INSPECTION AND TESTING REQUIREMENTS

Transcription

1 INSPECTION AND TESTING REQUIREMENTS IT-4 TRANSPORTATION NETWORK TABLE OF CONTENTS IT-4.1 Inspection 1 IT-4.2 Testing 1

2 IT-4.1 Inspection Refer to IT-1 General Provisions for the procedure for initiating inspection by Council Representatives. IT Formal Inspections The following inspections shall be advised to and undertaken with Council s Representatives: a) Sub-grade inspection. Acceptance of the subgrade and its test results by both the Engineer and Council s Representative shall be confirmed prior to work commencing on the sub-base/basecourse construction activities. b) Sub-base inspection. Acceptance of the sub-base and its test results by both the Engineer and Council's Representative shall be confirmed prior to work commencing on the basecourse. c) Pre-seal inspection (completed carriageway basecourse). Acceptance of the basecourse and its test results by both the Engineer and Council s Representative shall be confirmed prior to membrane sealing of the carriageway. d) Pre-surfacing inspection (after completion of seal membrane). Acceptance of the membrane seal, any relevant test results and any other inspection and testing requirements for other assets located in the carriageway by both the Engineer and Council s Representative shall be confirmed prior to final surfacing. e) Pre-concrete pour inspection for footpaths. Acceptance of the formwork and footpath sub-base by both the Engineer and Council s Representative shall be confirmed prior concrete pour. f) Other inspections may be required that are not listed above. These will be advised by Council where applicable. g) A complete inspection of all assets prior to s224(c) application is required as specified in IT-1 General Provisions. IT Random Inspections Council will undertake random inspections of all site features throughout the construction period to ensure good industry practice and compliance with all requirements for the infrastructure development are being followed. IT-4.2 Testing a) Council shall be advised when testing is being undertaken but may choose not to attend the testing. b) All compliance testing is to be carried out by an IANZ Registered testing Company IT-4 - Appendix A Company Requirements for Pavement Testing. 1

3 c) It is expected that Contractors will carry out their own uniformity testing in addition to the compliance testing. While not acceptable for compliance, copies of all of the Contractor s uniformity testing results will be made available to Council if requested. IT Subgrade Testing Carriageways The tests in IT Test Methods shall be completed and accepted before placing any pavement aggregate. It is the Engineer s responsibility to ensure soils and bearing testing is undertaken (as may be required) and to identify and carry out any necessary remedial works on the subgrade (not less than 400mm depth) to achieve the required bearing capacity and, where utilised, deflections necessary at subgrade level. Testing requirements covered in this section address only the tests required to satisfy Council that the finished subgrade of the pavement is competent in both bearing capacity and deflection to support the road pavement. IT Test Methods The test method to be utilised to measure and prove the strength of a completed sub-grade for all soil types is the Insitu CBR test method in accordance with NZS 4402 Methods of Testing Soils for Civil Engineering Purposes. Other test methods can be utilised between Insitu CBR tests to confirm the uniformity of the completed subgrade. The other test methods that can be used for consistency testing are for: a) Cohesive soils: shear vane testing. b) Non-cohesive soils: scala-penetrometer testing. Both methods require calibration against several of the passed Insitu CBR tests. Benkelman Beam testing is also an acceptable test utilised by the Engineer to test a subgrade for consistency and uniformity of performance. (This is a non-mandatory requirement.) a) CBR Testing: Insitu CBR tests are to be carried out on all completed subgrades. Tests shall be carried out at 15m intervals on alternate lanes. The subgrade CBR s shall achieve: i) CBR 7 for modified ash subgrades. ii) CBR 10 for modified sand pumice subgrades. unless the approved design CBR is different. The CBR value used in the design shall be the 10 percentile value of the CBR tests taken on the subgrade material. A selection of tests shall be taken at 150mm, 300mm and 450mm below final subgrade level. 2

