Geotechnical Foundation Investigation Highway 1 & Highway 3 Variable Speed Limit Signs

Transcription

1 Geotechnical Foundation Investigation Highway & Highway Variable Speed Limit Signs Subsurface Site Investigation Type of Document Geotechnical Information Report, Final Prepared For: Ministry of Transportation and Infrastructure Suite 0 00 Woolridge Street Coquitlam, BC VK 0B Project Number VAN-000-A0 Prepared By: 00 Wayburne Drive Burnaby, BC VG W Canada Report Date: February, 0 ISO 00:00 REGISTERED

2 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 Table of Contents. Executive Summary. Terms of Reference. Site Description. Geotechnical Subsurface Characterizations. Fieldwork..... Dynamic Cone Penetration Test (DCPT)..... Standard Penetration Tests (SPT)..... Field Vane Test..... Auger Holes.... Laboratory Testing.... Subsoil Conditions.... Groundwater Condition.... Evaluation and Analysis. Footings Foundations.... Pile Foundations.... Embankment Flare Settlement.... Lightweight Fill (Pumice).... Pavement Design Criteria/Methodology.... Existing Pavement.... Existing Materials and Utilities.... Source Materials.... Conclusion and Recommendations. General.... Footing Foundation.... Pile Foundation Hwy..... Estimated Stripping Depths.... Embankment.... Excavation and Lightweight Fill - Pumice.... Concrete Block Wall at Site W.... Roadway Excavation and Drainage... i

3 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0. Pavement Design....0 Construction Temporary Works.... Final Design and Field Review. Closure Table Stripping, Excavation, Lightweight Fill and Pile Backfill Details 0 Appendices Appendix A... Interpretation & Use of Study and Report Appendix B... Test Hole Location Plans Appendix C... Test Hole Summary Logs ii

4 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0. Executive Summary The proposed twenty-nine () Variable Speed Limit Signs (VSLS) sites are located on Highway near Abbotsford, BC and Chilliwack, BC, and on Highway near Hope, BC. The proposed signs are to be located adjacent to the shoulder of the existing roadway, on a new roadside shoulder flare, typically. As part of the design activities, a subsurface site exploration consisting of auger drill tests were undertaken and supervised by (EXP) in two phases: June to June, 0 and July to July, 0. The subsurface investigation in general encountered compact to dense silty sand and firm silt embankment materials overlying interlayered sand and silt subsoils. The silt moisture contents ranged from % to %. The following report summarizes soil and groundwater conditions encountered at the sites, as well as geotechnical comments and recommendations related to shoulder flare and sign foundation design and construction. Most of the comments and recommendations provided herein were previously provided in a series of memos and , concerning specific scopes of work, and issued as project design progressed between about July and December 0. The final geotechnical report has identified the following: Footings for the four () proposed VSLS signs along Hwy ; Piles for the twenty-five () proposed VSLS signs along Hwy ; and, Lightweight Fill (LWF) Pumice materials at % of the proposed shoulder flares along Hwy.. The geotechnical design was undertaken on a fast-paced program of data gathering and design output. The design meetings and output activity provided an opportunity for discussions about design development, including refined details and some reduced LWF-Pumice quantities. During subsequent project activity, it might be feasible to consider a very minor reduction in the LWF-Pumice (e.g., say ± 0% of the shoulder flares along Hwy ). However, the final geotechnical report provides a basis for construction geotechnical field review purposes. The attached Interpretation & Use of Study and Report (Appendix A) contains instructions to readers and forms an integral part of this report and must be included with any copies of this report.. Terms of Reference The geotechnical services would be provided under the As-and-When Geotechnical Services Agreement South Region, Contract -CS-0. The (EXP) proposal dated March, 0 outlined the work plan. The project involves construction of digital message (DM) and variable speed limit (VSL) signs at sites ( Eastbound and Westbound) twenty-five () along Highway between Abbotsford and Chilliwack, and four () along Highway near Hope, BC. In accordance with highway design standards, a protective barrier is required in front of the signs to prevent direct vehicle collision, and at most sites this will comprise new shoulder flare construction with concrete jersey barrier flank. Shoulder flares are triangular in shape, about 0m in length and up to about m in width, measured from the existing edge of pavement. See the design drawings for design and site details.

