PAVEMENT REPORT. Submitted to: Lee Jablonski, P.Eng. J.L. Richards & Associates Limited 864 Lady Ellen Place Ottawa, ON K1Z 5M2

Transcription

1 PAVEMENT REPORT GEOTECHNICAL INVESTIGATION FOR THE REHABILITATION OF LOUIS HEBERT STREET, VAUDREUIL STREET, MARQUELLE STREET AND LASALLE STREET, ROCKLAND, ONTARIO Submitted to: Lee Jablonski, P.Eng. J.L. Richards & Associates Limited 864 Lady Ellen Place Ottawa, ON K1Z 5M2 REPORT Report Number: Distribution: 4 copies - J.L. Richards & Associates Ltd. 1 copy - Golder Associates Ltd.

2 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO Table of Contents IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT INTRODUCTION DESCRIPTION OF PROJECT AND SITE Traffic Drainage PROCEDURE SUBSURFACE CONDITIONS General Existing Pavement Structure Asphaltic Concrete Granular Base Granular Subbase Native Subsoil and Subgrade Silty Clay and Clay (Weathered Crust) Sandy Silt and Silty Sand Glacial Till Auger Refusal Groundwater PAVEMENT DESIGN General Full Depth Reconstruction Option Pavement Rehabilitation Options Treatment of Poor Performing Area Culvert Reinstatement Driveway Culverts PAVEMENT DESIGN CONSIDERATIONS Hot Mix Asphaltic Concrete Traffic Category Asphaltic Cement Granular Base and Subbase... 9 Report No i

3 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 6.5 Frost Penetration Depth Conversion Factors CONSTRUCTION CONSIDERATIONS CLOSURE Important Information and Limitations of This Report FIGURES Figure 1 Site Plan Figure 2 Grain Size Distribution Granular Base Figure 3 Grain Size Distribution Granular Subbase Figure 4 Grain Size Distribution Subgrade Material APPENDICES APPENDIX A Table 1 - Record of Augerholes APPENDIX B AASHTO Design Analysis APPENDIX C Ontario Provincial Standard Drawings OPSD Earth/Shale Grading OPSD Boulder Treatment OPSD Rural Entrances to Road in Earth Cut OPSD Frost Treatment Pipe Culverts Frost Penetration Line Below Bedding Grade OPSD Flexible Pipe Embedment and Backfill Earth Excavation Report No ii

4 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 1.0 INTRODUCTION This report provides the results of a geotechnical investigation carried out along Louis Hebert Street, Vaudreuil Street, LaSalle Street and Marquette Street in Rockland, Ontario. The purpose of this geotechnical investigation was to assess the existing pavement structure and subgrade conditions along the four streets by means of eight (8) augerholes to 1.5 m depth or auger refusal. Based on the interpretation of the factual information obtained, guidelines for pavement rehabilitation options including construction considerations which could influence design decisions are provided. The reader is referred to the Important Information and Limitations of This Report which follows this text but forms and integral part of this document. Report No

5 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 2.0 DESCRIPTION OF PROJECT AND SITE It is understood that the City of Clarence - Rockland (City) intends to rehabilitate four rural streets within the formal municipality known as Clarence located off Old Highway 17 and approximately 1.0 km south of the Ottawa River (See Site Plan, Figure 1). The City has retained J.L. Richards & Associates Ltd. (J.L. Richards) as their civil consultant for the project. J.L. Richards has retained Golder Associates Ltd. (Golder) for the geotechnical pavement design aspects of the project. All streets have a rural cross section. Louis Hebert Street is about 185 metres in length, Vaudreuil Street is about 240 metres in length, LaSalle Street is about 250 metres in length, and Marquette Street is about 300 metres in length. The visual appearance of the pavement surface consists of extensive alligator cracking, extensive transverse cracks and extensive coarse aggregate ravelling. In addition, it is understood that a distortion exists on the pavement surface on Marquette Street about 40 metres south of Vaudreuil Street. The cause of the distortion is to be determined as part of this investigation. A culvert reinstatement is also planned just west of the south east corner of Marquette Street. It has been assumed that new culverts will also be provided at street intersections as required. Based on available geological maps, the subsurface conditions are expected to consist of glacial till overlying bedrock at depths of about 2 to 3 metres. The bedrock is expected to consist of interbedded sandstone, shaley limestone and shale of the Rockcliffe formation. 2.1 Traffic The actual Average Annual Daily Traffic (AADT) information has not been provided, however, for design purposes, traffic Category B, i.e. 0.3 to 1.0 million Equivalent Single Axel (ESAL s) over 20 years design life, is considered suitable for these residential streets. 2.2 Drainage The site is gently sloping southeasterly from Old Highway 17 by an elevation drop of approximately 1.5 metres. Drainage of the pavement is provided by shallow ditching and cross road culverts. Report No

