Cascade Geotechnical Ltd.

Transcription

1 Cascade eotechnical Ltd. EOTECHNICAL ASSESSMENT THE NEW MONACO DEVELOPMENT PEACHLAND, B.C. Submitted to: New Monaco Enterprise Corporation Submitted by: Cascade eotechnical Ltd. Kelowna, B.C. Date: September, 0 CL File No: J-0

2 J-0 September, 0 TABLE OF CONTENTS Page.0 INTRODUCTION....0 PROJECT AND SITE DESCRIPTION....0 OFFICE REVIEW....0 INVESTIATION PRORAM.... FIELD RECONNAISANCE.... SUBSURFACE INVESTIATION....0 EOLOY AND SOIL CONDITIONS.... BEDROCK EOLOY.... SOIL CONDITIONS.... DRAINAE CONDITIONS.... DROUHT CREEK....0 EOTECHNICAL EVALUATION AND RECOMMENDATIONS.... ENERAL.... SITE PREPARATION.... PERMANENT SLOPES UNDERROUND UTILITY INSTALLATION REUSE OF EXISTIN SOIL ENERAL FOUNDATION RECOMMENDATIONS SLAB-ON-RADE FLOORS SITE DRAINAE During Construction Perimeter Drainage and Storm water Infiltration Pit Design.... BUILDIN SETBACKS TEST PITS SLOPE STABILITY PAVEMENT SECTION REVIEWS AND CONSTRUCTION INSPECTIONS....0 LIMITATIONS CLOSURE... Cascade eotechnical Ltd.

3 J-0 September, 0 APPENDICES APPENDIX A... Figure - Test Location Plan... Figure - Cross-Section Location Plan APPENDIX B APPENDIX C APPENDIX D... Test Pit and Borehole Logs... Laboratory Test Results... eotechnical Report by Dr. Dwayne Tannant, P.Eng., Design Considerations Related to Rock Types Found at the New Monaco Development (Eastern Phase) in Peachland, B.C. APPENDIX E... eotechnical Reports eneral Conditions... Landslide Assessment Assurance Statement Cascade eotechnical Ltd.

4 J-0 September, 0.0 INTRODUCTION Cascade eotechnical Ltd. (Cascade) has been retained by the New Monaco Enterprise Corporation to conduct a geotechnical assessment of the proposed New Monaco development site. The development will include the construction of roads, underground parking, commercial/retail and residential development, and associated underground services. The purpose of the assessment was to gain an understanding of the soil and bedrock properties, and groundwater conditions, and determine the general stability within the project area. Cascade has carried out a geotechnical investigation of the property. This report summarizes our investigation findings and presents recommendations with respect to the design and construction of the development. The scope of work for this project was presented in our proposal, P-0, dated July, 0. In summary, we proposed to carry out a test pit and borehole investigation of the soil, bedrock, and groundwater profile within the proposed development, and an assessment the bedrock conditions. Following the field and laboratory work, a geotechnical report would be prepared that presented the results of the investigation and recommendations for design and construction of the project. Authorization to proceed with the assessment was received from Mr. Mark Holland, of New Monaco Enterprise Corporation, by on August, 0..0 PROJECT AND SITE DESCRIPTION We understand the proposed development may include the construction of 800 units, 0,000 sq.ft. of commercial/retail development with some underground parking, a 00 room hotel, a six storey parkade, and residential development. The development will have three distinct levels with about 0 m elevation difference between each one, with one terrace midway for Level. Access to the site will be off Highway 7. The site is located east of the Peachland town centre and is situated between Highway 7C (Okanagan Connector) and Highway 7. This phase of the development is located at the east end of the site and encompasses approximately 0 acres. The property is south facing and drains to Highway 7, has an existing orchard over much of the site, and an abandoned house and several small structures. The site is characterized by gentle to moderate rolling terrain over much of the property, and by steep bedrock bluffs in the southwest corner. The west side of the subject site is bordered by Drought Creek and a gully. At the time of our investigation, approximately 0% of the site was being used as an orchard, and the remaining area was undeveloped, sparsely treed, and vegetated with indigenous grasses and shrubs. Cascade eotechnical Ltd. - -

5 J-0 September, 0.0 OFFICE REVIEW Cascade reviewed the geotechnical report prepared for the site by older Associates (older), entitled eotechnical Investigation, New Monaco Development, dated July, 0. The geotechnical assessment conducted by older in 0 included the entire development area, about hectares. The subject property was identified in the report as being the east portion of Site B, which is on the east side of the Drought Creek gully. The geotechnical investigation in the subject property included the excavation of nine test pits to depths ranging from.0 to.8 m below ground elevation, and the advancement of two boreholes to between. to 8. m below ground elevation. The older report presented the following comments: The soil conditions generally consisted of topsoil and silty sand / sandy silt underlain by interlayered granular deposits. Inferred glacial till was encountered at a depth of.0 m at one test pit location, and bedrock was encountered between.0 and. m below ground elevation. roundwater was encountered in one test pit at a depth of. m. It was concluded that the site was geotechnically safe for development. Offsite geotechnical hazards, such as rockfalls, have been controlled by the construction of Highway 7C. Due to the relatively shallow depth of the overburden at the site, older did not recommend the on-site disposal of groundwater without a site specific assessment..0 INVESTIATION PRORAM. Field Reconnaissance A site reconnaissance was carried out on August, 0, by the author of this report and Dr. Dwayne Tannant, P.Eng. The purpose of the reconnaissance was to determine the general condition of the site and identify any bedrock related conditions that might affect the method of construction or constraints to development.. Subsurface Investigation A test pit program was carried out on August, 0, under the supervision of the author of this report. A tracked Hitachi EX-0 excavator contracted from On The Mark Locates, of Kelowna was used to dig test pits. Eleven test pits were excavated to depths ranging from 0.7 to.0 m below ground elevation. As part of the test pit program, four percolation tests were conducted for the design of infiltration pits. The results of the percolation tests are discussed in Section.8., and the approximate locations of the test pits are presented on Figure No.. A borehole program was carried out on August to 8, 0, under the supervision of the author of this report. A truck mounted portable drill rig also contracted from On The Mark Locates was used to drill the boreholes. Eleven boreholes were advanced using a combination of solid stem augers and ODEX Cascade eotechnical Ltd. - -