5 . Site Description Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 The 00% Design Drawings show the site locations. The location of the VSLS sites can be found in test hole location plan Figures and in Appendix B.. Geotechnical Subsurface Characterizations Subsurface exploration was needed to assess the material types and subsoil strength profile including subgrade soil conditions type.. Fieldwork Site Reconnaissance Preliminary site reconnaissance was completed by EXP between April and May 0. Reconnaissance photos and notes were provided under separate cover in May 0. Site Subsurface Exploration EXP completed a geotechnical exploration at the sites between June and August 0. One () auger testhole was completed at each site using a truck-mounted drill rig, except at sites E, E, and W along Highway near Hope, BC, where competent granular subsoils were anticipated. Testholes were generally located on the existing road shoulder, as close as feasible to the proposed sign location. Standard Penetration Tests (SPTs), Dynamic Cone Penetration Tests (DCPTs), and Vane Shear Tests were also completed at select testholes to assist with evaluating the relative density and strength of the subsoils. Testholes were advanced to depths of between about. and.m below existing ground surface... Dynamic Cone Penetration Test (DCPT) Dynamic Cone Penetration Test (DCPT) was done on each drill site and the DCPT provides a continuous record of soil resistance was carried out by dropping a weight to drive a streel conde into the ground. A. kg (0lb) hammer, free falling a distance of mm (0 ), was used in the test. The cone used in this test was mm in diameter with a mm diameter flat surface at the end and a 0-degree apex (cone) angle. DCPT blow counts, the number of blows for each 00mm of penetration, is considered equivalent to SPT N values for tests within 0m to m depth (Canadian Foundation Engineering Manual, th Edition, 00). The Result of the DCPT is provided on the test hole summary logs (AH-0, 0) in Appendix C. The DCPT was utilized for interpretation of soil density/consistency at the test hold location and for geotechnical analyses... Standard Penetration Tests (SPT) Standard Penetration Tests (SPT) were done at five testholes using hollow stem auger drill method. The SPT results are provided on the testhole logs in Appendix C... Field Vane Test The field shear vane test was done at two sites. The peak and residual shear strength was determined at depth, at one depth in 0W and at three depths in 0E.

6 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0.. Auger Holes A truck-mounted drill rig, was used to complete the solid stem and hollow stem auger holes (designated by the VSS site reference as shown on summary logs in Appendix C). The field work was carried out under the full-time supervision of a member of EXP geotechnical staff, who located the test holes in the field, examined and logged the subsurface condition encountered, and collected representative soil samples for visual examination and testing in our laboratory. Following completion of drilling, auger holes were backfilled and sealed according to the regulation of the B.C. Groundwater Protection Act.. Laboratory Testing Laboratory moisture content tests were conducted on representative soil samples obtained from the exploration work to assist in identification of soil types and to correlate with engineering design parameters. The tests were done in general accordance with the test procedures in ASTM D-. Results of the tests are shown on the auger hole summary logs, provided in Appendix C.. Subsoil Conditions At sites along Highway between Abbotsford and Chilliwack (Sites 0E to W), between 0. and.m of Fill was generally encountered beneath about 00 to 00mm of asphaltic pavement. The upper 0. to.0m of Fill was generally dense and granular. Underlying the Fill were Lacustrine, Fraser River, and Stream deposits. Lacustrine sediments (silt and clay to sand to sandy loam) and Fraser River channel sediments (silty clay to silt / silt loam to sand) were predominant and generally intermixed between Sites 0E to W; Fraser River and Stream channel, floodplain, and overbank deposits (sandy loam to clay loam to organic sediments to sands and gravels) were more abundant between Sites W and W. At site 0W on Highway near Hope, BC, very dense Sand to Sand and Gravel Fill was encountered beneath 0mm thickness of asphaltic pavement, and extended to the testhole bottom at about.m depth. Published surficial geology maps indicate that sites E, E, and W on Highway are underlain by pre-tertiary bedrock; outcrops of bedrock were observed in the vicinity of these three sites at the time of preliminary site reconnaissance.. Groundwater Condition Groundwater was encountered at the time of drilling at select testholes along Highway between about.m to.m below existing ground surface. Refer to attached testhole logs for inferred or measured groundwater conditions at specific sites. It is noted that fluctuations in the groundwater levels should be expected and may be associated with seasonal and climatic conditions, changes in land use, and other factors.. Evaluation and Analysis. Footings Foundations Bearing capacity was evaluated at each site based on available subsurface information. At Highway sites, kpa factored bearing resistance was considered under Serviceability Limit States (SLS) conditions, and at Highway sites, 0kPa was considered.

7 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 It is understood that Type H standard concrete spread footings were proposed for sign bases, and Type C footing proposed for camera pole bases. Per 00 Design Build Standard Specifications for Highway Construction, Volume, Type H footings have dimensions of.0 by.m (LxW) and are designed for soils with minimum bearing capacity of 00kPa. The Type C bases have by m plan dimensions and design bearing pressure in the order of 0kPa, which is considered to be available at each site. Sufficient bearing resistance to support Type H footings is anticipated at the four sites along Highway near Hope, BC. It is considered that there is inadequate bearing resistance at sites along Highway to support Type H footings. Reducing the applied bearing pressure by means of increasing the footing area or providing a bridge layer of sufficient thickness was not considered feasible based on site constraints (e.g., steep shoulders, required excavation depths, adjacent infrastructure/roadways) and the associated settlements resulting from the sign loads.. Pile Foundations Pile design for sign bases was based on available subsurface information and loads provided by Associated Engineering. A factored ULS load of Fz=kN was used for vertical pile design. For lateral pile design, a combination load of Fz=kN, Fy=kN, My=0kN-m was used. Pile diameters of 00, 00, and 00mm diameter were evaluated, driven to m, m, and m depths. Lateral deflection at ground surface was limited to mm to achieve adequate pile performance, based on EXP s experience. Pile analyses indicated that 00mm diameter piles driven to minimum m depth below ground surface would provide adequate vertical capacity and lateral resistance.. Embankment Flare Settlement During the early stages of the project site investigation and design, settlement calculations were done for select sites. The analyses indicated significant settlement, at sites along Hwy., and the use of LWF-Pumice was recommended. As the data gathering proceeded, EXP developed the estimate of excavation depth and LWF thickness for each site in response to geometric designer inputs, as per and the EXP memo dated September, 0. Subsequent to September 0, EXP carried out settlement analyses on a site-specific basis, to refine settlement estimates and confirm LWF-Pumice requirements. Project specific settlement criteria were developed in consultation with the project geometric designer. In particular, it is understood that the TAC Geometric Guidelines indicate that the shoulders be no more than % steeper than the adjacent travel lanes. A % grade difference over the full flare width of.m indicated a differential of about 0mm. A settlement of less than 0mm was used as a design criterion. Embankment flare settlements were estimated on site specific basis based on a typical flare fill zone with plan dimensions of 0m length by m width, and height equal to the maximum fill thickness at the specific sites, as measured between the final design and existing grade. Due to the compressible subsoils at most Highway sites, settlements resulting from shoulder flare construction are anticipated to be greater than 0mm, the maximum acceptable. As such, partial load compensation, by means of excavation and fill replacement using Lightweight Pumice Fill is recommended at several sites. Settlements calculated at Highway sites were less than about mm.

