Eastgate Parking Lot Geotechnical Investigation

Transcription

1 Eastgate Parking Lot Geotechnical Investigation Cambium Reference No.: 336- March 4, 24 Prepared for: City of Peterborough Cambium Inc. P.O. Box Hunter Street East, Peterborough Ontario, K9H G5 Telephone: (866) Facsimile: (75) cambium-inc.com

2 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24 TABLE OF CONTENTS. INTRODUCTION METHODOLOGY BOREHOLE INVESTIGATION PHYSICAL LABORATORY TESTING SUBSURFACE CONDITIONS SILTY SAND TO SANDY SILT SAND CLAYEY SILT TO CLAY AND SILT GROUNDWATER HYDRAULIC CONDUCTIVITY GEOTECHNICAL CONSIDERATIONS GENERAL SITE PREPARATION FROST PENETRATION EXCAVATIONS DEWATERING INTERNAL DRAINAGE AND GRADING BURIED UTILITIES BACKFILL AND COMPACTION PAVEMENT DESIGN DESIGN REVIEW AND INSPECTIONS CLOSING... 8 LIST OF APPENDED FIGURES Figure Site Plan and Borehole Location Map LIST OF INSERTED TABLES Table Recommended Minimum Pavement Structure... 7 LIST OF APPENDICES Appendix A Borehole Logs Appendix B Physical Laboratory Testing Results Cambium Inc. Page i

3 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24. INTRODUCTION Cambium Inc. (Cambium) was retained by the City of Peterborough (Client) to undertake a geotechnical investigation within the existing Eastgate Parking Lot on the east side of Ashburnham Drive in the City of Peterborough, Ontario (Site). The purpose of the investigation was to identify the subsurface conditions and provide specific geotechnical recommendations for the reconstruction of the parking lot, which is currently surfaced with gravel, including storm sewer installation and asphalt pavement, which is scheduled to proceed in the spring of 24. This report presents the methodology and findings of the geotechnical investigation at the Site and addresses the requirements and constraints for the parking lot reconstruction, including storm sewer and asphalt pavement within the Eastgate Parking Lot. Cambium Inc. Page

4 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, METHODOLOGY 2. BOREHOLE INVESTIGATION A borehole investigation was conducted at the Site on February 3, 24 to assess subsurface conditions at the Site. Six (6) borehole locations, designated as BH through BH6, were identified by the City at the outset of the investigation. Boreholes BH2 through BH6 were advanced to depths of.8 m to 2.4 m within and surrounding the existing parking lot area while borehole BH was advanced to 8. m depth in the location of the proposed Stormceptor. The borehole locations are shown on Figure. The location and elevation of each borehole was surveyed by the City of Peterborough and incorporated into the borehole logs. Drilling and sampling was completed using a track-mounted drill rig operating under the supervision of a Cambium technician. The boreholes were advanced to the sampling depths by means of continuous flight solid stem augers with 5 mm O.D. split spoon samplers. Standard Penetration Test (SPT) N values were recorded for the sampled intervals as the number of blows required to drive a split spoon sampler 35 mm into the soil, using a 63.5 kg drop hammer falling 75 mm, as per ASTM D586 procedures. The SPT N values are used in this report to assess consistency of cohesive soils and relative density of non-cohesive materials. Soil samples were collected at approximately.6 m intervals to 3. m depth and at.5 m intervals below 3. m. The encountered soil units were logged in the field using visual and tactile methods, and samples were placed in labelled plastic bags for transport, future reference, possible laboratory testing, and storage. Open boreholes were checked for groundwater and general stability prior to backfilling All boreholes were backfilled in accordance with O.Reg. 93, as amended, and the property was reinstated to pre-existing conditions. Borehole BH was outfitted with a monitoring well in order to measure the static groundwater elevation at the Site and for subsequent slug testing in support of a Permit to Take Water (PTTW). Borehole logs are provided in Appendix A. Site soil and groundwater conditions are described and geotechnical recommendations are discussed in the following sections of this report. 2.2 PHYSICAL LABORATORY TESTING Physical laboratory testing, including three (3) sieve analyses (LS-62) and two (2) particle size distribution analyses (LS-72), was completed on selected soil samples to confirm textural classification and granular reuse potential, and to assess geotechnical parameters. Moisture content testing was completed on all soil samples. Results are presented in Appendix B and are discussed in Section 3.. Cambium Inc. Page 2

