1 SITE EXPLORATION PROGRAM

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1 November 1, 2016 MMM Group Limited 1045 Howe Street, Suite 700 Vancouver, BC, Canada V6Z 2A9 Jianping Jiang, Ph.D., P.Eng Vice President Dear Dr. Jiang: Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report Klohn Crippen Berger Ltd. is pleased to submit the factual data report for the site exploration and laboratory testing program conducted at the Agassiz-Rosedale Bridge in September and October of The site exploration program was undertaken to determine and characterize the soil conditions within the Fraser River just downstream of the existing river piers. This report describes the program and presents data obtained from the exploration. 1 SITE EXPLORATION PROGRAM The site exploration program was conducted from September 24 th to October 1 st, 2016, and comprised two drill holes (DH16-07 and DH16-08) located on seasonally exposed gravel bars, between the banks of the Fraser River. The approximate locations of the test holes are shown on Figure 1. The drill holes were conducted by Mud Bay Drilling Ltd (MBD) of Surrey, BC, and Mobile Augers & Research Ltd (Mobile Augers) of Edmonton, AB. A modified, heli-portable Fraste ML drilling rig supplied by Mobile Augers was used to advance both drill holes. The drilling rig and drilling equipment were transported to the drilling locations by a twin-engine Bell 212 enhanced helicopter owned and operated by Wildcat Helicopters of Kelowna, BC. Drilling was conducted using a nominally 180 mm (7 ) diameter casing-advance down-the-hole hammer system powered by compressed air to a depth of 7.5 m in both holes. Mud rotary drilling methods were used below this depth. Open-hole drilling was conducted in a manner consistent with ASTM D whenever possible, but collapsing conditions required driving of HW-sized casing for much of both holes despite the use of thickened drilling fluids. The use of tri-cone drilling bits were required due to the presence of coarse gravels and cobbles. Selected photos from the program are presented in Appendix IV Fraser River SI and Lab Rpt.docx P10002A Klohn Crippen Berger LTD Virtual Way Vancouver BC V5M 4X6 CANADA t f

2 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Site Investigation and Laboratory Testing Data Report 1.1 Insitu Penetration Testing and Sampling Because of the coarse nature of the soils comprising significant amount of gravels, Large Penetration Tests (LPTs) were conducted at regular intervals using LPT samplers with outer diameter of 114 mm (4.5 ) or 88 mm (3.5 ) or 77 mm (3.0 ). The sampler size was chosen based on a review of disturbed samples recovered during the testing and/or the soil cuttings returned to the surface. The LPTs were conducted using an automatic trip hammer with maximum rated energy of 1000 Nm (750 ft-lb). A hammer weighing 136 kg (300 lbs) was dropped over a nominal height of 76 cm (30 ) during testing. A few Standard Penetration Tests (SPTs) were also conducted at selected depths in drill hole DH The depths for SPTs were chosen where coarse-grained material was judged minimally present. The SPTs were conducted using an automatic hammer with a maximum rated energy of 475 Nm (350 ft-lbs). A 63.6 kg (140 lbs) hammer was used with a nominal drop height of 76 cm (30 ). A standard 51 mm (2 ) OD split spoon sampler was used. The SPT sampler had a plastic catcher with room for a liner but no liner was present. The LPT and SPT tests were conducted using NWJ rods. Details of the LPT and SPT split spoon samplers and hammer energies used are presented in Table 1. Table 1 LPT and SPT Details LPT/SPT Nominal Sampler Size (inches) Outer Diameter (mm) Maximum Rated Energy Inner Shoe Diameter (mm) Soil Catcher of the Automatic Hammer (Nm) Weight of Hammer (kg) LPT Steel 1000 Nm LPT Steel 1000 Nm LPT Plastic 1000 Nm SPT Plastic 475 Nm 63.5 During LPT and SPT testing, the penetrometers were driven 600 mm into the soil at the base of the drill hole, after the drill hole had been cleaned out, and the number of blows required to drive the penetrometer for each 150 mm increment was recorded. The number of blows required to drive the penetrometer from 150 mm penetration to 450 mm penetration is referred to as the penetration resistance (the standard penetration resistance when using a sampler consistent with ASTM D ), or N-value. The number of blows required to drive each 150 mm is presented in the soils logs included in Appendix I. The corresponding N values (number of blows to drive the sampler from 150 mm to 450 mm) are also plotted. The soils returned within the penetrometers were photographed and logged on site by a KCB geotechnical engineer. Soil stratigraphy between samplers were inferred form returned cuttings and drilling action. Drill hole logs are provided in Appendix I and photographs of selected samples are presented in Appendix IV Fraser River SI and Lab Rpt.docx Page 2 P10002A November 2015