4 b) Scala Penetrometer testing (non-cohesive soils only): The Scala Penetrometer shall be calibrated by performing tests located adjacent to one or more insitu CBR test that meets the approved design CBR or performance standards referenced in a) above. Once calibrated the Scala Penetrometer can be used to check the uniformity of the subgrade. Testing with Scala Penetrometer shall be carried out in both wheel tracks of each lane of the pavement at 10m intervals: i) The Scala Penetrometer shall only be employed on non-cohesive subgrades where a significant part of the subgrade particles pass a 9.5mm sieve. The penetrometer shall be bedded into the soil with one (or more) blows. The zero point for depth and the number of blows is taken neglecting the bedding blows. ii) Table 1: Scala Penetrometer vs CBR Approximation sets out the first approximation co-relationship between the Scala Penetrometer readings in non-cohesive soils and equivalent CBR readings. iii) Refer to IT Scala Penetrometer CBR Conversion Chart for the California Bearing Ratio (CBR) vs Penetration relationship. c) Shear Vane Testing (cohesive soils only): The shear vane shall be calibrated by performing tests located adjacent to one or more insitu CBR test that meets the approved design CBR or performance standards referenced in a) above. Once calibrated the Shear Vane can be used to check the uniformity of the subgrade. Testing with Shear Vane is to be carried out in both wheel tracks of each lane of the pavement at 10.0m intervals: i) There is no established direct correlation between the Shear Vane and CBR as every soil type has different characteristics, however, by calibrating directly to insitu CBR results as in a) CBR Testing above, a local comparison is useful for uniformity assurance. In general the local ashes for soils close to optimum moisture content (OMC) and 100% maximum dry density, the shear strength should be >150 kpa. d) Benkelman Beam Testing: Although not mandatory, Benkelman Beam tests for total deflection are encouraged to be carried out on all prepared subgrades. Tests shall be carried out at not less than 15.0m intervals on alternate lanes. It is anticipated that in general subgrade total deflections should be 4mm average and not exceed 6mm. Deflections in excess of 6mm shall require remediation of the subgrade or the Engineer will need to reassess the pavement design to ensure the maximum final pavement deflection is not exceeded: i) The Benkelman Beam test shall be as per NZTA Specification T/1 Benkelman Beam Deflection Measurements. Table 1: Scala Penetrometer vs CBR Approximation CBR Minimum mm per blow Minimum blows / 100mm

5 IT Shape of Subgrade Stringing may be carried out by the Contractor in the presence of the Engineer and shall be at no greater than 20m intervals and within a tolerance of +0mm and -20mm of design subgrade level. IT Sub-base Testing All sub-bases shall be constructed from GAP65 aggregate. The GAP65 shall be well-graded crushed rock, free from silt or clay lumps, organic and other non-mineral matter. Unless otherwise approved, Representative samples shall be tested for compliance with the following: a) Table 2: Table 2: GAP65 RequirementsGAP65 Requirements. b) Grading Limits: When wet sieved in accordance with NZS 4402 Test No The grading shall lie within the envelope of values given in Table 2: GAP65 Requirements. c) Sand Equivalent: When tested in accordance with NZS 4407 Test No. 3.6 the sand equivalent shall not be 40. d) Crushing Resistance: When tested in accordance with NZS 4407 Test No the percentage of fines produced from a 110 kn load shall be 10%. e) CBR: The minimum CBR shall not be 80% when laboratory tested. f) Stringing: Stringing, which may be carried out by the Contractor in the presence of the Engineer, shall be at no greater than 20m intervals and within the tolerance +20 or -20 mm of design subgrade level. Table 2: GAP65 Requirements Test Sampling and Testing Frequency (based on TMZ M/4) Grading Limits Minimum of 2 Test Sieve Aperture 70mm % Passing by mass Minimum 100% samples less than 2 months old at date of delivery. Actual number dependant 19mm Minimum 40% on volume required as 9.5mm Maximum 70% follows: 425um Maximum 10% < 400m³ - 2 tests m³ - 3 tests m³ - 4 tests > 4000m³ - 1 test per 1000m³ or part thereof Sand equivalent >40% 4