5 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, SUBSURFACE CONDITIONS Boreholes BH2 through BH6 were advanced to a depth of.8 m to 2.4 m within the existing, unpaved parking lot at Eastgate Park. Borehole BH was advanced to a depth of 8. m at the western end of the parking lot in the location of the proposed Stormceptor. The borehole locations are shown on Figure. Generally, the subsurface conditions consist of predominantly silty sand to sandy silt soils to the borehole termination depths. Layers of sand were encountered throughout the borehole depths and layers of much finer, cohesive clayey silt to clay and silt soils were observed in boreholes BH and BH2 at varying depths. The individual soil units are described in detail below. 3. SILTY SAND TO SANDY SILT Silty sand to sandy silt soils were encountered throughout the Site, layered with the other soils discussed below. The silty sand to sandy silt soils varied in colour from light brown to dark brown to grey and contained a trace to some gravel. In borehole BH, a trace of clay was also observed. A.6 to.7 m thick layer of silty sand to sandy silt was encountered at the surface of all of the boreholes. Deeper layers of silty sand to sandy silt were also encountered in boreholes BH, BH4, and BH6, from.7 m to.8 m depth in boreholes BH4 and BH6 and from 2.5 m to 6.4 m in borehole BH. The relative density of the silty sand to sandy silt soils varied from loose to compact based on SPT N values ranging from 6 to 22. Laboratory particle distribution analyses were completed on three samples of the silty sand to sandy silt soils, taken from boreholes BH (4.5 m to 5. m depth), and BH2 and BH4 ( to.6 m depth). The analysis results, based on the Unified Soil Classification System (USCS) scale, are summarized below and provided in Appendix B. Gravel (greater than 4.75 mm size) % to % Sand (.75 mm to 4.75 mm size) 57% to 73% Silt (less than.75 mm size) 26% to 43% 3.2 SAND Layers of predominantly sand were encountered in all of the boreholes except BH6. The sand varied in colour from light brown to black to grey and was moist to saturated at the time of the investigation. Where noted on the borehole logs, saturated conditions were generally observed below. m depth. The relative density of the sand is generally compact with SPT N values ranging from to 9. In borehole BH3, lower blow counts were observed below.5 m depth and no soil sample was recovered due to saturated conditions. The natural moisture content of the sand varied from 4% to 24%. Cambium Inc. Page 3

6 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, CLAYEY SILT TO CLAY AND SILT Clayey silt to clay and silt soils were encountered in boreholes BH and BH2. In borehole BH a.6 m thick layer of clayey silt with a trace of sand was encountered at.9 m depth and a second layer of clay and silt with some sand and a trace of gravel was encountered from 6.3 m to the termination depth of 8. m. In borehole BH2 a. m thick layer of clayey silt was encountered at a depth of.6 mbgs. The clayey silt to clay and silt was dark brown to grey in colour and was about the plastic limit (APL) at the time of the investigation, except for the upper layer in borehole BH, which was much wetter than the plastic limit (MWTPL). The natural moisture content of the clayey silt to clay and silt varied from 7% to 29%. The upper layers of clayey silt are firm to stiff based on SPT N values ranging from 5 to. The clay and silt below 6.3 m depth is hard based on an SPT N value of 42. Two samples of the clayey silt to clay and silt, taken from the two layers observed in borehole BH, were submitted for laboratory particle size distribution analysis. The analysis results, based on the Unified Soil Classification System (USCS) scale, are summarized below and provided in Appendix B. Gravel (greater than 4.75 mm size) % to 7% Sand (.75 mm to 4.75 mm size) 8% to 9% Silt (.2 mm to.75 mm size) 37% to 62% Clay (less than.2 mm size) 3% to 4% 3.4 GROUNDWATER Borehole BH caved to 5.3 m depth on completion of drilling. A monitoring well was installed in this borehole and on February 24, 24, the groundwater level in the well has measured at.4 m below ground surface, at an elevation of masl. On completion of drilling, groundwater seepage was observed in open boreholes BH2 through BH4 at depths ranging from.4 m to.8 m below ground surface. Boreholes BH5 and BH6 were open and dry. Based on these observations, the groundwater table at the Site appears to be approximately.4 m below ground surface, at an elevation of 89.7 masl. The natural moisture content of the soils varied from % to 35%. It should be noted that groundwater levels at the site may fluctuate seasonally and in response to climatic events. 3.5 HYDRAULIC CONDUCTIVITY A slug test was performed in the monitoring well in borehole BH on February 24, 24. Based on the data logger results, the calculated hydraulic conductivity of the soils in the location of borehole BH, based on the Hvorslev calculation method, is 2.6 x -3 cm/s. Cambium Inc. Page 4