8 . Lightweight Fill (Pumice) Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 Pumice has been used in Western Canada, in the US, Europe and Japan for more than 0 years for lightweight granular fill applications. Recent British Columbia highway projects in which Pumice was used as lightweight embankment fill includes South Fraser Perimeter Road (Delta/Surrey), 0 th Street Overpass (Delta) and Street Overpass (Langley) and many other projects.. Pavement Design Criteria/Methodology The EXP memo dated October, 0 provided a pavement assessment in accordance with the AASHTO s Guide for Design of Pavement Structures (), and the Ministry Technical Circular T-0/, Pavement Structure Design Guidelines, for project purposes.. Existing Pavement The existing asphalt surface was encountered at seven auger testholes. The thickness of existing asphalt on the edge of the paved shoulder ranged from 0mm to 0mm.. Existing Materials and Utilities The testholes encountered granular fills, generally m to m thick overlying silt and sand. Based on the soils encountered in the testholes, it is judged that some on-site granular fill soils may be generally suitable for reuse as embankment fills. There is a fibre optic cable located along the eastbound side of the roadway.. Source Materials It is understood that road surfacing materials would be available as follows: Granular fill from a Ministry pit or equivalent located in the vicinity of the site. Hot mix asphaltic concrete from local supplier. Light weight construction materials from local suppliers, approved by the Ministry.. Conclusion and Recommendations. General Based on published surficial geology maps of the area, and the site reconnaissance and field exploration completed by EXP, soft subsoils were anticipated at sites along Highway, and it is considered that there is inadequate bearing resistance to support the signs on shallow foundations/footings. Piled sign foundations were judged to be the most practical solution at Highway sites, mainly due to reduced footprint and eliminated settlement issues related to sign loads. Shoulder flare construction is required at most sign locations and involves placement of up to.0m of fill adjacent to existing travel lanes. At several sites along Highway, lightweight fill is recommended to minimize post construction settlements. Table (appended to this report) provides a summary of stripping and excavation depths, lightweight fill areas and backfill around piles.

9 . Footing Foundation Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 It is anticipated that signs at the four sites along Highway near Hope, BC, can be supported on standard Type H footings, with plan dimensions of.0x.x.0m (LxWxH) and 00kPa bearing pressure. Type C footings may be used at each of the Highway and Highway sites for camera-pole support. Footings should be placed on a granular base layer with a thickness of 0mm and 0mm, for footings at Highway and Highway sites, respectively. The base layer material should extend beyond the edge of the footing by a distance equal to half the design base layer thickness. The base layer should be comprised of granular base material complying with Ministry specifications (e.g., mm Well-Graded Base), placed and compacted in maximum 0mm lifts over the subgrade soil.. Pile Foundation Hwy. Pile foundations are recommended to support proposed VSLS signs along Highway. A 00mm diameter steel pipe pile driven open-ended to minimum m depth below ground surface, with a set criteria of more than blow per mm embedment, is considered to provide adequate vertical capacity and lateral resistance. To provide stiffness near-ground-surface and reduce the lateral pile deflection to less than mm at ground surface, it is recommended that fill be placed and compacted around the pile, m vertically and.m laterally, a measured from design grade at the pile location. Pumice fill and/or structural fill is considered suitable for this purpose, as per Table.. Estimated Stripping Depths Stripping should be done at the proposed shoulder flare area, to remove any existing vegetation, topsoil and organic rich soils, water-softened soils and any unsuitable materials. Estimated stripping depths are in the order of 0.m to 0.m, as shown on Table. The stripping depth is based on hand probes done on slope and ditch areas. If the exposed subgrade differs significantly from that encountered in the test holes, the Geotechnical Engineer should be given an opportunity to review it in the field.. Embankment The Embankment finished slopes should be.h:v, or flatter. The Earth Embankment (EE) materials should be placed and compacted as per Ministry specification. In particular, the new embankment fill should be stepped into the existing embankment excavation slope as per Ministry Standard Specification SS0.. Earth Embankment may be used for shoulder flare construction at select sites along Highway where fill thickness is less than about 0.m in thickness or where settlements are anticipated not to exceed criteria. See Table for a summary of sites where Earth Embankment may be anticipated. Earth Embankment may be used for construction of shoulder flare embankments at the four Highway sites.. Excavation and Lightweight Fill - Pumice The VSLS sites along Highway are generally underlain by compressible soils. To limit settlement to within tolerable limits, the added load due to shoulder flare construction should be partially offset by excavation of existing soils and placement of Lightweight Fill-Pumice to the underside of the pavement

