Municipal Inspection and Construction Guidelines Section I Roadworks SECTION I ROADWORKS I-1 GENERAL
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- Emory Fletcher
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1 I-1 GENERAL SECTION I ROADWORKS The Consultant Engineer is to monitor all specified asphalt, granular materials and sub-grade preparation to ensure all road and curb construction is undertaken as outlined in the criteria below. I-1.1 Road Composition The Geotechnical Consultant is to provide recommended road composition based on existing conditions and proposed road use. All granular composition, pavement design and roadworks installation must meet City of Markham minimum design thicknesses and testing requirements. Recycled Concrete Material shall be permitted in lieu of virgin granular A, B or crusher run limestone material, subject to meeting City of Markham Material Specification. The following is a typical minimum road composition; generally the Geotechnical Consultant will provide a site specific recommendation to be followed: Residential Top Asphalt HL3-40mm compacted thickness Base Asphalt HL8-75mm compacted thickness (one lift) Base 20mm diameter - 150mm compacted thickness Crusher Run Limestone or Granular A Sub-Base 50mm diameter - 300mm compacted thickness Crusher Run Limestone or Granular B Collector & Industrial Top Asphalt HL3-50mm compacted thickness Base Asphalt HL8-100mm compacted thickness (two lifts) Base 20mm - 150mm compacted thickness Crusher Run Limestone or Granular A Sub-Base 50mm - 450mm compacted thickness Crusher Run Limestone or Granular B I-2 PRIMARY ROADWORKS I-2.1 Pre-grade - Prior to Granular Import Prior to commencing with importing materials for roadworks, the Consultant Engineer is to check the grade sheets and layout to confirm the recommended road pre-grade elevations have been satisfied and the sub-grade is in suitable condition to be overlaid with road granular. Placement of granular prior to the City issuing approvals may result in complete removal of granular. Special conditions such as winter construction or construction in wet conditions may require full depth placement of granular material based on the recommendation of the Geotechnical Engineer and acceptance by the City. The following items should typically be taken into consideration prior to road granular import: All materials surrounding manholes have been compacted to sub-grade Sub-grade is graded and compacted to a 3% crossfall City of Markham Page 44 May 2015
2 Sub-grade is to extend 300mm beyond back of curb I Pre-grade Proof Roll For proof rolling use of 40,000kg gross mass vehicle with pneumatic tires. Non-standard proof rolling equipment will not be accepted. Proof roll to be conducted at road subgrade level. Make sufficient passes with proof vehicle to subject every point on surface to three separate passes of loaded tire. Where proof rolling reveals areas of defective subbase, remove defective (soft) subgrade materials to depth and extent as directed by Geotechnical Engineer and replace with new dry materials as approved by the Geotechnical Engineer and City of Markham. Replace subbase material and compact in accordance with this section. Finished subbase surface to be within 25 mm of elevation as indicated but not uniformly high or low. Maintain granular subbase in condition conforming to this section until succeeding base is constructed, or until granular subabse is accepted by the Geotechnical Engineer. The Consulting Engineer is to summarize the Proof Roll event in a Site Report form (see Appendix XIV Site Report), include the Geotechnical Consultant s report and issue this to the Developer, City of Markham, Contractor and Geotechnical Consultant. The locations and depths of any additional granular to be used or any areas to be sub-excavated are to be recorded by the Consulting Engineer and shown on as built drawings. Where extra depth of material is required, the Consulting Engineer is to ensure the subdrains are low enough (or adjusted) to drain these areas. I-2.2 Road Sub-base Road sub-base recommendations are to be provided by the Geotechnical Consultant based on site conditions and proposed uses and approved by the City as part of the engineering approval process. Road sub-base to be compacted to 100% SPD within 1 meter of finished road grade. In accordance with the City of Markham standards and OPSS 314 and in working closely with the Geotechnical Consultant, the following is to be adhered and monitored by the Consultant Engineer: Materials, depth and achieved compaction are per Geotechnical Consultant recommendations (on site and outlined in geotechnical report). City of Markham Page 45 May 2015
