GEOTECHNICAL INVESTIGATION. 20th Street Connection, Vernon, BC

Transcription

1 4 August 2016 GEOTECHNICAL INVESTIGATION 20th Street Connection, Vernon, BC Submitted to: Ministry of Transportation and Infrastructure 447 Columbia Street Kamloops, BC V2C 2T3 Attention: Tom Kneale, PEng REPORT Report Number: R-Rev Distribution: 1 Copy - Ministry of Transportation and Infrastructure 1 Copy - Golder Associates Ltd.

2 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Table of Contents 1.0 INTRODUCTION BACKGROUND INFORMATION Site Setting Proposed 20th Street Connection Pedestrian Bridge Investigation (2008) SCOPE OF WORK FIELD INVESTIGATION LABORATORY TESTING SUBSURFACE CONDITIONS Soil Conditions Groundwater Conditions DISCUSSION AND RECOMMENDATIONS Site Suitability Settlement Analysis Methodology Results Ground Improvement Preload Preload Construction Instrumentation and Monitoring Earthworks Site Preparation Excavation and Dewatering Embankment Construction Embankment Side Slopes BX Creek Crossing Foundation Design Construction Considerations August 2016 Report No R-Rev i

3 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 7.5 Pavements Pavement Structure Pavement Construction GEOTECHNICAL INSPECTION AND TESTING CLOSURE TABLES Table 1: Borehole Details... 4 Table 2: Laboratory Testing Program... 5 Table 3: Generalized Soil Profile... 7 Table 4: Groundwater Depth Observations... 9 Table 5: Soil Model and Parameters used in Settlement Analysis Table 8: Proposed Pavement Design FIGURES Figure 1: Site Plan APPENDICES APPENDIX A Important Information and Limitations of This Report APPENDIX B Record of Borehole Summary Sheets APPENDIX C Laboratory Test Reports APPENDIX D CPT Plots (2008) 4 August 2016 Report No R-Rev ii

4 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 1.0 INTRODUCTION Golder Associates Ltd. (Golder) was requested by the Ministry of Transportation and Infrastructure (MoTI) to undertake a geotechnical investigation for the proposed 20th Street Connection Project in Vernon, BC. The project forms part of the Stickle Road Intersection Improvements and will connect 20th Street, Vernon with the highway frontage road near the intersection of Stickle Road and Highway 97. The current investigation was undertaken to assess the existing subsurface soil and groundwater conditions along the proposed alignment and, based on our interpretation of this information, to provide comments and recommendations pertaining to the geotechnical aspects of design and construction of the proposed Project. This report should be read in conjunction with Important Information and Limitations of This Report which is included in Appendix A. The reader s attention is specifically drawn to this information, as it is essential for the proper use and interpretation of this report. 2.0 BACKGROUND INFORMATION 2.1 Site Setting The 20th Street Connection will extend for approximately 390 m over predominantly undeveloped land between 20th Street and the highway frontage road off Stickle Road as shown in Figure 1. The project site is approximately 3 kilometres (km) north of the Vernon town centre at approximate UTM coordinates (Zone 11) of me, mn. The alignment crosses a small creek, BX Creek, approximately 110 metres (m) northeast of the 20th Street cul-de-sac. The creek is approximately 5 to 7 m wide at the proposed crossing location. At the time of the current investigation, the creek was flowing and had a water depth of about 0.3 to 0.5 m. The southern 110 m of the alignment is located on the western side of BX Creek. Within this area, the ground is relatively flat and conditions appear consistent with a low-lying marshy environment. Ponded surface water was noted at the southern end of the alignment near 20th Street. The remainder of the alignment is located on the eastern side of BX Creek. Within 20 m of BX Creek, the ground is flat, marshy, and generally saturated. Further from the creek, the ground is drier and ground levels show a gradual rise towards the northern end of the alignment. Vegetation along the alignment is generally comprises assorted grasses with larger trees limited to the immediate vicinity of BX Creek. The general topography in the area of the project site is outlined on Topographic Map 082L024 published by GeoBC which shows ground levels dipping relatively gently to the northwest towards Swan Lake. The area surrounding the lake, including the project site, is mapped by the Geological Survey of Canada in Open File 4375 as being underlain by unconsolidated Quaternary sediments. 4 August 2016 Report No R-Rev

5 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 2.2 Proposed 20th Street Connection MoTI provided Golder with Functional Design drawings 1 for the project. Subsequent to the issue of these drawings, the design for the BX Creek crossing structure was modified, which also required changes to the final road profile. MoTI has provided Golder with preliminary design drawings 2 for the revised crossing structure and road profile. The provided drawings show the 20th Street Connection comprising a 390 m long section of new roadway connecting the northern end of 20th Street (STA ) with the southern end of the highway frontage road (STA ). We understand that the road will initially be single lane, allowing only one-way traffic in a southbound direction, but that the development could allow for two-way traffic in the future. The design drawings show that the final road level will be approximately m at the southern end and at the northern end to match the existing roadways at either end of the alignment. To achieve these levels, the drawings show most of the alignment will be constructed on a fill embankment. The preliminary road profile drawing shows that the approximate finished grade (top of pavement) varies along the alignment as follows: Between STA and : Finished grade is approximately 3.0 to 4.0 m above original ground level. Between STA and : Finished grade reduces from approximately 3.0 m above original ground level to about 0.0 m (i.e. matching the existing ground level) at the northern end of the alignment. In areas with little or no embankment fill (north of about ), the plans show some cut will be required to facilitate construction of the pavement structure and road-side drainage ditches. The proposed alignment crosses BX Creek at STA We understand that MoTI is considering installing a pipe arch culvert at this crossing. The preliminary design drawings show a 42 m long SPCSP 3 pipe arch culvert with a span of 6250 mm and a rise of 3910 mm. MoTI have advised that ownership of the road will be passed on to the City of Vernon once construction has been completed. Therefore, the road is being designed in accordance with City of Vernon standards. We understand that the road cross section will reference Drawing No (Minor Collector) within City of Vernon Bylaw Number Pedestrian Bridge Investigation (2008) In 2008, Golder undertook a geotechnical investigation for a pedestrian bridge located in the general vicinity of the current project site. The pedestrian bridge crosses BX Creek approximately 90 m downstream of the proposed road crossing and, at its closest, is approximately 40 m from the proposed road alignment. The geotechnical investigation was conducted for the City of Vernon. 1 Functional Design Drawings R to 105, R to 206, R to 306, R to 405, R to 605 and R to 705, dated 11 May For Discussion Only Drawings R , R , R , R and R , dated 27 July Structural Plate Corrugated Steel Pipe 4 August 2016 Report No R-Rev

6 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC During the investigation, one cone penetration test (CPT) was advanced on each side of BX Creek. The approximate CPT locations are shown in Figure 1. The CPTs, designated CPT08-1 and CPT08-2, were advanced to depths of 23.6 m and 15.6 m, respectively. The findings of the investigation were presented in Golder report no (1000), dated 23 October We understand that MoTI has obtained permission from the City of Vernon for Golder to use the information gathered during this previous investigation in the preparation of this report. 3.0 SCOPE OF WORK The scope of work for the investigation was presented in Golder Proposal No WP-Rev0-4004, dated 4 February The proposed scope of work was authorized by Tom Kneale of MoTI on 9 February The scope of work included the following: Undertake a field investigation comprising drilling of boreholes to collect information on the subsurface soil and groundwater conditions along the proposed road alignment (refer to Section 4.0). Conduct laboratory testing on representative soil samples (refer to Section 5.0 for details). Undertake geotechnical engineering assessment, based on the findings of the field investigation and laboratory testing. The engineering assessment undertaken for the current investigation included assessing the suitability of the site for the proposed roadway; determining whether pre-foundation treatment (ground improvement) of the site is required; development of recommendations for site preparation including stripping depths, embankment fill material types as well as placement and compaction specifications; assessing suitable foundation types for the BX Creek crossing structure; and development of recommendations for roadway pavement structures. Prepare a report (this document) presenting the factual results of the field investigation and laboratory testing along with comments and recommendations pertaining to the geotechnical aspects of design and construction of the proposed roadway. It should be noted that the scope of this report is limited to the geotechnical investigation for the proposed 20th Street Connection Project. It does not include any investigations, analytical testing or assessments of possible soil and groundwater contamination, archaeological or biological considerations or sediment control measures. 4 August 2016 Report No R-Rev