10 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 granular section. The excavation depths at select sites are shown on Table. It is anticipated that the LWF-Pumice embankment would be greater than 0.m thick, and consistent with prior design outputs. Pumice should be tarped when stockpiled to prevent uptake of moisture and placed with a moisture content as low as practical. Pumice fill placement should take place in relative dry conditions (prepared subgrade free of pooled water and saturated material, with no placement in heavy rain or snow). Pumice fill should be placed in maximum 00mm lifts, and be fully wrapped in geotextile filter fabric, with minimum m overlaps where joints are required. Pumice, red color vesicular basalt should be used, meeting the following specifications: The in-place, compacted dry density shall fall within the range of 00 to,000 kg/m³; The maximum particle size shall be less than mm; Geotextile fabric shall be provided at the interface of pumice and surrounding fills or subgrade soils. Bench Excavation Side-Cut, and Finish Slopes The LWF-Pumice lifts should be stepped into the steepened excavation side cuts on the existing embankments, generally as per Ministry specifications. The outside of the LWF-Pumice embankment should be sloped with each lift of LWF-Pumice wrapped in fabric, and the end of fabric lapped under each successive lift. The fabric-wrapped LWF-Pumice slope should be covered by the stripping materials to prevent fabric deterioration, generally as per Ministry specifications. Slope Transition, LWF-Pumice to Earth Embankment The LWF-Pumice section should transition to earth embankment and avoid silver fills ; for slope stability and settlement performance purposes. The transition to Earth Embankment should meet the following guidelines: The top width of the LWF-Pumice embankment (underside of the granular subbase) should be greater than.m to.m wide; and, The ratio of the width to full height (W/H) of LWF-Pumice embankment should be greater than W/H > 0. to 0.. The transition should slope at H:V, with each LWF-Pumice lift placed on an Earth Embankment terrace, generally as per Ministry specifications and as noted above. The transition details should be reviewed in the field by the geotechnical engineer.. Concrete Block Wall at Site W At site W, a Concrete Block wall extension to an existing wall is proposed to establish the shoulder flare and grade separate it from the adjacent Industrial Way. The proposed Concrete Block wall is comprised of three () blocks (.m x 0.m x 0.m Concrete Inter-Locking Blocks), and is.m maximum height, and is 0m long. No geogrid reinforcement is required. Wall face inclination should be V:H, and minimum wall toe embedment should be 0.m below the grade at the front of the wall. The wall should be placed on a compacted granular base layer, 0mm thick. The total settlement under Earth Embankment would be in the order of about mm, with differential settlement across the adjacent water utility pipe of about mm over a 0m span.

11 . Roadway Excavation and Drainage Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 It would be practical to use conventional excavation equipment to excavate soils. Based upon the test hole results, it is considered that excavations will encounter groundwater seepage at.m or deeper depths. It is anticipated that temporary excavation drainage could be achieved by provision of pumping sumps. The temporary construction drainage method will be the responsibility of the contractor. Temporary excavation slopes should be sloped back or, alternatively, suitable support systems should be provided. Sloped excavations at gradients of H:V cut slopes in dense fill soils, to depths of about m to m are considered feasible. The temporary H:V slopes may only standup for short-term, say a few hours, therefore, new fill materials should be placed on the same day as excavation in order to stabilize slopes. Worker access below steep slope should be restricted as per WorkSafeBC Guidelines.. Pavement Design The new design pavement section developed for site specific purposes may be taken as follows: Table.. Pavement Structure for Shoulder Flare Assumed Subgrade Earthfill or Pumice Fill Pavement Structure Material Type Asphalt Pavement mm Crushed Base Course mm or 0mm Crushed Sub-Base Course Thickness 00mm 00mm 00mm It is recommended that the asphalt paving be constructed in accordance with current Ministry of Transportation and Infrastructure Standard Specification for Highway Construction Section 0 (SS 0). It is recommended that the hot mix asphalt be placed in two lifts, i.e., a 0mm thick top lift and a 0mm thick bottom lift (mm thick if built to mm total). At a minimum, the bottom lift asphalt mixture should comply with mm ABC mix, and the top lift should comply with mm Class medium mix or equivalent. Pavement Subsurface Drainage It is anticipated that a new flare pavement structure will be built on an embankment fill, above the surrounding grade, similar to its existing arrangement. The base and subbase layers should daylight on the embankment sideslope, to promote drainage into the existing swale and culvert. Alternatively, if the new structure is to be built at a lower grade, less than 0.m above the surrounding grade, an open ditch or equivalent should be provided. This should be at least 0.m or 0.m deep below the finished edge of pavement, and should drain away. Alternatively, a subdrain at least 0.m deep should be provided in the absence of a side draining ditch..0 Construction Temporary Works Construction activities are expected to include the following on-site provisions: Temporary siltation controls; and, Setback traffic from top of temporary cut slopes, to meet stability criteria.

