File: Highway 1 Admirals/McKenzie Interchange, Saanich, BC Pavement Drilling / Coring Geotechnical Investigation

Transcription

1 TECHNICAL MEMO To: Mr. Salem Bahamdun, P.Eng. Date: February 2, 2017 c: Memo No.: From: Ms. Susanne Ouellet, E.I.T. Mr. Andrew Walker, P.Eng. File: 704TRN.PAVE ISSUED FOR USE Subject: Highway 1 Admirals/McKenzie Interchange, Saanich, BC Pavement Drilling / Coring Geotechnical Investigation 1.0 INTRODUCTION Tetra Tech Canada Inc. (Tetra Tech) was retained by the BC Ministry of Transportation and Infrastructure (MoTI) to perform a pavement drilling and coring geotechnical investigation in the travel lanes of the existing Highway 1, McKenzie Avenue and Admirals Road. This work was carried out under Tetra Tech s Consultant Agreement Number 156CS0739 with MoTI. Our scope of work included the following: Drilling of 7 auger drill holes to the bottom of subbase gravel to determine the existing pavement structure; Coring of pavement (50 mm to 100 mm core diameter) in 8 locations; Coring and drill locations measured using a hand held GPS and relative to available landmarks; Laboratory testing included: Moisture contents and visual classification testing; Up to 6 grain size analysis on the subbase and base gravels; and A brief memo documenting the results of the drilling and coring program. 2.0 LIMITATIONS OF REPORT This report and its contents are intended for the sole use of MoTI and their agents. Tetra Tech does not accept any responsibility for the accuracy of any of the data, the analysis, or the recommendations contained or referenced in the report when the report is used or relied upon by any Party other than MoTI or for any Project other than the proposed development at the subject site. Any such unauthorized use of this memo is at the sole risk of the user. Use of this report is subject to the terms and conditions stated in the General Conditions, attached to this memo. 3.0 SITE INVESTIGATION The site is located at the McKenzie Interchange in the District of Saanich (Figure 1). Seven (7) boreholes (BH1701 to BH1707) and eight (8) asphalt cores (PC1701 to PC1708) were advanced on the night of January 19, 2017 (Figure 2).

2 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE A BCOne Call was conducted to locate the underground utilities and the necessary permit was obtained from MoTI prior to the site investigation occurring. In addition, a private utility locator (Kellys 1 st Call Locating) was retained to sweep each borehole location prior to commencement of the drilling operations. Traffic control services (Island Traffic Group) were also retained for the duration of the drilling and asphalt coring operations. Drilling operations commenced just after 8:00 pm on January 19, 2017 and were completed by 1:30 am on January 20, Drilling Program Seven (7) boreholes were drilled using a truck mounted drill rig equipped with 150 mm diameter solid stem augers. Tetra Tech s field representative, Ms. Susanne Ouellet, E.I.T., supervised the drilling operations. The boreholes were advanced to general depths of 3.2 m below grade, or refusal. Representative soil samples were obtained from the augers at regular intervals and changes in soil strata. All of the boreholes were backfilled with cuttings and topped with cold asphalt mix. While drilling at BH1705, on McKenzie Avenue, a five foot (5 ) auger broke off from the drill rod at an approximate depth of 1.5 m and was unable to be retrieved. The borehole was backfilled over with cuttings and topped with cold asphalt mix. It should also be noted that BH1702 was drilled in a different location than indicated on the original site plan provided by Thurber due to a mistaken landmark being used as a reference point (Figure 2). 3.2 Asphalt Coring Program Eight (8) asphalt cores were advanced by Mr. James Buyck of Tetra Tech. Asphalt thickness and discrete asphalt layer measurements, were recorded at each of the cores, as shown in Table 1. Appendix B contains photos of each of the asphalt cores. 2 McKenzie Interchange Memo.docx