3 Material shall be placed without segregation in uniform layers such that the thickness of the compacted layer is not greater than 150mm, unless otherwise directed by the Geotechnical Consultant. Sub-base and base layers shall be bladed to a smooth surface in conformance to the required cross-section and maintained until placement of a subsequent layer, where applicable. I-2.3 Subdrains 150mm diameter rigid HDPE perforated subdrains with geotextile sock are set on both sides of the roadway to provide a path of least resistance for water to drain out of the road base and sub-base, to minimize water and frost damage. Subdrains to be installed at a uniform grade and alignment and connectors to the catchbasins. I Subdrain Installation Requirements The following is to be adhered and monitored by the Consultant Engineer, including reference to City of Markham road cross sections MR- 1to MR-13: Subdrains are to be 150mm diameter rigid HDPE perforated pipe enclosed by a perforated geotextile sock placed continuously between catchbasins below the subbase. Subdrain pipe is to be laid at a continuous grade with no settlements in the pipe. 20mm diameter clear stone or HL6 stone backfill is to be used around all subdrains, unless otherwise specified by the Geotechnical Engineer and approved by the City of Markham. The invert of the subdrain is to be higher than obvert of the catchbasin lead to the mainline sewer to ensure adequate drainage. Where utility road crossing (hydro, gas, etc.) have been installed after the roadworks, specific attention must be made to ensure the road sub-drain has not been damaged and that it will continue to drain. I-2.4 Road Base Road base recommendations are to be provided by the Geotechnical Consultant based on site conditions and proposed uses and approved by the City prior to import. The following is to be adhered and monitored by the Consultant Engineer during road base construction: Materials, depth and achieved compaction are per Geotechnical Consultant recommendations (on site and outlined in geotechnical report). Material shall be kept free from clay and other types of deleterious material. City of Markham Page 46 May 2015
4 Material shall be placed without segregation in uniform layers such that the thickness of the compacted layer is not greater than 150mm, unless otherwise directed by the Geotechnical Consultant. The granular base shall be maintained to grade and cross-section and to the specified compaction until the surface is paved. Prior to closing down operations for the completion of each day s work, the sub-base material shall be bladed and compacted. Granular road base materials to be compacted to 100% SPD. I-2.5 Base Curb Prior to the Contractor pouring base curb, the Consulting Engineer is to ensure the following: The vertical and horizontal placement of the stringline prior to base curb being poured has been verified by survey. The Geotechnical Consultant has reviewed the sub base material where the curb will be placed and confirmed adequate compaction has been achieved (i.e % SPD). Concrete mix designs have been provided by the Contractor and reviewed and approved by the Geotechnical Consultant and the City. Curb form to be per OPSD , , , or , as referenced on City approved drawings MR-14 and MR-15. Concrete shall confirm to OPSS 1350 and the following specific requirements: Class of Concrete 32 MPa at 28 days Coarse Aggregate 19.0 mm nominal maximum size Maximum Slump 60mm Air Content 6.0% ± 1.5% I-2.6 Base Asphalt HL8 (base asphalt) is to be placed no later in the year than December 1 or below temperatures of 2ºC as measured at the surface of the road. Ambient air temperatures during asphalt placement are to be 2ºC and rising. The Geotechnical Consultant is to abide by the City s listed testing requirements (see Section B-2.2 and K-3). On site inspections during asphalt placement works include testing for temperature, compacted thickness and degree of compaction. The Consulting Engineer is to ensure asphalt mix designs have been provided by the Contractor to the Geotechnical Consultant and reviewed and approved prior to placement. I Pre-Base Asphalt Inspection Prior to base asphalt being laid, the Consulting Engineer is to coordinate a Proof Roll inspection of the road base material with the Contractor, Geotechnical Consultant and City Inspector. The City of Markham Page 47 May 2015
5 Consulting Engineer is to ensure the road base materials have been previously tested by the Geotechnical Consultant have met material quality (including material type and moisture content) and compaction requirements. Prior to asphalt works, the Consultant Engineer is to undertake an on site inspection with the Contractor, Geotechnical Consultant and City of Markham ensuring the following is complete: Sewer videos have been reviewed and all deficiencies reported have been rectified and re-video recorded. All manholes and catchbasins are to be set 5 to 10mm below the base asphalt elevation. Asphalt ramping of asphalt to meet these structures is not permitted. The correct lid has been placed on the manhole (i.e. sanitary, storm or FDC). I Base Asphalt Inspections During