6 J-0 September, 0 drilling. The boreholes were advanced to depths ranging from. to. m below ground elevation. The approximate locations of the boreholes are presented on Figure No., in Appendix A. Classification and index tests were conducted in our laboratory on samples collected from the test pits and boreholes to aid in the determination of engineering properties. Natural moisture content values were determined and grain size tests were performed on the recovered samples. The laboratory test results are provided in Appendix C..0 EOLOY AND SOIL CONDITIONS. Bedrock eology Bedrock outcrops are concentrated along the western and southern parts of the site. Three rock units are mapped in the immediate region of the proposed development. Okanagan Batholith rock types exist on the south part of the site and form some of the higher outcrops. These consist of granodiorite and granite, light grey weathering, massive, medium to coarse grained, equigranular to porphyritic, unfoliated to weakly foliated. At the north side of the site (primarily exposed along Highway 7C) the rock consists of Trepanier Rhyolite. Trepanier Rhyolite is exposed on all sides of the intersection between Highway 7 and Highway 7C and consists of rhyolite lava, breccia, and minor sandstone. Near Drought Creek and along Highway 7, exposures of Springbrook Formation occur and consist of conglomerate and a polymictic breccia. The fault running along Drought Creek delineates some of the boundaries between the rock types. A dominant steeply dipping joint set exists in most of the rock exposures and the joint set strikes roughly 00 to 00. This orientation is sub-parallel to the steeply dipping Drought Creek fault. This fabric in the rock mass is frequently associated with the orientation of steep bluff faces and ridges in the bedrock. It is possible that the depth of the overburden above the bedrock surface may be influenced by the shape of buried ridges and valleys running in a direction north-northeast to south-southeast. Therefore, overburden depths may vary more quickly in directions roughly perpendicular to these structures. The exposed surface of the bedrock at all locations contains small fractures associated with weathering since the last glacial period. The more extensive fracturing is expected to penetrate a few metres into the rock mass. The freshest exposures of rock are in the rock cuts along Highway 7. For a more detailed explanation of the bedrock conditions please refer to the report prepared by Dr. Dwayne Tannant, P.Eng., in Appendix D. Cascade eotechnical Ltd. - -

7 J-0 September, 0. Soil Conditions The soil conditions encountered on the site generally consisted of TOPSOIL underlain by natural, sandy SILT, SAND or SAND and RAVEL, which in turn is underlain by SAND and RAVEL TILL and/or BEDROCK. The soil conditions can be described as the following: Topsoil The topsoil layer generally ranged between 00 and 00 mm in thickness at the test pit locations and consisted of sandy silt. The topsoil was medium brown, loose and moist to wet. Silt The silt was generally sandy with varying amounts of gravel, and was stiff/compact, dry to damp and light greyish brown. The silt ranged between. to.0 m in thickness. Sand The sand gravel deposits were generally fine to medium grained, had varying amounts of silt and gravel, and were dry to damp, compact, and light brown to light grey. Sand and ravel The sand gravel (to gravel and sand) deposits were generally fine to coarse grained, had varying amounts of silt and cobbles/boulders, and were damp, compact, and light to medium brown. For a more detailed description of the soils encountered during our investigation, please refer to the test pit and borehole logs in Appendix B. It should be noted that geological conditions are innately variable and are seldom spatially uniform. At the time of the report, information on the stratigraphy at the project site was available at discrete test pit locations. In order to develop recommendations from this information, it is necessary to make some assumptions concerning conditions other than at the test pit locations. Adequate monitoring should be provided during construction to check that these assumptions are reasonable.. Drainage Conditions At the time of our investigation, the property was being used as an orchard and irrigation systems were being used. Seepage or groundwater was encountered at eight test locations situated in the centre of the property. Table below present the locations and depths where seepage or groundwater was encountered. Cascade eotechnical Ltd. - -

8 J-0 September, 0 Table Depth to roundwater/seepage Location TP-0 TP-0 BH-0 BH-0 BH-0 BH-0 BH-07 BH- Depth. m. m. m 7. m 0. m. m. m.7 m Seepage or groundwater was often encountered at the surface of bedrock, till, or at the surface of a silty layer of soil, and may be perched in some areas. The groundwater will fluctuate seasonally or after heavy rainfall events, and may currently be influenced by irrigation of the orchard.. Drought Creek The Drought Creek channel drains from upslope of Highway 7C to a culvert installed under the highway. At the time of our assessment, there was not any surface flow in the culvert. Water daylights in the channel about 00 m downslope (south) of the culvert, then disappears into the ground in an area where there appears to be a check dam installed. The water daylights again downstream of the check dam and continues down the channel to a culvert installed under Highway 7. It was noted that white PVC pipe has been installed at several locations along the creek channel, likely for irrigation purposes. The creek channel is generally heavily vegetated and is incised downstream of the check dam. The upper half of the channel has a to 0% average grade, increasing to to 0% the bottom half. The channel side slopes consisted of sand and gravel deposits which generally ranging between 0 and 0%, with some localized areas having 0 to 70% slopes. Frequent bedrock outcrops were observed on both sides of the creek, both at the creek elevation and at the crest of the side slopes. Cascade did not observe any significant indications of slope instability, such as slumping, erosion or excessively leaning trees, along the creek channel or upslope of the creek..0 EOTECHNICAL EVALUATION AND RECOMMENDATIONS. eneral The proposed development will include the construction of roads, underground parking and a six storey parkade, commercial/retail and residential development, and associated underground services. The development will have three distinct elevation levels, and access to the site will be off Highway 7. Cascade eotechnical Ltd. - -

