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Manual Of Field Test Procedures

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ODOT Quality Assurance Program Oregon Department of Transportation Manual of Field Test Procedures INTRODUCTION PURPOSE This manual is designed to be used by Contractor and Agency technicians for the sampling and testing of construction materials, and to determine their conformance to ODOT specifications. Included herein are the Test Procedures, the Quality Assurance Program, report forms and examples, and the Field Tested Materials Acceptance Guide, to be used by field personnel for guidance, reference and instruction. FORMAT This Manual is divided into four main sub-sections: (1) Test Procedures (2) Quality Assurance Program (3) Report Forms and Examples (4) Field Tested Materials Acceptance Guide The process control and acceptance test procedures in this manual are to be used for testing construction materials on ODOT projects. English and Metric unit designations are not direct conversions, use the appropriate designation identified by the Project contract documents. Test results and supporting data shall conform to the following rounding convention, based on the significant digit requirement of the contract specifications or test procedure reporting criteria. • • The final significant digit will not be changed when the succeeding digit is less than 5. The final significant digit will be increased by one when the succeeding digit is 5 or greater. All field test procedures in this manual have ODOT, AASHTO or WAQTC references. Some field test procedures have been written as Field Operating Procedures, e.g. "FOP for AASHTO T-”. FOP’s conform to the approved AASHTO or other test methods, but may eliminate some of the verbiage and/or combine several test methods to help reduce testing time. If there is a conflict between the FOP and the AASHTO test procedure due to errors or omissions, the AASHTO test procedure will hold precedence over the FOP. The yellow sheet addendums included with the FOP’s are utilized to identify preferred methods or modifications observed by the Oregon Department of Transportation. 1 Revised October 2006 ODOT Quality Assurance Program HOW TO USE THIS MANUAL This Manual of Field Test Procedures is used in conjunction with the contract plans, specifications, and the Construction Manual. It defines the requirements of ODOT's Quality Assurance Program. The sampling and testing requirements and test procedures for most work items can be found in this Manual. Testing requirements for other materials will be specified in the contract plans and specifications. Section 1 - Test Procedures: This section includes procedures for all regular field test procedures required by the ODOT specifications. Section 2 - Quality Assurance Program: This section includes ODOT's Quality Assurance Program Manual, which includes the Technician Certification and Laboratory Certification programs. It also includes information on Independent Assurance parameters, random sampling, sampling programs at commercial aggregate sources, and verifying Contractor Quality Control test results. Section 3 - Report Forms and Examples: This section includes copies of ODOT forms that are used to submit samples to ODOT's Central Materials Laboratory (ODOT-CML), and forms that can be used for field test results. It also includes completed examples of the forms and instructions for obtaining electronic versions of the forms. Section 4: Subsection A – Source Review/Product Compliance Testing Requirements: This subsection describes the testing requirements and frequencies for raw and processed aggregate material. Specific test requirements are included in the Field Tested Materials Acceptance Guide (FTMAG) in subsection 4(D). Subsection B - Small Quantity Schedule: This subsection describes the criteria under which small amounts of materials can be accepted, without testing, upon satisfaction of the stated criteria. Subsection C – Material Sampling Requirements: This subsection provides the requirements for sample sizes, types of containers, labeling, and other necessary information for samples that will be sent to the ODOT-CML or other laboratories for testing. Subsection D - Field Tested Materials Acceptance Guide: This subsection lists the required tests that are to be performed for construction materials. It also outlines the frequencies at which the tests shall be performed, and the certified technician who shall perform them. The Definition of Visual field acceptance at the Project Managers level is also defined in this section. 2 Revised October 2006 ODOT Quality Assurance Program ACRONYMS AND DEFINITIONS Following are common acronyms and definitions found in this manual. Other acronyms and definitions may be found in Section 00110 of the Standard Specifications. AASHTO - The American Association of State Highway and Transportation Officials AC - Asphalt Concrete ASTM - The American Society for Testing and Materials ODOT-CML - The ODOT Central Materials Laboratory located at 800 Airport Road SE in Salem Certified Laboratory - A Quality Control or Quality Assurance laboratory that possesses a valid certification, as described in Section 2 of this Manual, issued by the ODOT-CML indicating that the laboratory had proper, calibrated equipment at the time of the inspection. Certified Technician - A technician who is certified to perform a specific material test(s) and who possesses a valid certification, as described in Section 2 of this Manual, issued by the ODOT-CML. The certification indicates their knowledge of, and ability to perform, the required test procedures, and to correctly prepare the test reports. CGC - Commercial Grade Concrete (MSC – Minor Structure Concrete) CAC – Certification Advisory Committee EAC - Emulsified Asphalt Concrete FHWA - The Federal Highway Administration FOP - Field Operating Procedure. FOP’s conform to approved test methods, but may eliminate some of the verbiage and/or combine several test methods to reduce testing time. FTMAG – Field Tested Materials Acceptance Guide HMAC - Hot Mixed Asphalt Concrete or HMA (Hot Mixed Asphalt) IA - Independent Assurance. See Section 2 for definition JMF - Job Mix Formula for asphalt concrete MDT – Maximum Density Test (Use 62.4 (1000) for unit conversion) MSE – Mechanically Stabilized Earth MFTP - Manual of Field Test Procedures (this manual) MAMD - Moving Average Maximum Density 3 Revised October 2006 ODOT Quality Assurance Program ODOT - The Oregon Department of Transportation PCC - Portland Cement Concrete PM - Project Manager (Agency/Owner’s Contract Administrator) QA - Quality Assurance - generally refers to the Quality Assurance Program (See Section 2). QAC - Quality Assurance Coordinator. See Section 2 (Quality Assurance Program). QAE - Quality Assurance Engineer QAT - Quality Assurance Technician. See Section 2 (Quality Assurance Program). QC - Quality Control QCCS - Quality Control Compliance Specialist (Agency or Contract Administrator performing the role of the QCCS). See Section 2 (Quality Assurance Program). QPL - Qualified Products List Random Sample – A sample of construction material taken at a random time or location. The sampling shall be performed according to a random number scheme. See Section 2 for further discussion. Random Number – A randomly selected number used to calculate a sampling time or location. See Section 2 for discussion on selection and usage. RAP - Reclaimed Asphalt Concrete Pavement Specifications- Special Provisions, Plans & Drawings, Supplemental Specifications and Standard Specifications. WAQTC - Western Alliance for Quality Transportation Construction 4 Revised October 2006 INDEX OF FIELD TEST PROCEDURES PROCEDURE DATE TITLE OF PROCEDURE ODOT TM 2003 2006 2006 2004 2004 2005 Cement Treated Base Maximum Density Embankment and Base Using Deflection Requirements Presence of Wood Waste in Produced Aggregates Evaluating Cleanness of Cover Coat Material Determination of Elongated Material in Coarse Aggregates Establishing Roller Patterns For Thin Lifts of HMAC Nuclear Density/Moisture Gauge Calibration and Effect of Hot Substrate Calculating the Moving Average Maximum Density (MAMD) Performing A Control Strip for HMAC Pavement Asphalt Content of Bituminous Mixtures by Plant Recordation (Metric & English Versions) Asphalt Plant Calibration Procedure Determination of Calibration Factors for Determining Asphalt Cement Content of HMAC by Ignition Method Preparation of Field Compacted Marshall Specimens; Calibration of Field Marshall Hammers; Determination of Average Gmb for HMAC Volumetric Calculations Preparation of Field Compacted Gyratory Specimens; Determination of Average Gmb for HMAC Volumetric Calculations; Correlation of Gyratory Compactor with Marshall Compactor Correlation of Nuclear Gauge Reading with Pavement Cores Determining the Graphic Profile Index with a Profilograph Non-destructive Depth Measurement of Concrete Pavement Sampling of Aggregates Unit Weight and Voids in Aggregate Compressive Strength of Cylindrical Concrete Specimens Making and Curing Concrete Test Specimens in Field Sieve Analysis of Fine and Coarse Aggregate, including Wet Sieve Mechanical Analysis of Extracted Aggregate Sampling Bituminous Materials Specific Gravity and Absorption of Fine Aggregate Specific Gravity and Absorption of Coarse Aggregate Determining the Liquid Limit of Soils Determining the Plastic Limit and Plasticity Index of Soils Moisture-Density Relations of Soils Using a 2.5kg Rammer and a 305-mm Drop and Moisture-Density Relations of Soils Using a 4.54kg Rammer and a 457-mm Drop Slump of Hydraulic Cement Concrete Mass Per Cubic Meter, Yield, and Air Content of Concrete Air Content of Freshly Mixed Concrete by the Pressure Method Bulk Specific Gravity of Compacted Bituminous Mixtures Sampling of Bituminous Paving Mixtures Plastic Fines of Graded Aggregates and Soils by the Use of the Sand Equivalent Test Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures Determination of Moisture in Soils and Fine Aggregates by Means of Calcium Carbide Gas Pressure Moisture Tester 125 158 225 227 229 301 2006 2004 2005 2005 2003 2006 2006 2003 2004 2003 2003 2005 2000 2006 2006 2006 2006 2005 2000 2005 2003 2003 2004 2005 2005 2006 2006 2005 2005 2006 2004 1 AASHTO T WAQTC TM 304 305 306 321 322 323 325 326 327 770 775 2 19 22 23 27/11 30 40 84 85 89 90 99/180 119 121 152 166/275 168 176 209 217 Revised October 2006 INDEX OF FIELD TEST PROCEDURES (CONTINUED) PROCEDURE DATE TITLE OF PROCEDURE 2006 2005 Correction for Coarse Particles in the Soil Compaction Test Capping Cylindrical Concrete Specimens Reducing Field Samples of Aggregates to Testing Size (Aggregates) Total Moisture Content of Construction Materials by Drying/Laboratory Determination of Moisture Content of Soils Family of Curves-One-Point Method Resistance of Compacted Bituminous Mixture to Moisture Induced Damage Determining the Asphalt Cement Content of HMAC by the Ignition Method Temperature of Freshly Mixed Portland Cement Concrete In-Place Density of Embankment and Base using the Nuclear Moisture-Density Gauge Moisture Content of Hot Mix Asphalt (HMA) by Oven Method Determining the Percentage of Fracture in Coarse Aggregate Sampling Freshly Mixed Concrete Reducing Samples of Hot Mix Asphalt to Testing Size In-Place Density of Bituminous Mixes using the Nuclear Moisture-Density Gauge 2005 2006 2006 2003 2006 2004 2005 2006 2006 2004 2006 2006 ODOT TM 2 AASHTO T WAQTC TM 224 231 248 255/265 272 283 308 309 310 329 TP-61-02 2 5 8 Revised October 2006 ODOT TM 125 Method of Test for CEMENT TREATED BASE MAXIMUM DENSITY SCOPE This field test method covers the field preparation of cement treated base compressive strength cylinders by use of a compression machine, and the field determination of the relative maximum density of the mixture. APPARATUS 1. A suitable source of heat (FOP for AASHTO T255) capable of drying the aggregate mixture. 2. Balance with accuracy of 1 g, or 0.1% of the mass of the entire sample, whichever is the greater. 3. Scoop and large spoon. 4. Suitable container with lid for retaining the moisture content of the sample. 5. Measuring gauge, tripedal block, and stand for determining the height of the compressive strength cylinders. (Figure 1) 6. Split compaction mold, 102mm (4") diameter by 290mm (11.5 inches). 7. Compression machine consisting of a 18 - 22 metric ton (20-25 ton) capacity hydraulic jack, fitted with a spherically seated head and pressure gauge and mounted in a frame. 8. Bottom and upper plunger for compression machine. 9. Vise for holding compaction mold. 10. Bullet nosed rod, 9.5mm (3/8 inch) diameter by approximately 500mm (20 inches) long. 11. Tamper, 19mm (3/4 inch) diameter on small end and 51mm (2 inch) diameter on large end, by approximately 510mm (20 inches) long, weighing 2.7 kg ±20 grams (6 ±0.05 pounds). 1 ODOT TM 125(03) 12. Galvanized cylinder liners, 102mm (4 inches) high by 102mm (4 inches) inside diameter. 13. A 102mm (4 inch) diameter medium filtration speed filter paper. 14. Caps or lids, for covering the ends of the compacted cylinders, plastic bags and tape. PROCEDURE 1. Determine when the random mixture sample is to be obtained. As specified, have the contractor's representative obtain a minimum 4.5kg (10 lb) representative sample from the plant discharge or from the truck immediately after loading. (Obtain larger samples when additional cylinders are specified.) 2. Place sample in a covered container so that no loss of moisture occurs. Allow the sample to hydrate 30 ±10 minutes before starting compaction. 3. Assemble the 102mm (4") mold in the vise with the cylinder liner in place and the bottom plunger pinned 3 holes from the bottom. (For some materials it may be necessary to pin the bottom plunger further away or closer to the bottom of the mold. The proper pin setting is determined during compaction of the trial specimen.) 4. Set the mold upright on a solid surface (concrete is best) at a convenient height. Put one filter paper in the bottom and put on the extension sleeve. 5. After the hydration period, obtain a 2000g ±100g representative sample for moisture determination. Record the mass to the nearest gram. Dry the sample to a constant mass per FOP for AASHTO T 255. 6. From the remaining sample obtain a representative sample to make the mold. The actual sample weight necessary to obtain an average mold height of 102mm ±5mm (4" ±0.2") will vary due to the gradation and moisture content of the sample. Note: The CTB Mix Design report form includes the Materials Section's suggested sample weight to obtain a 102mm (4") mold height. If the original mold is not of proper height, the necessary mass of the sample for the next mold can be determined as follows: 2 ODOT TM 125(03) Necessary Mass = (A x B) C Where: 7. A = Initial specimen mass. B = Necessary height. C = Initial specimen height. Weight the sample to the nearest gram and record the weight. Spoon approximately 1/2 the sample into the mold and cover the sample container with a damp cloth. Rod forcefully 30 times around the edge of the mold with a 9.5mm (3/8") bullet nosed rod to prevent rock pockets. Tamp with the 19mm (3/4") end of the tamper for 50 blows. When tamping, simply lift the tamper up about 100mm (4") and let it drop on the sample. Guide the tamper over the entire surface of the specimen. The compactive effort should be provided by the mass of the tamper. Avoid a smoothly compacted surface because it will result in a compaction plane in the specimen when the next layer is tamped, and will prevent the two layers from bonding. 8. Place the remaining portion of the sample in the mold. Care must be taken to include the entire prepared sample, since the initial mass is used in calculations for density. Rod the sample forcefully 30 times around the edge of the mold with the 9.5mm (3/8") bullet nosed rod to prevent rock pockets. Tamp the second lift using 100 blows with the 19mm (3/4") small end of the tamper as in 7. Level off the top of the compacted specimen by tamping lightly with the 51mm (2") large end of the tamper in order to provide a smooth surface and an even plane at right angles to the axis of the mold. After tamping is complete remove the extension sleeve, brush down the sides of the mold and put on the top filter paper. 9. Place the top plunger in position, then place the entire assembly on the hydraulic jack in the compression frame. If necessary, place one or more of the spacing rings between the top plunger and the top of the frame to prevent excessive travel of the jack. Remove the pin that holds the bottom in place and gradually apply a total load of 1111kn (25,000 lbs) (12-1/2 tons). Use 1 minute to attain the first 89 kn (20,000 lbs.) (approximately 5,000 pounds each 15 seconds), 1/2 minute for the next 22kn (5,000 lbs) (2-1/2 tons), and hold at 1111kn (25,000 lbs) (12-1/2 tons) for 1 minute. Release the load slowly to prevent damage to the gauge. Remove the mold from the jack frame (hold the bottom plunger, so it does not fall out and cause injury), place the mold in the vise (if equipped), take out the plungers, open the mold and remove the specimen with the cylinder liner and 2 filter papers. 10. Wipe any free water from the outside of the cylinder liner. 11. Gently remove the filter papers. Clean any adhering material from the mold and filter paper and place on top of the compacted sample. Determine and record to the 3 ODOT TM 125(03) nearest gram the mass of the compacted sample and liner. Calculate the wet mass of the compacted sample without liner. 12. Measure the height using the tripedal block, to the nearest 0.25mm (0.01") and record. If the height is not 102mm ±5mm (4" ±0.2"), return to step 1., obtain another material sample and repeat the test procedure. Note: Be sure to calibrate the measuring device using the tripedal block. 