3 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Site Investigation and Laboratory Testing Data Report 1.2 Energy Measurements Energy measurements were conducted during LPT/SPT testing at selected depths by KCB using an SPT Analyzer manufactured by Pile Dynamics Inc. An instrumented NWJ rod fitted with accelerometers and strain gauges was used in the tests. Energy measurements are summarized in Table 2 and selected wave traces are included in Appendix II. Average energies presented in Table 2 were computed using the force-velocity FV method. The FV method uses both force and velocity measurements taken during the testing. Table 2 Summary of SPT Analyzer Average Energy Transfer Ratios Drill Hole Depth (m) Maximum Rated Energy of Hammer (Nm) Sampler Type Energy Transfer Ratio (ETR) (%) DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT DH LPT Notes: DH SPT (1) Average Energy Transfer Ratio (ETR), as a percentage of the rated energy of the hammer 1.3 Test Hole Location and River Level Survey The drill hole locations, and levels of the Fraser River, were surveyed on September 26, 27, and 28, using a Trimble R10 RTK GPS receiver connected to the Can-Net Virtual Reference Station Network, supplied by Cansel Canada of Vancouver, British Columbia. The system had previously been checked by KCB against GCM located on the Rosedale- Agassiz Bridge. Surveyed results have typically been found to vary from the GCM by 40 mm vertically and approximately 0.6 m horizontally. Coordinates of the drill holes are therefore reported to the nearest metre. Table 3 lists the approximate coordinates and elevations of the drill holes. The coordinates are referenced to NAD83 UTM Zone 10 N, and the elevations to CVD28 datum Fraser River SI and Lab Rpt.docx Page 3 P10002A November 2015

4 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Site Investigation and Laboratory Testing Data Report Table 3 Drill Hole Coordinates and Elevation Location Date Surveyed Northing (m) Easting (m) Elevation (m) DH DH Water levels of the Fraser River were also surveyed at different locations and at different times. Results are presented in Table 4. Table 4 Surveyed River Levels Location Date Surveyed Time Surveyed Elevation (m) North Bank of Fraser River : North Bank of Gravel Bar : North Bank of Gravel Bar : South Bank of Gravel Bar : South Bank of Gravel Bar : LABORATORY TESTING PROGRAM Soil samples collected during the exploration program were sent to the KCB laboratory in Vancouver, BC. Grain size testing was conducted on selected samples collected during the LPT and SPT testing. Test results are included in Appendix III and the fines content from the testing are shown on the drill hole logs included in Appendix I. 3 LIMITATION AND USE OF THIS REPORT This report is an instrument of service of Klohn Crippen Berger Ltd. The report has been prepared for the exclusive use of MMM Group Ltd. and the Ministry of Transportation and Infrastructure, BC, for the specific application to the Agassiz-Rosedale Bridge Project. The report's contents may not be relied upon by any other party without the express written permission of Klohn Crippen Berger. In this report, Klohn Crippen Berger has endeavoured to comply with generally-accepted professional practice common to the local area. Klohn Crippen Berger makes no warranty, express or implied. The analyses, conclusions and recommendations contained in this report are based on data derived from a limited number of test holes obtained from widely spaced subsurface explorations. The methods used indicate subsurface conditions only at the specific locations where samples were obtained or where in-situ tests would infer, only at the time they were obtained, and only to the depths penetrated. The samples and tests cannot be relied on to accurately reflect the nature and extent of strata variations that usually exist between sampling or testing locations Fraser River SI and Lab Rpt.docx Page 4 P10002A November 2015

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6 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Site Investigation and Laboratory Testing Data Report REFERENCES ASTM D Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils, ASTM International, West Conshohocken, PA, ASTM D Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential, ASTM International, West Conshohocken, PA, Fraser River SI and Lab Rpt.docx Page 6 P10002A November 2015

7 MMM Group Limited Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report FIGURES Figure 1 Drill Hole Location Plan Fraser River SI and Lab Rpt.docx P10002A01 November 2016

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10 MMM Group Limited Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report APPENDIX I Test Hole Logs Fraser River SI and Lab Rpt.docx P10002A01 November 2016