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13 Project No.: VAN-000-A0 Project Name: MOTI Highway Variable Speed Limit Signs Table : Stripping, Excavation, Lightweigtht Fill, and Pile Backfill Details Site Anticipated Minimum Stripping Depths Based on Probe Depth During Initial Site Reconaissance (m) On Slope / Adjacent In Ditch / At Distance Vertical Thickness (m) Horiztonal Thickness (m) W Hwy EE up to 0mm - - E Hwy EE total settlement, - - 0W Hwy EE mm differential - - E Hwy EE settlement - - W Hwy EE. W Hwy LWF. E Hwy LWF. W Hwy LWF. E Hwy LWF. 0W Hwy LWF. W Hwy LWF. E Hwy LWF. W Hwy EE up to 0mm. 0E Hwy LWF total settlement. W Hwy LWF. (based on 0E Hwy LWF. Transportation 0E Hwy EE. Assocation of Canada 00W Hwy. 0. > 0. - EE Geometric Guideline:. 0E Hwy LWF % grade difference. 0W Hwy LWF relative to adjacent. 0E Hwy EE travel lanes). 0W Hwy EE. 0E Hwy LWF. 0W Hwy LWF. 00E Hwy LWF. 0E Hwy LWF. 0W Hwy LWF. 0E Hwy LWF. 0E Hwy LWF. : EE - Earth Embankment LWF - Lightweight Fill - Pumice *Relative to original grade Estimated Maximum Shoulder Flare Fill Thickness* (m) Minimum Excavation Depth for LWF Replacement*(m) 0 Updated Embankment Recommnedation Settlement Criteria Structural Fill Requirement at Pile Location L:\0 (0-A0...)\00-A0 EGS MOTI Hwy Abbotsford to Hope Variable Speed Limit, Abby to Hope\Project Engineer's File\MDG\0-A0-StrippingDepth_R_0-0-0Feb.0 Table

14 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 Appendix A Interpretation & Use of Study and Report

15 . STANDARD OF CARE INTERPRETATION & USE OF STUDY AND REPORT This study and Report have been prepared in accordance with generally accepted engineering consulting practices in this area. No other warranty, expressed or implied, is made. Engineering studies and reports do not include environmental consulting unless specifically stated in the engineering report.. COMPLETE REPORT All documents, records, data and files, whether electronic or otherwise, generated as part of this assignment are a part of the Report which is of a summary nature and is not intended to stand alone without reference to the instructions given to us by the Client, communications between us and the Client, and to any other reports, writings, proposals or documents prepared by us for the Client relative to the specific site described herein, all of which constitute the Report. IN ORDER TO PROPERLY UNDERSTAND THE SUGGESTIONS, RECOMMENDATIONS AND OPINIONS EXPRESSED HEREIN, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. WE CANNOT BE RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT.. BASIS OF THE REPORT The Report has been prepared for the specific site, development, building, design or building assessment objectives and purpose that were described to us by the Client. The applicability and reliability of any of the findings, recommendations, suggestions, or opinions expressed in the document are only valid to the extent that there has been no material alteration to or variation from any of the said descriptions provided to us unless we are specifically requested by the Client to review and revise the Report in light of such alteration or variation.. USE OF THE REPORT The information and opinions expressed in the Report, or any document forming the Report, are for the sole benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT OUR WRITTEN CONSENT. WE WILL CONSENT TO ANY REASONABLE REQUEST BY THE CLIENT TO APPROVE THE USE OF THIS REPORT BY OTHER PARTIES AS APPROVED USERS. The contents of the Report remain our copyright property and we authorise only the Client and Approved Users to make copies of the Report only in such quantities as are reasonably necessary for the use of the Report by those parties. The Client and Approved Users may not give, lend, sell or otherwise make the Report, or any portion thereof, available to any party without our written permission. Any use which a third party makes of the Report, or any portion of the Report, are the sole responsibility of such third parties. We accept no responsibility for damages suffered by any third party resulting from unauthorised use of the Report.. INTERPRETATION OF THE REPORT a. Nature and Exactness of Descriptions: Classification and identification of soils, rocks, geological units, contaminant materials, building envelopment assessments, and engineering estimates have been based on investigations performed in accordance with the standards set out in Paragraph. Classification and identification of these factors are judgmental in nature and even comprehensive sampling and testing programs, implemented with the appropriate equipment by experienced personnel, may fail to locate some conditions. All investigations, or building envelope descriptions, utilizing the standards of Paragraph will involve an inherent risk that some conditions will not be detected and all documents or records summarising such investigations will be based on assumptions of what exists between the actual points sampled. Actual conditions may vary significantly between the points investigated and all persons making use of such documents or records should be aware of, and accept, this risk. Some conditions are subject to change over time and those making use of the Report should be aware of this possibility and understand that the Report only presents the conditions at the sampled points at the time of sampling. Where special concerns exist, or the Client has special considerations or requirements, the Client should disclose them so that additional or special investigations may be undertaken which would not otherwise be within the scope of investigations made for the purposes of the Report. b. c..0 Reliance on Provided information: The evaluation and conclusions contained in the Report have been prepared on the basis of conditions in evidence at the time of site inspections and on the basis of information provided to us. We have relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, we cannot accept responsibility for any deficiency, misstatement or inaccuracy contained in the report as a result of misstatements, omissions, misrepresentations or fraudulent acts of persons providing information. To avoid misunderstandings, (EXP) should be retained to work with the other design professionals to explain relevant engineering findings and to review their plans, drawings, and specifications relative to engineering issues pertaining to consulting services provided by EXP. Further, EXP should be retained to provide field reviews during the construction, consistent with building codes guidelines and generally accepted practices. Where applicable, the field services recommended for the project are the minimum necessary to ascertain that the Contractor s work is being carried out in general conformity with EXP s recommendations. Any reduction from the level of services normally recommended will result in EXP providing qualified opinions regarding adequacy of the work. ALTERNATE REPORT FORMAT When EXP submits both electronic file and hard copies of reports, drawings and other documents and deliverables (EXP s instruments of professional service), the Client agrees that only the signed and sealed hard copy versions shall be considered final and legally binding. The hard copy versions submitted by EXP shall be the original documents for record and working purposes, and, in the event of a dispute or discrepancy, the hard copy versions shall govern over the electronic versions. Furthermore, the Client agrees and waives all future right of dispute that the original hard copy signed version archived by EXP shall be deemed to be the overall original for the Project. The Client agrees that both electronic file and hard copy versions of EXP's instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except EXP. The Client warrants that EXP s instruments of professional service will be used only and exactly as submitted by EXP. The Client recognizes and agrees that electronic files submitted by EXP have been prepared and submitted using specific software and hardware systems. EXP makes no representation about the compatibility of these files with the Client s current or future software and hardware systems.