13. If the compacted sample will be submitted for seven day compressive strength testing, seal the sample as soon as possible after fabrication to prevent moisture loss. Cover the ends of the cylinder liner with metal or plastic lids and tape or with approximately 98mm (3-7/8") diameter plastic circles and tape (Wide masking or electrical tape is satisfactory). Write the sample identification information on the liner. Place the samples in plastic bags to further prevent moisture loss. 14. After the moisture sample from step 5. has dried, determine the dry mass and record to the nearest gram. Then calculate and record the percentage of moisture as follows: % Moisture = (Wet Wt. - Dry Wt.) X 100 Dry Wt. 15. Calculate the dry mass of the density sample used in step 7. Dry Mass = (Wet Mass/(% Moisture from step 3.N.1 + 100)) X 100 16. Calculate and report the maximum density of the compacted sample in kg/m3 (lb/ft3). Metric Max Dry Density (kg/m³) = Dry mass of sample (g) x 122.4 Sample Height (mm) Note: The constant 122.4 converts the density to kilograms per cubic meter when the height is entered in millimeters and dry weight is in grams. It assumes a nominal cylinder diameter of 102mm (4.00"). If the diameter varies significantly ±2.5mm (±0.1 inch) from this value, the constant should be recalculated. 4 ODOT TM 125(03) English Max Dry Density (lbs/cf) = Dry mass of sample (g) x 0.303 Sample Height (inches) Note: The constant 0.303 converts the density to pounds per cubic foot when the height is entered in inches and dry weight is in grams. It assumes a nominal cylinder diameter of 102mm (4.00"). If the diameter varies significantly ±2.5mm (±0.1 inch) from this value, the constant should be recalculated. 17. Moving Average Maximum Density (MAMD) - The maximum density used to calculate the percent of compaction during field placement of CTB (AASHTO T-310) is the MAMD. The MAMD is computed as follows: The initial MAMD is the average of the Maximum Density reported by the laboratory for the mix design and the maximum density of the first sublot tested. After the next density test the average is calculated from the lab density, the density of the first sublot and the density of the sublot just tested. The MAMD is carried forward by averaging each density test result with the previous 4, or less if less are available. For example, after the 5th field test, the lab maximum density is dropped from the calculation and the four previous field test results are used with test #5 to calculate the average. As more test results are accumulated the earlier ones are not used so that only the last four results are averaged with the current result. REPORT Report on form 734-2091. 5 ODOT TM 125(03) THIS PAGE INTENTIONALLY LEFT BLANK 6 ODOT TM 125(03) ODOT TM 158 Method of Test for IN-PLACE DENSITY OF EMBANKMENT AND BASE USING DEFLECTION REQUIREMENTS SCOPE This procedure covers the visual determination of density and relative compaction of soil, soil-aggregate mixes and base aggregate in accordance with ODOT TM 158. This field operating procedure may be used in conjunction with AASHTO T310. DEFINITIONS Yielding – giving under pressure, flexible Deflection – Up to maximum deviation of 12.5mm (1/2”) in a localized area directly under the test vehicle tire. Reaction – A movement back to a former or less advanced condition Pumping – Vertical displacement of the top surface of the compacted layer, not directly under the vehicles tires. Loaded Haul Vehicle – Water truck or Construction material haul unit i.e. belly bump, end dump or similar GVW – Gross Vehicle Weight PROCEDURE The compacted layer will be observed for deflection by using a loaded haul vehicle, loaded to the vehicles maximum highway legal (GVW). The vehicle will be driven at a speed of 1 – 2 m/s (2 – 4 miles/hour) over the entire compacted layer. There shall be no yielding, deflection, reaction, or pumping of the ground surface (as defined above) observed under the moving vehicle’s tires. It may be required that testing be performed under the observation of the Engineer. 1 ODOT TM 158(06) REPORT Results shall be reported on standard form (1793S & 1793B) or other form approved by the agency. Include the following information: • • • • Location of test & Represented Area, elevation of surface, and thickness of layer tested Visual description of material tested Description of the equipment used to perform the test Name and signature of the technician conducting the test 1 ODOT TM 158(06) ODOT TM 225 Method of Test for PRESENCE OF WOOD WASTE IN PRODUCED AGGREGATES SCOPE This method of test covers a procedure for determining the presence of wood waste or other deleterious materials in produced aggregates. APPARATUS 1. Sample splitter or a canvas suitable for splitting a sample. 2. Balance or scale sensitive to 0.1 g and having the capacity to meet required minimum masses. 3. Oven or microwave - Operated per FOP for AASHTO T255. 4. Container - The container shall be of a size to permit covering the sample with 75mm to 100mm (3" to 4") of water. 5. Sieve - 425 μm (No. 40). 6. Spoon. SAMPLE 1. The sample shall be obtained as per FOP for AASHTO T2. 2. The sample shall be split per FOP for AASHTO T248. 3. Size of sample shall conform to FOP for AASHTO T27. PREPARATION OF SAMPLE Dry the sample to a constant mass per FOP for AASHTO T255/265. If the sample appears to contain wood or other deleterious materials, use caution during the drying the process. A controlled oven maintained at a temperature of 110 ±5ºC (230 ±9ºF) should be utilized. 1 ODOT TM 225(06) Note: The samples are normally wet sieved to check material passing the 75 μm (No. 200) sieve. While washing the materials, the procedure covered in Section 5 can be done. If you do this be sure to put the wood waste back into the dried aggregate prior to weighing and calculating the percent passing 75 μm (No. 200). PROCEDURE 1. Record the sample dry mass the sample to the nearest 0.1 g. 2. Place the dried sample into the container and cover with water to a height of 75mm to 100mm (3" to 4"). 3. Agitate the sample with the spoon. 4. Spoon or decant off any floating material over the 425 μm (No. 40) sieve. 5. Put the floating material into a container (suitable for the drying method being used) and dry per FOP for AASHTO T255. 6. Record the wood waste mass to the nearest 0.1 g by weighing the container and its contents and subtracting the tare mass. CALCULATIONS AND REPORTS 1. contaminant mass Wood Waste (nearest 0.01%) = -------------------------------- x 100 sample mass 2. Report on form 734-1792. 2 ODOT TM 225(06) ODOT TM 227 Method of Test for EVALUATING CLEANNESS OF COVER COAT MATERIAL SCOPE The cleanness test indicates the relative amount, fineness, and character of clay-like materials present on aggregate as coatings or otherwise. APPARATUS 1. Funnel to hold nested 2.36mm (No. 8) (or 2.00mm (No. 10)) and 75 μm (No. 200) sieves at the large end and necked down to rest in a 500 ml graduate at the small end. 2. Plastic wide-mouth 3.8 L (one gallon) jars with lids and rubber gaskets. 3. Sand equivalent cylinder, rubber stopper, and timing device. These items are standard sand equivalent equipment. 4. Graduated glass or plastic cylinders of 10 ml and 500 ml capacities. 5. Sieves. 75 μm (No. 200) and a 2.36mm (No. 8) (or 2.00mm (No. 10)), full height. 6. A balance or scale sensitive to 0.1 g. 7. Sand equivalent stock solution. 8. Splitter. Any device may be used which will divide the sample into representative portions. However, the riffle-type splitter is preferable to hand-quartering. 9. Syringe or spray attachment. 10. Forced draft, ventilated, or convection oven capable of maintaining a temperature of 110±5°C (230±9°F). 1 ODOT TM227 (04) CONTROL 1. Temperature of the wash solution shall be maintained within the range of 18°-28° C (64°-82° F) during performance of this test. 2. Use distilled or demineralized water for performance of the cleanness test. This is necessary because the test results are affected by certain minerals dissolved in water. PREPARATION OF SAMPLE 1. Split a representative portion of the sample large enough to yield 1000 g ±50 g of material (FOP for AASHTO T248). 2. The cover coat material must be tested in oven dry condition (FOP for AASHTO T255). Drying temperature shall not exceed 110°C (230°F). Cool cover coat material to room temperature for testing. PROCEDURE 1. Place the sand equivalent cylinder on a work table which will not be subjected to vibrations during the sedimentation phase of the test. 2. Pour 7 ml of the STOCK SOLUTION into the sand equivalent cylinder. 3. Nest the two sieves in the large funnel which in turn rests in the 500 ml graduate. The 2.36mm (No. 8) (or 2.00mm (No. 10)) sieve serves only to protect the 75 μm (No. 200) sieve. 4. Place the prepared sample in the 3.8 L (one gallon) jar. Add only enough water to completely cover the aggregate, and cap tightly. Note: Do not add too much water at the beginning of the test, as only 500 ml is allowed after the final rinsing. 5. Begin agitation after one minute has elapsed from the introduction of the water. The agitation procedure is described as follows: 5.1 While holding the jar vertically with both hands, the washing shall be done with an arm motion that causes the jar to rotate in a circle with approximately a 150mm (6") radius. The jar may be held either by the sides or by the top and bottom, whichever is more convenient. 2 ODOT TM227 (04) Note: The jar itself does not turn on its vertical axis. The jar's vertical axis describes a circle with a 150mm (6") radius, as near as possible. 5.2 Continue this agitation at the rate of two complete rotations per second for one minute. 6. At the end of the agitation period, empty the contents of the jar over the nested 2.36mm (No. 8) (or 2.00mm (No. 10)) and 75 μm (No. 200) sieves. 7. Use the syringe or spray attachment and carefully wash out the jar, pouring the wash water over the nested sieves. Continue to wash the aggregate in the sieves until the graduate is filled to the 500 ml mark. 8. Remove the funnel and nested sieves from the graduate. Bring all solids in the wash water into suspension by capping the graduate with the palm of the hand and turning the cylinder upside down and right side up 10 times through 180°, as rapidly as possible. 9. Immediately pour the thoroughly mixed liquid into the sand equivalent cylinder until the 380mm (15”) mark is reached. 10. Place the stopper in the end of the cylinder, and prepare to mix the contents immediately. 11. Mix the contents of the cylinder by alternately turning the cylinder upside down and right side up, allowing the bubble to completely traverse the length of the cylinder. Repeat this cycle 10 times in approximately 35 seconds. A complete cycle is from right side up to upside down and back to right side up. 11.1 At the completion of the mixing process, place the cylinder on the work table and remove the stopper. Allow the cylinder to stand undisturbed for 20 minutes. Then immediately read and record to the nearest 2.5mm (0.1 inch), the height of the column of sediment. 12. Two unusual conditions may be encountered during this phase of the test. 12.1 A clearly defined line of demarcation may not form in the specified 20 minutes. If this happens, allow the cylinder to stand until one forms, then immediately read and record. 12.2 The liquid immediately above the line of demarcation may still be cloudy at the end of the 20 minutes. The line, although distinct, may appear to be in the sediment column itself. Read and use the line of demarcation after the end of the 20 minute period. 3 ODOT TM227 (04) CALCULATIONS Compute the cleanness value to the nearest whole number by the following formula: METRIC 81.636 - (0.214H) CV = ---------------- x 100 81.636 + (0.786H) Where: CV = Cleanness Value H = Height of sediment in millimeters Solutions of the above equation are given in Table 1. ENGLISH 3.214 - (0.214H) CV = ---------------- x 100 3.214 + (0.786H) Where: CV = Cleanness Value H = Height of sediment in inches Solutions to the above equation are given in Table 2. 4 ODOT TM227 (04) TABLE 1 5 ODOT TM227 (04) TABLE 2 6 ODOT TM227 (04) ODOT TM 229 Method of Test for DETERMINATION OF FLAT and ELONGATED MATERIAL IN COARSE AGGREGATES SCOPE This procedure covers the determination of the percentage, by mass, of flat and elongated particles in coarse aggregates for comparison with specification limits. Flat and elongated particles of aggregates, for some construction applications, may interfere with consolidation and result in harsh, difficult to place materials and a potentially unstable mixture. For purposes of this test procedure, the term “Elongated Pieces” in applicable specifications shall be taken to be equivalent to the term “Flat and Elongated Particles” used in this test method. APPARATUS 1. Balance or scale: Capacity sufficient for the principle sample mass, accurate to 0.1 percent of the sample mass or readable to 0.1 g. 2. Sieves, meeting requirements of AASHTO M 92. 3. Proportional Caliper Device, meeting the requirements of ASTM D 4791 and approved by the Agency. TERMINOLOGY Flat and Elongated Particles - Those aggregate particles having a ratio of length to thickness greater than a specified value. SAMPLING AND SAMPLE PREPARATION 1. Sample the aggregate in accordance with AASHTO T 2. 2. Dry the sample sufficiently to obtain separation of coarse and fine material and sieve in accordance with AASHTO T 27 over the 4.75mmmm (No. 4) sieve. Discard the material passing the specified sieve. 1 ODOT TM 229(04) 3. Reduce the retained sample according to AASHTO T 248. The minimum sample mass shall meet the requirements listed in Table 1. Table 1 Required Sample Size Minimum Sample Nominal Mass Retained on Maximum Size* 4.75mmmm (No. 4) mm (in) Sieve g (lb) 37.5 (1-1/2) 2500 (6) 25.0 (1) 1500 (3.5) 19.0 (3/4) 1000 (2.5) 12.5 (1/2) 700 (1.5) 9.5 (3/8) 400 (0.9) 4.75 (No. 4) 200 (0.4) Note: One sieve larger than the first sieve to cumulatively retain more than 10 percent of the material, using all the sieves listed in Table 1 in AASHTO T 2 4. Determine the dry mass of the reduced portion of the sample to the nearest 0.1 g. This mass is designated MS in the calculation. Note: If test is performed in conjunction with AASHTO TP 61, recombine material from the fracture test and reduce to the appropriate sample size given in Table 1. The test may also be performed in conjunction with AASHTO TP 61 on individual sieves and combined to determine an overall result if material on each individual sieve IS NOT further reduced from the original mass retained on each sieve. PROCEDURE 1. Set the proportional caliper device to the ratio required in the contract specifications: (2:1, 3:1, or 5:1) 2. Expedite testing through preliminary visual separation of all material which obviously is not flat and elongated. 3. Test each questionable particle by setting the larger opening of the proportional caliper device equal to the maximum dimension of the particle’s length. Determine the dimension which represents the particle thickness (the smallest dimension). Pull the particle horizontally through the smaller opening without rotating, maintaining contact of the particle with the fixed post at all times. If the entire particle thickness can be pulled through the smaller opening, the particle is flat and elongated. 2 ODOT TM 229(04) 4. Determine the dry mass of the flat and elongated particles to the nearest 0.1 g. This mass is designated as FE in the calculation. CALCULATION Calculate the percent of flat and elongated pieces for the sample according to the following equation. FE % FE= ----- X 100 MS Where MS = Mass of retained sample FE = Mass of flat and elongated pieces %FE = Percent of flat and elongated pieces REPORT Report the percent flat and elongated pieces to the nearest 0.1% on a standard form approved for use by the Agency. 3 ODOT TM 229(04) THIS PAGE INTENTIONALLY LEFT BLANK 4 ODOT TM 229(04) ODOT TM 301 Method of Test For ESTABLISHING ROLLER PATTERNS FOR THIN LIFTS OF HMAC SCOPE This method is a procedure which provides a method to establish the roller patterns and number of passes required to achieve a maximum density for the JMF, paving conditions, and equipment on the project. This method is used with the same rollers and materials to be used throughout the project. Changes in materials, rolling equipment or weather conditions may require establishment of new roller patterns. This procedure is used when required by the specifications to determine the optimum rolling pattern for HMAC placed in lifts with a nominal thickness less than 50 mm (2 in). DEFINITIONS In-Place Density - the density of a bituminous mixture as it exists in the pavement. The inplace density will be determined using a Nuclear Moisture-Density Gauge according to WAQTC TM 8 unless otherwise specified. Evaluation Point - a testing point selected within the roller pattern and used to determine the increasing in-place densities of the pavement with successive roller passes. Roller Pass - the passing of a roller over an area (roller width) one time. Roller Coverage - the rolling of the entire width of pavement one time, including roller overlaps. Breakdown Rolling - constitutes the first roller coverage on the mixture after it is placed. Intermediate Rolling - constitutes all rolling following the breakdown rolling, prior to the temperature of the mixture lowering to 80-Degree C (180 °F). Optimum Rolling Pattern – the combination of rollers, temperatures, and roller passes which results in the maximum achievable density for the JMF, paving conditions, and equipment on the project. Finish Rolling - constitutes the roller coverage, after the intermediate rolling, required to bring the mixture to a smooth, tight surface, while the mixture is warm enough to permit the removal of any roller marks. 1 ODOT TM 301(05) APPARATUS 1. A nuclear density gauge meeting the apparatus requirements of TM-8. 2. Transport case for properly shipping and housing the gauge and tools. 3. Instruction manuals for the specific make and model of the gauge. 4. A suitable thermometer for measuring the temperature of the paved surface. DETERMINING OPTIMUM ROLLING PATTERN 1. An optimum rolling pattern shall be established when required by the specifications. 