6 Crushing resistance With 110kN load < 10% fines Minimum of 2 samples less than 6 months old at date of delivery. Actual number dependant on volume required. Laboratory Soaked CBR >80% 1 Sample per project IT Compaction of Sub-Base Nuclear Densometer: The degree of compaction shall be tested at 15m intervals on alternate sides of the pavement at the completion of primary compaction. Compaction testing shall be undertaken by a calibrated Nuclear Densometer in Backscatter Transmission mode. Target results for density are an average of 95% of MDD and a minimum of 92% of MDD. IT Shape of Sub-Base Stringing at not more than 20m intervals and within a tolerance of +0mm and -20mm of design sub-base level. IT Basecourse Testing All basecourse aggregate shall be either GAP40 or AP40 (TNZ M4) metal meeting the following test requirements: a) Aggregate for construction of basecourse layers shall be crushed rock, free from silt or clay lumps, weathered or disintegrated rock, organic and other non mineral matter. b) Unless otherwise approved, the following tables shall be used: i) Table 3: GAP40 Requirements (based on NZS 4404). ii) Table 4: AP40 Requirements (based on TNZ M/4). c) Grading Limits: When wet sieved in accordance with NZS 4402 Test No The grading shall lie within the envelope of values given in Table 3: GAP40 Requirements (based on NZS 4404) and Table 4: AP40 Requirements (based on TNZ M/4). d) Sand Equivalent: When tested in accordance with NZS 4407 Test No. 3.6 the sand equivalent shall not be 25 for GAP40 or 40 for AP40. e) Crushing Resistance: When tested in accordance with NZS 4407 Test No the percentage of fines produced from a 110 kn load shall be 10%. f) CBR: The minimum CBR shall not be less than 100% when laboratory tested. 5

7 Table 3: GAP40 Requirements (based on NZS 4404) Test Sampling and Testing Frequency (based on TNZ M/4) Test Sieve Aperture Grading limits % Passing by mass 37.5mm 100% 19mm 61-81% 9.5mm 38-57% 4.75mm 23-43% 2.36mm 14-33% 1.18mm 7-25% 600um 2-19% 300um 0-14% 150um 0-10% 75um 0-7% Sand equivalent >25% Minimum of 2 samples less than 2 months old at date of delivery. Actual number dependent on volume required as follows: < 400m³ - 2 tests m³ - 3 tests m³ - 4 tests > 4000m³ - 1 test per 1000m³ or part thereof Crushing resistance With 110kN load < 10% fines Minimum of 1 sample less than 6 months old at date of delivery. Actual number dependant on volume required. Weathering resistance AA, AB, AC, BA, BB, BC, CA or CB Minimum of 1 sample less than 6 months old at date of delivery. Actual number dependant on volume required Table 4: AP40 Requirements (based on TNZ M/4) Test Sampling and Testing Frequency (based on TMZ M/4) Grading Limits Test Sieve Aperture % Passing by mass 37.5mm 100% 19mm 66-81% 9.5mm 43-57% 4.75mm 28-43% 2.36mm 19-33% 1.18mm 12-25% 600um 7-19% 300um 3-14% 150um 0-10% 75um 0-7% Shape Limits Minimum of 2 samples less than 2 months old at date of delivery. Actual number dependant on volume required as follows: < 400m³ - 2 tests m³ - 3 tests m³ - 4 tests >4000m³ - 1 test per 1000m³ or part thereof 19mm 4.75mm 28 48% 9.5mm 2.36mm 14 34% 4.75mm 1.18mm 7 27% 2.36mm 600um 6 22% 1.18mm 300um 5-19% 600um 150um 2 14% Sand equivalent >40% 6