16 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 Appendix B Test Hole Location Plans Figures and

17 REFERENCE DRAWING ASSOCIATED ENGINEERING: HWY & HWY VARIABLE SPEED LIMIT SIGNS, HIGHWAY KEY PLAN, REVISION C, 0--0 MG DWS HIGHWAY AND HIGHWAY VARIABLE SPEED LIMIT SIGNS SITE AND TESTHOLE LOCATION PLAN HIGHWAY EGS VAN-000-A NTS FIGURE

18 REFERENCE DRAWING ASSOCIATED ENGINEERING: HWY & HWY VARIABLE SPEED LIMIT SIGNS, HIGHWAY KEY PLAN, REVISION C, 0--0 MG DWS HIGHWAY AND HIGHWAY VARIABLE SPEED LIMIT SIGNS SITE AND TESTHOLE LOCATION PLAN HIGHWAY EGS VAN-000-A NTS FIGURE

19 Geotechnical Foundation Investigation: Hwy. & Hwy. Variable Speed Limit Signs Subsurface Site Investigation EXP Ref. VAN-000-A0 February, 0 Appendix C Test Hole Summary Logs Testhole Logs ( Sites) identified by site reference number

20 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, >> >> S SYMBOL ASPHALT, mm GRAVELLY SAND, trace silt, brown, damp, (very dense) sand was poorly graded fine and coarse grained (FILL) Drill Hole #: 0.E (re-drill) 0.0m Date(s) Drilled: //0 SP- SM S S CLAYEY SILT, some wood pieces and remnants, black, moist, (stiff) CLAYEY SILT, greenish grey, damp, (stiff) 0.m.m OL Water-.m //0 0 S S SAND, trace silt, occasional layers of clayey silt, reddish brown, damp, (compact) fine to medium grained CLAYEY SILT, frequent fine sand seams, brown with grey and rust seams, moist to wet, (stiff) SAND, trace silt, greyish black with frequent red grains, wet, (compact).m.m.m SP- SM S S MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 S S S0 -thin layer of stiff, grey silt -becomes coarser -becomes fine to medium grained -small pocket of wood/organic remnants WOOD REMNANTS/ORGANICS.m.m SP PT Final Depth of Hole:. m Page of

21 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, S SYMBOL SAND, some silt, frequent layers of soft clayey silt, grey, wet, (compact) (continued) Drill Hole #: 0.E (re-drill) Date(s) Drilled: //0 SM S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

22 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) << Northing/Easting:, 0 S S SYMBOL ASPHALT, 00mm GRAVELLY SAND, trace silt, light brown, damp, (dense) sand was well-graded, gravel was angular (FILL) SILTY SAND, some gravel, dark brownish grey, damp, (dense to compact) 0.m.m Date(s) Drilled: //0 SP- SM SM Drill Hole #: 0.E S SILT, some clay to clayey, frequent seams and layers of fine sand, grey, moist (firm).m Water-.m //0 S SAND, trace silt, occasional layers with some silt, black, wet, (compact) medium to coarse grained.m -pocket of wood remnants SP- SM S MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 S0 S SILTY SAND to SAND, some silt, layered, grey, wet, (compact) sand was fine grained -silt content fluctuates with depth SAND & SILT, layered, grey, wet, (compact).m.m SM Final Depth of Hole:. m Page of