11 DEPTH (m) 1 SPT BLOWS PER 0.15m SAMPLE TYPE SAMPLE No. SYMBOL STARTED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): TEST HOLE LOG FINISHED: N DESCRIPTION OF MATERIALS E SAND (SP), fine to coarse, gravelly (fine to coarse), trace to some cobbles, subangular to rounded, maximum particle size observed was 90 mm, grey, moist to wet. INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:57 AM for 100 mm " LPT 4.5" LPT 4.5" LPT 4.5" LPT 4.5" LPT 3.5" LPT 3.5" LPT 3.5" LPT 3.5" LPT SA1 SA2 SA3 SA4 NR SA5 SA6 SA7 SA SAND (SP), fine, trace to some timber (roots or alluviually deposited logs), grey, wet. Some intermittant gravelly and cobbly zones based on drilling action. Log encountered from 3.6 m to 4.0 m (shredded timber returned). GRAVEL (GP), fine to coarse, and sand (fine to coarse), trace cobbles, trace timber (roots or alluvially deposited), subrounded to rounded, max particle size observed was 100 mm, grey, wet. COBBLES and GRAVEL (GP), inferred from drilling action and LPT refusal. LPT at 5.94 m depth encountered refusal on cobble or boulder (based on bouncing action, refusal, and damaged shoe). SAND (SP), based on drilling action and heaving soil conditions (no recovery in LPT). LPT conducted at 7.5 m was conducted after approximately 300 mm of heave was observed. Test conducted from nominally 7.2 m, and results are not reliable. GRAVEL (GP), fine to coarse, sandy to GRAVEL and SAND, trace cobbles, subrounded to rounded, maximum particle size observed was 80 mm in diameter, wet. From 13.7 m, no cobbles observed. SAND and GRAVEL. Continued Next Page PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 1 OF 3 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF CHECKED BY: HOLE NO.: JDW DH16-07

12 DEPTH (m) SPT BLOWS PER 0.15m 13 SAMPLE TYPE SAMPLE No. SYMBOL TEST HOLE LOG STARTED: FINISHED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): N E DESCRIPTION OF MATERIALS INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% " LPT SA " LPT SA SAND (SP), fine to medium, trace gravel (fine to coarse), subangular to rounded, grey, wet " LPT SA SAND (SP), fine to coarse, some gravel to SAND and GRAVEL (fine to coarse), grey, maximum particle size observed was 65 mm in diameter, wet " LPT SA12 JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:57 AM " LPT SA From 21.6 m, trace gravel. Notes: End of Hole at 22.3 m 1) Drilling was conducted by Mud Bay Drilling Ltd of Surrey, BC, using a modified heli-portable Fraste ML drilling rig. 2) Drilling was conducted using a nominally 180 mm (7") diameter casing-advance down-the-hole hammer system powered by compressed air from surface to a depth of 7.5 m. The hole was advanced from 7.5 m to 22.3 m depth using mud rotary drilling methods. HW-sized casing was driven in nominally 1.5 m (5') sections and drilled out using a 100 mm (3 7/8") tri-cone drill bit. Baroid quik-gel bentonite, Baroid 41 weighting agent, and Extreme Alkamer viscosifier were used in the drilling fluids. 3) Groundwater levels are based on nearby surveyed river levels. 4) Coordinates are in NAD83 UTM Zone 10 N, and elevations are in CGVD28. Coordinates and elevations were surveyed by KCB using a Trimble R10 'GPS' receiver connected to the Can-Net system employing RTK methods. 5) A nominally 115 mm (4.5") large penetrometer, with a 750 ft-lb automatic hammer system was used to conduct split-spoon testing and sampling Continued Next Page PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 2 OF 3 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF CHECKED BY: HOLE NO.: JDW DH16-07