7 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, GEOTECHNICAL CONSIDERATIONS The following recommendations are based on borehole information and are intended to assist designers. Recommendations should not be construed as providing instructions to contractors, who should form their own opinions about site conditions. It is possible that subsurface conditions beyond the borehole locations may vary from those observed. If significant variations are found before or during construction, Cambium should be contacted so that we can reassess our findings, if necessary. 4. GENERAL SITE PREPARATION Existing surficial soils should be excavated to the depth of the proposed pavement structure (Section 4.8) and may be stockpiled for future reuse as trench backfill and site grading. It is assumed that excavation depths for the Stormceptor will be approximately 7. m below ground surface. At these depths, the subgrade material is expected to consist of hard clay and silt soils. 4.2 FROST PENETRATION Based on climate data and design charts, the maximum frost penetration depth below the pavement at the Site is estimated at.5 m. It is assumed that any reconstructed pavement structure thickness will be less than.5 m, so grading and drainage are important for good pavement performance and life expectancy. 4.3 EXCAVATIONS All excavations must be carried out in accordance with the latest edition of the Occupational Health and Safety Act (OHSA). The generally loose to compact native soils above the groundwater table may be classified as Type 3 soils in accordance with OHSA and may be excavated with side slopes not steeper than H:V. Below the groundwater table these soils may be classified as Type 4 soils and may be excavated with side slopes no steeper than 3H:V. Excavation side slopes should be protected from exposure to precipitation and associated ground surface runoff and should be inspected regularly for signs of instability. If localized instability is noted during excavation or if wet conditions are encountered, the side slopes should be flattened as required to maintain safe working conditions or the excavation sidewalls must be fully supported (shored). 4.4 DEWATERING Groundwater seepage was observed in four (4) of the boreholes at depths ranging from.4 m to.8 m below ground surface on completion of drilling. The measured groundwater level in borehole BH, equipped with a Cambium Inc. Page 5

8 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24 monitoring well, was.4 mbgs (elevation masl) on February 24, 24. Based on these observations, the groundwater table at the Site appears to be approximately.4 mbgs at elevation 89.7 masl. Excavations for the Stormceptor installation will extend below the groundwater table, through layers of silty sand soils. The hydraulic conductivity of the soils at borehole BH is approximately 2.6 x -3 cm/s. Significant groundwater seepage is anticipated and advanced dewatering using a well-point dewatering system is recommended. A Permit to Take Water (PTTW) will be required from the Ministry of the Environment (MOE) as pumping rates are expected to exceed 5, L/day. Cambium has completed the PTTW application under separate cover. 4.5 INTERNAL DRAINAGE AND GRADING For internal drainage, we recommend that the subgrade material be sloped at a minimum of 3 percent to perimeter or designated drainage areas. The final asphalt surface should also be sloped at a minimum of 2 percent to shed runoff. Along each edge of the parking lot and extending radially from any catch basins, 5 mm diameter geotextile-wrapped perforated pipe subdrains should be installed in accordance with City of Peterborough Specification CP45. and the associated drawing CPD45.. The subdrains should be surrounded by Modified Granular B and outlet to the storm sewer or an otherwise appropriate frost-free outlet. 4.6 BURIED UTILITIES The bedding and cover material for the new sewers should consist of Class B bedding, placed in accordance with pertinent City of Peterborough Specification and Ontario Provincial Standard Drawings (OPSD 82.). The bedding and cover material shall be placed in maximum 3 mm thick lifts and should be compacted to at least percent of standard Proctor maximum dry density (SPMDD). The cover material shall be a minimum of 3 mm over the top of the pipe and compacted to percent SPMDD, taking care not to damage the utility pipes during compaction. If bedding is being placed in saturated conditions, the Granular bedding should be replaced with 9 mm diameter crushed clear stone wrapped in geotextile as specified in City of Peterborough Specification CP4.6 and Drawing CPD BACKFILL AND COMPACTION Excavated fill and native soils from the site or engineered fill may be appropriate for use as backfill material for trench backfill for the buried utilities. Backfill should be placed in maximum 3 mm thick lifts and should be compacted to a minimum of 98 percent SPMDD, taking care not to damage the utility pipes during compaction. All granular base and subbase materials should be compacted to percent SPMDD in all areas. Cambium Inc. Page 6