2. Two evaluation points shall be selected within the section being paved. The evaluation points must be at least 15 meters (50 feet) from a transverse joint; no closer than 0.6 meters (1 ft) from the edge of the panel being placed, and in an area that is representative of the overall material and conditions of placement. The two evaluation points shall be located at the same station, but must be at least 1 meter (3 ft) apart transversely. Make sure the evaluation points are not located where the roller passes overlap. 3. After each roller pass over the evaluation points, the nuclear gauge is used in the backscatter position to determine the in-place density with a 15-second count. Each un-sanded evaluation point is carefully marked so the subsequent tests are made in exactly the same positions and locations. 4. For each roller used and each pass over each evaluation point, record the type of roller, surface temperature, density in-place (15 second reading), direction of travel, and whether in vibratory or static mode. Average the readings from the two evaluation points after each pass. 5. Continue compacting and testing each evaluation point after each roller pass until the average of the readings from the two evaluation points does not increase. (The average of the two readings may decrease or level off to indicate this.) 6. The optimum rolling pattern consists of one less than the number of passes necessary to reach the point at which density does not increase as established in Step 5. 7. Any finish rolling necessary to remove roller marks will be in addition to the required number of passes for the optimum rolling pattern. 2 ODOT TM 301(05) REPORT The report shall be made on a form approved by the Agency and shall include the following: • Make and serial number of nuclear gauge • Name of the Certified Technician • For each pass for each evaluation point record the type of roller, surface temperature, density in-place (15 second reading), direction of travel, and whether in vibratory or static mode. • The average density of the two evaluation points for each pass. • Lift thickness of layer tested. • Level and type of HMAC material • Optimum Roller Pattern 3 ODOT TM 301(05) THIS PAGE INTENTIONALLY LEFT BLANK 4 ODOT TM 301(05) ODOT TM 304 Method of Test for NUCLEAR DENSITY/MOISTURE GAUGE CALIBRATION AND AFFECT OF HOT SUBSTRATE SCOPE Determination of the accuracy and/ or to calibrate a Nuclear Density/Moisture Gauge and determine the effect of high temperatures, such as that found in Asphalt Concrete Pavements, on the proper functioning of the Nuclear Gauge. A Nuclear Density/Moisture Gauge calibration check and Hot Substrate Test shall be performed every 12 months or any time the calibration of the gauge is in question. APPARATUS 1. A Nuclear Gauge capable of making moisture and density determinations. The Gauge shall be so constructed to be licensable in accordance with applicable health and safety standards, established by the State Health Division. A copy of the owner’s Radioactive Materials License and a copy of the most current leak test results will accompany the Nuclear Gauge. The Nuclear Gauge shall be in good operating condition. 2. A carrying /transport case. 3. Instruction manual, supplied by the gauge manufacturer, describing the operating procedures for the model of gauge being used. 4. A reference standard block for obtaining standard counts and checking gauge operation. 5. Logbook for recording daily counts obtained on the reference block. 6. Calibration tables, as required, for determining the moisture content and the density from calculated count ratios. 7. Calibration blocks of approximate densities 1717kg/m3 (107.2 PCF), 2140kg/m3 (133.6 PCF), and 2631kg/m3 (164.3 PCF) large enough to represent an infinite below surface volume to the gauge. 8. A High Moisture Calibration Block. Made of suitable material, which will produce a moisture reading of 839kg/m3 (52.4PCF). 1 ODOT TM 304(06) 9. Surface temperature measuring device, capable of a range from -100 C to 1500 C (00 to 3000 F) readable to 20 C (50 F). 10. Hot plate device consisting of an aluminum block, of adequate size, that fits on an electric hot plate mounted on a dolly. The electric hot plate requires a 120 volt, 60 hertz power source. Note: ODOT uses an aluminum block 41cm (16in) x 46cm (18in) x 16cm (6.3in). NUCLEAR DENSITY GAUGE PREPARATION 1. Gauge shall be placed in a temperature controlled area for no less than 4 hours, to assure component parts are at a room temperature of 160C (600F) to 240C (750F). 2. Turn the gauge on and allow it to warm up for a minimum of 10 minutes. 3. Place the Standard count block in the center of the middle calibration block. With the standard count block in this position, perform five standard counts in accordance with the manufacturer's guidelines. Record the standard counts on the Nuclear Density Gauge Calibration Check Sheet and, check that the variances between counts are within the manufacturer’s guidelines. If the variances between counts are within the manufacturer’s guidelines go to No 5. 4. If, the variances between counts are not within the manufacturer’s guidelines. 4.1 Continue performing standard counts in accordance with the manufacturer's guidelines. Record and check each standard count for compliance with manufacturer’s guidelines. No more than two additional standard counts should be performed. 4.2 If the manufacturer’s guidelines are met, go to No. 5. 4.3 If the manufacturer’s guidelines not are met within two additional standard counts or the additional standard counts continue to show variances outside the manufacturer’s guidelines, contact the gauge owner, inform them of the problem and arrange for the return of the gauge. . 5. Set the gauge to take one-minute counts. 2 ODOT TM 304(06) NUCLEAR DENSITY GAUGE HOT SUBSTRATE TEST 1. Plug in or turn on the heating device for the aluminum block. Heat the block to 850C +20C or 1850F +- 40F and check the temperature by using a surface thermometer. (Heating of the block usually takes 4 to 6 hours.) 2. With the gauge at room temperature of 160C (600F) to 240C (750F) and the block at 850C (1850F). Place the gauge on the block, immediately move the source into the backscatter position and start a one-minute count. 3. Record the first wet density in the “Initial Test” column of the Hot Substrate Test portion of the Nuclear Density Gauge Calibration Check Sheet and immediately start a second oneminute count. Continue taking one-minute counts and recording wet densities until there are a total of four. 4. Leave the gauge on the block for 10 minutes. 5. At the conclusion of the 10-minute waiting period, immediately start a one-minute count. Record the wet density in the “Final Test” column of the Hot Substrate Test portion of the Nuclear Calibration Check Sheet and immediately start a second one-minute count. Continue taking one-minute counts and recording wet densities until there is a total of four. Remove the gauge from the block to cool. 6. If, at anytime during the test, the gauge display fogs or becomes unreadable due to moisture, the gauge fails this test. Input no data on the Nuclear Density Gauge Calibration Check Sheet and put an explanation of why the gauge failed in the “Remarks” section, then sign and date the sheet. Contact the gauge owner and arrange for it’s return. A copy of the Nuclear Density Gauge Calibration Check Sheet shall be made available to the gauge owner. 7. Average the “Initial test” column and average the “Final test” column. Compare the Initial test average to the Final test average. If the averaged densities are within 16 kg/m3 (1.0 lbs/ft3) the gauge passes this test. If the averaged densities are not within 16 kg/m3 (1.0 lbs/ft3) the gauge fails. 8. If the results “Pass”, indicate the result on the Nuclear Density Gauge Calibration Check Sheet under “Hot Substrate Results”. Allow the gauge to cool to room temperature and then proceed with the calibration check. 9. If the results “Fail”, indicate the result on the Nuclear Density Gauge Calibration Check Sheet under “Hot Substrate Results”, then sign and date it. If an ODOT Quality Assurance Program Inspection Tag is currently on the gage, remove it from the gage and place it with Nuclear Density Gauge Calibration Check Sheet in your records. Inform the owner of the failure and arrange for the return of the gauge. A copy of the Nuclear Density Gauge Calibration Check Sheet shall be made available to the gauge owner. 3 ODOT TM 304(06) NUCLEAR DENSITY/MOISTURE GAUGE ANNUAL CHECK OF ACCURACY FOR GAUGES WITH INTERNAL COMPUTERS 1. The calibration blocks shall be located in accordance with the manufacturer's recommendations, and no other unshielded Nuclear gauge shall be within 15 meters (50 feet) during annual check of accuracy or calibration. An example of a the Nuclear Density Gauge Calibration Check sheet is enclosed with this procedure 2. Block Values used by ODOT. Back Scatter Low Density 1735 kg/m3(108.3 PCF) Medium Density 2161 kg/m3 (134.9PCF) High Density 2657 kg/m3 (165.9PCF) Direct Transmission 1717 kg/m3 (107.2PCF) 2140 kg/m3(133.6PCF) 2632 kg/m3 (164.3PCF) 3. With the gauge at room temperature 160C (600F) to 240C (750F). Locate the gauge on the Low-Density block so the edge of the gauge closes to the probe is 2.5cm (1 inch) from the edge of the transmission hole and the gauge is in the center of the block. The gauge shall not be placed on the block in such a manner so that it covers the transmission hole during backscatter reading. Move the handle into the backscatter position. Perform two one-minute counts and record the wet density results. 4. Repeat this process on the Medium and High Density blocks. 5. Locate the source rod in the 50mm(two inch) direct transmission position and seat in the transmission hole of the Low density block. Perform two one-minute counts and record the wet densities. 6. Repeat the counting and recording procedures for all depth increments to the maximum depth on the Low, Medium, and High Density Blocks. 7. Average each individual depth’s results and compare the averaged result with the respective block densities listed above. If this is an annual check then the averaged results must be within ± 16kg/m3 (1.0 lbs/ft3) on the low and Medium Density blocks and ± 24kg/m3 (1.5 lbs/ft3) on the High Density Block of the values given in No. 2 or the gauge fails and must be recalibrated, go to the Nuclear Density/Moisture Gauge Calibration Procedure section later in this chapter. If this is a check of a gauge recalibrated in accordance with the Nuclear Density/Moisture Gauge Calibration Procedure section then the results are all to be within the within ± 16kg/m3 (1.0 lbs/ft3) of the values given in No. 2 above. If the above parameters are met, continue to No. 8 below. If the above parameters are not met the gauge must be recalibrated in accordance with the Nuclear Density/Moisture Gauge Calibration Procedure section. 4 ODOT TM 304(06) 8. Place the gauge on the Low Density Block so as not to be influenced by the transmission hole. Move the handle into the backscatter position. Perform one fourminute count and record the moisture density. The moisture density must be within ± 8 kg/m3 (0.5 lbs/ft3) of 0 kg/m3 (0.0 lbs/ft3), if it is not the gauge must be recalibrated according to the Nuclear Density/Moisture Gauge Calibration Procedure section below. 9. Place the High Moisture Block on the High Density Block. Place the gauge on the High Moisture Block. Move the handle into the backscatter position. Perform one four-minute count and record the moisture density. The moisture density must be within ± 16 kg/m3 (1.0 lbs/ft3) of 839 kg/m3 (52.4 lbs/ft3), if is not the gauge must be recalibrated according to the Nuclear Density/Moisture Gauge Calibration Procedure section below. NUCLEAR DENSITY/MOISTURE GAUGE CALIBRATION AND CHECK FOR GAUGES THAT DO NOT HAVE INTERNAL CALIBRATION CAPABILITY The use of this type of gauge is rare, Contact ODOT for the appropriate procedure if required. NUCLEAR DENSITY/MOISTURE GAUGE CALIBRATION PROCEDURE 1. Gauges must have a new calibration performed if any of the parameters in section 5 are not met. An example of a recording sheet is enclosed with this procedure. 2. With the gauge at room temperature 160C (600F) to 240C (750F). Locate the gauge on the Low-Density block so as not to be influenced by the transmission hole. Move the handle into the backscatter position. Set the gauge to take four-minute counts and if applicable set to read in counts. Perform two four-minute counts and record the Density counts. 3. Repeat this process on the Medium and High Density blocks. Average the two counts for each individual block. 4. Locate the source rod in the 50mm (two inch) direct transmission position on the Low density block and seat in the transmission hole. Perform one four-minute count and record the depth and Density count for that depth. 5. Repeat the counting and recording procedures for all depth increments to the gauge’s maximum depth on all three blocks. 6. Input the data into NCAL or other calibration program in accordance with the programmer’s guidelines. 5 ODOT TM 304(06) Note: must use the averaged backscatter counts that have been rounded to the nearest whole number when entering into NCAL. Note: when counts are to large to enter into NCAL, all counts, including standard counts must be divided by ten. 7. Print out the new constants. 8. Before the new constants are entered into the gauge, record the constants currently being used by the gauge. 9. Input the new constants in the gauge in accordance with the manufacturer’s recommendations. 10. With the new constants in the gauge, the gauge must be checked for accuracy. Perform the accuracy check in accordance with the Nuclear Density/Moisture Gauge Annual Check of Accuracy for Gauges with Internal Computers section above. 11. For gauges calibrated by ODOT: 11.1 Upon successful completion of the accuracy check, record in a log the manufacturer and model of the gauge, the serial number, and the owner of the gauge. 11.2 Complete the Nuclear Density Gauge Calibration Check Sheet. Make a copy of the Check Sheet, which is to be kept with the gauge. 11.3 Contact the owner and arrange for the return of the gauge. GAUGES CALIBRATED BY OTHERS 1. All gages must be verified by ODOT in accordance with the Nuclear Density/Moisture Gauge Annual Check of Accuracy for Gauges with Internal Computers section above. 2. Upon successful verification by ODOT, record in a log the manufacturer and model of the gauge, the serial number, and the owner of the gauge. 3. A copy of the calibration and ODOT verification is to be kept with the gauge. 4. Arrange for the return of the gauge. 6 ODOT TM 304(06) REPORT Each work sheet shall include: • Manufacturer and model number of gauge • Serial number of gauge • Gauge owner • Date of calibration check • Name of technician performing calibration check • Block densities to the nearest 1 Kg/m3 or 0.1 lbs/ft3 • Moisture Block densities to the nearest 0.1 Kg/m3 or 0.1 lbs/ft3 • Gauge, wet density readings to the nearest 1 Kg/m3 or 0.1 lbs/ft3 • Moisture reading check to the nearest 0.1 Kg/m3 or 0.1 lbs/ft3 • Signature of technician performing calibration check FILE A file should be generated (electronic or paper) for each gauge checked. This file should at a minimum contain the following information: • Initial check documentation report Worksheet from the Report section above. • If calibration was performed: Initial check documentation report Generated Constants Check documentation report Worksheet from the Report section above The work sheets included with this test method are available in an Excel format. Contact the closes Quality Assurance Coordinator to your location. 