6 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 3.0 PROCEDURE Prior to the investigation, the location of each augerhole was marked by J.L. Richards. The field work for this investigation was carried out on January 11, A truck-mounted drill rig, owned and operated by George Downing Estate Drilling Ltd., was used to advance eight (8) shallow augerholes (numbered AH15-1 through 15-8) through the existing pavement. AH15-3 was drilled through the identified distortion. The approximate augerhole locations are shown on the attached Figure 1, Site Plan. In each of the augerholes, the subsurface conditions and approximate depths to strata changes were assessed visually by examination of the auger cuttings by a member of our geotechnical technical staff. The groundwater conditions were observed in the augerholes during the short time that they remained open. The field work was supervised by a member of our geotechnical engineering staff who supervised the augering operations, logged the augerholes, and took custody of the retrieved soil samples. Samples of the pavement structure and subsoil encountered were returned to our laboratory for tactile examination by the project engineer and laboratory testing. The laboratory testing consisted of grain size distribution testing on samples of the existing granular base, subbase and subgrade. The locations and ground surface elevations at the augerhole locations were surveyed by J.L. Richards. The elevations are understood to be referenced to Geodetic datum. Report No

7 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 4.0 SUBSURFACE CONDITIONS 4.1 General The subsurface conditions encountered in the augerholes are shown on the Record of Augerholes, Table 1 provided in Appendix A. The results of the laboratory grain size distribution testing carried out on selected samples of the base and subbase are provided on Figures 2 through 4. The following presents a summary of the pavement structure and subgrade conditions encountered within the augerholes as well as the subsurface conditions encountered at the distortion area located on Marquette Street. 4.2 Existing Pavement Structure The existing pavement structure along Louis Hebert Street, Vaudreuil Street, LaSalle Street and Marquette Street generally consists of asphaltic concrete over a crushed stone or a sand and gravel base over a fine to coarse sand subbase. The following table provides the range of depths of components of the flexible pavement structure for each street: Location Asphaltic Concrete (mm) Granular Base (mm) Average Thicknesses (Min-Max) Granular Subbase (mm) Total Pavement Structure (mm) Subgrade Type Vaudreuil Street 90 (90-90) 125 ( ) 245 ( ) 460 Silty Clay/Clayey Silty Marquette Street 50 (30-70) 260 ( ) 310 ( ) 640 ( ) Silty Clay Weathered Crust to Silty Sand Glacial Till LaSalle Street 80 (60-90) 155 ( ) 240 ( ) 470 ( ) Silty Sand Glacial Till Louis Hebert Street Sandy Silt Glacial Till 4.3 Asphaltic Concrete The asphaltic concrete ranges from an average thickness of 50 to 90 mm. 4.4 Granular Base The base underlying the asphaltic concrete along Louis Hebert Street, Vaudreuil Street, LaSalle Street and Marquette Street consists of a brown crushed stone and/or sand and gravel mixture. The results of laboratory grain size distribution testing carried out on one sample of granular base from AH 15-7 are provided on Figure 2. The results indicate that the granular base recovered generally meets the grading limits for Ontario Provincial Standard Specification (OPSS) Granular A, although the fines content is marginally above the specified limits. Report No