9 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, PAVEMENT DESIGN The performance of the pavement is dependent upon proper subgrade preparation. Any existing fill or organic materials should be removed down to competent native material and backfilled with approved engineered fill or native material, compacted to percent SPMDD. The subgrade should be proof rolled and inspected by a Geotechnical Engineer. Any areas where rutting or appreciable deflection is noted should be subexcavated and replaced with suitable granular fill compacted to percent SPMDD. It is assumed that the parking lot will be reconstructed to an appropriate municipal design standard. The recommended minimum pavement thickness design has been developed assuming little heavy truck traffic is anticipated. The recommended minimum pavement structure is provided in Table. Table Recommended Minimum Pavement Structure Pavement Layer Surface Course Asphalt 4 mm HL3 Binder Course Asphalt 4 mm HL8 Granular Base 5 mm OP Granular A Granular Subbase 3 mm OP Granular B Material and thickness substitutions must be approved by the Design Engineer. We should be contacted if Superpave specifications are required. The thickness of the subbase layer could be increased at the discretion of the Engineer, to accommodate site conditions at the time of construction, including soft or weak subgrade soil replacement. Compaction of the subgrade should be verified by the Engineer prior to placing the granular fill. Granular layers should be placed in 5 mm maximum loose lifts and compacted to percent of SPMDD (ASTM D698) standard. The granular materials specified should conform to OP standards, as confirmed by appropriate materials testing. The final asphalt surface should be sloped at a minimum of 2 percent to shed runoff. Abutting pavements should be sawcut to provide clean vertical joints with new pavement areas. 4.9 DESIGN REVIEW AND INSPECTIONS Testing and inspections should be carried out during construction operations to examine and approve subgrade conditions, fill material, compaction of pipe bedding, trench backfill, and granular base courses. We should be contacted to review and approve design drawings, prior to tendering or commencing construction, to ensure that all pertinent geotechnical-related factors have been addressed. It is important that onsite geotechnical supervision be provided at this site for excavation and backfill procedures, deleterious soil removal, subgrade inspections and compaction testing. Cambium Inc. Page 7

10 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, CLOSING Please note that this work program and report are governed by the attached Qualifications and Limitations. If you have questions or comments regarding this document, please do not hesitate to contact the undersigned at (75) ext Respectfully submitted, CAMBIUM INC. Stuart Baird, P.Eng. Senior Project Manager SEB/jlw P:\3 to 3999\336- City of Peterborough - Geotechnical Investigation Monaghan Birch & Eastgate\Deliverables\FINAL - Eastgate Geotech\ RPT Eastgate Geotech.docx Cambium Inc. Page 8

11 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24 Appended Figures Cambium Inc.

