Re: Geotechnical Investigation Report District of 100 Mile House Water Treatment Plant and Reservoir Highway 97, 100 Mile House, BC

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1 TRUE Consulting July 20, Falcon Road File: 389 Kamloops, BC V2C 4J2 Attention: Mr. Dave Underwood, P.Eng. 1.0 INTRODUCTION Re: Geotechnical Investigation Report District of 100 Mile House Water Treatment Plant and Reservoir Highway 97, 100 Mile House, BC We understand that it is proposed to construct a new water reservoir, water treatment plant and approximately 1,700 m of associated water mains. This report summarises the results of a geotechnical investigation of the soil and groundwater conditions at the proposed development sites and makes recommendations for the design and construction of the new improvements. The report has been prepared exclusively for TRUE Consulting and the District of 100 Mile House for their use, and the use of others on their design team. 2.0 SITE DESCRIPTION The proposed water reservoir site is forested and undeveloped. The majority of the water main would be located within the forested lands. The water treatment plan would be located adjacent to the existing pump house on Highway FIELD INVESTIGATION The site was investigated on June 15, 2016 at which time 7 test pits were excavated using two excavators. The test pits were logged in the field by a technician from our office and loosely backfilled after logging and sampling. The test pits were excavated between depths of 2.8 and 3.2 m below the existing site grades. The approximate location of the test pits are shown on the Test Pit Location Plan, drawing following the text of this report. 4.0 SUBSURFACE CONDITIONS 4.1 Soil Profile The soils encountered in our test pits generally consist of dense glacial deposits (TP16 01 to TP16 05) to compact fluvial fan deposits (TP16 06 & 07). At the location of the proposed water reservoir, the soils consist of topsoil and loose overburden soils to a depth of 0.7 to 0.8 m, then very stiff lacustrine silt over dense glacial till. The glacial till consists of a dense to very dense clayey silt with some sand, gravel and File: 389 Proposed 100 Mile House Water Treatment Plant and Reservoir Page 1 of 4

2 frequent boulders and cobbles. At the water treatment plant location (TP16 06), the soils consist of thin topsoil, over firm silt, then loose to compact sand. A detailed description of the test pit logs are presented in Appendix A and the results of the laboratory testing are presented in Appendix B. 4.2 Groundwater Conditions The groundwater table was encountered in TP16 06 at a depth of 2.8 m below the existing site grades. 5.0 DISCUSSION 5.1 General Comments As noted, it is proposed to construct a new water reservoir, water treatment plant and approximately 1,700 m of associated water mains. The areas are generally underlain by less than 1 m of topsoil and loose overburden, over compact sand, or stiff silt and/or dense glacial till and are considered suitable for the support of the structures at moderate bearing pressures. Following our review, we are of the opinion that the proposed development is feasible from a geotechnical standpoint provided that our recommendations outlined below are followed. 6.0 RECOMMENDATIONS FOR DEVELOPMENT 6.1 Site Preparations The recommended site preparations for the proposed water treatment plant and reservoir include the removal of any topsoil and loose soils, to expose a subgrade of compact sand to dense glacial till. Any soils sub excavated beneath the structures should be removed for a distance outside of the building footprint equal to its thickness. Any grade reinstatement beneath the structures should consist of clean, well graded sand and gravel compacted to 100% Standard Proctor (ASTM D698) maximum dry density (SPMDD). In situ nuclear density tests should be conducted to ensure that the fills are being compacted properly. 6.2 Spread Foundations Foundations constructed for the water treatment plant on the compact sand, or engineered fill can be designed for a Serviceability Limit State (SLS) bearing pressure of 100 kpa and an Ultimate Limit State (ULS) bearing pressure of 200 kpa. Foundations constructed for the water reservoir can be designed for a SLS bearing pressure of 400 kpa and an ULS of 800 kpa. Post construction settlements should be less than 25 mm and differential settlements should be less than 10 mm over 5 m at the recommended bearing pressures. Footings should not be less than 450 and 600 mm in width for strip footings and pads, respectively. The exterior foundations should be buried at least 1200 mm for frost protection. File: 389 Proposed 100 Mile House Water Treatment Plant and Reservoir Page 2 of 4