8 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 4.5 Granular Subbase The subbase underlying the granular base along Vaudreuil Street, LaSalle Street and Marquette Street consists of fine to coarse sand trace gravel. The results of laboratory grain size distribution testing carried out on one sample of granular subbase from AH 15-4 are provided on Figure 3. The results indicate that the granular subbase recovered generally does not meet the grading limits for OPSS Granular B Type l. The gradation falls outside the fine side of specified limits and the fines content is marginally above the specified limit. It should be noted, however, that these results may reflect alteration of the materials during drilling and sampling. Also, with the exception of the fines content the gradation would have met the requirements for Granular C, a precursor specification for granular subbase to the current specification. 4.6 Native Subsoil and Subgrade Silty Clay and Clay (Weathered Crust) Within augerholes AH 15-2, AH 15-5, AH 15-6 and AH 15-7, located within the south-eastern portion of the project, silty clay was encountered directly below the pavement structure. The silty clay was proven at depths ranging from 0.4 to 0.8 metres below ground surface. The silty clay has been weathered to form a grey brown crust to the depth investigated. In AH 15-2 and AH 15-7, the silty clay is underlain by sandy silt to silty sand glacial till Sandy Silt and Silty Sand Glacial Till Glacial till underlies the silty clay weathered crust and/or the pavement structure at all augerholes with the exception of AH15-1, which was terminated in silty sand. The glacial till was proven to depths from 0.5 to 1.25 metres below the existing pavement surface. The glacial till consists of a heterogeneous mixture of gravel, cobbles and boulders in a matrix of sandy silt to silty sand with a trace to some clay Auger Refusal Practical refusal was encountered within AH 15-3 at a depth of about 0.7 metres below existing ground surface. It is likely that this refusal occurred on a boulder within the glacial till. Upon refusal, AH 15-3 was moved 1.65 m south, and drilled to a depth of 1.5 m where it was terminated within glacial till Groundwater Water seepage was noted in 5 of the 8 augerholes while drilling. The table below summarizes the observed groundwater conditions during drilling: Location Augerhole Water Conditions at Depth below Ground Surface (m) Vaudreuil Street Marquette Street AH15-1 AH15-2 AH15-3 AH15-4 AH15-5 AH15-6 Dry Dry Water seepage at 0.45 m Water seepage at 0.5 m Water seepage at 0.65 m LaSalle Street AH15-7 Water seepage at 1.22 m Louis Herbert AH15-8 Water seepage at 0.45 m Groundwater levels are expected to fluctuate seasonally. Higher groundwater levels are expected during wet periods of the year, such as spring. Dry Report No

9 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 5.0 PAVEMENT DESIGN 5.1 General This section of the report provides geotechnical engineering guidelines on the geotechnical design aspects of the project based on our interpretation of the augerhole information and project requirements, and is subject to the limitations in the Important Information and Limitations of This Report which follows the text but forms and integral part of this document. With the exception of the distortion observed at one location, it would appear that the current condition of the pavements within the subdivision is the result of age and not structural loading. At AH 15-8, the distortion is most likely the result of frost jacking of a boulder in the underlying glacial till. The wet subgrade condition within the frost penetration depth has contributed to the condition of the pavement through years of heaving and subsequent thawing. 5.2 Full Depth Reconstruction Option The result of the AASHTO analysis is provided in the Appendix B of this report. The analysis indicates that, if the pavement was to be fully reconstructed, the new pavement structure should consist of the following: 70 mm hot mix asphaltic concrete; 150 mm Granular Base; and, 450 mm Granular Subbase. The total thickness of this pavement is 670 mm. The Granular Base Equivalency (GBE) of this new pavement is 740. The grading for the new pavement should be as shown on OPSD (Earth/Shale Grading) provided in Appendix C. The granular base and subbase courses should be carried full width to the ditches. The ditches should be deepened where necessary to provide drainage to the pavement structure. 5.3 Pavement Rehabilitation Options The above pavement structure is about 200 mm thicker than the existing pavement, which based on the results of the augerholes, averages: 65 mm hot mix asphaltic concrete; 200 mm Granular Base; and, 265 mm Granular Subbase. The total thickness of this pavement is 530 mm. Accounting for aging and the fact that the existing asphaltic concrete and granular base and subbase have degraded, a GBE of 406 would be representative of the existing pavements. The following two options could be considered to strengthen the existing pavement to the required design strength: Option 1: Full Depth Reclamation of Hot Mix Asphaltic Concrete (HMA), Granular Padding and new HMA. Option 2: In-Place-Processing to 200 mm depth, Granular Padding and new HMA. The above options are summarized below: Report No