12 º GEOTECHNICAL INVESTIGATION CITY OF PETERBOROUGH LEGEND D E Borehole Monitoring Well Location BH3 D E BH2 D E BH5 D E BH4 D E Notes: - 22 imagary acquired February, 24 from ESRI. Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community - Base mapping features are Queen's Printer of Ontario, 2 (this does not constitute an endorsement by the Ministry of Natural Resources or the Ontario Government). - Distances on this plan are in metres and can be converted to feet by dividing by Cambium Inc. makes every effort to ensure this map is free from errors but cannot be held responsible for any damages due to error or omissions. This map should not be used for navigation or legal purposes. It is intended for general reference use only. BH6 D E P.O. Box 325, 52 Hunter Street East Peterborough, Ontario, K9H G5 Tel: (75) Fax: (75) BOREHOLE LOCATION PLAN EASTGATE PARKING LOT Project No.: ASHBURNHAM DRIVE Scale: Metres Created by: Date: February Rev.: Projection: :, NAD 983 UTM Zone 7N Checked by: Figure: NLB SEB

13 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24 Appendix A Borehole Logs Cambium Inc.

14 Peterborough Barrie Oshawa T: Log of Borehole: BH Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks 92 - Cap Casing 9 Sandy Silt: Dark brown sandy silt, moist AS Pipe Sand: Black to grey sand, compact, moist Sandy Silt: Light grey sandy silt, trace clay, loose, saturated Clayey Silt: Grey clayey silt, trace sand, firm, MWTPL Silty Sand: Grey to brown silty sand, trace clay, compact, saturated Bentonite Plug Groundwater measured at.4 m depth on Feb 24, 24 4 GSA: Gravel % Sand 8% Silt 62% Clay 3% 87 4 Sand Pack PVC Screen Clay and Silt: Grey clay and silt, hard, APL, vertical sand seams throughout Borehole terminated at 8. m depth in silty clay Cap 6 GSA: Gravel % Sand 57% Silt and Clay 43% Borehole caved to 5.3 m depth on completion 8 GSA: Gravel 7% Sand 9% Silt 37% Clay 4% 82 9 Logged By: S. Morris Input By: J. Wales

15 Peterborough Barrie Oshawa T: Log of Borehole: BH2 Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks 9 Sandy Silt: Dark brown sandy silt, moist Silty Sand: Dark grey silty sand, moist AS AS GSA: Gravel 2% Sand 68% Silt and Clay 3% Clayey Silt: Dark brown to grey clayey silt, stiff, APL Sand: Brown sand, compact, wet to saturated Groundwater at.7 m depth in open borehole on completion Borehole terminated at 2.4 m depth in sand 88 3 Logged By: S. Morris Input By: J. Wales

16 Peterborough Barrie Oshawa T: Log of Borehole: BH3 Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks Silty Sand: Light brown silty sand, moist AS 9 Sand: Brown sand, compact to loose, wet to saturated no recovery, spoons saturated upon removal Groundwater at.4 m depth in open borehole on completion 2 Borehole terminated at.8 m depth in sand 88 3 Logged By: S. Morris Input By: J. Wales

17 Peterborough Barrie Oshawa T: Log of Borehole: BH4 Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks 9 Silty Sand: Light brown silty sand, moist AS AS GSA: Gravel % Sand 73% Silt and Clay 26% Sand: Light brown sand, compact, moist Silty Sand: Light brown silty sand, loose, saturated Borehole terminated at.8 m depth in silty sand Borehole open and saturated at bottom on completion 89 3 Logged By: S. Morris Input By: J. Wales

18 Peterborough Barrie Oshawa T: Log of Borehole: BH5 Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks Silty Sand: Dark brown silty sand, moist AS 9 Sand: Light brown sand, compact, wet to saturated Borehole terminated at.8 m depth in sand Borehole open and dry on completion 88 3 Logged By: S. Morris Input By: J. Wales

19 Peterborough Barrie Oshawa T: Log of Borehole: BH6 Page of Client: City of Peterborough Project Name: Geotech Investigation Project No.: Contractor: Eastern Drilling Method: Solid Stem / Split Spoon Date Completed: Location: Eastgate UTM: Elevation: 336- Feb 3, masl SUBSURFACE PROFILE SAMPLE Elevation (m) Depth Lithology Description Number Type % Recovery SPT (N) % Moisture SPT (N) Well Installation Remarks Sandy Silt: Dark brown sandy silt, some gravel, moist AS Silty Sand: Light grey silty sand, trace gravel, compact to loose, moist Borehole terminated at.8 m depth in silty sand Borehole open and dry on completion 88 3 Logged By: S. Morris Input By: J. Wales

20 Eastgate Parking Lot Geotechnical Investigation City of Peterborough Ref. No.: 336- March 4, 24 Appendix B Physical Laboratory Testing Results Cambium Inc.