3 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE Table 1: Asphalt Coring Summary Asphalt Core ID # Discrete Asphalt Layers (Top to Bottom) and Asphalt Thickness Roadway/Direction Lane PC1701 (21/29/50) 100 mm TC Hwy #1/East bound Inside (fast) lane PC1702 (40/22/46) 108 mm TC Hwy #1/West bound Outside (slow) lane PC1703 (22/49/47) 118 mm TC Hwy #1/East bound Middle (slow) lane Not turning lane PC1704 (29/22/43) 94 mm Admirals Road/North bound PC1705 (36/37) 76 mm McKenzie Avenue/North bound PC1706 (32/34) 76 mm McKenzie Avenue/North bound Outside (turning) lane Outside (merge) lane Inside (fast) lane PC1707 (32/19/57) 108 mm TC Hwy #1/East bound Inside (fast) lane PC1708 (22/30/42) 94 mm TC Hwy #1/West bound Outside (slow lane) 3.3 Laboratory Testing Selected soil samples collected from the boreholes were tested at Tetra Tech s Nanaimo laboratory. The following tests were conducted on selected samples. Moisture Content: The natural moisture content of select samples were determined and the results are presented on the logs in Appendix C. Grain Size Analysis: Grain size analyses were determined on representative samples and the test results are summarized on the logs in Appendix C and are presented in Appendix D. 4.0 SUBSURFACE PROFILE 4.1 Soil Stratigraphy The soil conditions encountered during the investigation generally consisted of well graded granular pavement structure overlying silt and sand. The generalized summary of the subsurface strata encountered in each borehole is presented in Table 2 below: McKenzie Interchange Memo.docx 3

4 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE Table 2: Borehole Summary Borehole ID # Asphalt Thickness Sand and / or Gravel Fill Thickness Depth of Native Subgrade Encountered Depth of End of Hole Notes BH mm 0.10 m 0.30 m 3.05 m Clay till underlying Gravel and Sand Fill at 0.3 m. BH mm 0.11 m 0.30 m 3.05 m Clay till underlying Sand and Gravel Fill at 0.3 m. BH mm 1.40 m 1.50 m 3.05 m Clay till underlying Sand Fill at 1.5 m, Gravelly Sand Fill encountered from 0.1 m to 0.3 m. BH mm 0.82 m 0.91 m* 2.1 m Sand and Gravel with trace cobbles underlying Sand and Gravel Fill at 0.9 m. End of hole at 2.1 m due to drill rod kicking out. BH mm 0.55 m 0.60 m 2.45 m Clay till underlying Sand Fill at 0.6 m, underlying Sand and Gravel fill at 0.3 m. BH mm 0.35 m 0.45 m 0.91 m Clay till underlying Sand and Gravel Fill at 0.45 m. End of hole at 0.91 m due to refusal. BH mm 0.52 m 0.60 m 2.45 m Clay till underlying Sand and Gravel Fill at 0.6 m. Seepage noted at 2.1 m. End of hole at 2.45 m due to refusal on possible bedrock. *At BH1704, possible native material was encountered at 0.91 m, as indicated by change in drilling conditions and presence of cobbles Sand and Gravel Fill The sand and gravel fill encountered near the surface was generally consistent between the boreholes, consisting of a well graded material varying from gravel and sand to gravelly sand. Thickness of the fill material varies between 0.1 m (at boreholes BH1701 and BH1702 further west of the interchange) up to around 1.4 m at BH1703 (Northbound on Highway 1, on the West side of McKenzie Avenue). At boreholes BH1701 and BH1702, native clay till was encountered at 0.3 m depth, underlying the sand and gravel fill. At closer proximity to the interchange, at BH1703 and BH1704, a gravelly sand to sand and gravel fill was encountered, overlying additional fill consisting of sand with some gravel to gravelly sand. At BH1704, further sand and gravel was encountered at 0.9 m. Harder drilling, as noted by the driller, in addition to a presence (less than 10%) of cobbles, indicates that this material is possibly native, rather than fill. At boreholes BH1705 (located on McKenzie Avenue), BH1706, and BH1707, fill was encountered up to depths of 0.45 m (BH1706) to depths of 0.6 m (BH1705 and BH1707). 4 McKenzie Interchange Memo.docx