10 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO Rehabilitation Option Option 1 Full Depth Reclamation of existing HMA, Granular Padding and new HMA Full depth excavation of existing HMA, (average 65 mm). Provide 275 mm new Granular A padding. Provide 70 mm new HMA. Option 2 In-Place-Processing to 200 mm depth, Granular Padding and new HMA In-Place Process existing HMA with granular base to a depth of 200 mm Provide 175 mm new Granular A base Place 70 mm of asphaltic concrete Final GBE Millimetres Comments Advantages Uses existing granular base and subbase. Reclaimed HMA could be used for RAP in Granular Base. Provides required design strength. Full 20 year design life. Disadvantages Requires a grade raise of 280 mm. Does not make use of existing HMA. Requires adjustment to entrances and intersections. Disruptive to public. Advantages Reuses existing pavement structure. Provides required design strength. Full 20 year design life. Disadvantages Requires a grade raise of 245 mm. Requires adjustment to entrances and intersections. Disruptive to public. If full reconstruction or the above full strength rehabilitation options are beyond the available budget for the project, consideration could be given to strengthen the pavement by use of less granular padding. For example, if the granular grade raise is limited to 100 mm for Option 1 or 25 mm for Option 2, then the grade raise could be limited to about 100 millimetres which is easier to tie into existing entrances and intersections. The GBE of the rehabilitated pavement would be 565 and 615 for Options 1 and 2 respectively. The design life of these options would be a decreased by about 5 to 7 years and maintenance costs would be higher. 5.4 Treatment of Poor Performing Area AH 15-3 indicates that the most likely cause for the distortion on Marquette Street is frost jacking of a boulder that is just below the pavement structure. The entire site is underlain by highly frost susceptible silty clay or sandy silty/silty sand glacial till. In addition, groundwater inflow was encountered at the top of the subgrade. The highly frost susceptible subgrade, presence of free water and freezing temperatures are key factors that cause ice lenses to form. The formation of ice lenses causes the boulder to jack upward. Some guidance on boulder treatment is shown on OPSD (Boulder Treatment) provided in Appendix C. At this site, the treatment of the distortion would be to remove the boulder from the subgrade and replace the void with compacted silty sand glacial till of similar composition as that around the boulder. The pavement would then be reinstated. Report No

11 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 5.5 Culvert Reinstatement The culvert just west of the south east corner of Marquette Street is to be replaced. It would be prudent to inspect, and if warranted, replace other street culverts within the limits of the project. The installation of the culverts should be carried out in accordance with OPSD (Frost Treatment Pipe Culverts, Frost Penetration Line Below Bedding Grade). Bedding and backfill for the culverts should be in accordance to OPSD (Flexible Pipe Embedment and Backfill Earth Excavation) for Type 3 Soil, with consideration for frost treatment. Trench backfill should be placed in maximum 300 millimetre thick lifts and should be compacted to at least 95 percent of the material s standard Proctor maximum dry density using suitable vibratory compaction equipment Driveway Culverts Where existing culverts are removed and reinstated as a results of regrading of ditches the reinstatement of the culverts should be as per OPSD Bedding and pipe surround should consist of 150 mm of OPSS Granular A. Tapers to match the pavement structure on either side should match the slope of the ditch. The 300 mm Granular cover over the culvert should be tapered to match the existing driveway pavement granular at a slope of at least 3H:1V up or down as required Report No