7 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 4.0 FIELD INVESTIGATION Golder undertook a field investigation to assess the subsurface soil and groundwater conditions along the project alignment. The field investigation was carried out between 22 February and 26 February 2016, and comprised the drilling of: three boreholes (BH16-02, BH16-02A and BH16-03) adjacent to BX Creek at the proposed crossing location; and four boreholes (AH16-01, AH16-04, AH16-05 and AH16-06) spaced out along the remainder of the proposed road alignment. The approximate borehole locations are shown in Figure 1. Details on the final depths and locations of the boreholes are provided in Table 1. In this table we have reported the UTM zone 11 coordinates obtained from a hand-held GPS. We were provided the surveyed coordinates; however, they were provided in local project coordinates without a conversion, and as such we have not reported them here. Table 1: Borehole Details Borehole ID Depth (m) Easting (m) Location 1 Northing (m) AH BH BH16-02A BH AH AH AH Borehole locations surveyed using hand-held GPS The boreholes (with the exception of AH16-01) were advanced using track-mounted drill rigs owned and operated by Geotech Drilling Ltd. Boreholes BH16-02, BH16-02A and BH16-03 were advanced using a Fraste XL drill rig and mud rotary drilling techniques. Standard Penetration Tests (SPT) were conducted at selected depth intervals to assess the relative density and/or consistency of the soil and to collect disturbed soil samples. Thin-walled Shelby tubes were used to collect relatively undisturbed samples of fine grained soil. Boreholes BH16-02 and BH16-03 were initially planned to extend to a target depth of 30 m. However, both of these boreholes encountered artesian groundwater conditions before the target depth was reached. To avoid the potential for uncontrolled artesian groundwater flow (refer to Section 6.2), it was decided to terminate the boreholes rather than to continue to the target depth. Borehole BH16-02A was advanced approximately one metre north of BH16-02 to gather additional Shelby tube samples of the fine grained soils. 4 August 2016 Report No R-Rev

8 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC The remaining boreholes were advanced using auger drilling techniques. Boreholes AH16-04, AH16-05 and AH16-06 were drilled using a Fraste MDML drill rig and solid stem auger equipment. SPTs were conducted at selected depth intervals to assess the relative density and/or consistency of the soil and to collect disturbed soil samples. Borehole AH16-01 was advanced using a hand auger due to access and potential site disturbance limitations. Sampling from borehole AH16-01 was limited to collection of the recovered soil cuttings. The field investigation was carried out under the full-time supervision of a member of Golder s geotechnical engineering staff who selected the test locations, logged the soils encountered in the boreholes and collected representative samples. An environmental monitor and First Nations monitor were also present during the field investigation. Detailed descriptions of the subsurface conditions encountered in the boreholes are presented on the attached Record of Borehole summary sheets in Appendix B. 5.0 LABORATORY TESTING Laboratory testing was undertaken on representative soil samples collected during the field investigation. Selected samples underwent testing for moisture content, Atterberg limits, and consolidation characteristics at Golder s Kelowna laboratory. Laboratory vane shear tests were also conducted on four of the Shelby tube samples. Details of the laboratory testing program are summarized in Table 2. The laboratory test reports are provided in Appendix C. The results of the laboratory testing are also included on the Record of Borehole summary sheets in Appendix B. Table 2: Laboratory Testing Program Laboratory Test Testing Standard No. of Tests Conducted Water Content ASTM D Atterberg Limits ASTM D Consolidation Test (with rebound) ASTM D Laboratory Vane Shear ASTM D August 2016 Report No R-Rev

9 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 6.0 SUBSURFACE CONDITIONS The soil descriptions in this report are based on commonly accepted methods of classification and identification employed in geotechnical practice in accordance to the Soil Classification System chart included in Appendix B following the Record of Borehole summary sheets. Classification and identification of soil involves judgment and Golder does not guarantee descriptions as exact, but infers accuracy to the extent that is common in current geotechnical practice. The CPT data collected during the Pedestrian Bridge Investigation (refer Section 2.3) has been used alongside the borehole information in our assessment of subsurface conditions. CPT-based soil descriptions are based on the soil behaviour type (SBT), and should not be inferred to represent an exact soil classification based on gradation and/or plasticity. Assessment of SBT was conducted in the 2008 reporting using the Robertson (1990) 4 method of classification. Plots of the CPT data are included in Appendix D. The soil boundaries indicated on the Record of Borehole and CPT data sheets typically represent a transition from one soil type to another and are not intended to define an exact plane of geological change. Furthermore, the subsurface conditions were established at the specific test hole locations and were observed to vary with depth at each location. Similar or greater variations should be expected between and/or beyond the test hole locations at the site. The following is an outline of the subsurface conditions encountered at the borehole and CPT locations. More detailed soil descriptions are presented in the attached Record of Borehole and CPT data sheets in Appendix B and Appendix D, respectively. 6.1 Soil Conditions Soil conditions were relatively consistent along the road alignment, although some variation was noted in the top few metres. In general, the roadway alignment is underlain by a thin layer of topsoil followed by a variable thickness of very loose or very soft sand, silt and clay. These soils are underlain by thick deposits of high plasticity clay that are firm to stiff near the surface but become soft with depth. The clay is separated into two layers by a thin sand and gravel layer. The thick clay deposits are underlain by interbedded sand, silt and clay that extends beyond the maximum depth reached in the investigations. For discussion purposes, the above soils have been grouped into six soil units based on the observed and inferred physical properties and laboratory test results. A typical soil profile (in order of increasing depth below ground surface) for the site is presented in Table 3. It should be noted that variations to the generalized soil profile presented below do occur and that the individual borehole and CPT records should be consulted for information on ground conditions at a particular location. 4 Robertson, P.K., Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27(1): August 2016 Report No R-Rev

10 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Table 3: Generalized Soil Profile Soil Unit Unit Thickness (m) Soil Types Topsoil 0.1 to 0.3 Topsoil, contains organics Very Loose / Soft Deposits 0.0* to 3.2 Clayey sand, silty sand, silt and silty clay: very soft or very loose Upper Clay 10.2 to 12.2 Clay: stiff becoming soft Sand and Gravel 0.3 to 0.8 Sand and gravel: compact Lower Clay 8.0 Clay to silty clay: soft Interbedded Sand, Silt and Clay * Not encountered at some borehole locations unknown Sand, silty sand, sandy silt, clayey silt, silty clay: soft to firm or compact Topsoil Topsoil was encountered at all borehole locations and ranged in thickness from 0.1 m and 0.3 m. Very Loose / Soft Deposits A layer of loose and soft soils was encountered below the topsoil in boreholes AH16-01, BH16-02, BH16-02A and AH The unit was not encountered in boreholes located at the northern end of the alignment (AH16-05 and AH16-06). Where encountered, these soils extended to depths of between 1.7 and 3.2 m. The composition of the Very Loose / Soft deposits varied between each borehole. Soil types encountered included clayey sand, silty sand, silt and silty clay. SPTs conducted within this layer returned N values of between 1 and 4, indicating the soil is in a very loose to loose or very soft to soft state. Upper Clay A thick clay layer was encountered below the Topsoil layer and Very Loose / Soft Deposits (where present). This clay layer has been separated into Upper Clay and Lower Clay units, which are separated by a relatively thin layer of sand and gravel. The Upper Clay unit was encountered in all boreholes drilled during the current investigation, as well as the CPTs advanced during the Pedestrian Bridge Investigation. However, only borehole BH16-02 and the CPTs intersected the base of the layer, which was encountered at depths of between 11.6 and 12.5 m. Field testing conducted within the Upper Clay unit indicates that it is generally firm to stiff at the top of the layer, becoming soft below a depth of about 8.0 m. Vane shear tests conducted on samples of the clay returned shear strengths of between 42.3 kpa and 99.7 kpa above 8.0 m depth and between 13.6 and 18.9 kpa below 8.0 m depth. Consolidation testing indicates that the firm to stiff clay is heavily over-consolidated (OCR of 3.1) and the soft clay is normally consolidated to slightly over-consolidated (OCR of 1.2). Further details are provided on the laboratory test reports provided in Appendix C. 4 August 2016 Report No R-Rev