5 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE Native Material Clay till was encountered at depths ranging from 0.3 m to 1.5 m, with the exception of BH1704 (just east of the interchange), where a possible native sand and gravel material was encountered at 0.9 m. The clay till encountered at shallower depths was generally very stiff to hard, with the exception of BH1702, where the clay was firm to stiff, contained organic material, and was described as a possible till. 4.2 Groundwater Moderate seepage was encountered at BH1707 (further east on Highway 1) at a depth of 2.1 m. Seepage was not encountered in the other boreholes at the time of drilling. 5.0 DISCUSSION AND RECOMMENDATIONS Compact sand and gravel fill was generally encountered at relatively shallow depths and is considered to be suitable for reuse as engineered/select granular subbase (SGSB) fill. Grain size analyses, performed on select samples of the existing base and subbase material, indicate that the fill encountered on site falls slightly outside of the BCMoTI s SGSB requirements. Although it should be noted that this could be also have been caused by a sampling bias, due to more granular materials falling off the auger and therefore being misrepresented in the sample. BH1703, at 1.4 m fill thickness, had the greatest amount of granular materials suitable for reuse as subbase. Also, the possible native sand and gravel material encountered at BH1704, at a depth of 0.91 m, could also potentially be reused as a subbase material, up to a depth of about 1.5 m, where the soil increases in fines content. All recommendations presented in this report are based on the assumption that an adequate level of monitoring will be provided during construction and that all construction will be carried out by a suitably qualified Contractor, experienced in earthworks construction. Construction reviews should be carried out by qualified persons to verify the design assumptions and revise the recommendations if required. Such construction reviews include, but are not limited to excavation slopes, subgrade preparation, fill placement and compaction. 5.1 Existing Pavement Structure Completion of a pavement design was not included with the scope of services requested. The following pavement structure was encountered during the site investigation, as shown in Table 3 below. Table 3: Existing Pavement Structure Pavement Structure Layers Layer Thicknesses (mm) Asphalt Pavement 65 to 200 Well Graded Base Course / Select Granular Subbase (SGSB) 100 to McKenzie Interchange Memo.docx

6 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE 6.0 CLOSURE We trust this technical memo meets your present requirements. If you have any questions or comments, please contact the undersigned. Respectfully submitted, Tetra Tech Canada Inc. Prepared by: Susanne Ouellet, E.I.T. Geotechnical Engineer Direct Line: x291 Susanne.Ouellet@tetratech.com Reviewed by: Andrew Walker, P.Eng. Geotechnical Team Lead, Nanaimo Direct Line: x241 Andrew.Walker@tetratech.com /dr Attachments: Figures 1 and 2 Appendix A Tetra Tech s General Conditions Appendix B Asphalt Core Photos Appendix C Borehole Logs Appendix D Laboratory Results 6 McKenzie Interchange Memo.docx

7 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE FIGURES Figure 1 Figure 2 Site Location Plan Borehole Location Plan McKenzie Interchange Memo.docx

8 17 Q:\Nanaimo\Engineering\704TRN.PAVE McKenzie Interchange\TRN.PAVE dwg [FIGURE 1] January 27, :24:38 am (BY: BUYCK, JAMES) Mc Ke nz ie Av e 1 SITESITE SITE 1 ISSUED FOR USE CLIENT McKENZIE INTERCHANGE GEOTECHNICAL INVESTIGATION SAANICH, BC Site Location Plan PROJECT NO. 0 1,000m Scale: 8.5"x11" TRN.PAVE DWN CKD REV IK AW 0 OFFICE DATE Nanaimo January 24, 2017 Figure 1

9 e Av Ke nz ie Q:\Nanaimo\Engineering\704TRN.PAVE McKenzie Interchange\TRN.PAVE dwg [FIGURE 2] February 02, :39:44 am (BY: BUYCK, JAMES) Mc 1 oad rals R Admi ISSUED FOR USE LEGEND Borehole by Tetra Tech January 2017 NOTES Borehole and Pavement Core locations taken from handheld GPS CLIENT McKENZIE INTERCHANGE GEOTECHNICAL INVESTIGATION SAANICH, BC Pavement core by Tetra Tech January 2017 Borehole & Pavement Core Location Plan Thurber proposed BH location relocated to BH1702 PROJECT NO. 100m 0 Scale: 11"x17" PAVE DWN CKD REV IK AW 1 OFFICE DATE Nanaimo January 31, 2017 Figure 2

10 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE APPENDIX A Tetra Tech s General Conditions McKenzie Interchange Memo.docx