12 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 6.0 PAVEMENT DESIGN CONSIDERATIONS 6.1 Hot Mix Asphaltic Concrete Superpave 12.5 should be used on this project. Compaction of the asphaltic concrete should be carried out in accordance with OPSS 310, Table Traffic Category All asphaltic concrete mixes should be designed for Traffic Category Level B. 6.3 Asphaltic Cement The asphaltic concrete used on this project should be made with PG asphaltic cement on all lifts. 6.4 Granular Base and Subbase The granular base and subbase used on this project should be OPSS Granular A and Granular B Type II. Compaction of these materials should be carried out in conformance with procedures outlined in OPSS.MUNI 501 (Construction Specification for Compacting) with compacted densities of the various materials being in accordance with Subsection Method A. The granular base and subbase material should be uniformly compacted to at least 100 percent of their standard Proctor maximum dry densities using suitable vibratory compaction equipment. 6.5 Frost Penetration Depth The frost penetration depth for all transition treatment is 1.8 metres. 6.6 Conversion Factors The following unit weight factors should be used for calculation of quantities: Material Unit Weight (Mg/m 3 ) Granular A (100% Compaction) 2.40 Granular A (95% Compaction) 2.20 Granular B Type II (100% Compaction Granular B Type II (95% Compaction Hot Mix Asphaltic Concrete 2.46 Report No

13 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO 7.0 CONSTRUCTION CONSIDERATIONS Inspection of the placing and compaction of the granular materials should be carried out to verify that the materials used conform to the specifications from both a grading and compaction point of view. In addition, compaction testing and sampling of the asphaltic concrete used on site should be carried out to verify that the materials used and level of compaction achieved during construction are in accordance with the specifications. Golder Associates should be retained to review the final drawings and specifications for this project prior to tendering to verify that the guidelines in this report have been adequately interpreted. Report No

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15 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made. Basis and Use of the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client, J.L. Richards & Associates Ltd. The factual data, interpretations and recommendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder cannot be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report. The information, recommendations and opinions expressed in this report are for the sole benefit of the Client. No other party may use or rely on this report or any portion thereof without Golder's express written consent. If the report was prepared to be included for a specific permit application process, then the client may authorize the use of this report for such purpose by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process, provided this report is not noted to be a draft or preliminary report, and is specifically relevant to the project for which the application is being made. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but 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 available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client cannot rely upon the electronic media versions of Golder's report or other work products. The report is of a summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recommendations and opinions expressed in this report, reference must be made to the whole of the report. Golder cannot be responsible for use of portions of the report without reference to the entire report. Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities. Soil, Rock and Groundwater Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions. Golder Associates Ltd. Page 1 of 2

16 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT (cont'd) Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed. Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recommendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction. Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 90 days following issue of this report or, upon written request of the Client, will store uncontaminated samples and materials at the Client's expense. In the event that actual contaminated soils, fills or groundwater are encountered or are inferred to be present, all contaminated samples shall remain the property and responsibility of the Client for proper disposal. Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder's report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder's report. During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder's report and to confirm and document that construction activities do not adversely affect the suggestions, recommendations and opinions contained in Golder's report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recommendation is not followed, Golder's responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report. Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly. Drainage of subsurface water is commonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system. Golder Associates Ltd. Page 2 of 2

17 Path: \\golder.gds\gal\ottawa\active\spatial_im\j.l._richards&associates_limited\rocklandroadsrehab\99_proj\ \40_prod\phase1000_roadrehab\ File Name: BG-01.dwg KEY MAP ##### SITE OLD HIGHWAY LOUIS HEBERT SCALE 1:60, LASALLE VAUDREUIL MARQUETTE MARQUETTE LEGEND APPROXIMATE AUGER HOLE LOCATION IN PLAN, PRESENT INVESTIGATION CLIENT 8 10 J.L. RICHARDS AND ASSOCIATES LTD. CONSULTANT YYYY-MM-DD DESIGNED PREPARED REVIEWED APPROVED PJM KM TJN NOTES 1. THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER ASSOCIATES LTD. LETTER REPORT No REFERENCE 1. BASE PLAN SUPPLIED IN ELECTRONIC FORMAT BY J.L. RICHARDS AND ASSOCIATES LTD. 2. KEY MAP BASEMAP SOURCES: ESRI, HERE, DELORME, USGS, INTERMAP, INCREMENT P CORP., NRCAN, ESRI JAPAN, METI, ESRI CHINA (HONG KONG), ESRI (THAILAND), TOMTOM, MAPMYINDIA, OPENSTREETMAP CONTRIBUTORS, AND THE GIS USER COMMUNITY 3. PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83, COORDINATE SYSTEM: MTM ZONE 9, VERTICAL DATUM: CGVD28 PROJECT ROCKLAND ROADS REHABILITATION TITLE SITE PLAN PROJECT NO :2,000 PHASE REV. A 100 METRES FIGURE 1 IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B 0 25 mm