9 J-0 September, 0 The site is characterized by gentle to moderate rolling terrain over much of the site, and by steep bedrock bluffs in the southwest corner of the property. At the time of our investigation approximately 0% of the site was being used as an orchard, and the remaining area was undeveloped, sparsely treed, and vegetated with indigenous grasses and shrubs. A previous geotechnical assessment conducted by older Associates determined that the site was geotechnically suitable for development. However, a site specific assessment for the on-site disposal of groundwater was recommended. The soil conditions at the test locations generally consisted of topsoil underlain by natural sandy silt, sand or sand and gravel, which in turn is underlain by sand and gravel till and/or bedrock. roundwater was encountered at eight test locations in the centre of the property, and was often encountered at the surface of bedrock, till, or at the surface of a silty layer of soil. Cascade eotechnical Ltd. concludes that, from a geotechnical perspective, the New Monaco site is well suited for the proposed development and can be geotechnically safe for the intended use. However, when determining final site grades, we recommend the items in the following subsections be included in the site preparation, grading, drainage, and building setback distances.. Site Preparation All organic topsoil or vegetation, fill, trees and stumps, old foundations and irrigation pipes, and any loose, soft, wet, weathered or disturbed soils should be removed from within the proposed building lot areas and areas to be paved to expose either the natural undisturbed compact sand or sand and gravel material, stiff/compact silt, or bedrock. The exposed subgrades, as described above, should be inspected by a geotechnical engineer prior to any structural fill placement. In a situation where the building pad is situated over the natural overburden or structural fill, and bedrock, then we recommend that the bedrock surface be overblasted a minimum of.0 metre below the foundation elevation and be stripped to expose the competent bedrock surface. The blast rock can then be placed and compacted to form the base of the building pad. This will reduce the risk of differential settlement of the foundation. We recommend that, in areas where a foundation subgrade consists of silt, the silt should be over-excavated by at least 0. m and replaced with granular structural fill or blast rock fill. Where structural fill is required to bring building lots up to grade, the fill should extend beyond the foundation footprint area for a distance at least equal to the depth of the fill placed below the footing. The structural fill bank should be overbuilt, then trimmed back, so that the entire bank has been compacted to the specifications below. Cascade eotechnical Ltd. - -

10 J-0 September, 0 Structural fill in building lots should generally consist of 00 mm minus granular material with less than 8% passing the #00 sieve size, and should be compacted to a minimum of % Modified Proctor Maximum Dry Density (MPMDD) in accordance with ASTM D7, and within % of the optimum moisture content. The reuse of the on-site soil deposits as structural fill is discussed in Section.. The structural fill should be placed in lifts not exceeding 0. m. We recommend that the compaction of each lift of structural fill be determined with in situ density tests prior to placing subsequent lifts. Structural fill placed on slopes greater than 0% should be keyed into the slope at each lift. The key should extent at least. m into the natural slope.. Permanent Slopes Permanent cut and fill slopes in the natural or compacted sand or sand and gravel structural fill residential lots should be graded no steeper than.0(h):.0(v). Structural fill consisting of compacted angular blast rock should be graded no steeper than.(h):.0(v). Permanent cut and fill slopes for road construction should be graded no steeper than.(h):.0(v) for the natural soils or compacted sand or sand and gravel fill. Permanent slopes in bedrock should be sloped no steeper than 0.(H):.0(V). For additional recommendations about bedrock cuts, blasting and catchment areas please refer to the report prepared by Dr. Dwayne Tannant, P.Eng., in Appendix D.. Underground Utility Installation Temporary trenches for underground utilities should be excavated at a slope no steeper than.0(h):.0(v) for the compact sand or sand and gravel to a maximum depth of. m. Trenches deeper than. m should be reviewed by a professional engineer in accordance with Work Safe BC uidelines. The soil conditions and the stability of the excavation should be reviewed by Cascade prior to workers entering the excavation. Alternatively, service line trenches or excavations can be shored. Temporary cuts should be cleaned of cobbles and boulders prior to workers entering the excavation. Seepage will likely be encountered during excavation of the deep bench cuts and in trenches. Cascade should be contacted in order to evaluate the stability of the cuts in soils and bedrock trenches and drainage. To maintain the stability of the trench, all materials excavated from the trench should be placed a minimum distance away from the excavation, equal to the depth of the excavation. Cascade eotechnical Ltd

11 J-0 September, 0 Excavated trenches left open for longer than a few days should be covered with polyethylene sheeting to prevent surface saturation during wet weather conditions, or drying out during warm weather conditions. All work conducted in and around excavations should be carried out in accordance with requirements specified by Work Safe BC uidelines. All services should be bedded as per District of Peachland standards. eneral trench backfill should be placed in maximum 0. m thick lifts, and each lift should be compacted to a minimum of % of Modified Proctor maximum dry density.. Reuse of Existing Soil Any topsoil, other organic soil or silt on this site is considered unsuitable for use as structural fill in building areas. We consider the natural sand or sand and gravel to be suitable as structural fill in the foundation areas. We consider the natural sand, sand and gravel and sandy silt to be suitable as subgrade material in areas to be paved and as general trench backfill. Blast rock would also be considered suitable for reuse as subgrade fill or trench fill. Natural soils, fill or blast rock material proposed for reuse as structural fill, road subgrade/subbase or trench backfill should be confirmed by Cascade prior to placement.. eneral Foundation Recommendations The building areas should first be prepared as outlined above. Foundations supported on the natural, compact sand, sand and gravel, silt and sand, or on granular structural fill which has been compacted to a minimum of % of Modified Proctor maximum dry density, as outlined above, may be designed on the basis of an allowable bearing pressure of 0 kpa. A minimum of 0. m of soil cover must be provided above the bottom of all exterior footings in order to ensure adequate protection from frost. The settlement of foundations designed for a maximum allowable bearing pressures presented above should be within the normally acceptable limits of up to about mm total, post-construction settlement, and up to about 0 mm of postconstruction differential settlement over a horizontal distance of about 0 m..7 Slab-On-rade Floors Cascade recommends that granular structural fill placed below slab-on-grade floors be compacted to a minimum of % of Modified Proctor maximum dry density. The floor slabs should be underlain by polyethylene sheeting to prevent the migration of moisture through the slab. Cascade eotechnical Ltd

12 J-0 September, 0.8 Site Drainage.8. During Construction Surface drainage protection of the site should be maintained during grading and after construction. Precautions should be taken during the performance of site clearing, excavations, and grading to protect the work site from ponding by poor or improper surface drainage. Temporary provisions should be made to direct surface drainage away from and off the work site..8. Perimeter Drainage and Storm Water We recommend a foundation drainage system be installed around the perimeter of all the foundations where a floor slab is lower in elevation than the surrounding ground surface. The perimeter drainage system should include a minimum 00 mm diameter perforated PVC pipe covered with a minimum 0. m of drain rock. The drain rock should be covered with filter fabric prior to backfilling against the foundation walls. We recommend that foundation drainage systems, and storm water from road catch basins and roof downspouts, be drained to the storm sewer system, to Drought Creek if allowed, or to infiltration pits. If infiltration pits are used, the actual size and suitable location of the pits should be determined on a site-by-site basis. Infiltration pits should be located a minimum of m away from the building foundations and from the crest of slopes. Cascade should be provided with the proposed location of infiltration pits in order to provide recommendations for construction. Sidewalks, paved or landscaped areas within a zone of approximately m of the exterior perimeter of any buildings should be sloped to drain water away from the structure at a minimum gradient of %. Drainage considerations established during design and construction should be maintained for the life of the development. Property owners should be made aware that altering drainage patterns can be detrimental to slope stability and foundation performance..8. Infiltration Pit Design For the design of the infiltration pits, four percolation tests were conducted, and four grain size analyses was performed on sand or sand and gravel samples obtained during the test pit program. The grain size analyses used Hazen s formula, which calculates the approximate coefficient of permeability of sand (K). Table below presents the results of the percolation tests and sieve analyses: Cascade eotechnical Ltd. - -