13 DEPTH (m) SPT BLOWS PER 0.15m SAMPLE TYPE SAMPLE No. SYMBOL TEST HOLE LOG STARTED: FINISHED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): N E DESCRIPTION OF MATERIALS INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% (large penetrometer testing, LPT) to a depth of 7.8 m. The penetrometer had an outer diameter of 114 mm, and an inner shoe diameter of 95 mm. A steel catcher was used, and the sampler had room for a liner, but no liner was installed. All 114 mm LPT tests were performed using NWJ rods ) A nominally 90 mm (3.5") large penetrometer, with a 750 ft-lb automatic hammer system was used to conduct split-spoon testing and sampling from a depth of 9.4 m. The penetrometer had an outer diameter of 88 mm, and an inner shoe diameter of 73 mm. A steel catcher was used, and the sampler had room for a liner, but no liner was installed. All 90 mm LPT tests were performed using NWJ rods. 35 7) Energy measurements were carried out during LPT testing at selected depths using a PDI SPT Analyzer. 36 8) DH16-07 was grouted to surface using Wyoben Enviroplug Grout (nominally 45 kg to 105 litres of water per batch). JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:57 AM PROJECT NO.: P10002A01 PROJECT: Agassiz-Rosedale Bridge LOCATION: Agassiz, BC LOGGED BY: JMF CHECKED BY: JDW SHEET 3 OF 3 HOLE NO.: DH16-07

14 DEPTH (m) SPT BLOWS PER 0.15m SAMPLE TYPE SAMPLE No. SYMBOL STARTED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): TEST HOLE LOG FINISHED: N DESCRIPTION OF MATERIALS E GRAVEL (GP), fine to coarse, and SAND (fine), some cobbles, subrounded to rounded, maximum particle size observed was 95 mm, grey, moist to wet. INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% " LPT SA " LPT SA " LPT SA3 JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:57 AM " LPT 4.5" LPT 3.5" LPT 3.5" LPT 3.5" LPT 3.5" LPT SA4 NR SA5 SA6 SA7 SA From 7.6 m, cobbley. Sand is medium to coarse. SAND (SP), fine, and GRAVEL (fine to coarse), subangular to rounded, grey-brown, wet. From 13.7 m, gravelly. Continued Next Page PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 1 OF 4 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF/MM CHECKED BY: HOLE NO.: JDW DH16-08

15 DEPTH (m) SPT BLOWS PER 0.15m 9 11 SAMPLE TYPE SAMPLE No. SYMBOL TEST HOLE LOG STARTED: FINISHED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): N E DESCRIPTION OF MATERIALS INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% " LPT SA " LPT SA SAND (SP), fine, some gravel (fine to coarse), subangular to rounded, grey-brown, wet. From 17.7 m, trace cobbles, based on drilling action. JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:58 AM " LPT 3" LPT 3" LPT 3" LPT 3" LPT 3" LPT 3" LPT 3" LPT 3" LPT SA11 SA12 SA13 SA14 SA15 SA16 SA17 SA18 SA SAND (SP), fine, and GRAVEL to gravelly (fine to coarse), subangular to rounded, grey-brown, wet. Drilling action consistent with intermittant layers of coarser soils. Approximately 0.5 m of slough in hole during LPT conducted at m. Test actually conducted from m. Penetration testing results unreliable. From 24.5 m to 25.5 m, no gravel. GRAVEL (GP), fine to coarse, trace sand (coarse), subrounded to rounded, maximum particle size observed was 40 mm, grey-brown, wet GRAVEL (GP), fine to coarse, and SAND (fine to Continued Next Page PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 2 OF 4 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF/MM CHECKED BY: HOLE NO.: JDW DH16-08

16 DEPTH (m) SPT BLOWS PER 0.15m SAMPLE TYPE 3" LPT SAMPLE No. SA20 SYMBOL STARTED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): TEST HOLE LOG FINISHED: N DESCRIPTION OF MATERIALS E coarse), subrounded to rounded, maximum particle size observed was 70 mm, wet. Some intermittent zones of coarse gravel and cobbles (based on drilling action). SAND (SW), fine to coarse, trace gravel (fine), subrounded, maximum particle size observed was 15 mm, brown, saturated. From 31.7 m, some fine to coarse gravel. Maximum particle size observed was 50 mm. INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:58 AM " LPT SPT 3" LPT 3" LPT SPT SPT SA21 SA22 SA23 SA24 SA25 SA From 34 m, 500 mm thick layer of cobbles and gravel, based on drilling action. SAND (SP), fine, gravelly (fine to coarse), maximum particle size observed was 45 mm, brown, saturated. SAND (SP), fine to coarse, trace to some gravel (fine), subrounded, maximum particle size observed was 25 mm, brown, saturated. Notes: End of Hole at 39.9 m 1) Drilling was conducted by Mud Bay Drilling Ltd of Surrey, BC, using a modified heli-portable Fraste ML drilling rig. 2) Drilling was conducted using a nominally 180 mm (7") diameter casing-advance down-the-hole hammer system powered by compressed air from surface to a depth of 7.5 m. The hole was advanced from 7.5 m to 11.4 m depth using mud rotary methods. The hole was advanced using open-hole methods with a 115 mm (4.5") tricone bit to a depth of 11.4 m. HW-sized casing was then driven in nominally 1.5 m (5') sections and drilled out using a 100 mm (3 7/8") tri-cone bit to nominally 25 m. The hole was advanced from 25 m to 28 m using open-hole methods and a 100 Continued Next Page PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 3 OF 4 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF/MM CHECKED BY: HOLE NO.: JDW DH16-08