3 All footing subgrades must be reviewed by Telford Geotechnical Ltd. to confirm the recommended bearing capacities for the site. 6.3 Seismic Design of Foundations The soils underlying this site, as defined in Table A. of the 2012 BC Building Code are classified as Site Class C for the water reservoir and Site Class D for the water treatment plant. 6.4 Grade Supported Floor Slabs To provide suitable support for any concrete slabs on grade, we recommend that any grading fills placed under the slab should be compacted in 200 mm loose lifts to a minimum of 98% SPMDD. The floor slab should be underlain by a polyethylene moisture barrier and 100 mm of 19 mm clean sand and gravel fill to inhibit upward migration of moisture beneath the slab. 6.5 Utility Installation We recommend that all utility excavations be sloped or shored in accordance with the latest WorkSafe BC regulations. Pipe bedding, backfill materials and compaction requirements should be in accordance with the MMCD. 7.0 FIELD REVIEWS As required by the 2012 BC Building Code Letters of Assurance, Telford Geotechnical Ltd. will carry out sufficient field reviews during construction to ensure that the geotechnical design recommendations contained within this report have been adequately communicated to the design team and to the contractors implementing the design. These field reviews are not carried out for the benefit of the contractor s; therefore they do not in any way effect the contractor s obligations to construct the works in accordance with the design. It is the contractors responsibility to advise Telford Geotechnical Ltd. (a minimum of 48 hours in advance) that a field review is required. Geotechnical field reviews are normally required at the time of these activities: 1. Stripping Site stripping of unsuitable soils 2. Fill Review of placement and compaction of engineered fills 3. Foundation Foundation subgrade 4. Slab on Grade Subgrade and under slab fill 5. Water main Compaction testing of trench backfill File: 389 Proposed 100 Mile House Water Treatment Plant and Reservoir Page 3 of 4

4 8.0 CLOSURE This report has been prepared exclusively for TRUE Consulting and the District of 100 Mile House for the purpose of providing geotechnical recommendations for the design and construction of the proposed structures as described in this report. We are pleased to be of assistance to you on this project and we trust that our comments and recommendations are both helpful and sufficient for this project. If you would like further details or require clarification, please do not hesitate to contact the undersigned. For: Telford Geotechnical Ltd. Bill Telford, M.Eng., P.Eng. Geotechnical Engineer File: 389 Proposed 100 Mile House Water Treatment Plant and Reservoir Page 4 of 4

5

6 APPENDIX A - TEST PIT LOG

7 File: 389 Project: Water Treatment Plant & Reservoir Location: Hwy 97, 100 Mile House, BC Method: Hitatchi EX120-5 & John Deer 310SG Date: 15-Jun-2016 TP16-01 (Hitatchi EX120-5) From (m) To (m) Description Topsoil: Dark brown, moist Overburden: Silt, trace sand and gravel, occasional rootlets, light brown, dry, loose to compact Till: Silt, some sand, trace gravel, occasional cobbles and boulders, light brown, slight moisture, becoming moist with depth, compact, becoming very dense with depth TP16-02 (Hitatchi EX120-5) From (m) To (m) Description Topsoil: Dark brown, moist Overburden: Sandy silt, trace cobbles, occasional rootlets, light brown, dry, loose to compact Till: Silt, some sand, trace gravel, frequent cobbles and boulders, light brown, slight moisture, becoming moist with depth, compact, becoming very dense with depth TP16-03 (Hitatchi EX120-5) From (m) To (m) Description Topsoil: Dark brown, moist Overburden: Sandy silt, trace cobbles, occasional rootlets, light brown, dry, loose to compact Colluvium: Silt, trace fine sand, sandy seams, light brown, dry, firm to stiff Lacustrine: Silt, trace fine sand, seams of coarse sand and fine gravel, light brown to grey, dry to moist, blocky Glacial till: Clayey silt, some sand and gravel, frequent cobbles and boulders, sub-angular to sub-rounded, brown, moist, dense, becoming very dense with depth