13 J-0 September, 0 Table Coefficient of Permeability for Infiltration Pits Test Location Depth (m) K - Coefficient of Permeability (m/s ) TP x 0 - TP-0.. x 0 - TP x 0 - TP x 0 - TP x 0 - TP-.8.0 x 0 - Between older 0.. x 0 - TP-0 and BH-0 BH x 0 - We recommend that a factor of safety of be used to the above K values for the design of the infiltration pits.. Building Setbacks The required setback from the crest of slopes will depend on the size of the building, and whether the subgrade consists of compacted sand and gravel (or blast rock) structural fill, or sound, unfractured bedrock. As general rule, buildings four storeys or less should be located no closer than.0 m from the crest of slopes. Buildings four storeys or higher will likely require a greater setback distance and should be evaluated on a case-by-case basis..0 Test Pits The test pits were excavated at the approximate locations as indicated on Figure. In the situation where a portion of any proposed building area or paved area is found to be located over a test pit area, we recommend that the test pit area be over excavated and the loose soil replaced with granular structural fill compacted to a minimum of % of Modified Proctor maximum dry density.. Slope Stability Cascade has carried out static and dynamic analyses of the project area at five cross sections using an interactive slope stability software. The locations of the cross sections are provided on Figure in Appendix A. The static analyses of the cross sections indicate that the slopes on the subject property have a factor of safety of greater than.. The dynamic analyses were carried out using empirical pseudo-static equilibrium analysis using methods presented by Bray and Travasarou (00), as presented in the APEBC uidelines for Legislated Landslide Assessments for Proposed Residential Developments in BC, revised in May of 00 (the uidelines). For the analysis, a magnitude M=7 earthquake and a spectral response acceleration for a period of 0.s, Sa(0.), was used for a % in 0 year seismic event (:,7). Cascade eotechnical Ltd

14 J-0 September, 0 The results of the analyses indicate that the slopes have a factor of safety greater than.0, indicating that the slopes would have a displacement of less than cm, as per the uidelines. 7.0 PAVEMENT SECTION We recommend areas to be paved be prepared as described in Section.. Our design method for the asphalt pavement takes into account the anticipated traffic loading conditions, or Equivalent Single Axle Loads (ESALs), and the strength of the subgrade soil immediately below the pavement section. The classification of the pavement structure is determined by the estimated number of ESAL's over the service design life. The strength of the subgrade is measured in terms of the California Bearing Ratio (CBR) testing procedures. Based on the soil conditions encountered during the test pit investigation, a road subgrade can consist of either sandy silt, or sand (sand and gravel) subgrade. We anticipate that a sandy silt subgrade to have a CBR value between and 0, and a sand subgrade to have a CBR value greater than 0. Table below presents the recommended asphalt pavement structure for a Local Road on a silt or sand subgrade. Table Asphalt Pavement Structure Materials Road Type Silt Subgrade Sand and ravel Subgrade Asphalt pavement 0 mm 0 mm Base course - 0 mm minus 00 mm 00 mm crushed gravel and sand Select granular sub-base (SSB) 00 mm - The pavement structure presented above assumes that the exposed natural granular deposits are a suitable subbase material, and that suitable base and subbase materials will be compacted to a minimum of % of Modified Proctor maximum dry density, and within % of optimum moisture content. We recommend that the suitability of the natural deposits as a subbase material be verified prior to placement of base course material. The actual compaction of all granular materials placed should be confirmed with in situ density testing. The gradation of all materials used in construction should be tested prior to construction to confirm they conform to District of Peachland gradation specifications. Cascade eotechnical Ltd. - -

15 J-0 September, REVIEWS AND CONSTRUCTION INSPECTIONS It is recommended that Cascade be given the opportunity to review details of the design and specifications related to the geotechnical aspects of this project prior to construction. Past experience has shown that this action may prevent inconsistencies that may lead to disputes. It is recommended that geotechnical / materials engineering field services, such as observation of bearing surface and backfill, and testing of soil density be performed to ensure that the requirements of this report are followed..0 LIMITATIONS The recommendations contained in this report have been prepared for the proposed development described in Section.0 of this report, and can be relied upon by the New Monaco Enterprise Corporation and their agents, and the District of Peachland. Should the intended use for the property, at any time, vary from our understanding of the project, Cascade should be given the opportunity to review the project to ensure that our recommendations are both accurate and sufficient. Please also refer also to the attached eotechnical Report - eneral Conditions. We have also included in Appendix E, the Appendix D: Landslide Assessment Assurance Statement form, which is a requirement for hazard assessment reports (from uidelines for Legislated Landslide Assessments for Proposed Residential Development in British Columbia, Revised May, 00, prepared by The Association of Professional Engineers and eoscientists of British Columbia). 0.0 CLOSURE We trust that you will find our recommendations sufficient at this time. If you require any additional details, please do not hesitate to contact us. Yours truly, CASCADE EOTECHNICAL LTD. Prepared by: Ron Campbell, P.Eng. eotechnical Engineer Cascade eotechnical Ltd. - -

16 APPENDIX A

17 BH-0 Highway 7C TP-07 BH-0 BH- TP-0 BH-0 BH-0 TP-0 BH-0 TP-0 BH-0 TP-0 BH-0 BH-0 TP-08 BH-07 TP-0 Drought Creek TP- TP-0 BH-08 TP-0 R- TP-0 R- Highway 7 Base Plan Taken From Regional District of Central Okanagan Website LEEND Test Pit Locations Borehole Locations Rock Sample Locations CASCADE EOTECHNICAL LTD. New Monaco Resort Development New Monaco Enterprise Corporation TEST LOCATION PLAN Shallow/Exposed Bedrock Project No: J-0 Scale: NTS Drawn By: RC Date: Sept. 0 Figure:

18 BH-0 TP-0 BH-0 BH- BH-0 BH-0 TP-0 BH-0 BH-0 BH-0 BH-07 BH-08 Base Plan Taken From older Associates eotechnical Report (dated July, 0) LEEND Test Pit Locations Borehole Locations CASCADE EOTECHNICAL LTD. New Monaco Resort Development CROSS-SECTION LOCATION PLAN Project No: J-0 Scale: NTS Drawn By: RC Date: Sept, 0 Figure:

19 APPENDIX B

20 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface TOPSOIL silt, fine-grained sandy, loose, dry, light brown. SILT gravelly, fine-grained sandy, compact, dry, light grey brown. A. SAND fine to medium-grained, trace gravel, trace silt, loose, dry, medium grey. - sloughing from.m. B - sand and gravel from.7m. C 7 - occasional cobbles from.m. 8 0 FRACTURED BEDROCK END OF TESTPIT ON BEDROCK AT.0 METRES. NO ROUNDWATER ENCOUNTERED. Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

21 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT fine-grained sandy, firm, dry, light brown. SAND fine to medium-grained, some silt, compact, wet, medium grey. 7 END OF TESTPIT ON BEDROCK AT.0 METRES. ROUNDWATER ENCOUNTERED AT. METRES. 8 0 Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

22 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT fine-grained sandy, firm, dry, light brown. SILT gravelly, sandy, compact, dry to damp, light brown. A 8. 7 SILT sandy, stiff, dry to damp, light brown. SAND fine to medium-grained, some silt, trace gravel, compact, damp, grey to mottled rusty. SAND AND RAVEL (TILL) silty, compact to dense, damp, medium grey brown. B C D.. 8 END OF TESTPIT ON BEDROCK AT.7 METRES. NO ROUNDWATER ENCOUNTERED. 0 Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

23 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT fine-grained sandy, loose to firm, dry, light brown. SAND AND RAVEL silty, compact, dry to damp, light brown. SAND fine to medium-grained, trace to some silt, trace gravel, loose, dry, light brown to medium grey. A SAND AND RAVEL (TILL) silty, compact, damp, light grey brown. B. - dense from.8m. 7 8 C 0 - seepage at.m. END OF TESTPIT ON DENSE TILL AT. METRES. ROUNDWATER ENCOUNTERED AT. METRES. Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

24 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 TOPSOIL silt, firm, moist, dark brown. round Surface SILT firm, moist, light brown. END OF TESTPIT ON BEDROCK AT 0.7 METRES. NO ROUNDWATER ENCOUNTERED Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

25 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 TOPSOIL silt, soft, dry, dark brown. round Surface SILT gravelly, sandy, compact, dry, light brown. SAND AND RAVEL silty, occasional cobbles, compact, dry to damp, light brown. SAND fine to medium-grained, trace silt, compact, dry to damp, light brown to light grey. SILT firm, dry to damp, light brown. RAVEL sandy, trace silt, occasional cobbles, compact, dry to damp, medium brown. 7 A. 8 0 END OF TESTPIT AT.0 METRES. NO ROUNDWATER ENCOUNTERED. Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

26 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-07 Depth Description Number Type Moisture Content % ft m 0 0 round Surface RAVEL sandy, some silt to silty, occasional cobbles, compact, dry to damp, light brown. 7 7A END OF TESTPIT AT.7 METRES. NO ROUNDWATER ENCOUNTERED. Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-07 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

27 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-08 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SAND AND RAVEL some silt to silty, compact, dry to damp, light brown. 8A 7. SAND AND RAVEL (TILL) silty, dense to very dense, damp, medium brown. 8B END OF TESTPIT ON VERY DENSE TILL AT. METRES. NO ROUNDWATER ENCOUNTERED. 8 0 Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-08 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

28 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT gravelly, sandy, stiff, dry to damp, light brown. RAVEL sandy, trace silt, loose, dry, medium grey. A 7 8 END OF TESTPIT AT. METRES. NO ROUNDWATER ENCOUNTERED. SEVERE SLOUHIN FROM 0. METRES. 0 Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

29 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP-0 Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT gravelly, sandy, stiff, dry to damp, light brown. RAVEL sandy to sand and gravel, trace to some silt, loose to compact, dry to damp, medium grey. 0A END OF TESTPIT AT.7 METRES. NO ROUNDWATER ENCOUNTERED. SLOUHIN FROM 0. METRES. Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B-0 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

30 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of TestpitTP- Depth Description Number Type Moisture Content % ft m 0 0 round Surface SILT gravelly, sandy, stiff, dry to damp, light brown. RAVEL sandy to sand and gravel, trace to some silt, loose to compact, dry to damp, medium grey. 7 A. 8 END OF TESTPIT AT. METRES. NO ROUNDWATER ENCOUNTERED. SLOUHIN FROM 0. METRES. 0 Investigation Date: August, 0 Contractor: On The Mark Northing: 0 Easting: 0 Equipment: EX0 Tracked Excavator Elevation: 0 Logged By: HF Figure No: B- Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

31 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SILT trace to some fine-grained sand, firm, dry to damp, light grey. SILT trace clay, firm, damp, light to medium grey. SAND AND RAVEL trace silt, fine to medium-grained sand, compact, damp, medium grey brown. SAND AND RAVEL silty to some silt, fine to medium-grained sand, dense, damp to wet, medium brown. BEDROCK END OF BOREHOLE AT 7. METRES. ROUNDWATER ENCOUNTERED AT. METRES. Investigation Date: August, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: BP Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

32 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SAND AND RAVEL some silt, compact to dense, dry, light grey. SAND medium to coarse-grained, some gravel, trace silt, compact, dry, light brown grey. SAND fine-grained, trace to some silt, compact, damp, medium grey brown. - fine to medium-grained from.m. - moist to wet from 7.m. REFUSAL ON SUSPECTED BEDROCK AT 8. METRES. ROUNDWATER ENCOUNTERED AT 7. METRES. Investigation Date: August, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: BP Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C D Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

33 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SILT trace gravel, trace fine-grained sand, firm, dry to damp, light grey. SAND medium to coarse-grained, some gravel, trace silt, compact, dry, light brown grey. - trace gravel, damp, medium grey brown from.m. END OF BOREHOLE AT. METRES. NO ROUNDWATER ENCOUNTERED. NO BEDROCK ENCOUNTERED. Investigation Date: August, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: BP Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