17 DEPTH (m) SPT BLOWS PER 0.15m SAMPLE TYPE SAMPLE No. SYMBOL TEST HOLE LOG STARTED: FINISHED: DRILL METHOD: Mud Rotary GROUND ELEV. (m): COORDINATES (m): N E DESCRIPTION OF MATERIALS INSTRUMENT DETAILS Su - kpa VANE PEAK FIELD LAB UC/2 REMOLD P.PEN/2 % FINES SPT N W P% W% W L% mm tri-cone drill bit, and from 28 m to 31 m depth by driving casing. The hole was then completed using open-hole methods with a 100 mm tri-cone bit. Baroid quik-gel bentonite, Baroid 41 weighting agent, and Extreme Alkamer viscosifier were used in the drilling fluids. 3) Groundwater levels are based on nearby surveyed river levels ) Coordinates are in NAD83 UTM Zone 10 N, and elevations are in CGVD28. Coordinates and elevations were surveyed by KCB using a Trimble R10 'GPS' receiver connected to the Can-Net system employing RTK methods ) A nominally 115 mm (4.5") large penetrometer, with a 750 ft-lb automatic hammer system was used to conduct large diameter split-spoon testing (large penetrometer testing, LPT) and sampling to a depth of 6.9 m. The penetrometer had an outer diameter of 114 mm, and an inner shoe diameter of 95 mm. A steel catcher was used, and the sampler had room for a liner, but no liner was installed. All 115 mm LPT tests were performed using NWJ rods. JMF KCB STD LIBRARY V1.09.GLB KCBL_TEST_HOLE-SI P10002A01 - AGASSIZ ROSEDALE BRIDGE.GPJ KCB DATA TEMPLATE V1.01.GDT :49:58 AM ) A nominally 90 mm (3.5") large penetrometer, with a 750 ft-lb automatic hammer system was used to conduct LPT testing and sampling from a depth of 9.1 m to a depth of 14.8 m. The penetrometer had an outer diameter of 88 mm, and an inner shoe diameter of 73 mm. A steel catcher was used, and the sampler had room for a liner, but no liner was installed. All 90 mm LPT tests were performed using NWJ rods. 7) A nominally 77 mm (3") large penetrometer, with a 750 ft-lb automatic hammer system was used to conduct LPT testing and sampling from a depth of 15.5 m (except at depths of 33.2 m, 37.8 m, and 39.3 m, where a standard split spoon was used with a 350 ft-lb automatic hammer system to conduct standard penetration testing, SPT). The penetrometer had an outer diameter of 77 mm, and an inner shoe diameter of 61 mm. A steel catcher was used, and the sampler had room for a liner, but no liner was installed. All 77 mm LPT tests were performed using NWJ rods. The SPT spoon used a plastic catcher, and had room for a liner, but no liner was installed. All SPTs were performed using NWJ rods. 8) Energy measurements were carried out during SPT and LPT testing at selected depths using a PDI SPT Analyzer. 9) DH16-07 was grouted to surface using Wyoben Enviroplug Grout (nominally 45 kg to 105 litres of water per batch). PROJECT NO.: PROJECT: LOCATION: LOGGED BY: SHEET 4 OF 4 P10002A01 Agassiz-Rosedale Bridge Agassiz, BC JMF/MM CHECKED BY: HOLE NO.: JDW DH16-08

18 MMM Group Limited Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report APPENDIX II Selected LPT Energy Measurement Plots Fraser River SI and Lab Rpt.docx P10002A01 November 2016