21 PERCENT PAING PERCENT RETAINED Grain Size Distribution Chart Client: City of Peterborough Project No.: 336- Project: Eastgate Parking Lot Hole No.: BH Sample No.: Sampled By: S-4 Depth: m Steve Morris - Cambium Inc. Date: February 8, 24 UNIFIED SOIL CLAIFICATION SYSTEM CLAY & SILT (<.75mm) SAND (<4.75 to.75mm) MEDIUM GRAVEL (>4.75mm) DIAMETER (mm) CLAY SILT VERY SAND MEDIUM GRAVEL GRAVEL U.S. BUREAU OF SOILS CLAIFICATION Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture BH S m Description Classification D 6 D 3 D C u C c CLAYEY SILT trace sand CL #VALUE! #VALUE!

22 PERCENT PAING PERCENT RETAINED Grain Size Distribution Chart Client: City of Peterborough Project No.: 336- Project: Eastgate Parking Lot Hole No.: BH Sample No.: Sampled By: S-6 Depth: m Steve Morris - Cambium Inc. Date: February 8, 24 UNIFIED SOIL CLAIFICATION SYSTEM CLAY & SILT (<.75mm) SAND (<4.75 to.75mm) MEDIUM GRAVEL (>4.75mm) DIAMETER (mm) CLAY SILT VERY SAND MEDIUM GRAVEL GRAVEL U.S. BUREAU OF SOILS CLAIFICATION Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture BH S m Description Classification D 6 D 3 D C u C c SILTY SAND SM #VALUE! #VALUE!

23 PERCENT PAING PERCENT RETAINED Grain Size Distribution Chart Client: City of Peterborough Project No.: 336- Project: Eastgate Parking Lot Hole No.: BH Sample No.: Sampled By: S-8 Depth: m Steve Morris - Cambium Inc. Date: February 8, 24 UNIFIED SOIL CLAIFICATION SYSTEM CLAY & SILT (<.75mm) SAND (<4.75 to.75mm) MEDIUM GRAVEL (>4.75mm) DIAMETER (mm) CLAY SILT VERY SAND MEDIUM GRAVEL GRAVEL U.S. BUREAU OF SOILS CLAIFICATION Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture BH S m Description Classification D 6 D 3 D C u C c CLAY AND SILT some sand trace of gravel CL #VALUE! #VALUE!

24 PERCENT PAING PERCENT RETAINED Grain Size Distribution Chart Client: City of Peterborough Project No.: 336- Project: Eastgate Parking Lot Hole No.: BH2 Sample No.: Sampled By: S- Depth:. -.6 m Steve Morris - Cambium Inc. Date: February 8, 24 UNIFIED SOIL CLAIFICATION SYSTEM CLAY & SILT (<.75mm) SAND (<4.75 to.75mm) MEDIUM GRAVEL (>4.75mm) DIAMETER (mm) CLAY SILT VERY SAND MEDIUM GRAVEL GRAVEL U.S. BUREAU OF SOILS CLAIFICATION Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture BH2 S m Description Classification D 6 D 3 D C u C c SILTY SAND trace of gravel SM #VALUE! #VALUE!

25 PERCENT PAING PERCENT RETAINED Grain Size Distribution Chart Client: City of Peterborough Project No.: 336- Project: Eastgate Parking Lot Hole No.: BH4 Sample No.: Sampled By: S- Depth:. -.6 m Steve Morris - Cambium Inc. Date: February 8, 24 UNIFIED SOIL CLAIFICATION SYSTEM CLAY & SILT (<.75mm) SAND (<4.75 to.75mm) MEDIUM GRAVEL (>4.75mm) DIAMETER (mm) CLAY SILT VERY SAND MEDIUM GRAVEL GRAVEL U.S. BUREAU OF SOILS CLAIFICATION Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture BH4 S m Description Classification D 6 D 3 D C u C c SILTY SAND trace of gravel SM #VALUE! #VALUE!