34 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of Borehole BH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SAND fine to medium-grained, trace to some silt, trace gravel, compact, dry, light brown grey. SAND medium to coarse-grained, trace gravel, trace silt, compact, dry, medium grey brown. SAND fine to medium-grained, trace gravel, trace silt, compact to dense, damp, light to medium grey brown. - medium-grained from.m. - trace to some gravel from 7.0m. END OF BOREHOLE AT. METRES. NO ROUNDWATER ENCOUNTERED. NO BEDROCK ENCOUNTERED. A B C D Investigation Date: August, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: BP Northing: 0 Easting: 0 Elevation: 0 Figure No: C ascade eotechnical Ltd. #0-88 Spall Road Kelowna, B.C. VY R

35 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SAND fine to medioum-grained, silty to some silt, compact, moist to wet, light grey brown. - seepage at 0.m. - medium brown from.m. - some gravel, medium grey from.0m. SILT some fine-grained sand, stiff, wet, light reddish grey. BEDROCK END OF BOREHOLE AT 8. METRES. ROUNDWATER ENCOUNTERED AT 0. METRES. BEDROCK ENCOUNTERED AT. METRES. Investigation Date: August 7, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: HF Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

36 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m round Surface SAND AND RAVEL some silt, compact, dry to damp, light to medium brown. SILT fine-grained sandy, firm, damp, light brown. SAND medium to coarse-grained, some gravel, trace silt, compact, damp, medium brown. - seepage at.m. - wet from.m. - occasional thin silt layers from.m. - trace gravel from.m. BEDROCK END OF BOREHOLE AT 0.0 METRES. ROUNDWATER ENCOUNTERED AT. METRES. BEDROCK ENCOUNTERED AT 7. METRES. Investigation Date: August 7, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: HF Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C D E Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

37 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-07 Depth Description Number Type Moisture Content Percent ft m 0 0 TOPSOIL silt, dry, light brown. round Surface SAND fine to medium-grained, silty, moist, light grey brown BEDROCK - seepage at.m END OF BOREHOLE AT. METRES. ROUNDWATER ENCOUNTERED AT. METRES. BEDROCK ENCOUNTERED AT.7 METRES. ROUNDWATER MONITORIN WELL INSTALLED, SLOTTED, BACKFILLED WITH DRILL CUTTINS. Investigation Date: August 7, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: RC Northing: 0 Easting: 0 Elevation: 0 Figure No: Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

38 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-08 Depth Description Number Type Moisture Content Percent ft m 0 0 TOPSOIL sod, silt, dry, dark brown. round Surface SAND fine-grained, gravelly, some silt to silty, occasional cobbles, damp, light grey brown. 8A 7 - trace gravel from.8m some gravel, dense light brown gret from.m. - cobbley/bouldery at.7m. BEDROCK END OF BOREHOLE AT.7 METRES. NO ROUNDWATER ENCOUNTERED. BEDROCK ENCOUNTERED AT. METRES. 8B Investigation Date: August 7, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: RC Northing: 0 Easting: 0 Elevation: 0 Figure No: Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

39 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m TOPSOIL sod, silt, dry, dark brown. Investigation Date: August 7, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: RC round Surface SAND fine-grained, gravelly, trace to some silt, occasional cobbles, compact, damp, light yellow brown. SAND fine-grained, some silt, trace gravel, compact, damp, light to medium grey brown. - cobbley at.m. SAND AND RAVEL (TILL) silty, dense to very dense, damp. BEDROCK END OF BOREHOLE AT. METRES. NO ROUNDWATER ENCOUNTERED. BEDROCK ENCOUNTERED AT. METRES. Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

40 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH-0 Depth Description Number Type Moisture Content Percent ft m TOPSOIL sod, silt, dry, dark brown. Investigation Date: August 8, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: RC round Surface SAND AND RAVEL trace to some silt, compact, damp, light to medium grey brown. - gravelly from.8m. - cobbles at.0m. SAND AND RAVEL (TILL?) silty, dense to very dense, damp. BEDROCK END OF BOREHOLE AT. METRES. NO ROUNDWATER ENCOUNTERED. End of Borehole BEDROCK ENCOUNTERED AT. METRES. Northing: 0 Easting: 0 Elevation: 0 Figure No: 0A 0B Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

41 Project: New Monaco Development Location: Peachland, BC Client: New Monaco Enterprise Corp. Cascade Project No: J-0 Log of BoreholeBH- Depth Description Number Type Moisture Content Percent ft m round Surface SAND AND RAVEL some silt to silty, some cobbles, compact, dry to damp, light brown. SILT some fine-grained sand, stiff, damp, medium brown. SAND fine to medium-grained, compact, damp, medium grey brown. - some gravel from.m. SAND AND RAVEL (TILL) silty, dense to very dense, damp, grey. - seepage at.7m. END OF BOREHOLE AT 0.0 METRES. ROUNDWATER ENCOUNTERED.7 METRES. NO BEDROCK ENCOUNTERED. Investigation Date: August 8, 0 Contractor: On The Mark Equipment: Truck-Mounted Drill Rig Logged By: HF Northing: 0 Easting: 0 Elevation: 0 Figure No: A B C D E F..8 Cascade eotechnical Ltd. #0-88 Spall Road Kelowna,B.C. VY R

42 APPENDIX C

43 Percent Passing Project: New Monico Development Insite File No.: CAS Location: Hwy 7 - Peachland Figure No: -0 Client: New Monico Dev Corp cc: Attention: 0 RAIN SIZE ANALYSIS RESULTS Sample Source: Jobsite Date Sampled: August 7, 0 Sample Location: ' Date Received: August 0, 0 Specification: None Date Tested: September, 0 Material Type: SAND & RAVEL, trace silt Sampled by: HOWARD Natural Moisture Content:.% Tested by: WH Sieve Series 8//0/0 Test Method: ASTM C - C7 ravel Sizes Sand, Silt and Clay Sizes Sieve Sizes Percent radation Limits Sieve Sizes Percent radation Limits US Sieve Metric (mm) Passing Max Min US Sieve Metric (mm) Passing Max Min " # " # ½" #.0. "..8 # ¾". 8. # ½".7 7. # ⅜". 7.0 # COARSE RAVEL FINE SAND COARSE MEDIUM FINE SILT CLAY 00 U.S. Standard Seive Sizes " " ½" " ¾" ½" ⅜" # #8 #0 # #0 #0 #0 #0 #0 #00 # Reviewed By: rain Size (mm) μm