7 ODOT TM 304(06) THIS PAGE INTENTIONALLY LEFT BLANK 8 ODOT TM 304(06) Nuclear Density Gauge Calibration Check ODOT TM304 MAKE: MODEL: DATE: GAUGE OWNER: SERIAL NO: HOT SUBSTRATE TEST @ 85 C + or - 2 C BS Four oneminute counts INITIAL TEST 1 2 3 4 AVE Kg/cu.m Wait Ten Minutes FINAL TEST 1 2 3 4 AVE Kg/cu.m RESULTS: DENSITY STANDARD: MOISTURE STANDARD: CALIBRATION CHECK Probe Depth BS 50 100 150 200 1734 1717 2161 2140 2658 2632 250 LOW BLOCK READINGS Average Readings MEDIUM BLOCK READINGS Average Readings HIGH BLOCK READINGS Average Readings LO BLOCK MOIST FOUR-MINUTE COUNT 0.0 Kg H2O (Kg) HI BLOCK MOIST FOUR-MINUTE COUNT RESULTS: New Calibration by ODOT? NOTES: SIGNATURE: RESULTS: YES NO 839.0 Kg H2O (Kg) 300 Nuclear Density Gauge Calibration Check ODOT TM304 MAKE: MODEL: DATE: SERIAL NO: GAUGE OWNER: HOT SUBSTRATE TEST @ 85 C + or - 2 C BS Four oneminute counts INITIAL TEST 1 2 3 4 AVE DENSITY STANDARD: MOISTURE STANDARD: Kg/cu.m 2650 2648 2671 2704 2668 Wait Ten Minutes 2826 693 2831 682 FINAL TEST 1 2 3 4 AVE Kg/cu.m 2673 2656 2657 2658 2661 2820 685 2829 690 2829 689 200 250 300 1714 1716 1715 PASS 1716 1730 1723 PASS 1715 1720 1718 PASS 2149 2148 2149 PASS 2139 2145 2142 PASS 2142 2144 2143 PASS 2650 2651 2651 FAIL 2633 2635 2634 PASS 2656 2655 2656 FAIL RESULTS: PASS CALIBRATION CHECK Probe Depth BS 50 100 150 LOW BLOCK READINGS Average Readings 1734 1745 1750 1748 PASS 1723 1725 1724 PASS 1726 1711 1719 PASS 1720 1719 1720 PASS MEDIUM BLOCK READINGS Average Readings 2161 2155 2153 2154 PASS 2128 2135 2132 PASS 2129 2130 2130 PASS 2135 2133 2134 PASS HIGH BLOCK READINGS Average Readings 2658 2645 2644 2645 PASS 2645 2628 2637 PASS 2639 2634 2637 PASS 2635 2638 2637 PASS LO BLOCK MOIST FOUR-MINUTE COUNT RESULTS: Calibrated by ODOT? NOTES: SIGNATURE: YES 1717 2140 2632 0.0 Kg H2O (Kg) 5.0 PASS X HI BLOCK MOIST FOUR-MINUTE COUNT RESULTS: NO 839.0 Kg H2O (Kg) 824.0 PASS 10/31/2007 OREGON DEPARTMENT OF TRANSPORTATION CALIBRATION DATA SHEET MAKE: CALIB. DATE: MODEL: TECHNICIAN: PAGE 5 SERIAL NUMBER: OWNER OF GAUGE: DENSITY STANDARD: Count BLOCK WT. MOISTURE STANDARD: Kg/m3 1734 Count Kg/m3 2161 Count Kg/m3 2658 1 2 4 Min A BS 1717 BLOCK WT. 50 100 150 200 250 300 2140 2632 4Min 4Min 4Min 4Min 4Min 4Min LO BLOCK MOISTURE FOUR-MINUTE COUNT: CAL. CHANGE HI BLOCK MOISTURE FOUR-MINUTE COUNT: RECALIBRATE GAUGE DATA SIGNATURE \ DATE:_________________________________ Recalibrate TM304_Tables.xls MAKE: CALIB. DATE: MODEL: TECHNICIAN: SERIAL NUMBER: OWNER OF GAUGE: DENSITY STANDARD: Count BLOCK WT. 1 2 4 Min A BS 4Min 4Min 4Min 4Min Kg/m3 1734 8721 8670 8696 MOISTURE STANDARD: Count 52609 46386 32499 20580 Count Kg/m3 2658 4847 4817 4832 2140 35916 29489 19261 11205 689 2632 23503 17719 10657 5933 4Min 4Min LO BLOCK MOISTURE FOUR-MINUTE COUNT: x Kg/m3 2161 6547 6545 6546 1717 BLOCK WT. 50 100 150 200 250 300 2829 CAL. CHANGE 744.0 HI BLOCK MOISTURE FOUR-MINUTE COUNT: RECALIBRATE GAUGE DATA SIGNATURE \ DATE:_________________________________ Recalibrate 12601.0 Nuclear Density Gauge Calibration Check ODOT TM304 MAKE: MODEL: DATE: GAUGE OWNER: SERIAL NO: HOT SUBSTRATE TEST @ 185 F + or - 4 F BS Four oneminute counts INITIAL TEST 1 2 3 4 AVE Lb/cu.Ft Wait Ten Minutes FINAL TEST 1 2 3 4 AVE Lb/cu.Ft RESULTS: DENSITY STANDARD: MOISTURE STANDARD: CALIBRATION CHECK Probe Depth BS 2 4 6 8 108.3 107.2 134.9 133.6 165.9 164.3 10 LOW BLOCK READINGS Average Readings MEDIUM BLOCK READINGS Average Readings HIGH BLOCK READINGS Average Readings LO BLOCK MOIST FOUR-MINUTE COUNT 0.0 Lb H2O (Lb) HI BLOCK MOIST FOUR-MINUTE COUNT RESULTS: New Calibration by ODOT? RESULTS: YES NO NOTES: SIGNATURE: DATE: 52.4 Lb H2O (Lb) 12 Nuclear Density Gauge Calibration Check ODOT TM304 MAKE: MODEL: DATE: GAUGE OWNER: SERIAL NO: HOT SUBSTRATE TEST @ 185 F + or - 4 F BS Four oneminute counts INITIAL TEST 1 2 3 4 AVE DENSITY STANDARD: MOISTURE STANDARD: Lb/cu.Ft 165.4 165.3 166.7 168.8 166.6 2826.0 693 Wait Ten Minutes 2831.0 682.0 FINAL TEST 1 2 3 4 AVE Lb/cu.Ft 166.9 165.8 165.9 165.9 166.1 2820.0 685.0 2829.0 690.0 2829.0 689.0 8 10 12 RESULTS: PASS CALIBRATION CHECK Probe Depth BS 2 4 6 LOW BLOCK READINGS Average Readings 108.3 108.9 109.2 109.1 PASS 107.6 107.7 107.7 PASS 107.8 106.8 107.3 PASS 107.4 107.3 107.4 PASS 107.2 107.0 107.1 107.1 PASS 107.1 108.0 107.6 PASS 107.0 107.3 107.2 PASS MEDIUM BLOCK READINGS Average Readings 134.9 134.5 134.4 134.5 PASS 132.8 133.3 133.1 PASS 132.8 132.9 132.9 PASS 133.3 133.1 133.2 PASS 133.6 134.1 134.0 134.1 PASS 133.5 133.9 133.7 PASS 133.7 133.8 133.8 PASS HIGH BLOCK READINGS Average Readings 165.9 165.1 165.0 165.1 PASS 165.1 164.1 164.6 PASS 164.7 164.4 164.6 PASS 164.4 164.7 164.6 PASS 164.3 165.0 165.1 165.1 PASS 164.4 165.5 165.0 PASS 165.8 165.7 165.8 FAIL LO BLOCK MOIST FOUR-MINUTE COUNT RESULTS: New Calibration by ODOT? 0.0 Lb H2O (Lb) 0.3 PASS YES HI BLOCK MOIST FOUR-MINUTE COUNT RESULTS: X NO NOTES: SIGNATURE: DATE: 52.4 Lb H2O (Lb) 51.4 PASS MAKE: CALIB. DATE: MODEL: TECHNICIAN: SERIAL NUMBER: OWNER OF GAUGE: DENSITY STANDARD: Count BLOCK WT. MOISTURE STANDARD: Lb/Ft3 108.3 Count Lb/Ft3 134.9 Count Lb/Ft3 165.9 1 BS 2 4 Min A 107.2 BLOCK WT. 2 4 6 8 10 12 133.6 164.3 4Min 4Min 4Min 4Min 4Min 4Min LO BLOCK MOISTURE FOUR-MINUTE COUNT: CAL. CHANGE HI BLOCK MOISTURE FOUR-MINUTE COUNT: Calibration Data SIGNATURE \ DATE:_________________________________ Recalibrate MAKE: CALIB. DATE: MODEL: TECHNICIAN: SERIAL NUMBER: OWNER OF GAUGE: DENSITY STANDARD: Count BLOCK WT. 1 2 4 Min A BS 4Min 4Min 4Min 4Min Lb/Ft3 108.3 8721 8670 8696 Count Lb/Ft3 134.9 6547 6545 6546 52609 46386 32499 20580 Count Lb/Ft3 165.9 4847 4817 4832 133.6 35916 29489 19261 11205 689 164.3 23503 17719 10657 5933 4Min 4Min LO BLOCK MOISTURE FOUR-MINUTE COUNT: X MOISTURE STANDARD: 107.2 BLOCK WT. 2 4 6 8 10 12 2829 CAL. CHANGE 744.0 HI BLOCK MOISTURE FOUR-MINUTE COUNT: Calibration Data SIGNATURE \ DATE:_________________________________ Recalibrate 12601.0 ODOT TM 305 Method of Test For CALCULATING THE MOVING AVERAGE MAXIMUM DENSITY (MAMD) SCOPE This method establishes the procedure for calculating the Moving Average Maximum Density (MAMD). The MAMD is the reference density used in conjunction with density readings from a nuclear gauge to determine the percent compaction for comparing with required specification limits. DEFINITIONS Gmm - Maximum theoretical or “rice” specific gravity determined according to AASHTO T 209. If the “dryback” procedure in AASHTO T 209 is required or specified for determining the rice values for a JMF, then the “dryback” rice shall be used for MAMD calculation. Maximum Density Test (MDT) - Maximum density for the mixture calculated according to the following: MDT (Metric) = Gmm x 1000 kg/m3 MDT (English) = Gmm x 62.4 lb/ft3 PROCEDURE 1. Determine the MDT for the first sublot produced each day. A minimum of one MDT is required each day of production, even if no random sublot sample is obtained. For production days when the first random sublot sample will not occur until late in the shift, a separate sample for MDT may be obtained early in the shift. Note the purpose of the sample on project documentation. All provisions of this procedure and AASHTO T 209 still apply to a non-sublot sample MDT. 2. AASHTO T 209 is required for each sublot, however, for purposes of calculating the MAMD, use only the MDT from the first sublot produced each day. 3. If a MDT result varies more than 20 kg/m3 (1.3 lb/ft3 ) from the previous MAMD, obtain another sample and determine a new Gmm. Calculate the MDT. If the second MDT is closer to the previous MAMD than the first MDT, use it. If not, use the first MDT. 1 ODOT TM 305(04) 4. Any MDT representing rejected materials will not be included in the MAMD calculation. Obtain a sample representing nonrejected material to determine the daily MDT. 5. Calculate the MAMD as follows: 5.1 The initial MAMD is the MDT for the first production day. 5.2 The next MAMD is the average of the MDT’s from the first two production days. 5.3 The next MAMD is the average of the MDT’s from the first three production days. 5.4 The next MAMD is the average of the MDT’s from the first four production days. 5.5 For the fifth day, the MAMD is the average of the MDT’s for the first 5 production days. 5.6 For future production days, the MAMD is the average of the MDT for that day and the MDT’s from the previous 4 production days. 6. A new MAMD must be started when a new JMF is used. A JMF adjustment is not considered a new JMF. 7. A change in Lots due to a change in the minimum required compaction or due to a change in the test procedure used to determine asphalt content does not require a new MAMD calculation to be started. REPORT Report MAMD to the nearest whole kg/m3 (nearest 0.1 lb/ft3). Document MAMD calculations on Form 734-2050 2 ODOT TM 305(04) EXAMPLE METRIC MDT Date 8/1/02 8/2/02 8/3/02 8/4/02 8/5/02 8/8/02 MDT 2696 2676 2668 2652* 2665** 2662 2660 MAMD 2696 2686 2680 2676 2673 2666 * MDT is more than 20 kg/ m3 (2680-2652=28) from the last MAMD. Another MDT test is required. ** 2665 is closer to the previous MAMD(2680) than 2652, therefore 2665 is used to calculate the MAMD. ENGLISH MDT Date 8/1/02 8/2/02 8/3/02 8/4/02 8/5/02 8/8/02 MDT 168.3 167.0 166.5 165.5* 166.4** 166.2 166.0 MAMD 168.3 167.7 167.3 167.1 166.9 166.4 * MDT is more than 1.3 lb/ft3 (167.3-165.5 = 1.8) from the last MAMD. Another MDT test is required. ** 166.4 is closer to the previous MAMD(167.3) than 165.5, therefore 166.4 is used to calculate the MAMD. 3 ODOT TM 305(04) THIS PAGE INTENTIONALLY LEFT BLANK 4 ODOT TM 305(04) ODOT TM 306 Method of Test For PERFORMING A CONTROL STRIP FOR HMAC PAVEMENT SCOPE A control strip is a field procedure, which provides data to establish roller patterns, which will achieve a maximum density. The method is designed to use the same compaction equipment and materials throughout the project. Changes in materials, compaction equipment, or weather conditions, may require a new roller pattern or verification of the adequacy of the roller pattern being used. This procedure is used to determine the optimum rolling pattern for HMAC. DEFINITIONS In-Place Density - The density of the compacted bituminous mixture as it exists in the pavement. The in-place density will be determined, in accordance with WAQTC TM 8, using a Nuclear Moisture-Density Gauge unless otherwise specified. Control Strip Length – This is equal to the length of the rolling pattern being used for compaction of a section of pavement that has been placed to the specified width and thickness. Maximum length shall not exceed 150 m (500’). Initial Point - A testing point selected within the control strip and used to determine the increasing in-place densities of the pavement with successive roller passes. Roller Pass - The passing of a roller over an area (roller width) one time. Roller Coverage - The rolling of the entire width of pavement one time, including roller overlaps. Breakdown Rolling - The first roller coverages on the mixture after it is placed. Intermediate Rolling - All rolling following the breakdown rolling, until the temperature of the mixture cools to a temperature at which it can be finish rolled.. Finish Rolling - All rolling after the intermediate rolling that is required to bring the mixture to a smooth surface and remove any roller marks. 1 ODOT TM 306(05) APPARATUS 1. A nuclear density gauge meeting the apparatus requirements of TM-8. 2. Transport case for properly shipping and housing the gauge and tools. 3. Instruction manuals for the specific make and model of the gauge. 4. Filler material and tools to process the filler material. 5. A suitable thermometer for measuring the temperature of the paved surface. PERFORMING CONTROL STRIP 1. A control strip shall be constructed when required by the specifications and within the first 200 Mg (200 ton)of production unless otherwise approved by the Engineer. If a uniform rolling pattern cannot be established in a reasonable manner to complete a control strip the first day of placing HMAC, contact the Engineer. 2. The control strip shall meet the following conditions: • • • • • Match the length of the rolling pattern with a maximum length of 150 m (500 ft) Part of the roadway Placed to the specified width and thickness of roadway design Composed of the same materials as the rest of the lift Compacted with the same equipment as the rest of the lift 3. An Initial Point is selected within the control strip. The initial point must be at least 15m (50 ft) from either end of the control strip, no closer than 0.6m (2 ft) from the edge of the control strip, and in an area that is representative of the overall material and condition of the control strip. 4. After each roller pass over the initial point the nuclear gauge is used in the backscatter position to determine the in-place density, with a 15 second count. The un-sanded initial point is carefully marked so that subsequent tests are made in exactly the same position and location. 5. For each roller used and each pass over the initial point record the type of roller, surface temperature, density in-place (15 second reading), direction of travel, and whether vibratory or static mode. The information is recorded on the Control Strip Method of Compaction Testing, Form 734-2084. 6. Continue compaction and testing after each roller pass, until the density readings taken at the initial point do not increase. (The density readings may decrease or level off to indicate this.) 2 ODOT TM 306(05) 7. The density of the initial point is then tested according to WAQTC TM 8. The density readings are recorded. 7.1 If the density of the initial point meets the minimum specified density continue with step 8. For Control Strips constructed at the beginning of production of a JMF, use the MDT from the JMF until the first MDT from produced mix is available. Use the first MDT from produced mix as the MAMD (per ODOT TM 305) after it is available. Control Strips constructed at all other times, use the current MAMD. 7.2 If the initial point does not meet minimum specified density, adjustments to the rolling pattern or compaction equipment must be made. After the adjustments have been made, a new control strip area is selected and tested starting with step 1. 8. Select five test locations at random stations within the control strip (Random Stations per Form 734-1972 or other approved method). The transverse locations shall be at: • • • • • 0.3 m (1 ft) from left edge of panel Midpoint of left half of panel Center of panel Midpoint of right half of panel 0.3 m (1 ft) from right edge of panel Test the five random locations according to WAQTC TM 8. The initial point shall not be used as one of the five random tests. The results of the density tests are recorded to the nearest kg/m3 .or 0.1 #/cf. 9. The Control Strip is valid only if the following conditions are met: 9.1 The individual densities of the five random test locations from Step 8 are within ±1.5 % of the average compaction of the five random tests. 9.2 The average density of the five random test locations is no less than the minimum specified compaction required. 10. Immediately inform the CAT II of the results of the control strip. If any of the density test locations are over 95% compaction (based on MAMD) inform the Project Manager or designated representative and the paving contractor’s representative. 11. Any points used to develop the control strip are not allowed to be used as sublot quality control/acceptance tests. REPORT The report shall be made on the Control Strip Method of Compaction Testing, Form 734-2084. 3 ODOT TM 306(05) THIS PAGE INTENTIONALLY LEFT BLANK 4 ODOT TM 306(05) ODOT TM 321 (Metric) Method of Test for ASPHALT CONTENT OF BITUMINOUS MIXTURES BY PLANT RECORDATION SCOPE This method contains the procedures for determining the asphalt content, RAP content, lime content, mineral filler content, fiber content, and liquid additive content of HMAC and EAC mixtures produced by batch, drum, or other acceptable mixing plants. Use of this method is contingent on consistent agreement between the plant recording equipment (meters and/or scales) and a physical inventory of the materials used. If the agreement between the inventory and plant recording equipment does not exist, the inventory data will be used to adjust the recordation data for acceptance. SIGNIFICANCE AND USE This method can be used to determine the asphalt content of a mixture at any point in time for determining the acceptance of a product and to determine partial payment for the product. It can be applied to batch, drum, or other acceptable plants and for all asphalt mixture constituents, including percent of RAP, percent of Lime, percent of mineral filler, percent of fiber, percent of liquid additive, and any other additives. PROCEDURES 1. HMAC WITHOUT RAP - DRUM PLANTS 1.1 General The quantity of dry aggregate (after adding lime, if appropriate) as measured by the belt scale and the amount of asphalt as measured by the plant meter system for a predetermined period of time are used to determine the percentage of asphalt being added to the mixture. The quantity of lime, mineral filler, fibers, liquid additive, or any other additive as measured by an appropriate meter for a predetermined period of time are used to determine the percentage of the appropriate constituent in the mixture. For Commercial HMAC Plants where the procedures described herein are deemed impractical the following process shall be used: 1 ODOT TM 321(05M) a) The HMAC supplier will submit, in writing, a plan for verifying and documenting calibration of all appropriate meters on a daily basis. b) The Engineer and Region Quality Assurance Coordinator shall review, work with the supplier to modify if necessary, and approve the proposed plan. c) The supplier will perform the agreed upon process for ODOT contracts. 1.2 Plant Calibration 1.2.1 Standard Drum Plants Calibrate the plant aggregate belt scales, asphalt meter, and any other scales or meters according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the asphalt plant for review by the Engineer. Recalibrate the plant when the comparison of the recordation data and plant inventory is outside the limits established in this procedure. 1.2.2 Drum Plants Equipped with Calibration Tank on Load Cells Plants that have the capability of producing for short periods of time from a calibration tank which can be weighed using load cells or a scale are not required to conduct the meter calibration in ODOT TM 322. Calibrate the weighing device using the standard required for plant scale calibration. 1.2.3 Storage of Mixture in Silo’s Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 1.3 Daily Total Requirements 1.3.1 Belt Scale and Meter Totalizers Record the asphalt, aggregate, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive (if appropriate), or any other additive totalizer readings at the beginning and the end of each days production. Record the plant setting for aggregate moisture used throughout the day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. 2 ODOT TM 321(05M) 1.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 1.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no asphalt coating and 50% will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 1.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 1.3.2.1 and enter the new value in the appropriate location on form 734-2401. 1.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from 1.3.2.1 and 1.3.2.2, the average asphalt content calculated for the day from box “U” on form 734-2401, and the average mix moisture for the day from box “e” on Form 734-2401. The “mix waste” will need to be converted to “dry mix waste” before calculating the waste liquid asphalt. Convert “mix waste” to “dry mix waste” with the following formula: (wet “mix waste”) 1 + (Average Mix Moisture Content, Percent/100) Calculate waste liquid asphalt according to the following: ⎡ AverageAsphaltContent , percent ⎤ Dry" mixwaste"×⎢ ⎥⎦ 100 ⎣ Enter the waste liquid asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 3 ODOT TM 321(05M) 1.3.3 Asphalt Content by Meters Calculate the percent asphalt by meters for the day’s production according to the following formula: (Weight of Asphalt) x 100 (Wt. of Asphalt) + (“Actual Dry” Weight of Aggregate) – “Uncoated Agg Waste” Calculate the “Actual Dry” weight of aggregate using the daily totalizer reading for the aggregate, plant aggregate moisture setting, and average of the sublot cold feed moisture tests for the day using the process described in Section 1.4.3. “Uncoated Agg Waste” is waste generated start ups and shut downs. 