11 GENERAL CONDITIONS GEOTECHNICAL REPORT This report incorporates and is subject to these General Conditions. 1.1 USE OF REPORT AND OWNERSHIP This geotechnical report pertains to a specific site, a specific development and a specific scope of work. It is not applicable to any other sites nor should it be relied upon for types of development other than that to which it refers. Any variation from the site or development would necessitate a supplementary geotechnical assessment. This report and the recommendations contained in it are intended for the sole use of TETRA TECH s Client. TETRA TECH does not accept any responsibility for the accuracy of any of the data, the analyses or the recommendations contained or referenced in the report when the report is used or relied upon by any party other than TETRA TECH s Client unless otherwise authorized in writing by TETRA TECH. Any unauthorized use of the report is at the sole risk of the user. This report is subject to copyright and shall not be reproduced either wholly or in part without the prior, written permission of TETRA TECH. Additional copies of the report, if required, may be obtained upon request. 1.2 ALTERNATE REPORT FORMAT Where TETRA TECH submits both electronic file and hard copy versions of reports, drawings and other projectrelated documents and deliverables (collectively termed TETRA TECH s instruments of professional service); only the signed and/or sealed versions shall be considered final and legally binding. The original signed and/or sealed version archived by TETRA TECH shall be deemed to be the original for the Project. Both electronic file and hard copy versions of TETRA TECH s instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except TETRA TECH. TETRA TECH s instruments of professional service will be used only and exactly as submitted by TETRA TECH. Electronic files submitted by TETRA TECH have been prepared and submitted using specific software and hardware systems. TETRA TECH makes no representation about the compatibility of these files with the Client s current or future software and hardware systems. 1.3 ENVIRONMENTAL AND REGULATORY ISSUES 1.4 NATURE AND EXACTNESS OF SOIL AND ROCK DESCRIPTIONS Classification and identification of soils and rocks are based upon commonly accepted systems and methods employed in professional geotechnical practice. This report contains descriptions of the systems and methods used. Where deviations from the system or method prevail, they are specifically mentioned. Classification and identification of geological units are judgmental in nature as to both type and condition. TETRA TECH does not warrant conditions represented herein as exact, but infers accuracy only to the extent that is common in practice. Where subsurface conditions encountered during development are different from those described in this report, qualified geotechnical personnel should revisit the site and review recommendations in light of the actual conditions encountered. 1.5 LOGS OF TESTHOLES The testhole logs are a compilation of conditions and classification of soils and rocks as obtained from field observations and laboratory testing of selected samples. Soil and rock zones have been interpreted. Change from one geological zone to the other, indicated on the logs as a distinct line, can be, in fact, transitional. The extent of transition is interpretive. Any circumstance which requires precise definition of soil or rock zone transition elevations may require further investigation and review. 1.6 STRATIGRAPHIC AND GEOLOGICAL INFORMATION The stratigraphic and geological information indicated on drawings contained in this report are inferred from logs of test holes and/or soil/rock exposures. Stratigraphy is known only at the locations of the test hole or exposure. Actual geology and stratigraphy between test holes and/or exposures may vary from that shown on these drawings. Natural variations in geological conditions are inherent and are a function of the historic environment. TETRA TECH does not represent the conditions illustrated as exact but recognizes that variations will exist. Where knowledge of more precise locations of geological units is necessary, additional investigation and review may be necessary. Unless stipulated in the report, TETRA TECH has not been retained to investigate, address or consider and has not investigated, addressed or considered any environmental or regulatory issues associated with development on the subject site. 1

