m

9.75m

-

-

-

-

-

-

-

-

-

(85)

-

(100)

(100)

(100)

(100)

(100)

(100)

-

-

39

-

-

SAND, trace silt, dense, damp, grey

SAND, some silt, compact, damp,grey

SILT to ORGANIC SILT, damp,grey

12.5m

SAND (FILL), dense, damp, brown

-

-

-

-

-

-

-

-

SAND (NATIVE), very dense,damp, grey brown

0.25

-

-

15

-

-

13

0.23

0.38

0.56

36

0.25

26

0.3

0.23

0.25

32

22

Hyd

36

72

38

87

46

0.2

-

-

S9

S8

T7

S6

S5

S4

S3

S2

S1

PREPARED By:

Rec

over

y (m

)



Dep

th (m

)

-

Fine

s

Cla

ssifi

catio

n

FILE No.

AD

DrillingDetails

South Abutment See Figure 2Highway 99 Transit LaneAs SurveyedSea to Sky Drilling Completed April 25, 2008




1

2

3

4

5

6

7

8

9

10

11

12

13

14

Wash Rotary

Sam

ple

Type

----

UFVLVR

TESTS



------

ACDST

W

She

arS

treng

th (k

Pa)

Method

(15)

San

d

SP-SM

SM1

ML-OL

SP

wP

-

w

(100)

-

-

-

-

-

-

-

-

-

-

SP

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

Blo

wco

unt


Driller

IndexProperties

Gradation %


------

wLGra

vel

SAMPLE TYPE

Oth

er T

ests

Description


MQ, R, S

CDS

wL, wPw

-

(100)

-

-

-

SAND, trace silt, dense, damp, grey(continued)

--

-

- -

-

-

-

-

95

-

wL Oth

er T

ests

Description


-

wP

92

SP-SM

-

8

7

-

w

0.3

-

28

27

31

-

-

S11

0.25

S12

0.25

0.25

54

27

35

57+

0.25

93

(100)

(100)S10

S14

S13



------

ACDST

W

Sam

ple

Type

TESTS

Rec

over

y (m

)

V13101216

Cla

ssifi

catio

n





16

17

18

19

20

21

22

23

24

25

26

27

28

29

Method Wash RotarySouth Abutment See Figure 2

----

UFVLVR


------

Blo

wco

unt


Driller

IndexProperties


San

d

MQ, R, S

CDS

wL, wPw

SAMPLE TYPE

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

Gradation %D

epth

(m)

Fine

s

PREPARED By:

FILE No.

She

arS

treng

th (k

Pa)

Gra

vel

DrillingDetails

SHEAR STRENGTH kPa

AD

33.38m

98

SAND, trace silt, dense, damp, grey(continued)

-

-

-

-

-

SILT, stiff, damp, grey

becomes firm-

-

-

-

-

-

-

--

ML

SP-SM

(100)

(95)

(100)becomes soft

-

-

-

-

-

-

-

-

(100)0.56

29

28

32

-

31

-

0.3

(5)

0.41

T17

0.38

0.25

8

4

8

Hyd

15

0.41

w

(100)

(100)S15

S16

S20

S19

S18 -


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

Fine

s



Dep

th (m

)

wLRec

over

y (m

)31

32

33

34

35

36

37

38

39

40

41

42

43

44






Method Wash RotarySouth Abutment See Figure 2

----

UFVLVR

TESTS

PREPARED By:


------

MQ, R, S

CDS

wL, wPw

SAMPLE TYPE

Oth

er T

ests

Description


SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

FILE No.

AD

DrillingDetails

Gradation % IndexProperties

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

wP


-

(100)

(95)

ML

wL wP


Description

Oth

er T

ests

SAMPLE TYPEM

Q, R, SC

DSwL, wP

w

9

w

-

4

0.41

0.41

32

25

S21

S22

-

Gradation %

(5)

-

-50.0m

-

-

SILT, stiff, damp, grey (continued)


----

------

Sam

ple

Type

Cla

ssifi

catio

n

ACDST

W

------



UFVLVR

South Abutment See Figure 2Wash RotaryMethod

46

47

48

49

50

Ministry of Transportation Geotechnical andMaterials Engineering

ProjectLocation

TH08-02

April 25, 2008Completed

Highway 99 Transit LaneAs SurveyedSea to Sky Drilling

TESTS

IndexProperties

Driller

TEST HOLE No.SUMMARY LOG

Blo

wco

unt

She

arS

treng

th (k

Pa)

Gra

vel

San

d

Rec

over

y (m

)

DrillingDetails

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

AD

FILE No.