1.3.4 Total “Dry” Material Weighed by Meters Determine the total weight of “dry” material weighed by the meters for the day’s production using the following formula: (Wt. of Asphalt) + (“Actual Dry” Wt of Aggregate) Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 1.4 Sublot Requirements 1.4.1 Determine the moisture content of the combined aggregate from the cold feeds according to AASHTO T 255 for each sublot. 1.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt, aggregate, lime(if appropriate), mineral filler(if appropriate), fiber(if appropriate), liquid additive(if appropriate), or any other additive used for a period of 15 ±2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used during the selected time period. 1.4.3 Determine the “actual dry” weight of aggregate according to the following: 4 ODOT TM 321(05M) 1.4.3.1 Convert “dry” weight of aggregate as measured by the plant to “actual wet” weight using the following formula: ⎡ PlantMoistureSetting , percent ⎤ Plant" Dry"Weight × ⎢1 + ⎥⎦ 100 ⎣ Example: Plant “Dry” Weight of Aggregate = Plant Moisture Setting, % = 163.4 Mg 3.2 ⎡ 3.2 ⎤ “Actual Wet” Weight of Aggregate = 163.4 × ⎢1 + ⎥ = 168.6 Mg ⎣ 100 ⎦ 1.4.3.2 Convert “Actual Wet” weight of aggregate to “Actual Dry” weight of aggregate using the following formula: (“Actual Wet” Weight of Aggregate) 1 + (Sublot Aggregate Moisture Content, Percent/100) Example: “Actual Wet” Weight of Aggregate = Sublot Aggregate Moisture Content, % = 3.6 “Actual Dry” Weight of Aggregate = 1.4.2 168.6 Mg 168.6 168.6 = = 162.7 Mg 1 + (3.6 / 100) 1.036 Determine the volume of asphalt used for a base temperature of 15.6°C by multiplying the liters from the meter by the appropriate temperature correction factor from the attached table 2.8. Example: Liters of Asphalt = Temperature, C = Correction Factor = 10351.4 154 0.9154 Liters of Asphalt at 15.6°C = 10351.4 x 0.9154 = 9475.7 Note: Some plant meters measure the quantity of asphalt directly in mass. If this is the case, skip Sections 1.4.4 and 1.4.5 and proceed directly to Section 1.4.6. 5 ODOT TM 321(05M) 1.4.3 Convert liters of asphalt at 15.6°C to mass (Mg) using the following formula: (liters of Asphalt at 15.6°C) x (Asphalt Specific Gravity at 15.6°C) 1000 liters/Mg Example: Volume of Asphalt at 15.6°C = Asphalt Specific Gravity at 15.6°C = Weight of Asphalt = 9475.7 liters 1.027 9475.7 x1.027 = 9.73 Mg 1000 Calculate the percent asphalt content using the following formula: (Weight of Asphalt) x 100 (Wt. of Asphalt) + (“Actual Dry” Weight of Aggregate) Example: Weight of Asphalt = 9.73 Mg “Actual Dry” Weight of Aggregate = 162.7 Mg Asphalt Content, % = 9.73x100 = 5.64 9.73 + 162.7 Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 1.4.7 If appropriate, calculate the percent lime using the following formula: (Weight of Lime) x 100 (“Actual Dry” Weight of Aggregate) - (Weight of Lime) Note: The percent of lime is based on dry weight of virgin aggregate only. The “Actual Dry” Weight of Aggregate in the above equation would not include any mineral filler or fibers 1.4.8 When applicable, calculate the percent mineral filler, percent fibers, and/or percent liquid additive using the particular plant configuration and meter set up as necessary to compare the appropriate percentages with the job mix formula requirements. 6 ODOT TM 321(05M) 1.5 Asphalt Content Determination for Drum Plants Equipped with Calibration Tank on Load Cells or Scale Follow the procedures given above in Section 1.4 except items 1.4.4 and 1.4.5 are deleted and the direct readout of the Mg of asphalt used from the calibrated tank is entered into Section 1.4.6. 1.6 Asphalt Content by Inventory 1.6.1 Liquid Asphalt on Hand Determine the liters of asphalt on hand in the tanks prior to the start of production. Convert the liters at tank temperature to weight (Mg) at 15.6°C using the formulas in Section 1.4.4 and 1.4.5. 1.6.2 Liquid Asphalt Delivered Total the weight of liquid asphalt delivered to the asphalt plant for the production day. It is recommended that each transport be weighed prior to and after unloading to verify the actual delivered weight. 1.6.3 Liquid Asphalt Used Add the weight of liquid asphalt on hand at the beginning of the day to the weight of liquid asphalt delivered and subtract the weight of liquid asphalt on hand at the end of the day. The answer gives the quantity of liquid asphalt used that day based on inventory. Reduce this amount by the quantity of liquid asphalt that was removed from the tank and did not enter the plant. This could include liquid asphalt removed for tack or other purposes. Example: Weight of Asphalt on Hand at Start of Production = Weight of Asphalt Delivered During Day = Weight of Asphalt on Hand at End of Production = 96.40 Mg 124.80 Mg 61.40 Mg Weight of Asphalt Used = 96.4 + 124.8 - 61.4 = 159.80 Mg 7 ODOT TM 321(05M) 1.6.4 Total Mixture Produced by Inventory 1.6.4.1 Total “Coated Wet” Mixture Produced Determine the total weight of “coated wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” determined from sections 1.3.2.1 and 1.3.2.2. Calculate the total “coated wet” mixture produced using the following formula: Total “Coated Wet” Mixture = Weight from Invoices + “Mix Waste” 1.6.4.2 Total “Coated Dry” Mixture Produced Determine the total weight of “coated dry” mixture produced during the day using the following formula: (Total “Coated Wet” Weight of Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Coated Wet” Weight of Mixture = 2675.00 Mg Average Mixture Moisture Content, % = 0.42 Total “Coated Dry” Weight of Mixture = 2675.0 = 2663.80Mg 1 + (0.42 / 100) 1.6.4.3 Asphalt Content by Inventory Determine the percent asphalt content by inventory of the mixture by the following formula: (Liquid Asphalt Used) x 100 (Total “Coated Dry” Weight of Mixture) Example: Liquid Asphalt Used = 159.80 Mg Total “Coated Dry” Weight of Mixture = 2663.80 Mg Asphalt Content by Inventory, % = 159.80 x100 = 6.00 2663.80 1.6.4.4 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” and “uncoated aggregate 8 ODOT TM 321(05M) waste” determined from sections 1.3.2.1 and 1.3.2.2. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Wt from Invoices + “Mix Waste” + “Uncoated Aggregate Waste” 1.6.4.5 Total “Dry” Mixture Produced Determine the total weight of dry mixture produced during the day using the following formula: (Total “Wet” Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Wet” Weight of Mixture = 2675.00 Mg Average Mixture Moisture Content, % = 0.42 Total “Dry” Weight of Mixture = 1.7 2675.0 = 2663.80 Mg 1 + (0.42 / 100) HMAC Recordation System Verification On a daily basis compare the percent asphalt content from the daily total meter data from Section 1.3.3 to the percent asphalt content determined by the inventory method from Section 1.6.4.3. If the difference exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content for each sublot used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. Calculate the asphalt content correction value (difference) from the following formula: Asphalt Content Correction, % = Asphalt Content by Inventory, % - Asphalt Content by Meter, % If Asphalt Content Correction Difference (%) ≤ ±0.20%, then Correction = 0.0% If Asphalt Content Correction Difference (%) > ±0.20%, then adjust sublot asphalt content values according to: Adjusted Asphalt Content for Sublot n, % = Asphalt Content for Sublot n by meter, % + Asphalt Content Correction, % 9 ODOT TM 321(05M) Example: Asphalt Content by Daily Inventory, % = 6.00 Asphalt Content by Daily Meter, % = 5.68 Asphalt Content by Sublots for the Daily Production: Sublot 2-11 Sublot 2-12 Sublot 2-13 5.64% 5.67% 5.71% Asphalt Content Correction, % = 6.00 – 5.68 = +0.32 Difference +0.32% > ±0.20%, therefore apply correction to daily sublots Adjusted Sublot Asphalt Contents: Sublot 2-11 Sublot 2-12 Sublot 2-13 5.64% + 0.32% = 5.96% 5.67% + 0.32% = 5.99% 5.71% + 0.32% = 6.03% In addition, on a daily basis compare the total “dry weight” of materials measured by the plant meters from Section 1.3.4 with the total “dry” weight of mixture from Section 1.6.4.5 according to the equation below. If the difference exceeds ±1.0 percent, recalibrate the plant. The Engineer may waive this requirement for small production days where less than 1000 Mg is produced. (Total Dry Weight of Materials from Meters – Total “Dry” Mixture) x 100 Total “Dry” Mixture If the ±1.0% tolerance is exceeded, perform a second calculation comparing weight of asphalt as measured by the asphalt meter to the weight of asphalt used by inventory according to the equation below (Line W on Form 2401). If the difference is less than or equal to ±0.5%, then the asphalt meter is in calibration and only the belt scales need to be recalibrated. If the difference exceeds ±0.5%, then all meters and scales need recalibration. (Total Weight of Asphalt from Meters – Total Weight of Asphalt by Inventory) x 100 Total Weight of Asphalt by Inventory 2. HMAC WITH RAP - DRUM PLANTS 2.1 General The quantity of dry aggregate (after adding lime, if appropriate) and dry RAP as measured by the belt scales, the amount of asphalt as measured by the plant meter system, and the quantity of lime, mineral filler, fibers, liquid additive, or any other additive as measured by an appropriate meter for a predetermined 10 ODOT TM 321(05M) period of time are used to determine the percentage of the appropriate constituent in the mixture. The intent of the procedure presented in this section is to verify calibration of the RAP, lime, mineral filler, or fiber meters on a daily basis. For Commercial HMAC Plants where the procedures described herein are deemed impractical the following process shall be used: a) b) c) The HMAC supplier will submit, in writing, a plan for verifying and documenting calibration of all appropriate meters on a daily basis. The Engineer and Region Quality Assurance Coordinator shall review, work with the supplier to modify if necessary, and approve the proposed plan. The supplier will perform the agreed upon process for ODOT contracts. Note: ODOT TM 321 is not currently an approved procedure for measuring asphalt content of HMAC with RAP for acceptance and payment. 2.2 Plant Calibration 2.2.1 Standard Drum Plants Calibrate the plant aggregate belt scales, RAP belt scales, asphalt meter, and any other meters according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the asphalt plant for review by the Engineer. 2.2.2 Drum Plants Equipped with Calibration Tank on Load Cells Plants that have the capability of producing for short periods of time from a calibration tank which can be weighed using load cells or a scale are not required to conduct the meter calibration in ODOT TM 322. Calibrate the weighing device using the standard required for plant scale calibration. 2.2.3 Storage of Mixture in Silo’s Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 11 ODOT TM 321(05M) 2.3 Daily Total Requirements 2.3.1 Belt Scale and Meter Totalizers Record the asphalt, aggregate, RAP, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive (if appropriate), or any other additive totalizer readings at the beginning and the end of each days production. For commercial plants making multiple runs during a day, this data shall be recorded for each run and summed up at the end of the day. Record the plant settings for aggregate moisture and the RAP moisture used throughout the day. Document this information on form 734-2401. 2.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 2.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no asphalt coating and 50% will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 2.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 2.3.2.1 and enter the new value in the appropriate location on form 734-2401. 2.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from 2.3.2.1 and 2.3.2.2, the average asphalt content calculated for the day from box “U” on form 734-2401, and the average mix moisture for the day from box “e” on Form 734-2401. The “mix waste” will need to be converted to “dry mix waste” before calculating the waste liquid asphalt. Convert “mix waste” to “dry mix waste” with the following formula: (wet “mix waste”) 1 + (Average Mix Moisture Content, Percent/100) Calculate waste liquid asphalt according to the following: 12 ODOT TM 321(05M) ⎡ AverageAsphaltContent , percent ⎤ Dry" mixwaste"×⎢ ⎥⎦ 100 ⎣ Enter the waste liquid asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 2.3.3 Total “Dry” Material Weighed by Meters Determine the total weight of “dry” material weighed by the meters for the day’s production using the following formula: (Wt. of Asphalt) + (“Actual Dry” Wt of Aggregate) + (“Actual Dry” Wt of RAP) Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 2.4 Sublot Requirements 2.4.1 Determine the moisture content of the combined aggregate from the cold feeds and the moisture content from the RAP cold feed according to AASHTO T 255 for each sublot. 2.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt, aggregate, RAP, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive (if appropriate), or any other additive used for a period of 15 ± 2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used for the selected time period. 2.4.3 Determine the actual dry weight of aggregate according to the formulas given in Sections 1.4.3.1 and 1.4.3.2: 2.4.4 Determine the actual dry weight of RAP according to the formulas given in Sections 1.4.3.1 and 1.4.3.2 using weights of RAP in place of the weights of aggregate: 2.4.5 Determine the weight of asphalt used according to Sections 1.4.4 and 1.4.5. 13 ODOT TM 321(05M) 2.4.6 Calculate the percent RAP using the following formula: (“Actual Dry” Weight of RAP) x 100 (“Actual Dry” Weight of RAP) + (“Actual Dry” Weight of Aggregate) 2.4.7 If appropriate, calculate the percent lime using the following formula: (Weight of Lime) x 100 (“Actual Dry” Weight of Aggregate) - (Weight of Lime) 2.4.8 When applicable, calculate the percent mineral filler, percent fibers, and/or percent liquid additive using the particular plant configuration and meter set up as necessary to compare the appropriate percentages with the job mix formula requirements. 2.5 Total Mixture Produced by Inventory 2.5.1 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” and “uncoated aggregate waste’ determined from sections 2.3.2.1 and 2.3.2.2. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Wt from Invoices + “Mix Waste” + “Uncoated Aggregate Waste” 2.5.2 Total “Dry” Mixture Produced Determine the total weight of dry mixture produced during the day using the following formula: (Total “Wet” Weight of Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Wet” Weight of Mixture = 2675.00 Mg Average Mixture Moisture Content, % = 0.42 Total “Dry” Weight of Mixture = 14 2675.0 = 2663.80 Mg 1 + (0.42 / 100) ODOT TM 321(05M) 2.6 HMAC Recordation System Verification On a daily basis compare the total “dry weight” of materials measured by the plant meters from Section 2.3.3 with the total “dry” weight of mixture from Section 2.5.2 according to the equation below. If the difference exceeds ±1.0 percent, recalibrate the plant. The Engineer may waive this requirement for small production days where less than 1000 Mg is produced. (Total Dry Weight of Materials from Meters – Total “Dry” Weight of Mixture) x 100 Total “Dry” Weight of Mixture If the ±1.0% tolerance is exceeded, perform a second calculation comparing weight of asphalt as measured by the asphalt meter to the weight of asphalt used by inventory according to the equation below (Line W on Form 2401). If the difference is less than or equal to ±0.5%, then the asphalt meter is in calibration and only the belt scales need to be recalibrated. If the difference exceeds ±0.5%, then all meters and scales need recalibration. (Total Weight of Asphalt from Meters – Total Weight of Asphalt by Inventory) x 100 Total Weight of Asphalt by Inventory 3. HMAC BATCH PLANTS 3.1 General The weights of aggregate and asphalt from a series of batches are used to determine the percentage of asphalt being added to the mixture. The weights of RAP, lime, mineral filler, fibers, or other additives from a series of batches are used to determine the respective percentages added to the mixture, if appropriate. 3.2 Plant Calibration 3.2.1 Plant Scales Calibrate the plant scales according to procedures approved by the Engineer. Recalibrate the scales as necessary and when the recordation verification system requires. 15 ODOT TM 321(05M) 3.2.2 Storage of Mixture in Silo’s Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 3.3 Asphalt Content Determination for Batch Plants 3.3.1 Determine the total weight of asphalt, aggregate, RAP (if appropriate), mineral filler (if appropriate), fibers (if appropriate), and lime (if appropriate) used in the mixture by accumulating the batch weights for the production day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. Reduce the quantity of asphalt, aggregate, RAP, and lime as appropriate by the quantity of material which was measured by the plant and did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 3.3.2 For each asphalt content determination as required by the acceptance program random number sampling schedule, accumulate the total quantity of asphalt, aggregate, RAP(if appropriate), and lime(if appropriate) used for 15 ±2 consecutive batches. 3.3.3 Determine the weight of dry aggregate and dry RAP (if appropriate) by using the following formula: (Total Weight of Aggregate) 1 + (Mixture Moisture Content, Percent/100) Example: Weight of Wet Aggregate = Mix Moisture Content, % = Weight of Dry Aggregate = 151.6 Mg 0.42 151.6 151.6 = = 150.97 Mg 1 + (0.42 / 100) 1.0042 3.3.4 Calculate the percent asphalt content using the formula in Section 1.4.6. Calculate the percent RAP and percent lime, if appropriate, using the formulas in Sections 2.4.6 and 2.4.7 respectively. 3.4 HMAC Recordation System Verification On a daily basis compare the percent asphalt content from the daily accumulated scale data to the percent asphalt content determined by the HMAC inventory method using the formulas in Section 1.6.4. If the difference 16 ODOT TM 321(05M) exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. 