asphalt works, the Consultant Engineer is to ensure the Contractor completing the work undertakes the following: Temporary asphalt curbs are to be placed behind each catchbasin. Asphalt thicknesses and temperatures are achieved per Geotechnical Consultant recommendations as approved by City of Markham. Asphalt maintains a minimum 2% fall at all locations. Asphalt is smooth and free of depressions. The maximum length of an asphalt cold joint is 180m or a minimum asphalt temperature of 85ºC. Tack coat to be placed where asphalt abuts curb, against all cold asphalt joints, manholes, structures, etc. I-3 UTILITY COORDINATION In conjunction with primary roadworks the Consulting Engineer is to ensure that a utility coordination meeting is held with a representative from the following parties: road works contractor, City of Markham, Developer, Gas, Cable TV, Telephone, Markham District Energy and Hydro utilities. As part of utility coordination the following items should be considered: Review the utility schedule to ensure this coincides with the overall roadworks schedule and timing of all utilities. Ensure that all utility design approvals are in place and that all parties show their utilities correctly on the City approved Composite Utility Plans. City of Markham Page 48 May 2015
6 A site inspection is to be coordinated by the Consultant Engineer with the Developer and Electrical/Utility Contractor before and following installation to ensure all underground servicing and roadworks have not be damaged due to utility construction. These site inspections are to be documented by the Consultant Engineer in the Site Visit Report (Appendix XIV). I-4 SECONDARY ROADWORKS I-4.1 Base Curb Inspections Base Curb inspections are completed to ensure a quality foundation is in place for the placement of top curb. Generally, any settling, grading, damaged stirrups or foundation issues will be dealt with before top curb is poured. See Appendix XVII Inspection Guidelines for Rectification Requirements for criteria to be referenced during base curb inspections. The Consulting Engineer is to coordinate base curb inspections with the Contractor, Consultant and City Inspector. The Consulting Engineer should document any base curb deficiencies including the length and location (street name and station) of curb to be removed and replaced (where cracked or missing sections), locations requiring saw cuts and areas where stirrups are to be replaced in accordance with Appendix XV Base Curb Inspection Report. Subsequent inspections are to be coordinated and undertaken if repairs to the base curb are required. Once all deficiencies have been rectified if any noted, a final inspection will be completed to approve the base curb foundation prior to top curb being poured. All base curb replacement sections shall be formed and constructed with a key and stirrups. I-4.2 Top Curb Prior to the Contractor pouring top curb, the Consulting Engineer is to ensure concrete mix designs have been reviewed and approved by the Geotechnical Consultant and the City. During preparations for top curb temporary asphalt fillers are removed from behind catchbasins and replaced with the top curb concrete. Prior to the Contractor pouring top curb, per City recommendations and OPSS 353 the Consulting Engineer is to ensure the following: Concrete mix designs have been provided by the Contractor and reviewed by the Geotechnical Consultant. Curb form to be per OPSD , , , or , as referenced on City approved drawings. Concrete shall confirm to OPSS 1350 and the following specific requirements: Class of Concrete 32 MPa at 28 days Coarse Aggregate 19.0 mm nominal maximum size Maximum Slump 60mm Air Content 6% ± 1.5% All base curb shall be thoroughly cleaned prior to placement of top curb works. City of Markham Page 49 May 2015
7 One stage curb shall be installed adjacent to all school and park blocks prior to base asphalt placement. I-4.3 Concrete Sidewalk and Multi-Use Pathway The Consultant Engineer is to monitor all preparations, formworks and materials and ensure the outlined criteria below is adhered during construction of sidewalks. Concrete sidewalks are to be installed in accordance with the City standard MR-20 through MR-24. The work required for concrete sidewalk shall include earthwork, 50mm (minimum) granular A base, compaction, preparation work, form work, utility adjustment and isolation, concrete placing and finishing, jointing, curing and protection. A plastic membrane shall be laid over the subgrade, prior to placing concrete. I Sidewalk Materials Concrete shall confirm to OPSS 1350 and the following specific requirements: Class of Concrete 30 Mpa at 28 days Coarse Aggregate 19.0 mm nominal maximum size Air Content 6% ± 1.5% Maximum Slump 50 ± 20mm Expansion joints shall be filled with bituminous fiberboard material having a minimum of 12mm thickness and conform to Type A material in OPSS Material used for sidewalk