23 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, 0 S SYMBOL SAND & SILT, layered, grey, wet, (compact) (continued) Date(s) Drilled: //0 SM Drill Hole #: 0.E 0 S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

24 Prepared by: VAN-000-A0 Logged by: DGS 0 Water-.m //0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) << Northing/Easting:, S S S 0 SYMBOL GRAVELLY SAND, trace silt, light brown, damp, (dense) sand was well-graded, gravel was angular (FILL) SAND, some silt, brown, moist, (dense) fine to medium grained -becomes grey SILT, trace sand, grey, wet, (firm) SAND, trace silt, black with frequent red grains, wet, (compact) medium grained.m.m.m Date(s) Drilled: //0 SP- SM SM Drill Hole #: 0.E SM S 0 MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 S S0 S S SAND, some silt, wet, (loose) fine grained -0mm piece of wood in sampler -sand heaving in to hollow stem; switch to solid stem SILT, some clay, occasional layers of fine sand, grey, wet, (very soft).m.m SM Final Depth of Hole:. m Page of

25 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, S SYMBOL SILT, some clay, occasional layers of fine sand, grey, wet, (very soft) (continued) Date(s) Drilled: //0 Drill Hole #: 0.E S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

26 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, S SYMBOL ASPHALT, 00mm GRAVELLY SAND, trace silt, light brown, damp, (very dense) sand was medium grained, gravel was angular (FILL) 0.m Drill Hole #: 0.W Date(s) Drilled: //0 0 S SP- SM SAND, trace silt, black, wet, (compact) medium grained.m S SP -frequent organic pockets Water-.m //0 S0 SAND, some silt to silty, occasional layers of silty sand, occasional organics, grey, wet, (loose) fine grained.m S SM MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 S S CLAYEY SILT, occasional fine sand seams, grey, moist, (very soft).0m Final Depth of Hole:. m Page of

27 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, S SYMBOL CLAYEY SILT, occasional fine sand seams, grey, moist, (very soft) (continued) Date(s) Drilled: //0 Drill Hole #: 0.W S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

28 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) << Northing/Easting:, 0 S S SYMBOL GRAVELLY SAND, trace silt, light brown, damp, (dense) sand was well-graded, gravel was angular (FILL) SILT, some clay, some sand, frequent sand seams and layers, grey, moist, (very soft to soft).m Date(s) Drilled: //0 SP- SM Drill Hole #: 0.0E S Water-.m //0 SAND, some silt, dark grey, wet, (loose to compact) fine grained.m SM S SILT, some clay to clayey, grey, moist, (very soft to soft).m S MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 S S0 Final Depth of Hole:. m Page of

29 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, 0 S SYMBOL SILT, some clay to clayey, grey, moist, (very soft to soft) (continued) Date(s) Drilled: //0 Drill Hole #: 0.0E S S S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

30 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, SYMBOL GRAVELLY SAND, trace silt, light brown, damp, (dense) sand was well-graded, gravel was angular (FILL) SP- SM Drill Hole #: 0.W Date(s) Drilled: //0 << SILT, some sand, trace clay, grey, moist, (soft) 0.m SAND, some silt, grey, moist, (loose to compact) fine grained.m SM 0 Water-.m //0 SILT, some sand, occasional seams and layers of fine sand, grey, wet, (very soft).m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // grades to some clay by m Final Depth of Hole:. m Page of

31 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, SYMBOL SILT, some sand, occasional seams and layers of fine sand, grey, wet, (very soft) (continued) Date(s) Drilled: //0 Drill Hole #: 0.W.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

32 Prepared by: VAN-000-A0 Logged by: AR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, N SYMBOL SILTY SAND (FILL), trace gravel, brown, dry, (loose) BOULDER and COBBLES, some gravel, brown, dry, (very dense to hard) SANDY SILT, brown-grey, moist, (loose), sand is fine grained SM 0.m 0.m SB Drill Hole #: 0.E Date(s) Drilled: //0 Water-.m //0 N SAND, trace silt, brown-grey, moist-wet, (compact), sand is medium grained.m SP- SM N SAND, trace to some silt, grey, wet, (compact), sand is fine to medium grained.0m N -increasing silt content to some silt SM MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 N N N0 N SILTY SAND, grey, wet, (loose), sand is fine grained SILT, some sand, grey, wet, (soft), sand is fine grained SILTY CLAY, grey, wet, (soft) CLAYEY SILT, trace organics, grey, wet, (soft).m.m.m.m SM CL Final Depth of Hole:. m Page of

33 Prepared by: VAN-000-A0 Logged by: AR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, N SYMBOL CLAYEY SILT, trace organics, grey, wet, (soft) (continued) SANDY SILT, grey, wet, (soft), sand is fine grained 0.m Date(s) Drilled: //0 Drill Hole #: 0.E -trace organics N.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