19 Klohn Crippen Berger Ltd Pile Driving Analyzer P10002 DH1607 F (300) V (8.168) A34 F34 TS: 25.6 TB: 8.5 E (2.000) EF2 (2.000) D (40) TS: 25.6 TB: m 0.8 m Project Information PROJECT: P10002 PILE NAME: DH1607 DESCR: ;; OPERATOR: JF FILE: DH1607 mod.w :14:52 Blow Number 4/120 Pile Properties LE 17.1 m AR 9.10 cm^2 EM MPa SP 77.3 kn/m3 WS m/s EA/C 37 kn-s/m 2L/C 6.61 ms JC 0.00 [] LP 15.5 m Quantity Results FMX 169 kn VMX m/s FVP 0.9 [] EMX kn-m ER kn-m ETR 86.7 (%) EF kn-m EFV kn-m QNV 0.00 [] Sensors F3: [F1] (1) F4: [F2] (1) A3: [A1] 373 mv/5000g's (1) A4: [A2] 338 mv/5000g's (1) CLIP: OK F3/F4: OK 1.04 V3/V4: OK 1.02 Version

20 Klohn Crippen Berger Ltd Pile Driving Analyzer DH1608 F (300) V (8.168) A34 F34 TS: 25.6 TB: 8.5 E (2.000) EF2 (2.000) D (50) TS: 25.6 TB: m 0.8 m Project Information PROJECT: PILE NAME: DH1608 DESCR: ;; OPERATOR: JF FILE: DH1608.W :15:27 Blow Number 7 Pile Properties LE 17.2 m AR 9.10 cm^2 EM MPa SP 77.3 kn/m3 WS m/s EA/C 37 kn-s/m 2L/C 6.70 ms JC 0.00 [] LP 15.5 m Quantity Results FMX 157 kn VMX m/s FVP 0.8 [] EMX kn-m ER kn-m ETR 86.0 (%) EF kn-m EFV kn-m QNV 0.00 [] Sensors F3: [F1] (1) F4: [F2] (1) A3: [A1] 373 mv/5000g's (1) A4: [A2] 338 mv/5000g's (1) CLIP: OK F3/F4: OK 1.01 V3/V4: OK 1.02 Version

21 Klohn Crippen Berger Ltd Pile Driving Analyzer DH1608 F (300) V (8.168) A4 F34 TS: 51.2 TB: 7.3 E (2.000) EF2 (2.000) D (80) TS: 51.2 TB: m 0.5 m Project Information PROJECT: PILE NAME: DH1608 DESCR: ;; OPERATOR: JF FILE: DH Corrected.W :32:58 Blow Number 1 Pile Properties LE 26.9 m AR 9.10 cm^2 EM MPa SP 77.3 kn/m3 WS m/s EA/C 37 kn-s/m 2L/C ms JC 0.00 [] LP 25.0 m Quantity Results FMX 168 kn VMX m/s FVP 0.8 [] EMX kn-m ER kn-m ETR 88.0 (%) EF kn-m EFV kn-m QNV 0.00 [] Sensors F3: [F1] (1) F4: [F2] (1) A4: [A2] 338 mv/5000g's (1) CLIP: OK F3/F4: OK 0.99 V1/V2: USE 2 ACCELS Version

22 MMM Group Limited Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report APPENDIX III Laboratory Test Data Fraser River SI and Lab Rpt.docx P10002A01 November 2016

23 GRAIN SIZE DISTRIBUTION 100 GRAVEL SAND COBBLES coarse fine coarse medium fine SIEVE OPENINGS IN INCHES U.S. SIEVE NUMBERS /4 3/ SILT OR CLAY PERCENT FINER BY WEIGHT GRAIN SIZE(mm) HOLE DH DH DH DH DH DEPTH (m) D D D50 D15 D10 CU %GRAVEL %SAND %FINES KCB_GRAIN_SIZE-SI AGASSIZ - T1666.GPJ SIEVE.GDT HOLE DH DH DH DH DH SAMPLE SA 2 SA 5 SA 12 SA 2 SA 5 DEPTH (m) W% W L CU = COEFFICIENT OF UNIFORMITY = D60/D10 PARTICLE SIZES, e.g. D85, in mm Tested by Wet Sieving Method (ASTM D6913 & ISO/TS ) W P PI PROJECT NO.: PROJECT: LOCATION: FIGURE: DRAWN BY: CM REMARKS / SAMPLE DESCRIPTION Not enough material for sieve test Not enough material for sieve test Not enough material for sieve test Not enough material for sieve test P10002A01 Agassiz Rosedale Bridges Agassiz, BC CHECKED BY: BY