44 Percent Passing Project: New Monico Development Insite File No.: CAS Location: Hwy 7 - Peachland Figure No: -0 Client: New Monico Dev Corp cc: Attention: 0 RAIN SIZE ANALYSIS RESULTS Sample Source: Jobsite Date Sampled: August 7, 0 Sample Location: ' Date Received: August 0, 0 Specification: None Date Tested: September, 0 Material Type: SAND, some silt, trace gravel Sampled by: HOWARD Natural Moisture Content: 8.% Tested by: WH Sieve Series 8//0/0 Test Method: ASTM C - C7 ravel Sizes Sand, Silt and Clay Sizes Sieve Sizes Percent radation Limits Sieve Sizes Percent radation Limits US Sieve Metric (mm) Passing Max Min US Sieve Metric (mm) Passing Max Min " #.7. " #8.0. ½" #.0 7. " # ¾" # ½" # ⅜" # COARSE RAVEL FINE SAND COARSE MEDIUM FINE SILT CLAY 00 U.S. Standard Seive Sizes " " ½" " ¾" ½" ⅜" # #8 #0 # #0 #0 #0 #0 #0 #00 # Reviewed By: rain Size (mm) μm

45 Percent Passing Project: New Monico Development Insite File No.: CAS Location: Hwy 7 - Peachland Figure No: -7 Client: New Monico Dev Corp cc: Attention: 0 RAIN SIZE ANALYSIS RESULTS Sample Source: Jobsite Date Sampled: September, 0 Sample Location: ' Date Received: September, 0 Specification: None Date Tested: September, 0 Material Type: RAVEL & SAND, trace silt Sampled by: HOWARD Natural Moisture Content:.8% Tested by: WH Sieve Series 8//0/0 Test Method: ASTM C - C7 ravel Sizes Sand, Silt and Clay Sizes Sieve Sizes Percent radation Limits Sieve Sizes Percent radation Limits US Sieve Metric (mm) Passing Max Min US Sieve Metric (mm) Passing Max Min " # " #8.0. ½" #.0.70 ". 80. # ¾". 7. # ½".7. # ⅜"..7 # COARSE RAVEL FINE SAND COARSE MEDIUM FINE SILT CLAY 00 U.S. Standard Seive Sizes " " ½" " ¾" ½" ⅜" # #8 #0 # #0 #0 #0 #0 #0 #00 # Reviewed By: rain Size (mm) μm

46 Percent Passing Project: New Monico Development Insite File No.: CAS Location: Hwy 7 - Peachland Figure No: -8 Client: New Monico Dev Corp cc: Attention: 0 RAIN SIZE ANALYSIS RESULTS Sample Source: Jobsite Date Sampled: September, 0 Sample Location: ' Date Received: September, 0 Specification: None Date Tested: September, 0 Material Type: SAND & RAVEL, trace silt Sampled by: HOWARD Natural Moisture Content:.% Tested by: WH Sieve Series 8//0/0 Test Method: ASTM C - C7 ravel Sizes Sand, Silt and Clay Sizes Sieve Sizes Percent radation Limits Sieve Sizes Percent radation Limits US Sieve Metric (mm) Passing Max Min US Sieve Metric (mm) Passing Max Min " #.7.0 " # ½" 8.. #.0.8 ". 8. # ¾". 80. # ½".7 7. # ⅜".. # COARSE RAVEL FINE SAND COARSE MEDIUM FINE SILT CLAY 00 U.S. Standard Seive Sizes " " ½" " ¾" ½" ⅜" # #8 #0 # #0 #0 #0 #0 #0 #00 # Reviewed By: rain Size (mm) μm

47 APPENDIX D

48 eotechnical Design Considerations Related to Rock Types Found at the New Monaco Development (Eastern Phase) in Peachland, B.C. DRAFT Submitted to Mark Holland MCIP, RPP, LEED Vice President Development New Monaco Enterprise Corporation 0 Machleary Street Nanaimo, B.C. VR By Dr. Dwayne Tannant, P.Eng. Changed Standard Proctor to Modified Changed : slope for blast rock fill to.: Terrace Hill Place Kelowna, B.C. VV T dwayne.tannant@ubc.ca September, 0

49 Introduction New Monaco plans to construct roads, residential and commercial building lots, and associated underground services in an area located east of the Peachland town centre and situated between Highway 7C (Okanagan Connector) and Highway 7. The work reported here was completed in collaboration with Ron Campbell from Cascade eotechnical Ltd. to provide New Monaco Enterprise Corp. (New Monaco) with geotechnical engineering services. The purpose of this report is to summarize geotechnical considerations related to the rock types found at this site.. Scope of Work The scope of the work for this investigation is summarized in the proposal from Cascade eotechnical Ltd. dated July, 0 (CL File No: P 0). The work performed was to describe the general geological conditions and nature of the rock where it could be observed or extrapolated from exposures along the Okanagan Connector and Highway 7. Examination of the rock included an assessment of: the durability and weathering resistance of the rock, the possible short and long term stability of steep blasted rock cuts and the possible use of large boulders for constructing retaining walls.. Authorization Authorization to proceed with the work was received via on August from Mark Holland.. Site Inspection On August, Ron Campbell and I performed an inspection of the site. The work pertaining to the soils inspection will be covered under a separate report from Ron Campbell. This report deals with the bedrock at the site. Site Topography The development will be built on the southern flank of Drought Mountain. The top of Drought Mountain lies at an elevation just over 000 m above sea level. The proposed development lies between elevations of approximately 00 m and 0 m. The total elevation change from Highway 7C to Highway 7 ranges from roughly a few metres at the east portion of the development to approximately 0 m along Drought Creek. The ground surface has moderate slopes (0 to %) in the area of the current orchard. Where bedrock is exposed, the ground can be quite steep and there are a series of bedrock outcrops along the western and southwest portions of the site (Figure and Figure ).