4. EAC PLANTS 4.1 General The quantity of dry aggregate, as measured by the belt scale, and the amount of emulsified asphalt measured by the plant metering system for a predetermined period of time are used to determine the percentage of emulsified asphalt being added to the dry aggregates. Minor variations will be allowed in this method for a particular type of plant operation as appropriate with the approval of the Engineer. 4.2 Plant Calibration Calibrate the plant aggregate belt scales and asphalt meter according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the EAC plant for review by the Engineer. Recalibrate the plant when the comparison of the recordation data and plant inventory is outside the limits established in this procedure. 4.3 Daily Total Requirements 4.3.1 Belt Scale and Meter Totalizers Record the asphalt and aggregate totalizer readings at the beginning and the end of each day’s production. Record the plant setting for aggregate moisture used throughout the day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. 4.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 4.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no asphalt coating and 50% will be considered “mix waste” which is coated with 17 ODOT TM 321(05M) the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 4.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 4.3.2.1 and enter the new value in the appropriate location on form 734-2401. 4.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from Sections 4.3.2.1 and 4.3.2.2 and the average asphalt content calculated for the day from box “U” on form 734-2401. Enter the waste emulsified asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 4.3.3 Asphalt Content by Meters Calculate the percent emulsified asphalt by meters for the day’s production according to the following formula: (Weight of Asphalt) x 100 (“Actual Dry” Weight of Aggregate) – “Uncoated Agg Waste” Calculate the “Actual Dry” weight of aggregate using the daily totalizer readings for the aggregate, plant aggregate moisture setting, and average of the sublot aggregate cold feed moisture tests for the day using the process described in Section 4.4.3. 4.4 Sublot Requirements 4.4.1 Determine the moisture content of the combined aggregate from the cold feeds according to AASHTO T 255 for each sublot. 4.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt and aggregate used for a period of 15 ±2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used for the selected time period. 18 ODOT TM 321(05M) 4.4.3 Determine the “actual dry” weight of aggregate according to the following: 4.4.3.1 Convert “dry” weight of aggregate as measured by the plant to “actual wet” weight using the following formula: ⎡ PlantMoistureSetting , percent ⎤ Plant" Dry"Weight × ⎢1 + ⎥ 100 ⎦ ⎣ Example: Plant “Dry” Weight of Aggregate = Plant Moisture Setting, % = 163.4 Mg 3.2 ⎡ 3.2 ⎤ “Actual Wet” Weight of Aggregate = 163.4 × ⎢1 + ⎥ = 168.6 Mg ⎣ 100 ⎦ 4.4.3.2 Convert “Actual Wet” weight of aggregate to “Actual Dry” weight of aggregate using the following formula: (“Actual Wet” Weight of Aggregate) 1 + (Sublot Aggregate Moisture Content, Percent/100) Example: “Actual Wet” Weight of Aggregate = Sublot Aggregate Moisture Content, % = “Actual Dry” Weight of Aggregate = 4.4.4 168.6 Mg 3.6 168.6 168.6 = = 162.7 Mg 1 + (3.6 / 100) 1.036 Determine the volume of emulsified asphalt used for a base temperature of 15.6°C by multiplying the liters from the meter by the appropriate temperature correction factor from attached Table B.1. Example: Liters of Asphalt = Temperature, C = Correction Factor = 9691.3 65 0.97775 Liters of Asphalt at 15.6°C = 9691.3 x 0.97775 = 9475.7 Note: Some plant meters measure the quantity of asphalt directly in mass. If this is the case, skip Sections 4.4.5 and 4.4.6 and proceed directly to Section 4.4.7. 19 ODOT TM 321(05M) 4.4.5 Convert liters of emulsified asphalt at 15.6°C to Mg using the following formula: (liters of Asphalt at 15.6°C) x (Asphalt Specific Gravity at 15.6°C) 1000 liters/Mg Example: Volume of Asphalt at 15.6°C = Asphalt Specific Gravity at 15.6°C = Weight of Asphalt = 9475.7 liters 1.027 9475.7 x1.027 = 9.73 Mg 1000 4.4.6 Calculate the percent asphalt content using the following formula: (Weight of Asphalt) x 100 (“Actual Dry” Wt. Of Aggregate) Example: Weight of Asphalt = 9.73 Mg “Actual Dry” Weight of Aggregate = 158.33 Mg Asphalt Content, % = 4.5 Asphalt Content by Inventory 4.5.1 Emulsified Asphalt on Hand 9.73x100 = 6.15 158.33 Determine the liters of asphalt on hand in the tanks prior to the start of production. Convert the liters at tank temperature to weight (Mg) at 15.6°C using the formulas in Section 4.4.4 and 4.4.5. 4.5.2 Emulsified Asphalt Delivered Total the weight of liquid asphalt delivered to the asphalt plant for the production day. It is recommended that each transport be weighed prior to and after unloading to verify the actual delivered weight. 4.5.3 Emulsified Asphalt Used Add the weight of emulsified asphalt on hand at the beginning of the day to the weight of emulsified asphalt delivered and subtract the weight of emulsified asphalt on hand at the end of the day. The answer gives the quantity of emulsified asphalt used that day based on inventory. 20 ODOT TM 321(05M) Reduce this amount by the quantity of emulsified asphalt that was removed from the tank and did not enter the plant. This could include liquid asphalt removed for tack or other purposes. Example: Weight of Asphalt on Hand at Start of Production = Weight of Asphalt Delivered During Day = Weight of Asphalt on Hand at End of Production = Weight of Asphalt Used = 96.4 + 124.8 - 61.4 = 159.80 Mg 4.5.4 96.40 Mg 124.80 Mg 61.40 Mg Total Mixture Produced by Inventory 4.5.4.1 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” determined from Sections 4.3.2.1 an 4.3.2.2. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Weight from Invoices + “Mix Waste” 4.5.4.2 Total “Dry Aggregate” from Mixture Produced Determine the total “Dry Aggregate” from the mixture produced for the day from the following formula: (Total “Wet” Mixture – Emulsified Asphalt Used) 1 + (Average Aggregate Moisture Content, Percent/100) 4.5.4.3 Asphalt Content by Inventory Determine the percent asphalt content by inventory of the mixture by the following formula: (Emulsified Asphalt Used) x 100 Total “Dry Aggregate” from Mixture Produced Example: Emulsified Asphalt Used = 159.80 Mg Total “Dry Aggregate” from Mixture Produced = 2663.80 Mg Asphalt Content by Inventory, % = 21 159.80 x100 = 6.38 2663.80 − 159.80 ODOT TM 321(05M) 4.6 EAC Recordation System Verification On a daily basis compare the percent asphalt content from the meter data from Section 4.3.3 to the percent asphalt content determined by the inventory method from Section 4.5.4.3. If the difference exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content for each sublot used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. Calculate the asphalt content correction value (difference) from the following formula: Asphalt Content Correction, % = Asphalt Content by Inventory, % - Asphalt Content by Meter, % If Asphalt Content Correction Difference (%) ≤ ±0.20%, then Correction = 0.0% If Asphalt Content Correction Difference (%) > ±0.20%, then adjust sublot asphalt content values according to: Adjusted Asphalt Content for Sublot n, % = Asphalt Content for Sublot n by meter, % + Asphalt Content Correction, % Example: Asphalt Content by Daily Inventory, % = 6.38 Asphalt Content by Daily Meter, % = 6.17 Asphalt Content by Sublots for the Daily Production: Sublot 2-4 Sublot 2-5 Sublot 2-6 6.15% 6.18% 6.17% Asphalt Content Correction, % = 6.38 - 6.17 = +0.21 Difference +0.21% > ±0.20%, therefore apply correction to daily sublots Adjusted Sublot Asphalt Contents: Sublot 2-4 Sublot 2-5 Sublot 2-6 6.15% + 0.21% = 6.36% 6.18% + 0.21% = 6.39% 6.17% + 0.21% = 6.38% 22 ODOT TM 321(05M) ODOT TM 321 (English) Method of Test for ASPHALT CONTENT OF BITUMINOUS MIXTURES BY PLANT RECORDATION SCOPE This method contains the procedures for determining the asphalt content, RAP content, lime content, mineral filler content, fiber content, and liquid additive content of HMAC and EAC mixtures produced by batch, drum, or other acceptable mixing plants. Use of this method is contingent on consistent agreement between the plant recording equipment (meters and/or scales) and a physical inventory of the materials used. If the agreement between the inventory and plant recording equipment does not exist, the inventory data will be used to adjust the recordation data for acceptance. SIGNIFICANCE AND USE This method can be used to determine the asphalt content of a mixture at any point in time for determining the acceptance of a product and to determine partial payment for the product. It can be applied to batch, drum, or other acceptable plants and for all asphalt mixture constituents, including percent of RAP, percent of Lime, percent of mineral filler, percent of fiber, percent of liquid additive, and any other additives. PROCEDURES 1. HMAC WITHOUT RAP - DRUM PLANTS 1.1 General The quantity of dry aggregate (after adding lime, if appropriate) as measured by the belt scale and the amount of asphalt as measured by the plant meter system for a predetermined period of time are used to determine the percentage of asphalt being added to the mixture. The quantity of lime, mineral filler, fibers, liquid additive, or any other additive as measured by an appropriate meter for a predetermined period of time are used to determine the percentage of the appropriate constituent in the mixture. For Commercial HMAC Plants where the procedures described herein are deemed impractical the following process shall be used: 1 ODOT TM 321(05E) a) The HMAC supplier will submit, in writing, a plan for verifying and documenting calibration of all appropriate meters on a daily basis. b) The Engineer and Region Quality Assurance Coordinator shall review, work with the supplier to modify if necessary, and approve the proposed plan. c) The supplier will perform the agreed upon process for ODOT contracts. 1.2 Plant Calibration 1.2.1 Standard Drum Plants Calibrate the plant aggregate belt scales, asphalt meter, and any other scales or meters according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the asphalt plant for review by the Engineer. Recalibrate the plant when the comparison of the recordation data and plant inventory is outside the limits established in this procedure. 1.2.2 Drum Plants Equipped with Calibration Tank on Load Cells Plants that have the capability of producing for short periods of time from a calibration tank which can be weighed using load cells or a scale are not required to conduct the meter calibration in ODOT TM 322. Calibrate the weighing device using the standard required for plant scale calibration. 1.2.3 Storage of Mixture in Silo’s Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 1.3 Daily Total Requirements 1.3.1 Belt Scale and Meter Totalizers Record the asphalt, aggregate, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive(if appropriate), or any other additive totalizer readings at the beginning and the end of each days production. Record the plant setting for aggregate moisture used throughout the day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. 2 ODOT TM 321(05E) 1.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 1.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no asphalt coating and 50% will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 1.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 1.3.2.1 and enter the new value in the appropriate location on form 734-2401. 1.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from 1.3.2.1 and 1.3.2.2, the average asphalt content calculated for the day from box “U” on form 734-2401, and the average mix moisture for the day from box “e” on Form 734-2401. The “mix waste” will need to be converted to “dry mix waste” before calculating the waste liquid asphalt. Convert “mix waste” to “dry mix waste” with the following formula: (wet “mix waste”) 1 + (Average Mix Moisture Content, Percent/100) Calculate waste liquid asphalt according to the following: ⎡ AverageAsphaltContent , percent ⎤ Dry" mixwaste"×⎢ ⎥ 100 ⎣ ⎦ Enter the waste liquid asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 3 ODOT TM 321(05E) 1.3.3 Asphalt Content by Meters Calculate the percent asphalt by meters for the day’s production according to the following formula: (Weight of Asphalt) x 100 (Wt. of Asphalt) + (“Actual Dry” Weight of Aggregate) – “Uncoated Aggr Waste” Calculate the “Actual Dry” weight of aggregate using the daily totalizer reading for the aggregate, plant aggregate moisture setting, and average of the sublot cold feed moisture tests for the day using the process described in Section 4.3. “Uncoated Agg Waste” is waste generated start ups and shut downs. 1.3.4 Total “Dry” Material Weighed by Meters Determine the total weight of “dry” material weighed by the meters for the day’s production using the following formula: (Wt. of Asphalt) + (“Actual Dry” Wt of Aggregate) Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 1.4 Sublot Requirements 1.4.1 Determine the moisture content of the combined aggregate from the cold feeds according to AASHTO T 255 for each sublot. 1.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt, aggregate, lime(if appropriate), mineral filler(if appropriate), fiber(if appropriate), liquid additive(if appropriate), or any other additive used for a period of 15 ±2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used during the selected time period. 1.4.3 Determine the “actual dry” weight of aggregate according to the following: 1.4.3.1 Convert “dry” weight of aggregate as measured by the plant to “actual wet” weight using the following formula: 4 ODOT TM 321(05E) ⎡ PlantMoistureSetting , percent ⎤ Plant" Dry"Weight × ⎢1 + ⎥ 100 ⎣ ⎦ Example: Plant “Dry” Weight of Aggregate = Plant Moisture Setting, % = 163.4 tons 3.2 ⎡ 3.2 ⎤ “Actual Wet” Weight of Aggregate = 163.4 × ⎢1 + ⎥ = 168.6 tons ⎣ 100 ⎦ 1.4.3.2 Convert “Actual Wet” weight of aggregate to “Actual Dry” weight of aggregate using the following formula: (“Actual Wet” Weight of Aggregate) 1 + (Sublot Aggregate Moisture Content, Percent/100) Example: “Actual Wet” Weight of Aggregate = Sublot Aggregate Moisture Content, % = “Actual Dry” Weight of Aggregate = 1.4.4 168.6 tons 3.6 168.6 168.6 = = 162.7 tons 1 + (3.6 / 100) 1.036 Determine the volume of asphalt used for a base temperature of 60°F by multiplying the gallons from the meter by the appropriate temperature correction factor from column A in the attached table 2.03. Example: Gallons of Asphalt =2734.8 Temperature, F = 309 Correction Factor = 0.9158 Gallons of Asphalt at 60°F = 2734.8 x 0.9158 = 2504.5 Note: Some plant meters measure the quantity of asphalt directly in mass. If this is the case, skip Sections 4.4 and 4.5 and proceed directly to Section 4.6. 5 ODOT TM 321(05E) 1.4.5 Convert gallons of asphalt at 60°F to mass (tons) using the following formula: (gallons of Asphalt at 60°F) x (Asphalt Specific Gravity at 60°F) 239.9 gallons/ton Example: Volume of Asphalt at 60°F = Asphalt Specific Gravity at 60°F Weight of Asphalt = 1.4.6 = 2503.5 gallons 1.027 2503.5 x1.027 = 10.72 tons 239.9 Calculate the percent asphalt content using the following formula: (Weight of Asphalt) x 100 (Wt. of Asphalt) + (“Actual Dry” Weight of Aggregate) Example: Weight of Asphalt = 10.72 tons “Actual Dry” Weight of Aggregate = 162.7 tons Asphalt Content, % = 10.72 x100 = 6.18 10.72 + 162.7 Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 1.4.7 If appropriate, calculate the percent lime using the following formula: (Weight of Lime) x 100 (“Actual Dry” Weight of Aggregate) - (Weight of Lime) Note: The percent of lime is based on dry weight of virgin aggregate only. The “Actual Dry” Weight of Aggregate in the above equation would not include any mineral filler or fibers. 1.4.8 When applicable, calculate the percent mineral filler, percent fibers, and/or percent liquid additive using the particular plant configuration and meter set up as necessary to compare the appropriate percentages with the job mix formula requirements. 6 ODOT TM 321(05E) 1.5 Asphalt Content Determination for Drum Plants Equipped with Calibration Tank on Load Cells or Scale Follow the procedures given above in Section 1.4 except items 1.4.4 and 1.4.5 are deleted and the direct readout of the tons of asphalt used from the calibrated tank is entered into Section 1.4.6. 1.6 Asphalt Content by Inventory 1.6.1 Liquid Asphalt on Hand Determine the gallons of asphalt on hand in the tanks prior to the start of production. Convert the gallons at tank temperature to weight (tons) at 60°F using the formulas in Section 1.4.4 and 1.4.5. 1.6.2 Liquid Asphalt Delivered Total the weight of liquid asphalt delivered to the asphalt plant for the production day. It is recommended that each transport be weighed prior to and after unloading to verify the actual delivered weight. 1.6.3 Liquid Asphalt Used Add the weight of liquid asphalt on hand at the beginning of the day to the weight of liquid asphalt delivered and subtract the weight of liquid asphalt on hand at the end of the day. The answer gives the quantity of liquid asphalt used that day based on inventory. Reduce this amount by the quantity of liquid asphalt that was removed from the tank and did not enter the plant. This could include liquid asphalt removed for tack or other purposes. Example: Weight of Asphalt on Hand at Start of Production = Weight of Asphalt Delivered During Day = Weight of Asphalt on Hand at End of Production = 96.40 tons 124.80 tons 61.40 tons Weight of Asphalt Used = 96.4 + 124.8 - 61.4 = 159.80 tons 7 ODOT TM 321(05E) 1.6.4 Total Mixture Produced by Inventory 1.6.4.1 Total “Coated Wet” Mixture Produced Determine the total weight of “coated wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” determined from sections 1.3.2.1 and 1.3.2.2. Calculate the total “coated wet” mixture produced using the following formula: Total “Coated Wet” Mixture = Weight from Invoices + “Mix Waste” 1.6.4.2 Total “Coated Dry” Mixture Produced Determine the total weight of “coated dry” mixture produced during the day using the following formula: (Total “Coated Wet” Weight of Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Coated Wet” Weight of Mixture = Average Mixture Moisture Content, % = Total “Coated Dry” Weight of Mixture = 2675.00 tons 0.42 2675.0 = 2663.81 tons 1 + (0.42 / 100) 1.6.4.3 Asphalt Content by Inventory Determine the percent asphalt content by inventory of the mixture by the following formula: (Liquid Asphalt Used) x 100 (Total “Coated Dry” Weight of Mixture) Example: Liquid Asphalt Used = 159.80 tons Total “Coated Dry” Weight of Mixture = 2663.81 tons Asphalt Content by Inventory, % = 159.80 x100 = 6.00 2663.80 1.6.4.4 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” and “uncoated aggregate 8 ODOT TM 321(05E) waste” determined from sections 3.2.1 and 3.2.2. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Wt from Invoices + “Mix Waste” + “Uncoated Aggregate Waste” 1.6.4.5 Total “Dry” Mixture Produced Determine the total weight of dry mixture produced during the day using the following formula: (Total “Wet” Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Wet” Weight of Mixture = 2675.00 tons Average Mixture Moisture Content, % = 0.42 Total “Dry” Weight of Mixture = 1.7 2675.0 = 2663.81 tons 1 + (0.42 / 100) HMAC Recordation System Verification On a daily basis compare the percent asphalt content from the daily total meter data from Section 3.3 to the percent asphalt content determined by the inventory method from Section 6.4.3. If the difference exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content for each sublot used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. Calculate the asphalt content correction value (difference) from the following formula: Asphalt Content Correction, % = Asphalt Content by Inventory, % - Asphalt Content by Meter, % If Asphalt Content Correction Difference (%) ≤ ±0.20%, then Correction = 0.0% If Asphalt Content Correction Difference (%) > ±0.20%, then adjust sublot asphalt content values according to: Adjusted Asphalt Content for Sublot n, % = Asphalt Content for Sublot n by meter, % + Asphalt Content Correction, % 9 ODOT TM 321(05E) Example: Asphalt Content by Daily Inventory, % = 6.00 Asphalt Content by Daily Meter, % = 6.22 Asphalt Content by Sublots for the Daily Production: Sublot 1-11 Sublot 1-12 Sublot 1-13 6.10% 6.18% 6.21% Asphalt Content Correction, % = 6.00 - 6.22 = -0.22 Difference -0.22% > ±0.20%, therefore apply correction to daily sublots Adjusted Sublot Asphalt Contents: Sublot 1-11 Sublot 1-12 Sublot 1-13 6.10% + (- 0.22%) = 5.88% 6.18% - 0.22% = 5.96% 6.21% - 0.22% = 5.99% In addition, on a daily basis compare the total “dry weight” of materials measured by the plant meters from Section 3.4 with the total “dry” weight of mixture from Section 6.4.5 according to the equation below. If the difference exceeds ±1.0 percent, recalibrate the plant. The Engineer may waive this requirement for small production days where less than 1000 tons is produced. (Total Dry Weight of Materials from Meters – Total “Dry” Mixture) x 100 Total “Dry” Mixture If the ±1.0% tolerance is exceeded, perform a second calculation comparing weight of asphalt as measured by the asphalt meter to the weight of asphalt used by inventory according to the equation below (Line W on Form 2401). If the difference is less than or equal to ±0.5%, then the asphalt meter is in calibration and only the belt scales need to be recalibrated. If the difference exceeds ±0.5%, then all meters and scales need recalibration. (Total Weight of Asphalt from Meters – Total Weight of Asphalt by Inventory) x 100 Total Weight of Asphalt by Inventory 10 ODOT TM 321(05E) 2. HMAC WITH RAP - DRUM PLANTS 2.1 General The quantity of dry aggregate (after adding lime, if appropriate) and dry RAP as measured by the belt scales, the amount of asphalt as measured by the plant meter system, and the quantity of lime, mineral filler, fibers, liquid additive, or any other additive as measured by an appropriate meter for a predetermined period of time are used to determine the percentage of the appropriate constituent in the mixture. The intent of the procedure presented in this section is to verify calibration of the RAP, lime, mineral filler, or fiber meters on a daily basis. For Commercial HMAC Plants where the procedures described herein are deemed impractical the following process shall be used: a) b) c) The HMAC supplier will submit, in writing, a plan for verifying and documenting calibration of all appropriate meters on a daily basis. The Engineer and Region Quality Assurance Coordinator shall review, work with the supplier to modify if necessary, and approve the proposed plan. The supplier will perform the agreed upon process for ODOT contracts. Note: ODOT TM 321 is not currently an approved procedure for measuring asphalt content of HMAC with RAP for acceptance and payment. 2.2 Plant Calibration 2.2.1 Standard Drum Plants Calibrate the plant aggregate belt scales, RAP belt scales, asphalt meter, and any other meters according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the asphalt plant for review by the Engineer. 2.2.2 Drum Plants Equipped with Calibration Tank on Load Cells Plants which have the capability of producing for short periods of time from a calibration tank which can be weighed using load cells or a scale are not required to conduct the meter calibration in ODOT TM 322. Calibrate the weighing device using the standard required for plant scale calibration. 11 ODOT TM 321(05E) 2.2.3 Storage of Mixture in Silo’s Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 2.3 Daily Total Requirements 2.3.1 Belt Scale and Meter Totalizers Record the asphalt, aggregate, RAP, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive (if appropriate), or any other additive totalizer readings at the beginning and the end of each days production. For commercial plants making multiple runs during a day, this data shall be recorded for each run and summed up at the end of the day. Record the plant settings for aggregate moisture and the RAP moisture used throughout the day. Document this information on form 734-2401. 2.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 2.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no asphalt coating and 50% will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 2.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 1.3.2.1 and enter the new value in the appropriate location on form 734-2401. 2.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from 1.3.2.1 and 1.3.2.2, the average asphalt content calculated for the day from box “U” on form 734-2401, and the average mix moisture for the day from box “e” on Form 734-2401. 12 ODOT TM 321(05E) The “mix waste” will need to be converted to “dry mix waste” before calculating the waste liquid asphalt. Convert “mix waste” to “dry mix waste” with the following formula: (wet “mix waste”) 1 + (Average Mix Moisture Content, Percent/100) Calculate waste liquid asphalt according to the following: ⎡ AverageAsphaltContent , percent ⎤ Dry" mixwaste"×⎢ ⎥ 100 ⎦ ⎣ Enter the waste liquid asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 2.3.3 Total “Dry” Material Weighed by Meters Determine the total weight of “dry” material weighed by the meters for the day’s production using the following formula: (Wt. of Asphalt) + (“Actual Dry” Wt of Aggregate) + (“Actual Dry” Wt of RAP) Note: When materials such as mineral filler or fibers are added to the plant but not weighed by the final aggregate belt scale, the above formula will need to be modified as necessary to account for the additional materials. 2.4 Sublot Requirements 2.4.1 Determine the moisture content of the combined aggregate from the cold feeds and the moisture content from the RAP cold feed according to AASHTO T 255 for each sublot. 2.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt, aggregate, RAP, lime (if appropriate), mineral filler (if appropriate), fiber (if appropriate), liquid additive (if appropriate), or any other additive used for a period of 15 ± 2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used for the selected time period. 2.4.3 Determine the actual dry weight of aggregate according to the formulas given in Sections 1.4.3.1 and 1.4.3.2: 13 ODOT TM 321(05E) 2.4.4 Determine the actual dry weight of RAP according to the formulas given in Sections 1.4.3.1 and 1.4.3.2 using weights of RAP in place of the weights of aggregate: 2.4.5 Determine the weight of asphalt used according to Sections 1.4.4 and 1.4.5. 2.4.6 Calculate the percent RAP using the following formula: (“Actual Dry” Weight of RAP) x 100 (“Actual Dry” Weight of RAP) + (“Actual Dry” Weight of Aggregate) 2.4.7 If appropriate, calculate the percent lime using the following formula: (Weight of Lime) x 100 (“Actual Dry” Weight of Aggregate) - (Weight of Lime) 2.4.8 When applicable, calculate the percent mineral filler, percent fibers, and/or percent liquid additive using the particular plant configuration and meter set up as necessary to compare the appropriate percentages with the job mix formula requirements. 2.5 Total Mixture Produced by Inventory 2.5.1 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” and “uncoated aggregate waste’ determined from sections 1.3.2.1 and 1.3.2.2 of the previous section. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Wt from Invoices + “Mix Waste” + “Uncoated Aggregate Waste” 2.5.2 Total “Dry” Mixture Produced Determine the total weight of dry mixture produced during the day using the following formula: (Total “Wet” Weight of Mixture) 1 + (Average Mixture Moisture, Percent/100) Example: Total “Wet” Weight of Mixture = 2675.00 tons Average Mixture Moisture Content, % = 0.42 14 ODOT TM 321(05E) Total “Dry” Weight of Mixture = 2.6 2675.0 = 2663.81 tons 1 + (0.42 / 100) HMAC Recordation System Verification On a daily basis compare the total “dry weight” of materials measured by the plant meters from Section 3.3 with the total “dry” weight of mixture from Section 5.2 according to the equation below. If the difference exceeds ±1.0 percent, recalibrate the plant. The Engineer may waive this requirement for small production days where less than 1000 tons is produced. (Total Dry Weight of Materials from Meters – Total “Dry” Weight of Mixture) x 100 Total “Dry” Weight of Mixture If the ±1.0% tolerance is exceeded, perform a second calculation comparing weight of asphalt as measured by the asphalt meter to the weight of asphalt used by inventory according to the equation below (Line W on Form 2401). If the difference is less than or equal to ±0.5%, then the asphalt meter is in calibration and only the belt scales need to be recalibrated. If the difference exceeds ±0.5%, then all meters and scales need recalibration. (Total Weight of Asphalt from Meters – Total Weight of Asphalt by Inventory) x 100 Total Weight of Asphalt by Inventory 3. HMAC BATCH PLANTS 3.1 General The weights of aggregate and asphalt from a series of batches are used to determine the percentage of asphalt being added to the mixture. The weights of RAP, lime, mineral filler, fibers, or other additives from a series of batches are used to determine the respective percentages added to the mixture, if appropriate. 3.2 Plant Calibration 3.2.1 Plant Scales Calibrate the plant scales according to procedures approved by the Engineer. Recalibrate the scales as necessary and when the recordation verification system requires. 3.2.2 Storage of Mixture in Silo’s 15 ODOT TM 321(05E) Develop a system to determine the quantity of mixture in the silos at the beginning and end of the day if any. This value will be used to adjust the total weight of mixture produced in a day. 3.3 Asphalt Content Determination for Batch Plants 3.3.1 Determine the total weight of asphalt, aggregate, RAP (if appropriate), mineral filler (if appropriate), fibers (if appropriate), and lime (if appropriate) used in the mixture by accumulating the batch weights for the production day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. Reduce the quantity of asphalt, aggregate, RAP, and lime as appropriate by the quantity of material which was measured by the plant and did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 3.3.2 For each asphalt content determination as required by the acceptance program random number sampling schedule, accumulate the total quantity of asphalt, aggregate, RAP(if appropriate), and lime(if appropriate) used for 15 ±2 consecutive batches. 3.3.3 Determine the weight of dry aggregate and dry RAP (if appropriate) by using the following formula: (Total Weight of Aggregate) 1 + (Mixture Moisture Content, Percent/100) Example: Weight of Wet Aggregate = Mix Moisture Content, % = Weight of Dry Aggregate = 151.6 tons 0.42 151.6 151.6 = = 150.97 tons 1 + (0.42 / 100) 1.0042 3.3.4 Calculate the percent asphalt content using the formula in Section 1.4.6. Calculate the percent RAP and percent lime, if appropriate, using the formulas in Sections 2.4.6 and 2.4.7 respectively. 3.4 HMAC Recordation System Verification On a daily basis compare the percent asphalt content from the daily accumulated scale data to the percent asphalt content determined by the HMAC inventory method using the formulas in Section 1.6.4. If the difference 16 ODOT TM 321(05E) exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. 4. EAC PLANTS 4.1 General The quantity of dry aggregate, as measured by the belt scale, and the amount of emulsified asphalt measured by the plant metering system for a predetermined period of time are used to determine the percentage of emulsified asphalt being added to the dry aggregates. Minor variations will be allowed in this method for a particular type of plant operation as appropriate with the approval of the Engineer. 4.2 Plant Calibration Calibrate the plant aggregate belt scales and asphalt meter according to ODOT TM 322 prior to the beginning of paving. Make the results of the calibration available at the EAC plant for review by the Engineer. Recalibrate the plant when the comparison of the recordation data and plant inventory is outside the limits established in this procedure. 4.3 Daily Total Requirements 4.3.1 Belt Scale and Meter Totalizers Record the asphalt and aggregate totalizer readings at the beginning and the end of each day’s production. Record the plant setting for aggregate moisture used throughout the day. This data will be used to determine the total quantity of material produced for comparison with the plant inventory data. 4.3.2 Waste Weigh or estimate and record the mass of material measured by the plant belt scales and meters that did not get weighed by the plant truck scales (wasted) (this could include materials sent to the road). 4.3.2.1 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to plant start-ups, shutdowns, or other operations shall be evaluated as follows: 50% of the estimated total wasted mass will be considered “uncoated aggregate waste” with no 17 ODOT TM 321(05E) asphalt coating and 50% will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Enter these masses in the appropriate locations on form 734-2401. 4.3.2.2 For purposes of determining waste for comparison of meters with physical inventory at the end of each day, material wasted due to rejection on the grade or elsewhere will be considered “mix waste” which is coated with the average asphalt content calculated for the day based on physical inventory. Combine this value with the “mix waste” determined in 6.3.2.1 and enter the new value in the appropriate location on form 734-2401. 4.3.2.3 Calculate the amount of waste liquid asphalt using the “mix waste” masses from Sections 4.3.2.1 and 4.3.2.2 and the average asphalt content calculated for the day from box “U” on form 734-2401. Enter the waste emulsified asphalt in box 7 of form 734-2043. Document calculations in the “explanation” portion of form 734-2043. 4.3.3 Asphalt Content by Meters Calculate the percent emulsified asphalt by meters for the day’s production according to the following formula: (Weight of Asphalt) x 100 (“Actual Dry” Weight of Aggregate) – “Uncoated Agg Waste” Calculate the “Actual Dry” weight of aggregate using the daily totalizer readings for the aggregate, plant aggregate moisture setting, and average of the sublot aggregate cold feed moisture tests for the day using the process described in Section 4.4.3. 4.4 Sublot Requirements 4.4.1 Determine the moisture content of the combined aggregate from the cold feeds according to AASHTO T 255 for each sublot. 4.4.2 For each sublot as required by the acceptance program random number sampling schedule, record the asphalt and aggregate used for a period of 15 ± 2 minutes. This is accomplished by recording the totalizer readings at the beginning and end of the selected time period and subtracting, or by obtaining the results of the plant printout over the required period. Record the plant setting for aggregate moisture used for the selected time period. 4.4.3 Determine the “actual dry” weight of aggregate according to the following: 4.4.3.1 Convert “dry” weight of aggregate as measured by the plant to “actual wet” weight using the following formula: 18 ODOT TM 321(05E) ⎡ PlantMoistureSetting , percent ⎤ Plant" Dry"Weight × ⎢1 + ⎥ 100 ⎦ ⎣ Example: Plant “Dry” Weight of Aggregate = Plant Moisture Setting, % = 163.4 tons 3.2 ⎡ 3.2 ⎤ “Actual Wet” Weight of Aggregate = 163.4 × ⎢1 + ⎥ = 168.6 tons ⎣ 100 ⎦ 4.4.3.2 Convert “Actual Wet” weight of aggregate to “Actual Dry” weight of aggregate using the following formula: (“Actual Wet” Weight of Aggregate) 1 + (Sublot Aggregate Moisture Content, Percent/100) Example: “Actual Wet” Weight of Aggregate = 168.6 tons Sublot Aggregate Moisture Content, % = 3.6 “Actual Dry” Weight of Aggregate = 168.6 168.6 = = 162.7 tons 1 + (3.6 / 100) 1.036 Determine the volume of emulsified asphalt used for a base temperature of 60°F by multiplying the gallons from the meter by the appropriate temperature correction factor from attached Table B.1. Example: Gallons of Asphalt =2560.4 Temperature, F = 149 Correction Factor = 0.97775 Gallons of Asphalt at 60°F = 2560.4 x 0.97775 = 2503.4 Note: Some plant meters measure the quantity of asphalt directly in mass. If this is the case, skip Sections 6.4.5 and 6.4.6 and proceed directly to Section 6.4.7. 