PREPARED By:

Fine

s

Dep

th (m

)


SHEAR STRENGTH kPa

V13101216

-

5.33m

4.27m

3.2m

2.29m

0.25m

SP

(100)

ACP

-

-

-

-

-

-

-

(100)

(100)

Hyd

FILL BACKFILL

-

-

-

SAND,trace silt, compact to verydense, damp, grey


SAND (NATIVE), grey


-

-

-

-

-

-

-

-

(95)

SILT, damp, grey

0.25

28

27

-

-

24

33

45

-

0.3

0.3

(100)

0.3

S3 0.36

0

0

31

36

36

32

55

11

Hyd

0.3

(90)

-

-T1

T2

S8

S7

S6

S5

S4

-

PREPARED By:

Rec

over

y (m

)



Dep

th (m

)

-

Fine

s

Cla

ssifi

catio

n

FILE No.

AD

DrillingDetails

Shell Road See Figure 2Highway 99 Transit LaneAs SurveyedSea to Sky Drilling Completed April 29, 2008




1

2

3

4

5

6

7

8

9

10

11

12

13

14

Wash Rotary

Sam

ple

Type

----

UFVLVR

TESTS



------

ACDST

W

She

arS

treng

th (k

Pa)

Method

ACP

San

d

SP

SP-SM

ML

wP

FILL

w

-

-

-

-

(5)

(10)

(100)

-

-

-

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

SP

-

Blo

wco

unt


Driller

IndexProperties

Gradation %


------

wLGra

vel

SAMPLE TYPE

Oth

er T

ests

Description


MQ, R, S

CDS

wL, wPw

-

(100)

-

-

-

-

-

-

SILT, firm, damp, grey

25.91m

-

-

-

-

-

-

22

-

wL

ML

SP

(100)

(100)

SAND,trace silt, compact to verydense, damp, grey (continued)

-(100)

-

-

-

-

-

-

-

-

0.3

- 31

23

-

-

29

0.56

S9

0.25

S10 0.3

0.25

Hyd

7

25

43

46

0.41

(100)

(100)

-T14

S13

S12

S11

wP


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

SHEET 2 of 3

Rec

over

y (m

)



Dep

th (m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29






PREPARED By:

Method Wash RotaryShell Road See Figure 2

----

UFVLVR

TESTS

Gradation %


------

MQ, R, S

CDS

wL, wPw

Driller

Oth

er T

ests

Description


SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

SAMPLE TYPE

w

FILE No.

AD

DrillingDetails

IndexProperties

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Fine

s

-

Becomes stiff

SILT, firm, damp, grey (continued)

-

-

-

-

40.0m-

-

-

6

-(100)

wL

ML

(95)


(100)

(100)

-

-

-

-

-

(100)

0.41

-

30

-

36

-

30S15

0.56

T16 0.56

0.41

10

Hyd

5

Hyd

- (5)

-

-

-

-

S19

T18

S17

wP


------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

SHEET 3 of 3

Rec

over

y (m

)



Dep

th (m

)

31

32

33

34

35

36

37

38

39

40

41

42

43

44






PREPARED By:

Method Wash RotaryShell Road See Figure 2

----

UFVLVR

TESTS

Gradation %


------

MQ, R, S

CDS

wL, wPw

Driller

Oth

er T

ests

Description


SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

SAMPLE TYPE

w

FILE No.