granular base shall conform to OPSS Curing compound shall conform to OPSS I Joints Per OPSS 351, longitudinal and transverse joints shall be constructed of the type, and at the locations, specified in the Contract. The concrete adjacent to all formwork and joints shall be finished with a tool that produces a 5mm rounded edge and a smooth, horizontal surface with a maximum width of 50mm. Dummy joints shall be hand formed using a 5mm radius dummy joint tool (refer to City standard MR-20 and MR-21). Contraction joints shall be placed at every third dummy joint and shall be sawcut or formed to a depth which is 0.25 of the sidewalk thickness. Expansion joints shall be constructed to the full depth of the slab. Expansion joints shall be filled with expansion joint material and shall be clean and dry at the time of construction. These joints shall be constructed where the sidewalk abuts a rigid object or changes direction. City of Markham Page 50 May 2015
8 I Sidewalk Installation Requirements City of Markham standard MR-20 through MR-24 and the following are to be adhered and monitored by the Consultant Engineer: During sidewalk construction, the Consultant Engineer is to ensure the following: Concrete mix designs have been provided by the Contractor to the Geotechnical Consultant and reviewed and approved prior to use. Sidewalk forms are per City approved design drawings and OPSS 919. Proper bedding including a plastic barrier has been placed prior to concrete being poured. Sidewalk maintains a minimum 2% fall (maximum 4%) at all locations. Sidewalk ramps do not exceed a maximum slope of 5%. Geotechnical Consultant is on site and testing is completed for every 100 cubic meters of concrete. Minimum of one set of tests for each day. All sidewalk repair or replacement sections shall include the immediate restoration of the boulevard including the placement and watering of sod and asphalt replacement as required. I-4.4 Top Asphalt The Consulting Engineer is to ensure the roads and infrastructure is prepared prior to the scheduled date of top asphalt, including all base asphalt and curb repairs. Base asphalt and curb shall be thoroughly cleaned prior to placement of top asphalt and curb. Base asphalt has been inspected and manholes and catchbasins adjusted to match the proposed finished asphalt elevations. HL3 (top asphalt) is not to be placed later in the year than November 14 or below ambient air temperatures of 7ºC as measured at the surface of the road. The Consulting Engineer is to ensure asphalt mix designs have been provided by the Contractor to the Geotechnical Consultant and reviewed and approved prior to use. The Geotechnical Consultant is to abide by the City s listed testing requirements (see Section B- 2.2 and K-3). On site inspections during asphalt laying works shall include but not limited to testing for temperature, asphalt material content and compacted thickness and compaction. I Base Asphalt Inspections Base Asphalt inspections are completed to ensure a quality base is in place for the placement of top asphalt. Any settling, grading, or base issues will be preemptively dealt with before top asphalt is placed. The Consulting Engineer is to coordinate base asphalt inspections with the Contractor, Geotechnical Engineer and City Inspector. The Consulting Engineer must also City of Markham Page 51 May 2015
9 prepare a Site Report (see Appendix XIV Site Report) tracking the inspection noting any base asphalt deficiencies including the length and location (street name and station) of base asphalt to be ground or removed and replaced where cracked or otherwise damaged. Subsequent inspections are to be coordinated and undertaken if repairs to the base asphalt are required. Once all deficiencies have been rectified if any noted, a final inspection will be completed by the Consulting Engineer, Geotechnical Engineer, Contractor and City Inspector to approve the base conditions prior to placement of top asphalt. I Tack Coat Material Immediately prior to top asphalt being laid a tack coat layer is to be placed. Per City of Markham standards and OPSS 310, the tack coat shall consist of SS-1 emulsified asphalt diluted with an equal volume of water. This material is to coat the surface of the base asphalt, curbs and manholes which will aid in the top asphalt binding to all surfaces. I Top Asphalt Installation Requirements During asphalt works, the Consulting Engineer is to ensure the Contractor completing the work undertakes the following: Asphalt is to be mixed and compacted per OPSS 310 and confirmed by the Geotechnical Consultant. Asphalt thicknesses and temperatures are achieved per the approved design and Geotechnical Consultant recommendations as approved by City of Markham. Asphalt maintains a minimum 2% fall at all locations. Asphalt is smooth and free of depressions. The maximum length of an asphalt cold joint is 180m or a minimum asphalt temperature of 85ºC. I-5 ROADWAY RESTORATION The Consulting Engineer is to ensure any disturbed unpaved road surfaces are prepared to the required grades and density ready for a subsequent cover of granular or surfacing courses. Per OPSS 301, restoring roadway surfaces shall consist of the following: a) The scarification (uniform loosening to remove damaged areas) of the existing surface to a depth not less than 75mm, but sufficient to remove potholes. b) Restoring or reshaping the scarified material. c) Compacting of the scarified materials according to OPSS 501. d) Ensuring the finished surface is within tolerance by checking the accuracy with the cross section. City of Markham Page 52 May 2015