8 Crushing resistance With 130 kn load < 10% fines Minimum of 1 sample less than 6 months old at date of delivery. Actual number dependant on volume required. Weathering resistance AA, AB, AC, BA, BB, BC, CA or CB Minimum of 1 sample less than 6 months old at date of delivery. Actual number dependant on volume required. IT Compaction of Basecourse a) Nuclear Densometer: The degree of compaction shall be tested at 15m intervals on alternate sides of the pavement at the completion of primary compaction. Compaction testing shall be undertaken by a calibrated Nuclear Densometer in Backscatter Transmission mode. Target results for density are an average of 98% of MDD and a minimum of 95% of MDD. b) Tolerances shall meet the requirements of NZTA specification B/2 Construction of Unbound Granular Pavement Layers. c) Benkelman Beam tests for total deflection and D250/D0 are to be carried out on all prepared basecourse surfaces. Tests shall be carried out at not less than 15m intervals on alternate lanes. The basecourse total deflections shall be about 3mm average and not exceed 4.5mm. D250/D0 ratios are required to meet the following: i) Chip Seal and 25 mm asphalt >0.54 ii) 40 mm Asphalt >0.65 iii) >50mm Asphalt >0.70 iv) The beam test shall be as per NZTA Specification T/1 Benkelman Beam Deflection Measurements. d) The Engineer shall provide the results from the Benkelman Beam tests (specified above) to show that the pavement complies with the requirements detailed. The organisation carrying out the tests shall be IANZ accredited. e) Acceptance of pavements with deflections exceeding the target figures will be at the discretion of the Council. IT Shape of Basecourse Stringing, which may be carried out by the Contractor in the presence of the Engineer, shall be at not more than 20m intervals and within a tolerance of +5mm and -5mm of design basecourse level. IT Surface Texture The method for determining surface texture shall be TNZ Specification T/3 Sand Circle Surface Texture measurements. IT Sealed Surface Roughness This shall only apply to designated collector, arterial and strategic arterial roads. 7

9 a) The target maximum values for roughness of sealed surfaces shall be 60 for asphalt and 70 for chipseal. b) Roughness measurements shall normally, but not exclusively, only be taken on surfacing applied to areas on new or reworked road surface or as directed by the Engineer. c) In addition to the shape requirements of TNZ B/2, TNZ P/9, TNZ P/9P and TNZ P/11 notes, National Association of Australian State Road Authorities (NAASRA) roughness readings shall be recorded in each lane at 20m intervals. d) A minimum of 3 runs for roughness measurements shall be taken in each direction. Roughness measurements taken through rotary intersections shall not be considered as part of the average roughness. e) The moving 100m average of those 20m readings (in each lane including tie ins) shall be determined and none of those 100m averages shall exceed a value of 70 NAASRA counts/km. f) Where the finished surfacing is asphaltic concrete, the maximum 100m moving average lane roughness requirement is reduced to 60 NAASRA counts/km. g) Roughness readings are not required on lengths 100m or less, as the shape requirements of the above TNZ specifications are expected to be sufficient to control isolated bumps over this short length. h) The average roughness value shall be taken to be the arithmetic mean of all recorded readings excluding readings taken through rotary intersections. i) For the purposes of comparing with the specified Average Construction Roughness, the average roughness obtained shall be rounded to the nearest whole number. j) The Contractor shall be responsible for all costs in arranging and carrying out the testing and informing the Engineer of the results. k) The Contractor shall provide the Engineer with all the Certified Test results. The Certification shall include that the testing has been carried out in accordance with this clause. 8

10 IT Scala Penetrometer CBR Conversion Chart 9

11 IT-4 - Appendix A Company Requirements for Pavement Testing IT-4 - Appendix A.1 General All testing of pavements shall be undertaken by a company (laboratory) who is accredited with IANZ for mechanical testing in compliance with NZS ISO/IEC General Requirements for the Competence of Testing and Calibration Laboratories and specific technical criteria where appropriate. The testing company shall be directed and managed solely by the Engineer or their Representative. Frequent contact shall occur between the testing company and Engineer during pavement testing to ensure that the location, frequency and results of the testing meets the Engineer s design requirements and the requirements of the IDC. Explanatory Note: The testing company forms an integral part of the Engineer s certification of the pavement and determining the long term serviceability of the new or reconstructed road. It can not be stressed enough that the Engineer is the sole manager of the testing company s certification activities on their behalf. 10

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