AD

DrillingDetails

IndexProperties

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Fine

s

-

14.2m

9.6m

0.1mACP

-

-

-

-

64

-

-

(15)

-

-

(100)

(100)

(100)

(100)

(100)

-

SAND (FILL),dense to very dense,damp, brown

-

-

-

-

-

-

SILT, some clay, trace organics,firm to stiff, damp, grey, mediumplasticity

ASPHALT CONCRETEPAVEMENT (100mm)

-

26

-

-

-

-

-

-

SAND, some silt, very dense,damp, grey

0.3

-

-

14

-

-

13

0.41

0.41

32

0.3

S1

0.3

0.38

0.25

13

6

Hyd

30

55

38

48

0.56

-

37

S8

S7

T6

S5

S4

S3

S2

Dep

th (m

)

Rec

over

y (m

)

V13101216

Cla

ssifi

catio

n


ACDST

W

Fine

s

PREPARED By:

FILE No.

AD

DrillingDetails

33

SHEAR STRENGTH kPa

Wash Rotary

Highway 99 Transit LaneAs SurveyedSea to Sky Drilling Completed May 1, 2008




Sam

ple

Type

MethodNorth Abutment See Figure 2

----

UFVLVR

TESTS



------

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ML-OL

wwPwL

Description

SM1

Oth

er T

ests

SP

ACP

(85)

(100)

(100)

-

-

-

-

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8


San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller


Gradation %

-

------

MQ, R, S

CDS

wL, wPw

SAMPLE TYPE

IndexProperties

-

-

-

SAND, trace silt, trace organics,dense, damp, grey

-

-

-

-

-

15.24m

-

-

-

63

-

Description


wwP

-

-

SP-SM

-

6

8

-

(15)

(100)

wL

0.3

S9

23

32

25

-

28

-

0.41S12

0.25

0.3

33

26

47

31

0.25

94

92

(100)

(85)

S10

S11

S13



------

ACDST

W

Cla

ssifi

catio

n

Oth

er T

ests

TESTS

Rec

over

y (m

)

V13101216

Sam

ple

Type




16

17

18

19

20

21

22

23

24

25

26

27

28

29

Method Wash RotaryNorth Abutment See Figure 2

----

UFVLVR

Dep

th (m

)


MQ, R, S

CDS

wL, wPw

SHEAR STRENGTH kPa

TEST HOLE No.

Driller

IndexProperties

Gradation %

Blo

wco

unt

------

She

arS

treng

th (k

Pa)

SAMPLE TYPE

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8


Fine

s

PREPARED By:

FILE No.

AD

SUMMARY LOG


DrillingDetails

San

d

Gra

vel

-

-

Clayey SILT, trace to some sand,firm to stiff, damp, grey, mediumplasticity


SAND, trace silt, trace organics,dense, damp, grey (continued)

- --

-

-

34.14m

32.92m

-

SP-SM

35

wwPwL

-SM1

-

(98)

(95)

(80)

(20)

-

-

-

ML0.41

S15

S14

36

36

38

37

-0.41S18

0.41

0.38

0.3

8

4

6

28

-

-

-

(2)

(5)

(20)

(80)

(100)

S16

S17


Rec

over

y (m

)



------

ACDST

W

Cla

ssifi

catio

n

Sam

ple

Type

Dep

th (m

)


31

32

33

34

35

36

37

38

39

40

41

42

43

44





SHEET 3 of 4


----

UFVLVR

TESTS

IndexProperties

Gradation %


------

MQ, R, S

CDS

wL, wPw


SUMMARY LOG

SAMPLE TYPE

Oth

er T

ests

Description

Fine

s

PREPARED By:

FILE No.

AD

Driller

TEST HOLE No.

San

d

Gra

vel

She

arS

treng

th (k

Pa)

Blo

wco

unt

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

DrillingDetails


Clayey SILT, trace to some sand,firm to stiff, damp, grey, mediumplasticity (continued)

-

2232

50.0m-

-

-

-

wwPwL

(20)

(80)

(80)

(100)

-

-

ML

Highway 99 Transit LaneAs SurveyedSea to Sky Drilling

0.41

0.41

9

18

SU

MM

AR

Y L

OG

BO

RE

HO

LE L

OG

S.G

PJ

BC

_MO

T.G

DT

06/

06/0

8

31

Completed May 1, 2008




9

S21


-

0.41

S20

S19

27

26

(20)