8 TP16-04 (Hitatchi EX120-5) From (m) To (m) Description Topsoil: Dark brown, moist Overburden: Sandy silt, trace gravel, occasional cobbles and rootlets, light brown, dry, soft to firm Lacustrine: Silt, trace fine sand, light brown to grey, dry very stiff, blocky, layered Glacial till: Clayey silt, some sand and gravel, frequent cobbles and boulders, sub-angular to sub-rounded, brown, moist, dense, becoming very dense with depth TP16-05 (Hitatchi EX120-5) From (m) To (m) Description Topsoil: Dark brown, moist Overburden: Sandy silt, trace cobbles, occasional rootlets, light brown, dry, loose to compact Glacial till: Clayey silt, some sand and gravel, frequent cobbles and boulders, sub-angular to sub-rounded, brown, moist, dense, becoming very dense with depth TP16-06 (John Deer 310SG) Topsoil: Dark brown, moist Silt, light brown, very moist, firm Sand, fine to medium grained, light brown, moist, becoming very moist with depth, loose to Groundwater encountered TP16-07 (John Deer 310SG) Topsoil: Dark brown, moist Overburden: Sandy silt, trace cobbles and organics, occasional rootlets, light brown, dry, loose to compact Silt, light brown, dry, firm to stiff, blocky, no visible porosity Sand, medium grained, brown to grey, dry, loose Sandy silt, thin fine sand seams, light brown, dry, stiff, blocky Sand, fine to medium grained, trace silt, light brown, dry, loose to compact

9 APPENDIX B - LABORATORY TESTING

10 MOISTURE CONTENT REPORT (ASTM D2216) TELFORD GEOTECHNICAL LTD Rockcress Drive Kamloops, B.C V2E 0B CLIENT: TRUE CONSULTING PROJECT # 389 PROJECT NAME: WATER TREATMENT PLANT & RESERVOIR PROJECT LOCATION: HWY 97, 100 MILE HOUSE SAMPLED BY: KATIE KALLHOOD DATE SAMPLED: TESTED BY: KATIE KALLHOOD DATE TESTED: TP16 01 TP16 01 TP16 02 TP m 1.4 m 1.8 m 0.9 m Moisture: 10.1% 11.2% 12.3% 4.7% TP16 03 TP16 03 TP16 03 TP m 1.6 m 2.6 m 0.9 m Moisture: 14.2% 17.0% 13.0% 7.4% TP16 04 TP16 05 TP16 05 TP m 1.6 m 2.0 m 0.6 m Moisture: 10.4% 9.0% 13.0% 20.7% TP16 06 TP16 06 TP16 06 TP m 2.6 m 3.0 m 1.4 m Moisture: 9.6% 24.5% 25.2% 2.8% TP16 07 TP m 2.6 m Moisture: 2.6% 3.1% Moisture: Comments: Per: Katie Kallhood Reviewed by: Bill Telford, M.Eng., P.Eng. Lab Technician Geotechnical Engineer

11 FINES CONTENT REPORT (ASTM C117) TELFORD GEOTECHNICAL LTD Rockcress Drive Kamloops, B.C V2E 0B CLIENT: PROJECT NAME: PROJECT LOCATION: SAMPLED BY: TESTED BY: TRUE CONSULTING WATER TREATMENT PLANT & RESERVOIR HWY 97, 100 MILE HOUSE, BC KATIE KALLHOOD DANIKA MARTIN PROJECT # 389 DATE SAMPLED: DATE TESTED: TP m 38.9% TP m 61.1% Comments: Per: Danika Martin Reviewed by: Bill Telford, M.Eng., P.Eng. Lab Technician Geotechnical Engineer

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