11 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Atterberg limit testing conducted on samples of the Upper Clay returned liquid limits of between 61 and 86 percent and plasticity indexes of between 40 and 58 percent, indicating a clay of high plasticity (CH). Borehole BH16-02 encountered artesian flow at a depth of 4.9 m while drilling within the Upper Clay unit (refer to Section 6.2). This indicates that thin high permeability sand/gravel layers may be interbedded with the clay which are acting as artesian aquifers. Sand and Gravel A layer of sand and gravel was encountered between the Upper Clay and Lower Clay units. Borehole BH16-02 encountered the Sand and Gravel unit at a depth of 12.5 m. The Pedestrian Bridge CPTs also intersected this unit at a depth of 12.2 m in CPT08-01 and 11.6 m in CPT The thickness of the unit at the CPT locations was estimated to be approximately 0.8 m and 0.3 m, respectively. No testing was conducted within the Sand and Gravel unit in borehole BH However, based on the CPT data, the unit is inferred to be in a compact state. This unit is suspected to be an artesian aquifer based on water return information from the boring. Further details are provided in Section 6.2. Lower Clay The Lower Clay unit was not encountered during the current investigation, but is inferred to be present below the Sand and Gravel unit based on the CPT testing undertaken for the pedestrian bridge. The Lower Clay unit was encountered between 13.0 m and 21.0 m in CPT08-01 and below 11.8 m in CPT The CPT soil behaviour type indicates that the Lower Clay unit comprises clay to silty clay. The CPT tip resistance recorded in this layer is similar to that recorded near the base of the Upper Clay unit. Therefore, we have inferred the Lower Clay unit to have a soft consistency, with shear strength and consolidation properties similar to those recorded near the base of the Upper Clay unit. Interbedded Sand, Silt and Clay The Interbedded Sand, Silt and Clay unit was encountered below the Lower Clay unit in CPT The unit was encountered at a depth of 21 m and extended beyond the final depth of the CPT (23.6m). The CPT soil behaviour type indicates that this unit comprises interbedded layers of sandy, silty and clayey soils. The layers are inferred to be in a soft to firm or compact state. 4 August 2016 Report No R-Rev

12 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 6.2 Groundwater Conditions Groundwater was encountered at or near the ground surface from the end of 20th Street to approximately 20 m east of BX Creek. Further east of BX Creek, groundwater depths appear to increase as the ground elevation increases away from the creek. The measured groundwater depths are summarized in Table 4. The Sand and Gravel unit between the Upper and Lower clay units is suspected to be an artesian aquifer. Borehole BH16-03 intersected the Sand and Gravel unit at a depth of 13.1 m. Upon intersecting the unit, groundwater was observed to flow from the top of the borehole casing. The hydrostatic groundwater head for the Sand and Gravel unit was measured to be approximately 3.4 m above the ground surface. Borehole BH16-02 was not drilled deep enough to intersect the Sand and Gravel unit. However, groundwater discharged at the surface when the borehole reached a depth of 4.9m. Groundwater flowed for approximately 35 minutes before the level started to drop. This may indicate that there are other discontinuous pressurized thin layers, shallower than the Sand and Gravel unit, which are acting as artesian aquifers. Note that the artesian conditions are generally not evident at the ground surface because the overlying Upper Clay Unit acts as a low-permeability confining layer. Table 4: Groundwater Depth Observations Borehole ID Approximate Depth to Groundwater (m) Date Observed AH February 26, 2016 BH February 25/26, 2016 BH16-02A 0.0 February 26, 2016 BH February 23, 2016 AH February 22, 2016 AH February 22, 2016 AH February 22, August 2016 Report No R-Rev

13 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 7.0 DISCUSSION AND RECOMMENDATIONS The following provides our geotechnical comments and recommendations as input to the design process. Site preparation notes, final grades, and pavement design details on the final construction drawings should be reviewed to determine that they are consistent with the recommendations given herein. The suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities. MoTI have advised that the road is being designed and constructed in accordance with City of Vernon standards. The City of Vernon s standards and specifications for the design and construction of roadways are included in Schedule B of Bylaw No. 3843, entitled Regulations, Standards and Specifications for the Design and Construction of Highways. Any references to Schedule B in the discussion that follows refer to Schedule B within City of Vernon Bylaw No Site Suitability The findings of the investigation indicate that the road alignment is underlain by thick deposits of high plasticity clayey soils that are firm to stiff near the surface but become soft at depth. Settlement analysis (Section 7.1.1) indicates that significant settlement will occur following construction of the road embankment, potentially resulting in serviceability issues and requiring remedial works to be undertaken. As such, ground improvement in the form of preloading is recommended to mitigate the anticipated settlement issues. In Golder s opinion, the site can be sufficiently improved to become geotechnically suitable for the proposed roadway. Comments and recommendations pertaining to ground improvement, site preparation and pavement design are provided herein and should be incorporated in the project development and design. It should be noted that a bridge structure was originally considered for this site. However, due to the anticipated settlement issue together with the artesian conditions limiting the use of pile foundations it was identified that the most feasible option was to utilize a culvert for the BX Creek crossing. As such this report will consider the use of embankment fill and a culvert section to cross BX Creek Settlement Analysis Methodology A settlement analysis was carried out to estimate the settlement that would be induced by the additional loading from the embankment fill and pavement materials. The settlement analysis was carried out using the software Settle3D produced by RocScience. 4 August 2016 Report No R-Rev

14 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC The revised road profile drawing provided by MoTI indicates that the final road surface will generally be between about 3 m and 4 m above the existing ground surface. Therefore, we have analyzed two embankment geometries in Settle3D: a 4-m high embankment with 2H:1V side slopes; and a 3-m high embankment with 2H:1V side slopes. For both cases, we have assumed a unit weight of 20 kn/m 3 for the embankment fill and pavement materials. The soil conditions underlying the embankment were modelled based on information gathered from the current field investigation and laboratory testing as well as information from the Pedestrian Bridge Investigation. Two soil models were adopted for the analysis, Model A and Model B, with the only difference being that Model B includes the Very Loose / Soft Deposits unit, while Model A does not. A breakdown of the soil models used in the analysis, as well as the parameters adopted for each soil layer, are shown in Table 5. The settlement analysis was initially undertaken for 3.0-m and 4.0-m high embankments with no surcharge. This was followed by analysis using additional soil surcharges of 2 m, 3 m, 3.5 m and 4 m (above top of final design elevation) to assess the effect on the time required for the settlement to occur. Table 5: Soil Model and Parameters used in Settlement Analysis Soil Unit Very Loose / Soft Deposits Upper Clay (firm to stiff) Upper Clay (soft) Sand and Gravel Top Depth (m) Model A Bottom Depth (m) Top Depth (m) Model B Bottom Depth (m) γ kn/m 3 E MPa Soil Parameters Cc Cr Cv cm 2 /s Lower Clay Interbedded Sand, Silt and Clay γ Unit weight E Young s (Elastic) modulus C c Compression index C r Re-compression index C v Coefficient of consolidation e 0 Initial void ratio OCR Overconsolidation ratio e0 OCR 4 August 2016 Report No R-Rev

15 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Results The results of the settlement analyses are presented in Table 6. The results show that the roadway is expected to settle approximately 500 mm under a 3-m high embankment and approximately 700 mm under a 4-m high embankment. The majority of this settlement (95%) is expected to occur within about 3,500 to 3,800 days of embankment construction for a 3-m high embankment and within about 3,100 to 3,500 days for a 4-m high embankment. The duration can be reduced by placing additional surcharge (above top of final design elevation) as shown in Table 6. The Lower Clay unit and the soft clay within the Upper Clay unit have a relatively low coefficient of consolidation. As a result, consolidation of these layers will occur relatively slowly. The results of the settlement analyses indicate that these layers will continue slowly consolidating for many years after the surcharge has been removed and the road constructed. Over a 10-year period (after construction), we estimate that this consolidation will result in an additional 100 to 150 mm of settlement for a 3-m high embankment and an additional 150 to 200 mm for a 4-m high embankment. The amount of post-construction consolidation settlement can be reduced by applying the surcharge for a longer period of time. It should be noted that settlement estimates using consolidation test data often over-predict the time required for settlement to occur, as they don t account for the effect of soil structure such as fissures or sand layers/seams. Conversely, the models also tend to overestimate drainage rates when artesian conditions are present. As such it is possible that the consolidation time estimate has a large range of error, both plus and minus the estimated time. Because this error is largely due to unknown conditions, the magnitude of the error is not possible to predict with reasonable accuracy. Table 6: Settlement Analyses Results Soil Model Embankment Height (m)* Estimated Settlement under Embankment (mm) No surcharge Time for 95% settlement (days) +2m Surcharge +3m Surcharge +3.5m Surcharge +4m Surcharge Model A Model B * Includes pavement layers Ground Improvement The settlement estimates indicate that long-term settlements in excess of 500 mm could be induced by the weight of the road embankment and pavement materials. To improve soil conditions, and to reduce post-construction consolidation settlements, we recommend that the proposed road alignment be pre-loaded prior to construction. Preloading involves placing a load on top of the ground in advance of construction to promote compression and consolidation of the underlying soils. 4 August 2016 Report No R-Rev