SHEAR STRENGTH kPa

Rec

over

y (m

)

AD

Cla

ssifi

catio

n


Dep

th (m

)

Fine

s

PREPARED By:V13101216

46

47

48

49

50


----

UFVLVR

Sam

ple

Type



------

ACDST

W

TESTSMechanical AnalysisTriaxial CompressionConsolidationDirect ShearLiquid, Plastic LimitsMoisture Content

------

MQ, R, S

CDS

wL, wPw

FILE No.SAMPLE TYPE

Oth

er T

ests

Description

Gra

vel

DrillingDetails

Gradation %

San

d

IndexProperties

She

arS

treng

th (k

Pa)

Blo

wco

unt


Driller

Maximum Depth = 39.80 meters Depth Increment = 0.05 meters

1 sensitive fine grained 2 organic material 3 clay

4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt

7 silty sand to sandy silt 8 sand to silty sand 9 sand

10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*)

Operator: Dynamic Drilling Inc. Sounding: CPT08 - 1 Cone ID: HT904 10 Ton

Date: April 2, 2008 Site: Highway No 99 Upgrade at

Shell Road, RichmondM.O.T.H.

0

5

10

15

20

25

0 100 200 300 400 500

TIP RESISTANCEqt (Bar)

Dep

th (m

)

0 1 2 3 4 5

SLEEVE FRICTION (Bar)

0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)

0 12Robertson et al, 1986Soil Behavior Type*

bill

SAND

bill

SAND - S. SAND

Home

Operator: Dynamic Drilling Inc. Sounding: 282CPT1 Cone Used: HT674 10 \ton CPT Date/Time: Dec 10/02 10:13 Location: 15176 48 Ave Sry Job Number: 282 Maximum Depth = 16.00 meters Depth Increment = 0.05 meters Tip Resistance Qt (MN/m^2) 16.0 0.0 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 Depth (m) Local Friction Fs (kN/m^2) 140.0 0.0 Pore Pressure Pw (kPa) 160.0 -20.0 Friction Ratio Fs/Qt (%) 4.0 0.0 Soil Behavior Type* Robertson, 1986 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 12.0 0.0 Sand - S. Sand Sand - S. Sand Sand - S. Sand Sand Sand - S. Sand Sand - S. Sand Sens F. Grain Sens F. Grain

bill

DRILLED OUT

bill

CLAY

bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

Bill

SENS FINE GRAIN

bill

SAND

bill

SAND

bill

SAND - S. SAND









25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


Home


bill

S. SILT - C. SILT

bill

C. SILT - SILTY CLAY

bill

SAND









0

5

10

15

20

25

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND

bill

SAND - S. SAND

Home


bill

DRILLED OUT

bill

GRAVELLY SAND - SAND

bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

bill

S. SILT - C. SILT

bill


bill

SAND

bill

SAND

bill

SAND - S. SAND









25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


Home


bill

S. SILT - C. SILT

bill

S. SILT - C. SILT

bill










0

5

10

15

20

25

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND

bill

SAND - S. SAND

Home


bill

DRILLED OUT

bill

SILTY CLAY - CLAY

bill

CLAY

bill


bill


bill

SAND

bill

SAND

bill

SAND - S. SAND

bill

DRILLED OUT

bill










25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND - S. SAND

Home


bill

S. SILT - C. SILT

bill


bill

SAND







Date: March 31, 2008 Site: Highway No 99 Upgrade at


0

5

10

15

20

25

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND

bill

SAND - S. SAND

Home


bill

DRILLED OUT

bill

SILTY CLAY - CLAY

bill


bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

bill


bill


bill

SAND

bill

SAND

bill

DRILLED OUT

bill

SAND







Date: March 31, 2008 Site: Highway No 99 Upgrade at


25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND - S. SAND

Home


bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

bill

S. SILT - C. SILT

bill

S. SILT - C. SILT

bill


bill

SAND

bill

SAND - S. SAND









0

5

10

15

20

25

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND - S. SAND

Home


bill

DRILLED OUT

bill

SILTY CLAY - CLAY

bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

bill

S. SILT - C. SILT

bill

SAND

bill

SAND

bill

SAND - S. SAND

bill

S. SAND - S. SILT









25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


Home


bill

S. SILT - C. SILT

bill


bill

SAND









0

5

10

15

20

25

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


0

5

10

15

20

25

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


bill

SAND

bill

SAND - S. SAND

bill

SAND - S. SAND

Home


bill

DRILLED OUT

bill

CLAY

bill

S. SAND - S. SILT

bill

S. SAND - S. SILT

bill

S. SILT - C. SILT

bill

SAND









25

30

35

40

45

50

0 100 200 300 400 500


Dep

th (m

)