12 General Conditions GEOTECHNICAL REPORT 1.7 PROTECTION OF EXPOSED GROUND Excavation and construction operations expose geological materials to climatic elements (freeze/thaw, wet/dry) and/or mechanical disturbance which can cause severe deterioration. Unless otherwise specifically indicated in this report, the walls and floors of excavations must be protected from the elements, particularly moisture, desiccation, frost action and construction traffic. 1.8 SUPPORT OF ADJACENT GROUND AND STRUCTURES Unless otherwise specifically advised, support of ground and structures adjacent to the anticipated construction and preservation of adjacent ground and structures from the adverse impact of construction activity is required. 1.9 INFLUENCE OF CONSTRUCTION ACTIVITY There is a direct correlation between construction activity and structural performance of adjacent buildings and other installations. The influence of all anticipated construction activities should be considered by the contractor, owner, architect and prime engineer in consultation with a geotechnical engineer when the final design and construction techniques are known OBSERVATIONS DURING CONSTRUCTION Because of the nature of geological deposits, the judgmental nature of geotechnical engineering, as well as the potential of adverse circumstances arising from construction activity, observations during site preparation, excavation and construction should be carried out by a geotechnical engineer. These observations may then serve as the basis for confirmation and/or alteration of geotechnical recommendations or design guidelines presented herein DRAINAGE SYSTEMS Where temporary or permanent drainage systems are installed within or around a structure, the systems which will be installed must protect the structure from loss of ground due to internal erosion and must be designed so as to assure continued performance of the drains. Specific design detail of such systems should be developed or reviewed by the geotechnical engineer. Unless otherwise specified, it is a condition of this report that effective temporary and permanent drainage systems are required and that they must be considered in relation to project purpose and function BEARING CAPACITY Design bearing capacities, loads and allowable stresses quoted in this report relate to a specific soil or rock type and condition. Construction activity and environmental circumstances can materially change the condition of soil or rock. The elevation at which a soil or rock type occurs is variable. It is a requirement of this report that structural elements be founded in and/or upon geological materials of the type and in the condition assumed. Sufficient observations should be made by qualified geotechnical personnel during construction to assure that the soil and/or rock conditions assumed in this report in fact exist at the site SAMPLES TETRA TECH will retain all soil and rock samples for 30 days after this report is issued. Further storage or transfer of samples can be made at the Client s expense upon written request, otherwise samples will be discarded INFORMATION PROVIDED TO TETRA TECH BY OTHERS During the performance of the work and the preparation of the report, TETRA TECH may rely on information provided by persons other than the Client. While TETRA TECH endeavours to verify the accuracy of such information when instructed to do so by the Client, TETRA TECH accepts no responsibility for the accuracy or the reliability of such information which may affect the report. 2

13 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE APPENDIX B Asphalt core photos McKenzie Interchange Memo.docx

14 MCKENZIE INTERCHANGE PAVEMENT DRILLING/CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE PAVEMENT CORE PHOTOS Photo 1: PC1701 Photo 2: PC1702 Photo 3: PC1703 Photo 4: PC McKenzie Interchange

15 MCKENZIE INTERCHANGE PAVEMENT DRILLING/CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE Photo 5: PC1705 Photo 6: PC1706 Photo 7: PC1707 Photo 8: PC McKenzie Interchange

16 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE APPENDIX C Borehole logs McKenzie Interchange Memo.docx

17 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/20 TEST HOLE No. BH01 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests Bag G SM1 ASPHALT (200 mm thick) SAND (FILL) gravelly, some silt, wellgraded, damp, brown, ACP remnants; finegrained sand, subrounded to subangular gravel. 0.2m 0.3m Bag G Bag G silty, CLAY (TILL), trace gravel, very stiff to hard, damp, low to medium plastic, mottled grey and brown. 2 Bag G m 3 Bag G SAND some gravel, some silt, trace clay, compact to dense, damp, brown. END OF BOREHOLE (3.1 m) Backfilled with cuttings and cold mix asphalt. 3.05m SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

18 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/19 TEST HOLE No. BH02 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests Bag G ASPHALT (195 mm thick) SAND and GRAVEL (FILL) trace silt, damp, brown. 0.2m 0.3m 0.3m 1 Bag G trace sand Bag G silty, CLAY (POSSIBLE TILL), trace gravel, firm to stiff, moist, low plastic, dark brown, trace rootlets, trace organics. 2 some silt Bag G Bag G CLAY some silt, trace sand, firm to stiff, moist, medium to high plastic, greyblue. END OF BOREHOLE (3.05 metres) Backfilled with cuttings and cold mix asphalt. 2.7m 3.05m SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

19 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/20 TEST HOLE No. BH03 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests Bag G SWSM ASPHALT (100 mm thick) gravelly, SAND (FILL), trace silt, well graded, damp, brown; subangular gravel, medium grained sand. 0.1m 0.3m 1 Bag G2 Bag G SW SAND (FILL) some gravel, trace silt, damp, compact, brown; fine to medium grained sand. 1.52m Bag G Bag G silty, CLAY (TILL), trace sand, damp to moist, very stiff, low plastic, grey and brown. 3 END OF BOREHOLE (3.05 metres) Backfilled with cuttings and cold mix asphalt. 3.05m SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