16 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Based on the results of the settlement analysis, a preload with 2-m surcharge (above top of final design elevation) will achieve the settlement target between 400 (Model B) and 440 (Model A) days of surcharge application for a 3-m high embankment and between 510 (Model B) and 600 (Model A) days for a 4-m high embankment. For the 4-m high embankment, increasing the surcharge to 3 m reduces the estimated duration to 370 (Model B) and 430 (Model A) days. We have provided alternate surcharge options in Table 6 in order to show the potential reduction in time, should this be required by the project schedule. Please note that this time period is an estimate and that variations in ground and groundwater conditions can impact the actual duration of the preload period. The actual preload period termination will be confirmed by an analysis of the preload monitoring data by the geotechnical engineer. We do not recommend that wick drains be installed to reduce the time required for the preload. The wick drains could potentially intersect the artesian aquifer(s) that were encountered below the project alignment. This would create a flow path between the artesian aquifer and the ground surface, resulting in groundwater release at the surface that could prove environmentally harmful and difficult to contain and remediate. Alternate methods to mitigate the potential for settlement include ground improvement via deep soil mixing or stone columns or by adopting a piled foundation. However, due to the presence of artesian groundwater conditions, we do not recommend these methods be adopted. 7.2 Preload Preload Construction The findings from the settlement analyses indicate that, where the final design elevation is less than 0.75 m above the current ground level, settlement (without preload) will be less than 100 mm. Based on the revised road profile drawing provided, this is applicable for the section of the road alignment north of STA Therefore, provided that 100 mm of settlement is tolerable, the preload is only required south of STA This should be confirmed at the time of preload construction. We recommend that the crest of the preload extend horizontally at least 3 m beyond the crest of the underlying road embankment. Preload side slopes should be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V). Preload materials should be placed in horizontal lifts not exceeding 0.5 m in thickness. We recommend that density testing be conducted on each 0.5 m lift to verify that the unit weight adopted for the preload design is achieved in the field. If the minimum unit weight is not achieved, the preload height will need to be increased to compensate for the reduced material weight. We recommend that the preload is constructed in stages to allow for pore pressure dissipation, which should reduce the risk of slope failures induced by the preload. At the end of each stage, data from the geotechnical instrumentation (Section 7.2.2) would be reviewed and, when appropriate, approval given to place more preload fill. A possible staging plan could comprise: Stage 1: Construct to half of the final design embankment height. Stage 2: Construct to final design embankment height. Stage 3: Construct to half of the surcharge fill height. Stage 4: Construct to final surcharge height. 4 August 2016 Report No R-Rev

17 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC The need for staging, and the number of stages, should be re-assessed during construction based on data collected from the geotechnical instrumentation. If part of the preload is to remain in place to form the permanent embankment structure, then that part of the preload should be constructed in accordance with the recommendations for embankment fill provided in Section Borehole BH16-03 was backfilled with grout to stop groundwater from the artesian aquifer(s) flowing to the surface. Our settlement analysis indicates that approximately 500 mm of settlement will occur over the length of the grout column under the anticipated embankment height and surcharge loading. It is expected that these ground movements will cause some movement and cracking of the grout column. However, we consider it unlikely that the cracking will create continuous vertical pathways to the surface, compromise the integrity of the grout seal and cause groundwater leaks at the ground surface. Nevertheless, we recommend that a vertical culvert be installed on top of the borehole (within the preload material) so that the weight of the preload does not get applied to the top of the grout column and that visual observations of the surface casing can be made during the preload process Instrumentation and Monitoring Geotechnical Instrumentation should be installed to facilitate monitoring of the preload performance over time. We recommend: Installation of survey monitoring plates at the base of the preload to monitor settlement over time. The monitoring plates should be installed along the length and width of the preload so that the full settlement profile can be determined. Installation of shallow, push-in vibrating wire piezometers into the underlying soils below the preload. The pore pressure readings from the vibrating wire piezometers will allow tracking of consolidation progress. They will also allow review of pore pressures during preload construction to reduce the likelihood that excessive pore pressures develop which could result in slope failure. Instrumentation should be installed prior to commencing site preparation (e.g. topsoil stripping) and preload construction works on the site. We recommend that installation occur at least one week before preload construction commences to allow time for baseline readings to be established. The instrumentation should be read daily during construction of the preload. As discussed in Section 7.2.1, the instrumentation data should also be reviewed at the end of each construction stage, before additional preload fill is placed. Once the preload has been constructed, we recommend that the instrumentation be read at least once every two weeks. More frequent readings may be required depending on the rate of change recorded by the instrumentation. Note that we also recommend installing vibrating wire piezometers at the location of the BX Creek crossing to monitor for elevated pore pressures, which may indicate the presence of artesian groundwater conditions. This is discussed further in Section August 2016 Report No R-Rev

18 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC 7.3 Earthworks The following sections provide geotechnical comments and recommendations pertaining to site preparation and embankment construction. For discussion relating to works at the BX Creek crossing, please refer to Section Site Preparation Site preparation shall include clearing and grubbing and the removal of underlying unsuitable materials in accordance with Sections 5.02 and 5.03 of Schedule B. All topsoil and vegetation is considered unsuitable material and should be removed from the area of the proposed works prior to placing embankment fill or pavement materials. Based on the findings of the investigation, the topsoil depth is expected to range from 0.1 m to 0.3 m. If desired, these surficial organic soils can be stockpiled and used for landscaping purposes. This material is not considered suitable for use as embankment fill. Prior to placement of embankment fill or pavement materials, it is recommended that the exposed subgrade be proof-rolled by several passes of a heavy roller (in static mode). Any soft or yielding areas should be sub-excavated and replaced with approved embankment fill placed and compacted as described in Section In areas of high groundwater, consult with the geotechnical engineer after stripping and prior to any proof roll. Field reviews of exposed subgrade surfaces by a qualified geotechnical engineer are recommended before placement of embankment fill or pavement materials. Exposed subgrade surfaces should be protected from freezing conditions as well as from changes in water content. This can be achieved by grading subgrades and adjacent surfaces to direct water away from the roadway and placing the initial lift by the end of the working day. Alternatively a sacrificial layer of loose soil can be placed on the exposed subgrade if freezing conditions are expected. It should be noted that the native soils have high fines content and are likely susceptible to disturbance and softening caused by site traffic, particularly when wet. A suitable wearing surface may be required to reduce disturbance and to facilitate access for construction equipment Excavation and Dewatering Based on the drawings provided, the majority of the roadway will be constructed on a fill embankment. Excavation will be limited to the removal of surficial topsoil and unsuitable materials plus a small amount of cut within the northern 100 m of the alignment to facilitate construction of the pavement structure and road-side drainage ditches. Based on our understanding of the site conditions, temporary unsupported cut slopes of 1.0 horizontal to 1.0 vertical (1H:1V) can be utilized in the native clay soils for dry conditions where excavations are less than 3 m deep. Steeper slopes may be feasible, subject to detailed inspection and confirmation by experienced geotechnical personnel. Stockpiling or storage of excavated spoils, construction materials or heavy equipment should not be permitted within 3 m of the excavation crest to reduce the potential for overloading the slope. 4 August 2016 Report No R-Rev

19 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Permanent unsupported cut and fill slopes within the native clay should be constructed at angles no steeper than 2.0 horizontal to 1.0 vertical (2H:1V). To reduce gullying and erosion, we recommend vegetating the slope surface or covering with erosion control matting as well as intercepting surface water flows at the slope crest and directing collected runoff away from the slope. Groundwater was encountered at or near the ground surface from the end of 20th Street to approximately 20 m east of BX Creek. Depending on the time of year, excavation in this area to remove surficial organics soils and unsuitable materials may extend below the groundwater table. At the northern end of the alignment, where the cut is proposed, groundwater was observed at a depth of 3.1 m below the existing ground surface. It is expected that groundwater levels will be affected by seasonal fluctuation such as the spring freshet, or after periods of sustained precipitation. Therefore groundwater levels may be higher at the time of the construction. Based on a review of the cross-sections, we do not anticipate that dewatering will be required in this area, however this will ultimately depend on the excavation depth and the groundwater levels at the time of construction. If required, we anticipate that conventional sump pump techniques could be used for minor, local dewatering. The impact of groundwater and surface water can be reduced by ensuring the base of excavations are graded (crowned) such that surface water is directed away to a suitable location away from the pavement structure Embankment Construction Road embankment materials should meet the City of Vernon s requirements as outlined in Section 4.01 (Subgrade Fill Material) of Schedule B. Section 4.01 requires that embankment materials be free of organic and other deleterious material as well as large rocks that may be detrimental to compaction. While the native clay soils may meet the City of Vernon s requirements for embankment fill, we recommend that they not be incorporated in the embankment as they will likely prove difficult to place and compact, will be susceptible to moisture related shrink-swell movements, have a low unit weight, and will have a low soaked CBR (lower than the assumed pavement design subgrade value). Preference should be given to embankment materials comprising clean well-graded sandy and/or gravelly soils or crushed rock as these soils will generally require less effort to achieve compaction specifications and are less susceptible to moisture related performance issues. Road embankments should be constructed in accordance with Section 5.03 (Subgrade Preparation) of Schedule B. Embankment fill should be placed in uniform horizontal lifts not exceeding 300 mm in uncompacted thickness. Each lift should be compacted to 95 percent of standard Proctor maximum dry density (ASTM D698), except for the upper 300 mm of the embankment, which should be compacted to 100% of standard Proctor maximum dry density. Embankment fill should not be placed in standing water or on frozen or snow-covered surfaces. We recommend that any large rocks and other unsuitable materials be removed from the end of the existing 20th Street embankment and that the embankment be stepped before placing the new embankment material. The steps should extend at least 3 m into the existing embankment to remove any loose fill that may be present. Based on the measured pore pressure, embankment construction may be required to be carried out in stages to allow for pore pressure dispersion. Further work is required to model pore pressure response in the subgrade during construction, this modelling can be carried out once the actual embankment fill material has been identified. 4 August 2016 Report No R-Rev