0 1 2 3 4 5


25

30

35

40

45

50

0 1 2 3 4 5

FRICTION RATIO (%)

-10 20 50 80 110 140

U2 Pp (Meter)


Home


bill

S. SILT - C. SILT

bill


bill

SAND

V13101216


APPENDIX APPENDIX B GENERAL CONDITIONS

GEOTECHNICAL REPORT – GENERAL CONDITIONS

This report incorporates and is subject to these “General Conditions”.

1.0 USE OF REPORT AND OWNERSHIP

This geotechnical report pertains to a specific site, a specific development and a specific scope of work. It is not applicable to any other sites nor should it be relied upon for types of development other than that to which it refers. Any variation from the site or development would necessitate a supplementary geotechnical assessment.

This report and the recommendations contained in it are intended for the sole use of EBA’s client. EBA does not accept any responsibility for the accuracy of any of the data, the analyses or the recommendations contained or referenced in the report when the report is used or relied upon by any party other than EBA’s client unless otherwise authorized in writing by EBA. Any unauthorized use of the report is at the sole risk of the user. This report is subject to copyright and shall not be reproduced either wholly or in part without the prior, written permission of EBA. Additional copies of the report, if required, may be obtained upon request.

2.0 NATURE AND EXACTNESS OF SOIL AND ROCK DESCRIPTIONS

Classification and identification of soils and rocks are based upon commonly accepted systems and methods employed in professional geotechnical practice. This report contains descriptions of the systems and methods used. Where deviations from the system or method prevail, they are specifically mentioned.

Classification and identification of geological units are judgmental in nature as to both type and condition. EBA does not warrant conditions represented herein as exact, but infers accuracy only to the extent that is common in practice.

Where subsurface conditions encountered during development are different from those described in this report, qualified geotechnical personnel should revisit the site and review recommendations in light of the actual conditions encountered.

3.0 LOGS OF TESTHOLES

The testhole logs are a compilation of conditions and classification of soils and rocks as obtained from field observations and laboratory testing of selected samples. Soil and rock zones have been interpreted. Change from one geological zone to the other, indicated on the logs as a distinct line, can be, in fact, transitional. The extent of transition is interpretive. Any circumstance which requires precise definition of soil or rock zone transition elevations may require further investigation and review.

4.0 STRATIGRAPHIC AND GEOLOGICAL INFORMATION

The stratigraphic and geological information indicated on drawings contained in this report are inferred from logs of test holes and/or soil/rock exposures. Stratigraphy is known only at the locations of the test hole or exposure. Actual geology and stratigraphy between test holes and/or exposures may vary from that shown on these drawings. Natural variations in geological conditions are inherent and are a function of the historic environment. EBA does not represent the conditions illustrated as exact but recognizes that variations will exist. Where knowledge of more precise locations of geological units is necessary, additional investigation and review may be necessary.

5.0 SURFACE WATER AND GROUNDWATER CONDITIONS

Surface and groundwater conditions mentioned in this report are those observed at the times recorded in the report. These conditions vary with geological detail between observation sites; annual, seasonal and special meteorologic conditions; and with development activity. Interpretation of water conditions from observations and records is judgmental and constitutes an evaluation of circumstances as influenced by geology, meteorology and development activity. Deviations from these observations may occur during the course of development activities.

6.0 PROTECTION OF EXPOSED GROUND

Excavation and construction operations expose geological materials to climatic elements (freeze/thaw, wet/dry) and/or mechanical disturbance which can cause severe deterioration. Unless otherwise specifically indicated in this report, the walls and floors of excavations must be protected from the elements, particularly moisture, desiccation, frost action and construction traffic.