10 The Contractor is responsible to maintain the scarified surface to the profile, cross-section, and density until the project is accepted or if applicable, until any subsequent granular or surfacing course is completed. Unsuitable material encountered during restoring operations shall be removed to a depth not less than 150mm and replaced by acceptable granular material. I-6 DRIVEWAY RESTORATION Throughout construction works, access to driveways must be maintained unless otherwise arranged. Per OPSS 311 and the City of Markham, the Consultant Engineer is to ensure the following is to be adhered and monitored: The hot mix asphalt shall be placed on the prepared base to the line, grade, dimensions, and thickness outlined in the City approved engineering design. The prepared base shall be dry, well compacted, and approved by the Geotechnical Consultant. Hot mix asphalt shall not be placed unless the surface is dry and the air temperature is at least 7ºC and rising. Asphalt shall not be dumped faster than it can be properly raked, screeded and compacted. Areas inaccessible to a roller shall be compacted with hand operated hot tampers. The sidewalks, driveways, and boulevards and the resurfaced sidewalks shall not be opened to pedestrians or vehicles until the mix has cooled sufficiently to prevent deformation. Forms or other approved means shall be used to obtain proper line and neat uniform edges. I-7 ROAD SETTLEMENT If in the opinion of the City, settlement has occurred at the base course or top course of asphalt levels, a road review will be required to determine the structural integrity of the road. The cost of any additional testing or analysis by a Geotechnical Engineer will be borne by the Developer. A review of the condition of the roads determines whether the maintenance period of the road should be extended or if reconstruction is required. I-8 PAVEMENT MARKING All pavement markings as shown on the approved engineering drawings including but not limited to center line, stop bars, pedestrian crossings, bicycle lanes and parking spaces shall be installed upon the completion of base asphalt and again upon completion of top course asphalt. The pavement markings on base asphalt shall be painted with two coats including glass reflective beads. Durable rubberized pavement markings shall be used on top asphalt. At the discretion of the City, the pavement markings shall be repainted/refreshed as required prior to final assumption of the development. Pavement markings shall be in accordance with OPSS 1715 & 1716, see Appendix XXIX. City of Markham Page 53 May 2015
11 Line painting shall be as per OPSS 1712: Material Specification for Organic Solvent Based Traffic Paint. As well as OPSS : Material Specification for Traffic Paint Reflectorizing Glass Beads. I-9 SECTION I SUMMARY CHECKLIST Consultant Engineer is to collect all grade sheets, review and survey site to ensure specified asphalt and granular materials are placed per the approved drawings. Geotechnical Consultant is on site as required based on the construction schedule. Proof roll review and inspection test is coordinated with the Contractor, Developer, Geotechnical Consultant and the City for the pre-grade prior to the placement of granular. Road sub-base and base are placed as per the City Requirements outlined in Sections I- 3.2 and I-3.4. Base curb mix design is approved and Contractor string line is verified. Proof roll review and inspection test is coordinated with the Contractor, Developer, Geotechnical Consultant and the City for the road base prior to the placement of base asphalt. Base asphalt mix design is approved and inspections are completed. Base asphalt is placed per the specified conditions outlined in Section I-3.6. Base curb inspections are completed as per Appendix XV Base Curb Inspection Report and deficiencies have been rectified. Top asphalt mix design is approved and base asphalt inspections/proof roll are completed as per Section I-4.4. Consultant Engineer is to coordinate and carry out inspections related to roadworks, top curbs, sidewalks, top asphalt, boulevard grading and sodding for Acceptance for Maintenance and Final Assumption. City of Markham Page 54 May 2015
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