20 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC Embankment Side Slopes We understand that embankment side slopes are being designed for a slope of 2.0H:1.0V. We consider that the proposed side slopes are acceptable from a geotechnical perspective, however, some rilling and erosion of the side slopes is likely to occur, even with a 2.0H:1.0V slope. We recommend vegetating the slope surface or covering with erosion control matting. 7.4 BX Creek Crossing Foundation Design The findings of the investigation indicate the presence of an artesian aquifer within the Sand and Gravel unit that underlies the road alignment. We recommend that MoTI not adopt a deep foundation system for the BX Creek crossing structure as the foundations would likely intersect the artesian aquifer(s) underlying the site. This would risk creating a flow path between the artesian aquifer and the ground surface, resulting in groundwater release at the surface that could prove very costly to remediate. Therefore, we recommend that MoTI adopt a shallow foundation system. We understand that MoTI is currently considering the installation of a pipe arch culvert at the crossing. We consider a culvert to be geotechnically feasible for the crossing, provided that allowance is made for the settlement expected under the embankment loading (Section ) Construction Considerations Preliminary design information provided by MoTI indicates that the proposed pipe arch culvert will have a span of 6.25 m and a rise of 3.91 m. From discussion with MoTI, we understand that pipe arch culverts are typically designed with an embedment of approximately 20% of the height of the culvert (i.e. about 0.8 m). The culverts are founded on a compacted bedding layer that is generally between 0.3 m and 0.5 m thick. Therefore, it will be necessary to excavate approximately 1.1 to 1.3 m below the creek bed during construction of the culvert. Artesian groundwater conditions were encountered while drilling boreholes BH16-02 and BH16-03 on the banks of BX Creek. The shallowest artesian groundwater conditions were encountered in BH16-02 at a depth of about 4.9 m below the ground surface. This corresponds to a depth of approximately 4.0 m below the creek bed, which is several metres below the depth of excavation required to install the culvert. However, due to the complex groundwater regime underlying the site, we cannot rule out the possibility of artesian groundwater conditions being encountered during excavation. As a precaution, we recommend installing a vibrating wire piezometer at the culvert location, just below the anticipated depth of excavation, to check for elevated pore pressures that would indicate the presence of artesian groundwater conditions. The piezometer should be installed before any other works have been conducted on the site. Dewatering will be required to facilitate placement and compaction of the bedding layer and installation of the culvert. Consideration should be given to diverting the BX Creek channel around the culvert works for the duration of construction. The dry creek bed could then be excavated and dewatered as required using sump pump techniques. Please note that, due to the complex groundwater regime in the area, the rate of water inflow into 4 August 2016 Report No R-Rev

21 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC open excavations is not accurately known. If sump pump techniques alone are not adequate to dewater the excavation, it may be necessary to install some form of shallow cut-off system up-gradient of the excavation to reduce flow rates. Well point dewatering methods are not recommended due to the risk of intersecting the artesian aquifer(s) underlying the site. The preload will need to be applied to the creek crossing to reduce post-construction settlement. Settlement analysis (Section 7.1.1) indicates that approximately 700 mm of settlement is expected during preloading. Therefore, it may be necessary to install a temporary culvert(s) during the preload stage of the construction which would be replaced by a permanent culvert system once the anticipated settlement has occurred. Considering the potential issues raised above, a possible construction sequence could be: 1) Install the vibrating wire piezometer at permanent culvert location. 2) Select an alignment to divert BX Creek around the permanent culvert location. 3) Before diverting the creek, install the temporary culvert(s) on the selected creek diversion where it intersects the road alignment. 4) Divert BX Creek so that it flows through the temporary culvert 5) Construct the preload along the road alignment. 6) Monitor the preload until the anticipated settlement has occurred. 7) Remove the preload from the permanent culvert location and install the permanent culvert. 8) Re-align BX Creek back to the original alignment, through the permanent culvert. A benefit of the construction sequence above is that both the temporary and permanent culverts can potentially be installed in dry conditions. Please note that the above construction sequence is conceptual and is for the benefit of the designers only, all contractors must confirm the site conditions and prepare a construction sequence that meets their unique capabilities, equipment and timing. 7.5 Pavements It is understood that roadway will be classified as a minor collector and will be designed in general accordance with the City of Vernon s typical cross section for a minor collector (CoV Drawing No ) Pavement Structure The City of Vernon s pavement structure requirements are outlined in Section 3.09 of Schedule B (Pavement Structure). Table B.7 in Section 3.09 provides minimum pavement structures for each road classification, provided that the subgrade soil exhibits a minimum soaked CBR of 6. The minimum pavement structure for a Collector classification is provided in Table 7. In our experience and considering the high groundwater and subgrade conditions, this minimum pavement structure may not be suitable for truck traffic. As such, we have provided a 4 August 2016 Report No R-Rev

22 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC recommended pavement structure in Table 7 for truck traffic which may be expected on this frontage road connection. The pavement for the 20th Street Connection will be predominantly supported on embankment fill material. The recommended embankment fill materials will generally have a soaked CBR that falls in the range of about 6 to 10. Provided that this is the case, the recommended pavement structure is considered to be suitable for the roadway where it is founded at least 1.0 m of embankment fill. The geotechnical engineer should be allowed to review the embankment material to check that the assumptions on soaked CBR are appropriate. The northern end of the roadway will not be founded on a fill embankment. In this area the subgrade soils will comprise the native high plasticity clay soils of the Upper Clay unit. No CBR testing has been conducted on this clay, however, our experience with high plasticity clays is that the soaked CBR can be as low as 1 to 3. In this case, Section 3.09 specifies that subgrade enhancement be provided by placing additional Sub-base material. Our recommended alternate structure for pavement on less than 1.0 m of embankment fill is provided in Table 7. Table 7: Proposed Pavement Design Pavement Component Hot Mix Asphalt (mm) City of Vernon Minimum Pavement Structure (CBR 6) - Collector Recommended Pavement Structure Recommended Alternative Pavement Structure* Surface Course Lower Course Crushed Granular Base Course (mm) Sub-Base (Pit Run) (mm) * For pavement founded on less than 1.0 m of embankment fill Pavement Construction Base Course and Sub-base should be free-draining granular materials that conform to the City of Vernon s gradation limits as outlined in Section 4.03 (Granular Sub-base Course) and Section 4.04 (Crushed Granular Base Course) of Schedule B. They should be free of deleterious materials such as organics, rubbish and construction waste. Base Course and Sub-base should be placed in layers not exceeding 150 mm thickness and compacted to 100% of standard Proctor maximum dry density (ASTM D698) as specified in Section 5.05 (Spreading and Compaction of Granular Aggregate) of Schedule B. These materials should not be placed upon frozen, wet, muddy or rutted surfaces. Asphalt pavement should meet the material requirements outlined in Sections 4.05 to 4.09 of Schedule B and should be constructed in accordance with Sections 5.06 and 5.09 of Schedule B. The density of the completed pavement should not be less than 97% of the laboratory compacted Marshall density (ASTM D6927) Quality testing should be conducted on the pavement materials to check that they meet the City of Vernon s specifications. Section 4.10 of Schedule B provides the City of Vernon s requirements for testing of pavement materials. 4 August 2016 Report No R-Rev