34 Prepared by: VAN-000-A0 Logged by: DGS 0 Water-.m //0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, S S SYMBOL SOD/TOP SILT, some clay, trace sand, brown with rust and grey seams, damp, (very stiff to stiff) SILT, some clay to clayey, some sand, frequent wet fine sand seams, moist, brown with rust and grey seams, wet, (soft to very soft) 0.m.m Date(s) Drilled: //0 TS Drill Hole #: 0.W S0 SAND, some silt to silty, grey, wet, (loose to compact) medium grained.m S SM S MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 0 S S SILT & SAND, grey, wet, (soft) CLAYEY SILT, occasional fine sand seams, grey, wet, (very soft to soft).m.m SM Final Depth of Hole:. m Page of

35 Prepared by: VAN-000-A0 Logged by: DGS 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:, S SYMBOL SILTY SAND to SAND, some silt, trace clay, grey, wet, (compact) fine grained SAND, some silt, occasional layers of silt, grey, wet, (compact) 0.0m 0.m Date(s) Drilled: //0 SM Drill Hole #: 0.W SM S.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

36 Prepared by: VAN-000-A0 Logged by: CR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:,. SYMBOL SILTY SAND, some gravel, brown, dry-damp, (compact), gravel is fine to coarse grained angular to subangular (FILL) Drill Hole #: 0.E Date(s) Drilled: //0 SM Z 0 Z SANDY SILT, trace to some gravel, grey, damp, (stiff), sand is fine grained, gravel is fine grained.m Z -becomes some gravel, fine to medium grained, trace organics SILT, some sand, brown, damp-moist, (soft-firm), sand is fine grained.m Water-.m //0 Z Z SILT, some sand, some mottled oxidation, grey, damp-moist, (firm) SAND, some silt, brown, moist, (compact), sand is fine to coarse grained.m.m SM Z SAND, some silt, brown-grey, moist, (compact), sand is fine to medium grained.m SM MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Z Z Z SILTY SAND, grey, moist-wet, (compact), sand is fine-medium grained SAND, some silt to silty, grey, moist, (compact), sand is fine to medium grained -fine sandy silt seam, - cm -increasing fine sand and silt content SILTY SAND, grey, moist, (compact), sand is fine to medium grained -trace dark brown organics.m.m.m SM SM SM Final Depth of Hole:. m Page of

37 Prepared by: VAN-000-A0 Logged by: CR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting:,. Z0 SYMBOL SAND, some silt, grey, moist-wet, (compact), sand is fine to medium grained 0.m Date(s) Drilled: //0 Drill Hole #: 0.E Z -sandy silt and silt seams for. m, - cm SM Z -fine sandy silt seam, 0 cm, firm Z.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

38 Prepared by: VAN-000-A0 Logged by: CR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, >> >> N SYMBOL GRAVELLY SAND (FILL), some silt, occasional cobbles, brown, damp, (very dense-hard); sand is fine to medium grained, gravel is fine to coarse grained angular to subrounded SM Drill Hole #: 0.W Date(s) Drilled: /0/0 >> N0 Water-.m /0/0 N N SILT, trace clay, trace fine sand, trace organics, trace mottled oxidation, grey, damp-moist, (firm) - becomes softer with depth.m N SILTY SAND, grey, moist-wet, (compact); sand is fine to coarse grained.m - sand becomes fine grained N - sand becomes very fine grained SM - fine sandy silt seam (soft) (00mm thick) N MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 N N N N N0 SANDY SILT, grey, moist-wet, (firm-very stiff); sand is fine grained - trace organics - silt seam (firm) (0mm thick) SILTY SAND, grey, moist-wet, (compact); sand is fine grained.m.m.m SM Final Depth of Hole:. m Page of

39 Prepared by: VAN-000-A0 Logged by: CR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, N SYMBOL SANDY SILT, grey, moist-wet, (very stiff); sand is fine grained (continued) - silt seam (stiff) (00mm thick) Date(s) Drilled: /0/0 Drill Hole #: 0.W N - increasing fine sand content N.m MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Final Depth of Hole:. m Page of

40 Prepared by: VAN-000-A0 Logged by: CR 0 Project: Highway and Highway Variable Speed Limit Signs Location: Highway and Highway, Abbotsford to Hope DYNAMIC CONE (BLOWS/00 mm) SPT "N" (BLOWS/00 mm) Northing/Easting: 0, 0. Z SYMBOL SILTY SAND, some gravel, brown, damp, (dense-very dense), occasional angular cobbles, gravel is fine to medium grained subangular to angular (FILL) SM Drill Hole #: 0.E Date(s) Drilled: //0 Z SILT, trace to some clay, trace fine sand, grey, damp, (soft-firm).m Water-.m //0 0 Z Z SILT, some fine sand, trace clay,grey, damp-moist, (firm) SAND, some silt, grey, moist-wet, (compact), sand is fine to coarse grained.m.m Z SM MOT--REV 00-A0 MOTI TEMPLATE.GPJ MOT-DRAFT-REVC.GDT // 0 Z Z0 Z Z Z Z -frequent silt seams for 0. m, firm, grey, moist SILT, trace fine sand, grey, moist, (firm-stiff) SILTY SAND, grey, moist-wet, (compact), sand is fine to medium grained SANDY SILT, grey, moist, (firm-very stiff), sand is fine grained with some medium grained SAND, some silt, grey, moist-wet, (compact-dense), sand is fine to medium grained.m.m.m.m.m SM SM Final Depth of Hole:. m Page of