18 GRAIN SIZE DISTRIBUTION FIGURE 2 GRANULAR BASE OPSS 1010 Granular A 70 PERCENT FINER THAN GRAIN SIZE, mm Cobble coarse fine coarse medium fine Size GRAVEL SIZE SAND SIZE SILT AND CLAY Augerhole Sample Depth (m) Created by: MI Project: Golder Associates Checked by: CNM

19 GRAIN SIZE DISTRIBUTION FIGURE 3 GRANULAR SUBBASE OPSS 1010 Granular B Type I 70 PERCENT FINER THAN GRAIN SIZE, mm Cobble coarse fine coarse medium fine Size GRAVEL SIZE SAND SIZE SILT AND CLAY Augerhole Sample Depth (m) Created by: MI Project: Golder Associates Checked by: CNM

20 GRAIN SIZE DISTRIBUTION FIGURE 4 FILL PERCENT FINER THAN GRAIN SIZE, mm Cobble coarse fine coarse medium fine Size GRAVEL SIZE SAND SIZE SILT AND CLAY Augerhole Sample Depth (m) Created by: MI Project: Golder Associates Checked by: CNM

21 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO APPENDIX A Table 1 - Record of Augerholes Report No

22 TABLE 1 Record of Augerholes AUGERHOLE NUMBER DEPTH (METRES) AH AH AH DESCRIPTION ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, fine to coarse, crushed, angular; dark grey-brown; non-cohesive, moist FILL- (SP) SAND, fine to coarse, trace silt; brown; non-cohesive, moist (frost to 0.46 m) FILL (ML) SANDY SILT, some clay, trace organic material, trace gravel; dark grey, with rootlets; cohesive, w>pl (SM) SILTY SAND, some clay, trace gravel; brown, occasional cobbles; non-cohesive, moist to wet End of Augerhole Note: Augerhole Dry upon completion Sample 3: 0.46 m m, Grain Size Distribution on Figure 4. ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, fine to coarse, crushed, angular; dark grey-brown; non-cohesive, moist FILL- (SW) SAND, fine to coarse, trace gravel; brown; non-cohesive, moist (CI/CH) SILTY CLAY to CLAY, trace sand; grey-brown, highly fissured (WEATHERED CRUST); cohesive, w>pl (SM) gravelly SILTY SAND; brown, occasional cobbles (GLACIAL TILL); non-cohesive, moist End of Augerhole Note: Augerhole Dry upon completion ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, crushed, angular; dark greybrown; non-cohesive, moist FILL- (SW) SAND, fine to coarse, trace gravel; brown; non-cohesive, moist to wet (Water 0.45m) (SM) gravelly SILTY SAND; brown, occasional cobbles, (GLACIAL TILL); non-cohesive, moist (SM) clayey SILTY SAND, trace gravel; brown, occasional cobbles and boulders, (GLACIAL TILL); non-cohesive, moist End of Augerhole Note: Augerhole moved south 1.65 m due to refusal on probable boulders at 0.69 m depth. Water Seepage at 0.45 m. Drafted by: KM Reviewed by: TJN