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24 Path: \\golder.gds\gal\kelowna\cad-gis\client\moti\stickle ROAD\99_PROJECTS\ \02_PRODUCTION\4004_STICKLE ROAD\DWG\ File Name: _4004_02.dwg INSET MAP - NOT TO SCALE Fort Nelson 606 BRITISH COLUMBIA Fort St. John Dawson Creek Prince Rupert Prince George AH16-06 Kamloops Comox Vancouver Penticton 3 Victoria HW Y PROJECT LOCATION AH16-05 CPT CPT08-01 AH16-04 BH16-02A BX CREEK 60 3 BH16-03 BH TH ST 602 IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B AH16-01 PROPOSED ROAD ALIGNMENT STREAM/CREEK CENTERLINE LOT BOUNDARY 1:1,250 CLIENT PROJECT MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE 20TH STREET CONNECTION VERNON, B.C. CONSULTANT TITLE METRES BOREHOLE LOCATION CONE PENETRATION TEST LOCATION REFERENCE(S) 1. IMAGE AND ZONING DATA SOURCE: THE REGIONAL DISTRICT OF NORTH OKANAGAN GIS DEPARTMENT. 2. PROPOSED ROAD ALIGNMENT SOURCE: BINNIE, JULY 18, 2016 YYYY-MM-DD DESIGNED MW PREPARED KV REVIEWED MW APPROVED GR SITE PLAN PROJECT NO. PHASE REV FIGURE mm 0 LEGEND

25 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC APPENDIX A Important Information and Limitations of This Report 4 August 2016 Report No R-Rev0-4004

26 Important Information and Limitations of This Report IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made. Basis and Use of the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client. The factual data, interpretations and recommendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder cannot be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report. The information, recommendations and opinions expressed in this report are for the sole benefit of the Client. No other party may use or rely on this report or any portion thereof without Golder s express written consent. If the report was prepared to be included for a specific permit application process, then upon the reasonable request of the client, Golder may authorize in writing the use of this report by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client cannot rely upon the electronic media versions of Golder s report or other work products. The report is of a summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recommendations and opinions expressed in this report, reference must be made to the whole of the report. Golder cannot be responsible for use of portions of the report without reference to the entire report. Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities. Soil, Rock and Groundwater Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions. August 2016 Reference No R-Rev0 1/2

27 Important Information and Limitations of This Report (cont d) Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed. Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recommendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction. Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 90 days following issue of this report or, upon written request of the Client, will store uncontaminated samples and materials at the Client s expense. in the event that actual contaminated soils, fills or groundwater are encountered or are inferred to be present, all contaminated samples shall remain the property and responsibility of the Client for proper disposal. Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder s report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder s report. During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder s report and to confirm and document that construction activities do not adversely affect the suggestions, recommendations and opinions contained in Golder s report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recommendation is not followed, Golder s responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report. Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly. Drainage of subsurface water is commonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system. August 2016 Reference No R-Rev0 2/2

28 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC APPENDIX B Record of Borehole Summary Sheets 4 August 2016 Report No R-Rev0-4004

29 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Golder Associates Ltd. Method: Hand Auger Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 26, 2016 Description AH G TS (TS) TOPSOIL 0.10 m 1.0 G G G G G G ML - CL (ML - CL) SILT to SILTY CLAY, low plasticity; dark grey to grey, with seams of fine to medium sand; cohesive, w>w P, very soft. 3.0 G G G G CH (CH) CLAY, high plasticity; dark grey; cohesive, w>w P, stiff. 3.45m END OF HOLE m 4.0 Groundwater 0.0 m National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

30 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste MDML Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 22, 2016 Description AH TS (TS) TOPSOIL 0.10 m 1.0 SC - CL (SC - CL) Clayey SAND to sandy SILTY CLAY, low plasticity; green-brown, with sand seams; cohesive, w>w P G S S m G S CH (CH) CLAY, high plasticity; light brown with green-grey-brown mottling; thinly laminated; cohesive, w>w P, stiff S m END OF HOLE. Groundwater 0.9 m 6.0 National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

31 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste MDML Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 22, 2016 Description AH TS (TS) TOPSOIL 0.10 m 1.0 G S G CH (CH) CLAY, high plasticity; light brown with green-grey-brown mottling, thinly laminated; cohesive, w>w P, firm to stiff S G S m END OF HOLE. Groundwater 3.0 m 6.0 National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

32 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste MDML Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 22, 2016 Description AH TS (TS) FILL/TOPSOIL 0.15 m 1.0 G S G CH (CH) CLAY, high pasticity; light btown with green-grey-brown mottling; cohesive, w>w P, stiff S G S m END OF HOLE. Groundwater 3.0 m 6.0 National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

33 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste XL Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 25, 2016 Description BH S TS (TS) TOPSOIL 0.30 m 1.0 SM (SM) SILTY SAND, fine to medium sand; dark brown; non-cohesive, moist to wet, very loose S S ML (ML) SILT, some fine to medium sand; dark brown; non-cohesive, moist to wet, very loose m 1.83 m S CH (CH) CLAY, high plasticity; green with white-brown mottling; cohesive, w<w P, firm to stiff. 4.0 Below 4.3m: friable structure, some layering S m END OF HOLE. Groundwater 0.0 m 6.0 NOTE: Artesian groundwater conditions encountered when borehole reached 4.9 m depth. Groundwater discharged at the surface for about 35 minutes before water level dropped. National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

34 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Driller: Method: Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 26, 2016 Description BH16-02A 0.0 TS (TS) TOPSOIL 0.30 m 1.0 SM (SM) SILTY SAND, fine to medium sand; dark brown; non-cohesive, moist to wet, very loose. 2.0 ML (ML) SILT, some fine to medium sand; dark brown; non-cohesive, moist to wet, very loose m 1.83 m T T Fv Fv C CH (CH) CLAY, high plasticity; green with white-brown mottling; cohesive, w<w P, stiff. 4.01m END OF HOLE. Groundwater 0.0 m National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 1 1

35 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste XL Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 23, 2016 Description BH S TS (TS) TOPSOIL 0.30 m S CH (CH) CLAY, high plasticity; brown with grey-brown mottling; cohesive, w>w P, firm to stiff S T 0.51 Fv National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/ SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash S SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded 65 CH TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content (CH) CLAY, high plasticity; brown with grey-brown mottling; cohesive, w>w P, soft. FILE No PREPARED BY: IP - Golder Associates P SHEET of m

36 Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Driller: Geotech Drilling Services Ltd. Method: Fraste XL Drilling, Well Installation and Blow Count Details Depth (m) (Blows/0.3m) DCPT Sample Type SPT N (Blows/0.3m) Recovery (m) Shear Strength (kpa) SUMMARY LOG Gravel Inspector: IP - Golder Associates Gradation % Sand Fines Index Properties wl w P w Other Tests Classification Geotechnical and Materials Branch TEST HOLE No. Coordinates: N E Note: Northing and Easting Coordinates have been determined by GPS in the field and are approximate only. Date(s): February 23, 2016 Description BH S S T S Fv C CH (CH) CLAY, high plasticity; brown with grey-brown mottling; cohesive, w>w P, soft. Below 11.6m: with very thinly bedded sand seams m 13.0 SP - GP (SP - GP) SAND and GRAVEL, inferred from drilling resistance m END OF HOLE. Groundwater 0.0 m 14.0 NOTE: Artesian groundwater conditions encountered within sand and gravel layer at base of borehole. Hydrostatic groundwater head was measured to be approximately 3.4 m above the ground surface National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:BC_MOTI (KELOWNA) MWade 4/8/16 SAMPLE TYPE A - Auger C - Core D - Denison G - Grab S - Split Spoon T - Shelby Tube W - Wash SHEAR STRENGTH kpa U - Unconfined Compression Fv - Field Vane Lv - Lab Vane R - Remoulded TESTS M - Mechanical Analysis H - Hydrometer Analysis Q.R.S - Triaxial Compression C - Consolidation DS - Direct Shear w L,w - Liquid, Plastic Limits w - Moisture Content FILE No PREPARED BY: IP - Golder Associates P SHEET of 2 2

37 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC APPENDIX C Laboratory Test Reports 4 August 2016 Report No R-Rev0-4004