20 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/19 TEST HOLE No. BH04 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests ASPHALT (85 mm thick) SAND and GRAVEL (FILL) well graded, damp, brown; subrounded gravel. 0.09m 0.3m 0.3m 1 Bag G gravelly, SAND (FILL), trace silt, medium grained, moist, brown, subrounded to angular gravel. Driller observes harder drilling at 0.9 m. 0.91m Bag G2 Bag G SAND and GRAVEL trace silt, trace cobbles, well graded, damp, brown; subangular gravel, medium grained sand. silty 2 END OF BOREHOLE (2.1 metres) Backfilled with cuttings and cold mix asphalt. 2.1m 2.1m 3 SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

21 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/19 TEST HOLE No. BH05 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests 1 2 Bag G1 Bag G2 Bag G3 Bag G4 Bag G SW ASPHALT (65 mm thick) SAND and GRAVEL (FILL) trace silt, well graded, moist, brown, trace ACP remnants; subrounded to subangular gravel. SAND (FILL) trace silt, trace gravel, moist, brown; medium grained sand. CLAY (TILL) trace silt, trace sand, trace gravel, moist, very stiff to hard. SILT some sand, trace to some clay, stiff to very stiff, damp, mottled grey and brown. Auger broke off; drillers unable to retrieve it. Auger is located at a depth of approximately 1.5 m to 3.0 m. silty, SAND, some gravel, damp to moist, compact, brown. 0.07m 0.3m 0.3m 0.6m 1.1m 1.5m 2.1m SAND trace to some silt, trace gravel, damp to moist, brown END OF BOREHOLE (2.45 m) Backfilled with cuttings and cold asphalt mix. 2.45m 3 SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

22 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/19 TEST HOLE No. BH06 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests 1 Bag G1 Bag G2 Bag G ASPHALT (88 mm thick) SAND and GRAVEL (FILL) trace silt, well graded, moist, brown; subrounded to subangular gravel. SAND (FILL) trace gravel, trace silt, brown; medium grained sand, subrounded gravel. silty, CLAY (TILL), some sand, trace gravel, moist, brown; medium grained sand. driller notes grinding of rod unable to advance further (possible layer of cobbles / boulders) END OF BOREHOLE (0.91 m) due to refusal. Backfilled with cuttings and packed with cold mix asphalt. 0.09m 0.2m 0.2m 0.45m 0.91m 2 3 SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

23 Ministry of Transportation Project Location UTM SUMMARY LOG Geotechnical and Materials Engineering Highway 1 Admirals/McKenzie Interchange District of Saanich N //E Driller Method Drillwell Solid Stem Auger Dates 17/01/19 TEST HOLE No. BH07 Drilling Details Depth (m) Sample Type Blowcount Recovery (m) Shear Strength (kpa) Gradation % Gravel Sand Fines Index Properties w L w P w Classification Description Other Tests Bag G1 Bag G ASPHALT (85 mm thick) GRAVEL and SAND (FILL) trace silt, well graded, damp, brown, ACP remnants; subrounded to subangular gravel. SAND (FILL) some gravel, trace silt, moist, brown; medium grained sand, subrounded gravel. 0.09m 0.2m 0.2m 0.6m 1 trace sand, trace gravel, very stiff 2 Bag G3 Bag G soft, wet, medium to high plastic, dark brown, trace organics. CLAY (TILL) silty, trace to some gravel, very stiff to hard, moist, medium plastic, mottled grey and brown, trace rootlets. seepage at 2.1 metres. Bag G END OF BOREHOLE (2.45 metres) due to refusal on possible bedrock. 2.45m 3 SUMMARY LOG TRNPAVE GPJ BC_MOT.GDT 17/02/02 4 SAMPLE TYPE A Auger C Core D Denison S Split Spoon T Shelby Tube W Wash SHEAR STRENGTH kpa U F V Unconfined Compression Field Vane L VR Lab Vane Remoulded Blowcount = Standard Penetration Test (ASTM1586) M Q, R, S C DS w L, w Pw NOTE: Brackets ( ) denote Engineer's estimate TESTS Mechanical Analysis Triaxial Compression Consolidation Direct Shear Liquid, Plastic Limits Moisture Content FILE No. TRN.PAVE LOGGED By: SO SHEET 1 of 1

24 MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION FILE: 704TRN.PAVE FEBRUARY 2, 2017 ISSUED FOR USE APPENDIX D Laboratory Results McKenzie Interchange Memo.docx

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