7.0 SUPPORT OF ADJACENT GROUND AND STRUCTURES

Unless otherwise specifically advised, support of ground and structures adjacent to the anticipated construction and preservation of adjacent ground and structures from the adverse impact of construction activity is required.

T&C-Geotechnical.doc

Geotechnical Report General Conditions

2

8.0 INFLUENCE OF CONSTRUCTION ACTIVITY

There is a direct correlation between construction activity and structural performance of adjacent buildings and other installations. The influence of all anticipated construction activities should be considered by the contractor, owner, architect and prime engineer in consultation with a geotechnical engineer when the final design and construction techniques are known.

9.0 OBSERVATIONS DURING CONSTRUCTION

Because of the nature of geological deposits, the judgmental nature of geotechnical engineering, as well as the potential of adverse circumstances arising from construction activity, observations during site preparation, excavation and construction should be carried out by a geotechnical engineer. These observations may then serve as the basis for confirmation and/or alteration of geotechnical recommendations or design guidelines presented herein.

10.0 DRAINAGE SYSTEMS

Where temporary or permanent drainage systems are installed within or around a structure, the systems which will be installed must protect the structure from loss of ground due to internal erosion and must be designed so as to assure continued performance of the drains. Specific design detail of such systems should be developed or reviewed by the geotechnical engineer. Unless otherwise specified, it is a condition of this report that effective temporary and permanent drainage systems are required and that they must be considered in relation to project purpose and function.

11.0 BEARING CAPACITY

Design bearing capacities, loads and allowable stresses quoted in this report relate to a specific soil or rock type and condition. Construction activity and environmental circumstances can materially change the condition of soil or rock. The elevation at which a soil or rock type occurs is variable. It is a requirement of this report that structural elements be founded in and/or upon geological materials of the type and in the condition assumed. Sufficient observations should be made by qualified geotechnical personnel during construction to assure that the soil and/or rock conditions assumed in this report in fact exist at the site.

12.0 SAMPLES

EBA will retain all soil and rock samples for 30 days after this report is issued. Further storage or transfer of samples can be made at the client’s expense upon written request, otherwise samples will be discarded.

13.0 STANDARD OF CARE

Services performed by EBA for this report have been conducted in a manner consistent with the level of skill ordinarily exercised by members of the profession currently practising under similar conditions in the jurisdiction in which the services are provided. Engineering judgement has been applied in developing the conclusions and/or recommendations provided in this report. No warranty or guarantee, express or implied, is made concerning the test results, comments, recommendations, or any other portion of this report.

14.0 ENVIRONMENTAL AND REGULATORY ISSUES

Unless stipulated in the report, EBA has not been retained to investigate, address or consider and has not investigated, addressed or considered any environmental or regulatory issues associated with development on the subject site.

15.0 ALTERNATE REPORT FORMAT

Where EBA submits both electronic file and hard copy versions of reports, drawings and other project-related documents and deliverables (collectively termed EBA’s instruments of professional service), the Client agrees that only the signed and sealed hard copy versions shall be considered final and legally binding. The hard copy versions submitted by EBA shall be the original documents for record and working purposes, and, in the event of a dispute or discrepancies, the hard copy versions shall govern over the electronic versions. Furthermore, the Client agrees and waives all future right of dispute that the original hard copy signed version archived by EBA shall be deemed to be the overall original for the Project.

The Client agrees that both electronic file and hard copy versions of EBA’s instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except EBA. The Client warrants that EBA’s instruments of professional service will be used only and exactly as submitted by EBA.

The Client recognizes and agrees that electronic files submitted by EBA have been prepared and submitted using specific software and hardware systems. EBA makes no representation about the compatibility of these files with the Client’s current or future software and hardware systems.

T&C-Geotechnical.doc

Documents

SNC-Lavalin Inc. ISSUED FOR USE HIGHWAY 99 FINAL DETAILED … · 2016. 4. 21. · A 10 ton cone (Identification No. HT904) was used for all CPT’s. The four deep mud rotary testholes