38 Sheet 1 of 2 WATER CONTENT DETERMINATION Client: Project: Location: Project No.: Ministry of Transportation and Infrastructure 20th Street Connection Vernon, BC Phase: 4004 Project No.: Phase: 4004 Lab Schedule No.: ASTM D 2216 National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB_WATER CONTENT (REPORT) 2015 RDavies 5/25/16 Sample Location Sample No. Specimen No. Depth Interval Depth (m) Bottom (m) Water Content (%) AH AH AH AH AH AH AH AH AH AH AH AH16-04 G AH16-04 G AH16-04 SPT1A AH16-04 SPT1B AH16-04 SPT AH16-04 SPT AH16-05 G AH16-05 G AH16-05 G AH16-05 SPT AH16-05 SPT AH16-05 SPT AH16-06 G AH16-06 G AH16-06 G AH16-06 SPT AH16-06 SPT AH16-06 SPT BH16-02 SPT BH16-02 SPT2A BH16-02 SPT2B BH16-02 SPT BH16-02 SPT Checked BS 3/30/2016 Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

39 Sheet 2 of 2 WATER CONTENT DETERMINATION Client: Project: Location: Project No.: Ministry of Transportation and Infrastructure 20th Street Connection Vernon, BC Phase: 4004 Project No.: Phase: 4004 Lab Schedule No.: ASTM D 2216 Sample Location Sample No. Specimen No. Depth Interval Depth (m) Bottom (m) Water Content (%) BH16-02A TP BH16-02A TP BH16-03 SPT BH16-03 SPT BH16-03 SPT BH16-03 SPT BH16-03 SPT BH16-03 SPT BH16-03 TO BH16-03 TO National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB_WATER CONTENT (REPORT) 2015 RDavies 5/25/16 Checked BS 3/30/2016 Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

40 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS Client: Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Project No.: Phase: 4004 Other Remarks: Sample air-dried before preparation. ASTM D Augerhole ID: AH16-01 Sample No.: 11 Depth Interval (m): 3.20 to 3.45 Lab Schedule No.: Test Method: A-Multi Point Preparation Method: Wet 80 PLASTICITY CHART CLAY (CH) Plasticity Index SILTY CLAY (CL) SILTY CLAY (CI) CLAYEY SILT (MH) ORGANIC SILT (OH) National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB ATTERBERG CASAGRANDE (SINGLE) 2015 RDavies 5/25/16 Sym. 20 Sample Location Sample / Specimen Number NP - NON-PLASTIC RESULT ND - NOT DETERMINED A-Line 10 SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML) ORGANIC SILT (OL) 0 SILT (ML) Liquid Limit Depth (m) Bottom (m) Percent Passing #40 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Natural Water Content (%) Liquidity Index AH ND Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only. RD 3/7/2016 BS 3/30/2016 Tech Date Checked Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

41 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS Client: Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Project No.: Phase: 4004 Other Remarks: Sample air-dried before preparation. ASTM D Augerhole ID: AH16-05 Sample No.: SPT1 Depth Interval (m): 1.52 to 2.13 Lab Schedule No.: Test Method: A-Multi Point Preparation Method: Wet 80 PLASTICITY CHART CLAY (CH) Plasticity Index SILTY CLAY (CL) SILTY CLAY (CI) CLAYEY SILT (MH) ORGANIC SILT (OH) National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB ATTERBERG CASAGRANDE (SINGLE) 2015 RDavies 5/25/16 Sym. 20 Sample Location Sample / Specimen Number NP - NON-PLASTIC RESULT ND - NOT DETERMINED A-Line 10 SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML) ORGANIC SILT (OL) 0 SILT (ML) Liquid Limit Depth (m) Bottom (m) Percent Passing #40 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Natural Water Content (%) Liquidity Index AH16-05 SPT ND Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only. RD 3/7/2016 BS 3/30/2016 Tech Date Checked Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

42 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS Client: Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Project No.: Phase: 4004 Other Remarks: N/A ASTM D Borehole ID: BH16-02A Sample No.: TP1 Depth Interval (m): 3.00 to 3.51 Lab Schedule No.: Test Method: A-Multi Point Preparation Method: Wet 80 PLASTICITY CHART CLAY (CH) Plasticity Index SILTY CLAY (CL) SILTY CLAY (CI) CLAYEY SILT (MH) ORGANIC SILT (OH) National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB ATTERBERG CASAGRANDE (SINGLE) 2015 RDavies 5/25/16 Sym. 20 Sample Location Sample / Specimen Number NP - NON-PLASTIC RESULT ND - NOT DETERMINED A-Line 10 SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML) ORGANIC SILT (OL) 0 SILT (ML) Liquid Limit Depth (m) Bottom (m) Percent Passing #40 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Natural Water Content (%) Liquidity Index BH16-02A TP ND RD/BR 3/7/2016 BS 3/30/2016 Tech Date Checked Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

43 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS Client: Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Project No.: Phase: 4004 Other Remarks: Sample air-dried before preparation. ASTM D Borehole ID: BH16-03 Sample No.: TO1 Depth Interval (m): 6.30 to 6.81 Lab Schedule No.: Test Method: A-Multi Point Preparation Method: Wet 80 PLASTICITY CHART CLAY (CH) Plasticity Index SILTY CLAY (CL) SILTY CLAY (CI) CLAYEY SILT (MH) ORGANIC SILT (OH) National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB ATTERBERG CASAGRANDE (SINGLE) 2015 RDavies 5/25/16 Sym. 20 Sample Location Sample / Specimen Number NP - NON-PLASTIC RESULT ND - NOT DETERMINED A-Line 10 SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML) ORGANIC SILT (OL) 0 SILT (ML) Liquid Limit Depth (m) Bottom (m) Percent Passing #40 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Natural Water Content (%) Liquidity Index BH16-03 TO ND Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only. BR 3/28/2016 BS 3/30/2016 Tech Date Checked Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

44 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS Client: Ministry of Transportation and Infrastructure Project: 20th Street Connection Location: Vernon, BC Project No.: Phase: 4004 Other Remarks: Sample air-dried before preparation. ASTM D Borehole ID: BH16-03 Sample No.: TO2 Depth Interval (m): to Lab Schedule No.: Test Method: A-Multi Point Preparation Method: Wet 80 PLASTICITY CHART CLAY (CH) Plasticity Index SILTY CLAY (CL) SILTY CLAY (CI) CLAYEY SILT (MH) ORGANIC SILT (OH) National IM Server:GINT_GAL_NATIONALIM Unique Project ID: Output Form:_LAB ATTERBERG CASAGRANDE (SINGLE) 2015 RDavies 5/25/16 Sym. 20 Sample Location Sample / Specimen Number NP - NON-PLASTIC RESULT ND - NOT DETERMINED A-Line 10 SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML) ORGANIC SILT (OL) 0 SILT (ML) Liquid Limit Depth (m) Bottom (m) Percent Passing #40 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Natural Water Content (%) Liquidity Index BH16-03 TO ND Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only. RD/BR 3/16/2016 BS 3/30/2016 Tech Date Checked Date Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, BC Canada V1Y 5A8 Tel: Fax:

45 k (cm/sec) C v (cm 2 /sec) Void Ratio Golder Associates Ltd. - Kelowna Laboratory Suite McKay Avenue Kelowna, B.C. Canada V1Y 5A8 One-Dimensional Consolidation Properties of Soils Reference(s) ASTM D 2435/D 2435M-11 Project No. : Phase: 4004 Client : Ministry of Transportation and Infrastructure Borehole: BH16-02A Sch No. Project : 20th Street Connection Sample: TP1 Lab Work: DS/BS Location: Vernon, BC Depth(m): Vold Ratio vs Stress Vertical Stress - kpa Coefficient of Consolidation vs Stress 1.00E E E E Average Vertical Stress - kpa Coefficient of Permeability vs Stress 1.00E-05 Advanced to 15kPa due to swelling. 1.00E E E E E Average Vertical Stress - kpa DS/BS March 7, 2016 L.Lee April 4, 2016 TESTED BY DATE CHECKED BY DATE

46 One-Dimensional Consolidation Properties of Soils Golder Associates Ltd. - Kelowna Laboratory Suite McKay Avenue Kelowna, B.C. Canada V1Y 5A8 Reference(s) ASTM D 2435/D 2435M-11 Project No. : Phase: 4004 Client : Ministry of Transportation and Infrastructure Borehole: BH16-02A Sch No. Project : 20th Street Connection Sample: TP1 Lab Work: DS/BS Location: Vernon, BC Depth(m): Machine: Dead Weight Initial Final Initial Final Mach No. 1 Height (mm) = Wet Wt (g) = Ring No. 2 Diameter (mm) = Dry Wt (g) = Drainage: Double-sided Area (cm 2 ) = w (%) = Volume (cm 3 ) = e = r wet (kg/m 3 ) = r dry (kg/m 3 ) = ASTM Method: B - Constant Time EOP G s = 2.70 Assumed S (%) = Method for Cv : Taylor H s (mm) = 8.24 H avg : Time Increment: Equipment Remarks Half the specimen height 81 min Estimated Preconsolidation Stress: Specimen Geometry Sample Properties Liquid Limit: Plastic Limit: 91 kpa Plasticity Index: Soil Classification: Phase Relationships Atterberg Limits CH Load # Stress (kpa) DH (mm) Corrected d f (mm) e S DH / Ho (%) H-H s (mm) e (H-H s )/H s Stress avg (kpa) e avg H avg (mm) t 90 (min) Cv (cm 2 /sec) k (cm/sec) E E E E E E E E E E E E Comments: Void Ratio Vs. Stress computed for end of primary consolidation. Final height calculated to 100% saturation. Description: CLAY DS/BS March 7, 2016 L.Lee April 4, 2016 TESTED BY DATE CHECKED BY DATE