23 TABLE 1 Record of Augerholes AUGERHOLE NUMBER DEPTH (METRES) AH AH AH AH DESCRIPTION ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, crushed, angular, trace silt; grey-brown; non-cohesive, moist FILL- (SP) SAND, fine to coarse, trace silt, trace gravel; grey- brown; non-cohesive, moist to wet FILL - (ML) SANDY SILT, some clay, trace gravel; mottled brown and grey; cohesive, w>pl (SM) SILTY SAND, trace to some gravel; brown, occasional cobbles, (GLACIAL TILL); non-cohesive, moist to wet End of Augerhole Note: Augerhole wet at 0.5 m below ground surface Sample 2: 0.28 m m, Grain Size Distribution on Figure 3. ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, crushed, angular; dark greybrown; non-cohesive, moist FILL- (SW) SAND, fine to coarse, trace gravel; brown; non-cohesive, moist (CI/CH) SILTY CLAY to CLAY, trace sand; grey-brown, highly fissured (WEATHERED CRUST); cohesive, w>pl End of Augerhole Note: Augerhole seepage at 0.65 m, and moved 4.5 m west due to culvert & overhead wires ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, crushed, angular; dark greybrown; non-cohesive, moist FILL- (SP) SAND, fine to coarse; brown; non-cohesive, moist (CI/CH) SILTY CLAY to CLAY, trace sand; grey-brown, highly fissured (WEATHERED CRUST); cohesive, w>pl End of Augerhole Note: Augerhole dry upon completion. ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, crushed, angular, some silt; dark grey-brown; non-cohesive, moist FILL- (SW) SAND, fine to coarse, trace gravel; brown; non-cohesive, moist (frost to 0.44m) (CI) SILTY CLAY, trace Sand; mottled grey-brown, highly fissured (WEATHERED CRUST); cohesive, w>pl (SM/ML) SILTY SAND to SANDY SILT, trace clay, trace gravel; brown, occasional cobbles, (GLACIAL TILL); non-cohesive, wet End of Augerhole Note: Water level at 1.22 m in augerhole. Sample 1: 0.06 m m, Grain Size Distribution on Figure 2. Drafted by: KM Reviewed by: TJN

24 TABLE 1 Record of Augerholes AUGERHOLE NUMBER DEPTH (METRES) AH DESCRIPTION ASPHALTIC CONCRETE FILL- (GW/SW) GRAVEL & SAND, angular; dark grey-brown; noncohesive, moist FILL- (SW) SAND, fine to coarse, trace gravel; brown; non-cohesive, moist to wet (Frost to 0.45 m) (ML) clayey SANDY SILT, some gravel; grey-brown (GLACIAL TILL); cohesive, w>pl (SM) gravelly SILTY SAND; brown, occasional cobbles, (GLACIAL TILL); non-cohesive, moist to wet End of Augerhole Note: Water seepage at 0.45 m in augerhole. Drafted by: KM Reviewed by: TJN

25 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO APPENDIX B AASHTO Design Analysis Report No

26 AASHTO Pavement Design Layer Thickness Analysis Louis Hebert, Lasalle, Marquette and Vaudreuil Streets Rockland, Ontario AADT 1,000, 2 % Commercial, 1 % Growth, 2 Lanes a) Design Parameters Design Requirement Terminal Seviceability Index 2.0 Desired Initial Serviceability Index 4.2 Allowable Total Loss in Serviceability Index 2.2 Desired Reliability (per cent) 80.0 Standard Normal Deviate for Desired Reliability Overall Satandard Deviation 0.49 Estimated Elastic Modulus for Subgrade (MPa): 25.0 Silty Clay Fill Estimated Single Axle Load Applications 236,248 b) Pavement Material Properties Elastic Modulus of Hot Mix Asphalt (MPa) 2,750.0 Elastic Modulus of Granular Road Base (MPa) Elastic Modulus of Subbase (MPa) Layer Coefficient for Hot Mix 0.42 Layer Coefficient for Base (a2) Layer Coefficient for Subbase (a3) Drainage Coefficient for Base (m2) 1.00 Drainage Coefficient for Subbase (m3) 1.00 c) Loss in Serviceability due to Environmental Causes during Initial Period Initial Design Period (years) 12.0 Traffic Analysis Period 20.0 c.1) Swelling Swell Rate Constant 0.00 Potential Vertical Rise of Natural Soils 0.2 Swell Probability 5.0 Loss in Serviceability Index due to Swell (PSIsw) c.2) Heave Drainage Quality Fair Frost Heave Rate (mm/day) 0.0 Maximum Potential Serviceability Loss 1.2 Heave Probability 10.0 Loss in Serviceability Index due to Heave (PSIfh) Total Loss in Serviceability due to Environment Allowable Serviceability Loss due to Traffic d) Design Structural Numbers Design Structural Number for Subgrade (mm)= Required S N 83 Design Structural Number for Subbase (mm) 44 Design Structural Number for Base (mm) 37 e) Recommended Pavement Structure Flexible Pavement Alternative 1 Alternative 2 Alternative 3 Hot MIx Asphalt (mm) Granular A Base (mm) Granular B, Subbase (mm) Provided S N GBE Total Thickness AASHTO Pavement Design.xls 2/2/2016