50 Figure Rock outcrop above Highway 7. Figure Small rock bluff east of Drought Creek.

51 Bedrock eology Bedrock outcrops are concentrated along the western and southern parts of the site. In most areas, the bedrock is covered with silty sand or sand and gravel, interbedded with silt and/or clay. The granular and fine grained soils are sometimes underlain by dense sand and gravel till. A map based on a 00 aerial orthophotograph from RDCO (8E ) showing these features accompanies this report. Drought Creek is located at the western edge of the currently proposed development phase. Drought Creek is located in a gully that is coincident with a fault strike NNE to SSW mapped by Church (80 ) and Okulitch (0 ). Bedrock outcrops form the eastern side of the creek over most of the width of the site. Three rock units are mapped in the immediate region of the proposed development. Okanagan Batholith rock types exist on the south part of the site and form some of the higher outcrops on the site. These consist of granodiorite and granite, light grey weathering, massive, medium to coarse grained, equigranular to porphyritic, unfoliated to weakly foliated. At the north side of the site (primarily exposed along Highway 7C) the rock consists of Trepanier Rhyolite. Trepanier Rhyolite is exposed on all sides of the intersection between Highway 7 and Highway 7C and consists of rhyolite lava, breccia, and minor sandstone. Near Drought Creek and along Highway 7 exposures of Springbrook Formation occur. These consist of conglomerate and a polymictic breccia. The fault running along Drought Creek delineates some of the boundaries between the rock types. Just outside the project site, exposures of Kitley Lake Member trachyandesite occur along Highway 7C. A dominant steeply dipping joint set exists in most of the rock exposures on the site. The joint set strikes roughly 00 to 00. This orientation is sub parallel to the steeply dipping Drought Creek fault, which has a strike of approximately 00. This fabric in the rock mass is frequently associated with the orientation of steep bluff faces and ridges in the bedrock. It is possible that the depth of the overburden above the bedrock surface may be influenced by the shape of buried ridges and valleys running in a direction NNE to SSW. Thus, overburden depths may vary more quickly in directions roughly perpendicular to these structures, i.e., NW to SW. Church B.N. 80. eology of the Kelowna Tertiary Outlier (West Half). Preliminary Map. Okulitch A.V. (comp.) 0. eology, Okanagan Watershed, British Columbia; eological Survey of Canada, Open File 8, scale :00 000

52 Strength and Weathering Resistance of Different Rock Types The exposed surface of the bedrock at all locations contains small fractures associated with weathering since the last glacial period. The more extensive fracturing is expected to penetrate a few metres into the rock mass. The freshest exposures of rock are in the rock cuts along Highway 7. Hand specimens of rock were collected from rock cuts (#: 07780E, N and #: 07E, 8N) exposed along the north side of Highway 7. The sample locations are presented on Figure (Appendix A) of the Cascade eotechnical report. The rocks were tested in a Roctest point load machine to estimate their compressive strength and the results are summarized in Table. The granodiorite rock has a typical uniaxial compressive strength around 00 MPa classifying this strong to very strong rock according to the ISRM classification scale. Table Point Load Strength Index and Estimated Rock Strength Location Description Number of Tests Mean Point Load Index Uniaxial Compressive Strength (MPa) Is 0 (MPa) Mean Std. Dev. # Conglomerate.7 # ranodiorite # ranodiorite 7. 0 Tested according to ASTM D7 Standard Test Method for Determination of the Point Load Strength Index of Rock and Application to Rock Strength Classifications The hand specimens had mineral alteration and weathering, which is commonly seen as thin mineral infilled small fractures in the rock. These form weakness surfaces in the rock and failure of the rock when loaded typically occurs by fracturing along the mineral infilling. The Okanagan Batholith rocks appear to be the most weathering resistant of the rock units present at the site. Many of the bedrock outcrops (small hills and bluffs) at the current development site are located in this rock. The rock bluffs have little talus accumulation at their toes and few loose large rocks at their tops. This indicates relatively low weathering rates. The rock cuts along both highways in this rock type also exhibit slow weathering rates with only minor accumulations of small rockfalls at the base of the cuts. International Society for Rock Mechanics (8) Rock characterization, testing and monitoring ISRM suggested methods.

53 The Trepanier Rhyolite displays a variation of composition and extent of jointing and fracturing in the exposures seen along Highway 7C. In areas where the rock mass is highly fractured there is a tendency for small rockfalls to accumulate at the base of rock cuts. It may be noteworthy that rock blocks taken from a blasted rock cut in Trepanier Rhyolite located approximately km to the west of the development site at Island View Villas were used to construct small dry stacked retaining walls. Unfortunately, these volcanic rock blocks have been found have a predisposition to weather and fracture into smaller tabular fragments. The fracturing appears to have occurred along very fine sub parallel and subtle changes in the rock mineralogy. The rock cuts in the Kitley Lake Member trachyandesite lava have experienced considerable weathering resulting in accumulation of significant talus deposits in the highway ditch. This appears to be the most weathering prone rock type near the site. Rock Related Hazards. Slope instability Currently the steepest slopes on the site are those leading down to Drought Creek and small bluffs leading towards Highway 7 at the southwest portion of the site. Based on the field investigation and photo interpretation there are no concerns for large scale bedrock slope instabilities in these slopes.. Rockfalls The hazard posed by rockfalls from the existing steeper bluffs is typically low. If steep rock cuts are created as part of the proposed development, the rockfall hazard may increase but it can be mitigated using controlled blasting and careful scaling of the excavated face. The low susceptibility for the granitic rock to weather is another mitigating factor.. Acid Drainage eneration In the areas inspected, little evidence for sulphide mineralization was observed along joints in the rock. Therefore, generation of acidic groundwater from seepage through fill constructed from blast rock is not expected. roundwater roundwater seepage was observed coming out of a fracture in the bedrock exposed on the north side of Highway 7C (Figure ). While this specific seepage location is of little concern to the proposed development it does illustrate the possibility for other seepage zones that may be encountered once excavation begins on the site.

54 Figure Seepage coming from a shallow dipping fracture on the north side of Highway 7C (0777E, 0N), directly opposite from the site of the proposed development. Perched water tables may occur along the surface of the bedrock during snowmelt and periods of heavy rainfall runoff. Seepage along this surface will be controlled by the topography of the bedrock surface, which in turn has been influenced by past glacial erosion and the joint sets in the rock. The bedrock surface will be better understood after the planned test pits and boreholes are completed. The outcomes of this investigation will help guide plans for dealing with drainage from down spouts, perimeter drains, patios, driveways, or other hard surfaces and whether infiltration into rock pits is a suitable option. 7 Blasting The closest building (excluding old farm buildings on the site) is approximately 0 m to the southwest across Highway 7 and below Drought Road. Blasting vibrations at this house should be well below accepted thresholds for initiation of damage. Blasting will likely occur as close as 0 to 0 m to Highway 7 and will be located at and above the highway elevation. 7