47 k (cm/sec) C v (cm 2 /sec) Void Ratio Golder Associates Ltd. - Kelowna Laboratory Suite McKay Avenue Kelowna, B.C. Canada V1Y 5A8 One-Dimensional Consolidation Properties of Soils Reference(s) ASTM D 2435/D 2435M-11 Project No. : Phase: 4004 Client : Ministry of Transportation and Infrastructure Borehole: BH16-03 Sch No. Project : 20th Street Connection Sample: TO2 Lab Work: DS/BS Location: Vernon, BC Depth(m): Vold Ratio vs Stress Vertical Stress - kpa Coefficient of Consolidation vs Stress 1.00E E E E E Average Vertical Stress - kpa 1.00E-06 Advanced to 15kPa due to swelling. Coefficient of Permeability vs Stress 1.00E E E Average Vertical Stress - kpa DS/BS March 7, 2016 L.Lee April 4, 2016 TESTED BY DATE CHECKED BY DATE

48 One-Dimensional Consolidation Properties of Soils Golder Associates Ltd. - Kelowna Laboratory Suite McKay Avenue Kelowna, B.C. Canada V1Y 5A8 Reference(s) ASTM D 2435/D 2435M-11 Project No. : Phase: 4004 Client : Ministry of Transportation and Infrastructure Borehole: BH16-03 Sch No. Project : 20th Street Connection Sample: TO2 Lab Work: DS/BS Location: Vernon, BC Depth(m): Machine: Dead Weight Initial Final Initial Final Mach No. 2 Height (mm) = Wet Wt (g) = Ring No. P2 Diameter (mm) = Dry Wt (g) = Drainage: Double-sided Area (cm 2 ) = w (%) = Volume (cm 3 ) = e = r wet (kg/m 3 ) = r dry (kg/m 3 ) = ASTM Method: B - Constant Time EOP G s = 2.70 Assumed S (%) = Method for Cv : Taylor H s (mm) = 6.21 H avg : Time Increment: Equipment Remarks Half the specimen height 64, 121, 228, 400 min Estimated Preconsolidation Stress: Specimen Geometry Sample Properties Liquid Limit: Plastic Limit: 77 kpa Plasticity Index: Soil Classification: Phase Relationships Atterberg Limits CH Load # Stress (kpa) DH (mm) Corrected d f (mm) e S DH / Ho (%) H-H s (mm) e (H-H s )/H s Stress avg (kpa) e avg H avg (mm) t 90 (min) Cv (cm 2 /sec) k (cm/sec) E E E E E E E E E E E E Comments: Void Ratio Vs. Stress computed for end of primary consolidation. Final height calculated to 100% saturation. Description: CLAY DS/BS March 7, 2016 L.Lee April 4, 2016 TESTED BY DATE CHECKED BY DATE

49 Miniature Vane Shear Test for Saturated Fine-Grained Clayey Soils ASTM D4648-D4648M Project No.: (4004) Vane Apparatus: Pilcon Geotechnics Hand Held Shear Vane Project: 20th Street Connection Instrument ID: GEO839 Location: Vernon BC. Lab ID No: K013 Client: Ministry of Transportation and Infrastructure SAMPLE LOCATION SAMPLE No. DEPTH (m): TEST DEPTH: VANE TYPE Torque reading [-] PEAK Vane shear strength [kpa] Torque reading [-] REMOULDED Vane shear strength [kpa] Classification BH16-02A TP bottom Small CH BH16-02A TP bottom Small CH BH16-02A TP bottom Small CH BH16-02A TP middle Small CH BH16-03 TO bottom Small CH BH16-04 TO bottom Small CH BH16-05 TO bottom Small CH BH16-06 TO middle Large CH BH16-07 TO middle Large CH * The test data given herein pertain to the sample provided only. This report constitutes a testing service only. Interpretation of the data can be provided upon request. DS/BR March 1, 2016 Larry Lee (AScT) April 6, 2016 TESTED BY DATE CHECKED BY DATE Golder Associates Ltd. 590 Mckay Avenue, Suite 300, Kelowna, British Columbia, Canada V1Y 5A8 Tel: Fax:

50 GEOTECHNICAL INVESTIGATION - 20TH STREET CONNECTION, VERNON, BC APPENDIX D CPT Plots (2008) 4 August 2016 Report No R-Rev0-4004

51 Classification by Robertson 1990 b -3 qt [MPa] ft [MPa] Rf [%] u2 [kpa] N60 [] Clean sands to silty sands (6) Silty sand to sandy silt (5) Clayey silt to silty clay (4) Silty sand to sandy silt (5) Depth [m] Clean sands to silty sands (6) Silty sand to sandy silt (5) 5.0 Clayey silt to silty clay (4) Silty sand to sandy silt (5) Clayey silt to silty clay (4) Clays, clay to silty clay (3) Clayey silt to silty clay (4) 10.0 Clays, clay to silty clay (3) Silty sand to sandy silt (5) 13.0 Clays, clay to silty clay (3) Uh [kpa] U2 Cone No: Tip area [cm2]: 10 Sleeve area [cm2]: 150 Location: Project ID: Project: Vernon Position: Client: BX Creek Pedestrian Crossing X: 0.00 m, Y: 0.00 m Focus Engineering Seabed ref. level: -3 Date: 9/18/2008 Page: 1/2 Test no: CPT 08-1 Scale: 1 : 100 Fig: File: CPT 08-1(1990b and N60).cpd

52 Classification by Robertson 1990 b Depth [m] -3 qt [MPa] ft [MPa] Rf [%] u2 [kpa] N60 [] Clays, clay to silty clay (3) Clayey silt to silty clay (4) Silty sand to sandy silt (5) 21.0 Clays, clay to silty clay (3) Clean sands to silty sands (6) Clean sands to silty sands (6) Silty sand to sandy silt (5) Clean sands to silty sands (6) Silty sand to sandy silt (5) Uh [kpa] U2 Cone No: Tip area [cm2]: 10 Sleeve area [cm2]: 150 Location: Project ID: Project: Vernon Position: Client: BX Creek Pedestrian Crossing X: 0.00 m, Y: 0.00 m Focus Engineering Seabed ref. level: -3 Date: 9/18/2008 Page: 2/2 Test no: CPT 08-1 Scale: 1 : 100 Fig: File: CPT 08-1(1990b and N60).cpd

53 Classification by Robertson 1990 b -3 qt [MPa] ft [MPa] Rf [%] u2 [kpa] N60 [] Depth [m] 1.0 Clean sands to silty sands (6) Clean sands to silty sands (6) 4.0 Silty sand to sandy silt (5) 5.0 Clayey silt to silty clay (4) Silty sand to sandy silt (5) Clayey silt to silty clay (4) 8.0 Clays; clay to silty clay (3) Clays; clay to silty clay (3) Clays; clay to silty clay (3) Uh [kpa] U2 Cone No: Tip area [cm2]: 10 Sleeve area [cm2]: 150 Location: Project ID: Project: Vernon Position: Client: BX Creek Pedestrian Crossing Focus Engineering Ground level: 0.00 Date: 9/18/2008 Page: 1/2 Test no: CPT 08-2 Scale: 1 : 100 Fig: File: CPT 08-2(1990b and N60).cpd

54 Classification by Robertson 1990 b Clays; clay to silty clay (3) Depth [m] -3 qt [MPa] ft [MPa] Rf [%] u2 [kpa] N60 [] Uh [kpa] U2 Cone No: Tip area [cm2]: 10 Sleeve area [cm2]: 150 Location: Project ID: Project: Vernon Position: Client: BX Creek Pedestrian Crossing Focus Engineering Ground level: 0.00 Date: 9/18/2008 Page: 2/2 Test no: CPT 08-2 Scale: 1 : 100 Fig: File: CPT 08-2(1990b and N60).cpd

55 Golder Associates Ltd. 590 McKay Avenue, Suite 300 Kelowna, British Columbia, V1Y 5A8 Canada T: +1 (250)