27 AASHTO Pavement Design Layer Thickness Analysis Louis Hebert, Lasalle, Marquette and Vaudreuil Streets Rockland, Ontario AADT 1,000, 2 % Commercial, 1 % Growth, 2 Lanes a) Design Parameters Design Requirement Terminal Seviceability Index 2.0 Desired Initial Serviceability Index 4.2 Allowable Total Loss in Serviceability Index 2.2 Desired Reliability (per cent) 80.0 Standard Normal Deviate for Desired Reliability Overall Satandard Deviation 0.49 Estimated Elastic Modulus for Subgrade (MPa): 25.0 Silty Clay/Sandy Silt Estimated Single Axle Load Applications 236,248 b) Pavement Material Properties Elastic Modulus of Hot Mix Asphalt (MPa) 2,750.0 Elastic Modulus of Granular Road Base (MPa) Elastic Modulus of Subbase (MPa) Layer Coefficient for Hot Mix 0.42 Layer Coefficient for Base (a2) Layer Coefficient for Subbase (a3) Drainage Coefficient for Base (m2) 1.00 Drainage Coefficient for Subbase (m3) 1.00 c) Loss in Serviceability due to Environmental Causes during Initial Period Initial Design Period (years) 12.0 Traffic Analysis Period 20.0 c.1) Swelling Swell Rate Constant 0.00 Potential Vertical Rise of Natural Soils 0.2 Swell Probability 5.0 Loss in Serviceability Index due to Swell (PSIsw) c.2) Heave Drainage Quality Fair Frost Heave Rate (mm/day) 0.0 Maximum Potential Serviceability Loss 1.2 Heave Probability 10.0 Loss in Serviceability Index due to Heave (PSIfh) Total Loss in Serviceability due to Environment Allowable Serviceability Loss due to Traffic d) Design Structural Numbers Design Structural Number for Subgrade (mm)= Required S N 83 Design Structural Number for Subbase (mm) 44 Design Structural Number for Base (mm) 37 e) Recommended Pavement Structure Flexible Pavement Alternative 1 Alternative 2 Alternative 3 Hot MIx Asphalt (mm) Granular A Base (mm) Granular B, Subbase (mm) Provided S N GBE Total Thickness AASHTO Pavement Design.xls 2/3/2016

28 Ministry of Transportation of Ontario OPAC Method of Pavement Design Louis Hebert, Lasalle, Marquette and Vaudreuil Streets Rockland, Ontario Assumptions Design Period (Years) 20 Equivalent Single Axle Loads (ESALs) 410,154 Layer Coefficient for Hot Mix (MPa) 2,750.0 Layer Coefficient for Base (MPa) Layer Coefficient for Subbase (MPa) Soil Conditions Silty Clay/Sandy Silt Estimated Subgrade Layer Coefficient (MPa): Proposed Pavement Structure Alternative 1 Alternative 2 Alternative 3 Hot Mix (mm) Granular Base (mm) Granular Subbase (mm) GBE Factors Hot Mix 2 Base 1 Subbase 1 Equivalent Thickness (mm) Equivalent Thickness (inches) Subgrade Deflection (under 40 kn Load) Factor Z = Subgrade deflection w, (inches) Subgrade deflection w, (mm) Performance Prediction Model Pf = Pi - Pt - Pe P 12 = Final Riding Comfort Index Pi = Initial Riding Comfort Index Pt = Loss in Riding Comfort Index due to traffic Pe = Loss in Riding Comfort Index due to environment Po = Pt = Pe = P 12 = AASHTO Pavement Design.xls 2/3/2016

29 REPORT ON VARIOUS STREET REHABILITATION ROCKLAND, ONTARIO APPENDIX C Ontario Provincial Standard Drawings Report No

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35 Golder Associates Ltd Robertson Road Ottawa, Ontario, K2H 5B7 Canada T: +1 (613)