24 GRAIN SIZE DISTRIBUTION 100 GRAVEL SAND COBBLES coarse fine coarse medium fine SIEVE OPENINGS IN INCHES U.S. SIEVE NUMBERS /4 3/ SILT OR CLAY PERCENT FINER BY WEIGHT GRAIN SIZE(mm) HOLE DH DH DH DH DH DEPTH (m) D D D50 D15 D10 CU %GRAVEL %SAND %FINES KCB_GRAIN_SIZE-SI AGASSIZ - T1666.GPJ SIEVE.GDT HOLE DH DH DH DH DH SAMPLE SA 8 SA 13 SA 21 SA 22 SA 24 DEPTH (m) W% W L CU = COEFFICIENT OF UNIFORMITY = D60/D10 PARTICLE SIZES, e.g. D85, in mm Tested by Wet Sieving Method (ASTM D6913 & ISO/TS ) W P PI PROJECT NO.: PROJECT: LOCATION: FIGURE: DRAWN BY: CM REMARKS / SAMPLE DESCRIPTION Not enough material for sieve test Not enough material for sieve test Not enough material for sieve test Not enough material for sieve test P10002A01 Agassiz Rosedale Bridges Agassiz, BC CHECKED BY: BY

25 GRAIN SIZE DISTRIBUTION 100 GRAVEL SAND COBBLES coarse fine coarse medium fine SIEVE OPENINGS IN INCHES U.S. SIEVE NUMBERS /4 3/ SILT OR CLAY PERCENT FINER BY WEIGHT GRAIN SIZE(mm) HOLE DH DEPTH (m) D85 D60 D50 D15 D10 CU %GRAVEL %SAND %FINES 6.8 HOLE DH SAMPLE SA 25 DEPTH (m) 37.8 W% W L W P PI REMARKS / SAMPLE DESCRIPTION KCB_GRAIN_SIZE-SI AGASSIZ - T1666.GPJ SIEVE.GDT CU = COEFFICIENT OF UNIFORMITY = D60/D10 PARTICLE SIZES, e.g. D85, in mm Tested by Wet Sieving Method (ASTM D6913 & ISO/TS ) PROJECT NO.: PROJECT: LOCATION: FIGURE: DRAWN BY: CM P10002A01 Agassiz Rosedale Bridges Agassiz, BC CHECKED BY: BY

26 MMM Group Limited Agassiz-Rosedale Bridge 2016 Fraser River Site Exploration and Laboratory Testing Data Report APPENDIX IV Selected Photographs Fraser River SI and Lab Rpt.docx P10002A01 November 2016

27 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Site Investigation and Laboratory Testing Data Report Appendix IV - Selected Site Photographs Photo 1 Modified Fraste ML Drilling Rig Photo 2 Bell Helicopter Appendix IV.docx Page IV-1 P10002A01 November 2016

28 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 3 Assorted Split Spoon Penetrometers Photo 4 Casing Advance Drill Head and Casing Appendix IV.docx Page IV-2 P10002A November 2016

29 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 5 Heli-Lift Being Conducted Photo 6 Assembling Drilling Rig with Helicopter Appendix IV.docx Page IV-3 P10002A November 2016

30 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 7 Conducting Penetrometer Test Photo 8 DH16-07 Appendix IV.docx Page IV-4 P10002A November 2016

31 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 9 DH16-07 SA3 at 4.4 m Photo 10 DH16-07 SA7 at 12.5 m Appendix IV.docx Page IV-5 P10002A November 2016

32 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 11 DH16-07 SA12 at 20.1 m Photo 12 DH16-08 Appendix IV.docx Page IV-6 P10002A November 2016

33 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 13 DH16-08 SA3 at 4.4 m Photo 14 DH16-08 SA6 at 11.0 m Appendix IV.docx Page IV-7 P10002A November 2016

34 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 15 DH16-08 SA8 at 14.2 m Photo 16 DH16-08 SA11 at 18.6 m Appendix IV.docx Page IV-8 P10002A November 2016

35 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 17 DH16-08 SA16 at 25 m Photo 18 DH16-08 SA21 at 32.6 m Appendix IV.docx Page IV-9 P10002A November 2016

36 MMM Group Ltd. Agassiz-Rosedale and Agassiz Overhead Bridges Selected Site Photographs Photo 19 DH16-08 SA25 at 37.8 m Appendix IV.docx Page IV-10 P10002A November 2016