19 ODOT TM 321(05E) 4.4.5 Convert gallons of emulsified asphalt at 60°F to tons using the following formula: (gallons of Asphalt at 60°F) x (Asphalt Specific Gravity at 60°F) 239.9 gallons/ton Example: Volume of Asphalt at 60°F = Asphalt Specific Gravity at 60°F Weight of Asphalt = 4.4.6 = 2503.4 gallons 1.027 2503.4 x1.027 = 10.72 tons 239.9 Calculate the percent asphalt content using the following formula: (Weight of Asphalt) x 100 (“Actual Dry” Wt. Of Aggregate) Example: Weight of Asphalt = 10.72 tons “Actual Dry” Weight of Aggregate = 158.33 tons Asphalt Content, % = 10.72 x100 = 6.77 158.33 4.5 Asphalt Content by Inventory 4.5.1 Emulsified Asphalt on Hand Determine the gallons of asphalt on hand in the tanks prior to the start of production. Convert the gallons at tank temperature to weight (tons) at 60°F using the formulas in Section 4.4.4 and 4.4.5. 4.5.2 Emulsified Asphalt Delivered Total the weight of liquid asphalt delivered to the asphalt plant for the production day. It is recommended that each transport be weighed prior to and after unloading to verify the actual delivered weight. 4.5.3 Emulsified Asphalt Used Add the weight of emulsified asphalt on hand at the beginning of the day to the weight of emulsified asphalt delivered and subtract the weight of emulsified 20 ODOT TM 321(05E) asphalt on hand at the end of the day. The answer gives the quantity of emulsified asphalt used that day based on inventory. Reduce this amount by the quantity of emulsified asphalt that was removed from the tank and did not enter the plant. This could include liquid asphalt removed for tack or other purposes. Example: Weight of Asphalt on Hand at Start of Production = Weight of Asphalt Delivered During Day = Weight of Asphalt on Hand at End of Production = 96.40 tons 124.80 tons 61.40 tons Weight of Asphalt Used = 96.4 + 124.8 - 61.4 = 159.80 tons 4.5.4 Total Mixture Produced by Inventory 4.5.4.1 Total “Wet” Mixture Produced Determine the total weight of “wet” mixture produced during the day from the truck invoices. Add to this the total “mix waste” determined from Sections 4.3.2.1 and 4.3.2.2. Calculate the total “wet” mixture produced using the following formula: Total “Wet” Mixture = Weight from Invoices + “Mix Waste” 4.5.4.2 Total “Dry Aggregate” from Mixture Produced Determine the total “Dry Aggregate” from the mixture produced for the day from the following formula: (Total “Wet” Mixture – Emulsified Asphalt Used) 1 + (Average Aggregate Moisture Content, Percent/100) 4.5.4.3 Asphalt Content by Inventory Determine the percent asphalt content by inventory of the mixture by the following formula: (Emulsified Asphalt Used) x 100 Total “Dry Aggregate” from Mixture Produced Example: Emulsified Asphalt Used = 159.80 tons Total “Dry Aggregate” from Mixture Produced = 2663.80 tons Asphalt Content by Inventory, % = 21 159.80 x100 = 6.38 2663.80 − 159.80 ODOT TM 321(05E) 4.6 EAC Recordation System Verification On a daily basis compare the percent asphalt content from the meter data from Section 4.3.3 to the percent asphalt content determined by the inventory method from Section 4.5.4.3. If the difference exceeds ±0.20 percent, recalibrate the plant. For those production days when the above tolerance is exceeded, the asphalt content for each sublot used for acceptance as determined from the meter method will be adjusted by the difference determined in this verification process for that day. Calculate the asphalt content correction value (difference) from the following formula: Asphalt Content Correction, % = Asphalt Content by Inventory, % - Asphalt Content by Meter, % If Asphalt Content Correction Difference (%) ≤ ±0.20%, then Correction = 0.0% If Asphalt Content Correction Difference (%) > ±0.20%, then adjust sublot asphalt content values according to: Adjusted Asphalt Content for Sublot n, % = Asphalt Content for Sublot n by meter, % + Asphalt Content Correction, % Example: Asphalt Content by Daily Inventory, % = 6.38 Asphalt Content by Daily Meter, % = 6.65 Asphalt Content by Sublots for the Daily Production: Sublot 1-4 Sublot 1-5 Sublot 1-6 6.77% 6.62% 6.61% Asphalt Content Correction, % = 6.38 - 6.65 = -0.27 Difference -0.27% > ±0.20%, therefore apply correction to daily sublots Adjusted Sublot Asphalt Contents: Sublot 1-4 Sublot 1-5 Sublot 1-6 6.77% + (- 0.27%) = 6.50% 6.62% - 0.27% = 6.35% 6.61% - 0.27% = 6.34% 22 ODOT TM 321(05E) ODOT TM 322 Method of Test for ASPHALT CONCRETE PLANT CALIBRATION PROCEDURE FOR: Hot Mix Asphalt Concrete (HMAC) and Emulsified Asphalt Concrete (EAC) SCOPE This test method is established to specify procedures for calibrating the weighing and measuring devices used in the asphalt materials processing plant. Plant calibration is required in order to accept asphalt content, RAP content, liquid additives content, hydrated lime content, mineral filler content, or fiber content by meter reading as allowed or required in the specifications, special provisions, or by Contract Change Order. CALIBRATION PROCEDURE 1. General Perform the plant calibration procedures described herein for each weighing or measuring device used to proportion each size of aggregate, asphalt cement, RAP, and any other liquid or dry additives used in the asphalt plant. Submit copies of appropriate forms fully documenting all readings, measurements, and calculations to the Engineer for review and approval prior to starting production. In lieu of using the ODOT TM 322 procedures described herein, the Contractor may submit in writing prior to start of production, accompanied by appropriate forms, an alternative procedure for plant calibration. If approved by the Engineer, the alternative plant calibration procedures may be used. 2. Scale Specifications Provide scales meeting the requirements of applicable specifications. 1 ODOT TM 322(03) 3. Asphalt Meter Calibration The asphalt meter can be checked by two methods: Alternate I: a. Weigh the delivery truck or trailer on the platform scales. b. Record the asphalt meter reading. c. Off-load the truck or trailer through the asphalt meter into the storage tank. d. Record the meter reading and determine quantity using the meter calibration factor previously established by the contractor. e. Weigh the empty truck or trailer. f. Record the temperature of the delivered asphalt. g. Use the appropriate conversion factor to convert the delivered asphalt to liters (gallons) if the meter measurement is in volume. h. Determine percent of error between weighed material and measured material through meter. i. The asphalt meter result shall be within 0.5 percent for HMAC plants and 1.0 percent for EAC plants of the known liters or Mg (gallons or tons). If not, recalibrate the meter. Alternate II: a. Weigh a container or tank truck such as an asphalt distributor truck capable of holding a minimum of 4000 liters (1000 gallons). b. Record the plant asphalt meter reading. c. Pump a minimum of 4000 liters (1000 gallons) through the meter into the container or truck. d. e. Record the plant asphalt meter reading (mass or volume). If the plant meters measure volume, calculate the liters (gallons) delivered to the truck using the meter calibration factor previously established by the contractor. Weigh the container or truck. f. Record the asphalt temperature. 2 ODOT TM 322(03) 4. g. Convert the gross weight of the asphalt to liters (gallons) if the meter measurement is in volume. h. Compare the weighed material to the quantity delivered through the asphalt meter. i. The asphalt meter result shall be within 0.5 percent for HMAC plants and 1.0 percent for EAC plants of the known liters or Mg(gallons or tons). If not, recalibrate the meter. Virgin Aggregate Belt Scale Calibration Warm up the conveyor belt scale by operating for at least 30 minutes. Make a zeroload check run of empty belt while operating. Alternate I: a. Empty all aggregate bins and conveyors. b. Weigh a minimum of 7 Mg (8 tons) of aggregate. c. Pass the weighed material over the recorded belt scale. d. Repeat this process twice: For HMAC plants, perform the process once with the plant set at low Mg (tons) per hour production and once with the plant set at high Mg (tons) per hour production. For EAC plants, set the plant at the planned production rate for both cycles. e. f. g. Depending on the type of belt scale totalizer used, time the passage of the material and multiply by the belt scale factor (Mg/hr)(tons/hr), or record the belt totalizer before and after passage of the material. Compare the belt scale reading to the weight of material. The belt scale results shall be within 0.5 percent for HMAC plant and 1.0 percent for EAC plants of the known amount. If not, recalibrate the belt scale. 3 ODOT TM 322(03) Alternate II: a. Record the belt scale totalizer reading. If there is no totalizer, begin timing belt passage. b. For HMAC plants, operate the conveyor with aggregates: 1. 2. 5. 4 minutes at low Mg (tons) per hour production 2 minutes at high Mg (tons) per hour production c. For EAC plants, operate the conveyor with aggregates for 2 to 6 minutes at the planned production rate (time is determined by how long it takes to fill one or more haul vehicles). d. Divert this material into a truck or portable container. e. Determine gross weight of material on the platform scale. f. Depending on the type of belt scale totalizer used, stop timing the passage of the material and multiply by the belt scale factor (Mg/hr) (tons/hr), or record the belt totalizer after passage of the material. g. Compare the belt scale quantity to weighed quantity. The belt scale results shall be within 0.5 percent for HMAC plants and 1.0 percent for EAC plants of the known amount. If not, recalibrate the belt scale. RAP Belt Scale Calibration Follow the procedure for the virgin aggregate belt scale calibration (Section 4). Compare the RAP belt scale quantity to weighed quantity. The belt scale results shall be within 0.5 percent of the known amount. If not, recalibrate the RAP belt scale. 6. Liquid Additives Calibration Follow the procedure for asphalt meter calibration (Section 3), only substitute an appropriate sized container or liters (gallons) of additive for testing. The plant device results shall be within 0.5 percent of the known amount. If not, recalibrate the meter. 4 ODOT TM 322(03) 7. Mineral Filler or Hydrated Lime Additive Follow the procedure for virgin aggregate belt scale calibration (Section 4), except apply the procedure to the vane feeder, belt scale, or other metering device as appropriate, and weigh out a minimum of 45 kg (100 lb) of mineral filler or lime into an appropriate sized container . The plant device results shall be within 0.5 percent of the known amount. If not, recalibrate the device. 8. Fiber Additives Calibrate the metering system for fiber additives according to the fiber additive equipment manufacturer’s recommendation. Provide documentation of the procedure to the Engineer. 5 ODOT TM 322(03) THIS PAGE INTENTIONALLY LEFT BLANK 6 ODOT TM 322(03) TECHNICAL SERVICES I N T E R O F F I C E M E M O DATE: October 1, 2002 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure ODOT TM 323 Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • • The incinerator temperature shall be kept at 538 C even if the correction factor exceeds 0.5%. Note: If using the Infra-Red oven see T 308 for details on temperatures. ODOT TM 323 DETERMINATION OF CALIBRATION FACTORS For DETERMINING THE ASPHALT BINDER CONTENT OF HOT MIX ASPHALT BY THE IGNITION METHOD SCOPE This test method covers the determination of a Calibration Factor (CF) used in determining asphalt binder content of HMAC paving mixtures with or without RAP by the ignition method according to AASHTO T308. This test method also includes determination of gradation correction factors. The values stated in metric units are to be regarded as the standard. This method may involve hazardous materials, operations, and equipment. This method does not purport to address all of the safety problems associated with its use. It is the responsibility of whoever uses this method to consult and establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. REFERENCED DOCUMENTS AASHTO T308 Determining the Asphalt Binder Content of Hot Mix Asphalt (HMA) by the Ignition Method AASHTO T30 Mechanical Analysis of Extracted Aggregate ODOT Contractor Mix Design Guidelines for Asphalt Concrete SUMMARY OF TEST METHOD Four samples of HMAC with a known asphalt content and gradation are batched. The asphalt in two, possibly four of the samples is incinerated according to AASHTO T308 and the asphalt binder content is calculated. The difference between the known asphalt binder content and calculated asphalt binder content is determined for each sample. The average of the difference is the Calibration Factor (CF) applied to production tests according to AASHTO T308. The gradations of the incinerated samples are determined and compared with an unincinerated “blank” sample. 1 ODOT TM 322(03) Establish a Calibration Factor (CF) for each JMF. This procedure must be performed for every ignition furnace on a project for each JMF before any acceptance or verification testing is completed. The laboratory which develops the JMF for a project will provide properly batched samples to each of the field QC and QA laboratories and to the ODOT Central Laboratory for use in calculating a Calibration Factor (CF) and gradation correction factors. An alternate laboratory may provide the required calibration samples if approved by the Engineer. A new calibration factor is required if the source or grade of the asphalt cement changes, if the source of RAP changes, if a different ignition furnace is used, or for a new JMF. A new calibration factor shall be determined for each JMF prior to its first use every calendar year. Calibration factors for a JMF shall be “transferred” from project to project during a calendar year, unless one of the above conditions applies. APPARATUS Supply apparatus as required by AASHTO T308. Use the same ignition furnace for the calibration that will be used for production testing. CALIBRATION SAMPLE PREPARATION – NON RAP MIXTURES 1. Sample the aggregate, mineral filler, lime, fibers, and other appropriate additives to be used for the calibration specimens from material designated for use on the project. Use the brand and grade of asphalt cement designated for the JMF. 2. Prepare five calibration mixture samples at the JMF asphalt binder content and gradation and with the appropriate proportions of mineral filler, lime, fibers or any other additive. Batch the specimens according to standard industry procedures, modified as follows: • • • • • Batch each sample separately and according to the tolerances in Section 4. Provide sample sizes meeting the requirements of AASHTO T308 Mix and discard the first of the five samples. The purpose of this sample is to “butter” the mixing bowl. For the remaining four (or more) samples, tare the mixing bowl and weigh the mixing bowl again after the mixture is removed from the bowl. The empty bowl must be within +/- 1 gram of the previous tare weight. Individually identify each calibration sample and supply documentation showing the actual weights of aggregate, asphalt cement, mineral filler, lime, fibers or any other additive for each sample and resultant actual calculated asphalt binder content for each sample. Also provide documentation for each sample verifying that the empty bowl weight after mixing is within ±1 gram of 2 ODOT TM 323(06) the empty bowl weight prior to mixing. An example batch form is provided at the end of this procedure. Note: Errors in batching or failure to take great care in ensuring that all sample material is removed from the mixing bowl can result in significant errors in the Calibration Factor. These errors can affect the statistical pay factor for the Contractor and the quantity of asphalt binder the Agency pays for. Every effort should be taken to ensure that batching and mixing errors are minimized. The amount of lime in a calibration sample can substantially effect the calibration factor, so extra care shall be taken to ensure the proper amount is batched. 3. An additional “blank” specimen with the same gradation, but with no asphalt shall be batched. This “blank” sample will be used to establish correction factors for the aggregate gradations. The “blank” sample is not burned. 4. Batch the “blank sample” according to the JMF target values and within the following tolerances: Sieve Size Allowable Difference Larger than 2.36 mm (No. 8) Size 2.36 mm (No. 8) Larger than 75 μm (No. 200) and smaller than 2.36 mm (No. 8) Size 75 μm (No. 200) and smaller ±3.0% ±2.0% ±1.0% ±0.5% CALIBRATION SAMPLE PREPARATION - RAP MIXTURES If allowed by the Engineer, the percentage of asphalt binder in RAP (Pbr) and RAP gradation may be determined by an alternative method. If an alternative method is allowed, skip to No. 7. 1. Sample the aggregate, RAP, mineral filler, lime, fibers, and other appropriate additives to be used for the calibration specimens from material designated for use on the project. Use the brand and grade of asphalt cement designated for the JMF. 2. Test a minimum of five 100% RAP samples. Batch the samples according to standard industry practices with a sample size appropriate for AASHTO T308. Note that for infra red furnaces, the higher set temperature “burn profile” may be necessary to provide complete combustion of the sample. 3 ODOT TM 323(06) 3. Test each sample of 100% RAP according to AASHTO T308 Method A or Method B (with a 60 minute burn time) to determine the binder content of each. 4. Determine the average total percent loss of the five samples. Subtract 0.5% from the average total percent loss. 0.5% will be the standard Calibration Factor for 100% RAP material by definition, since it is difficult and time consuming to determine the mix calibration factor for 100% RAP. See the Calculations section below for example calculations. 5. The value determined in No. 4 will be considered the percentage of asphalt binder in the RAP (Pbr). 6. Perform sieve analysis on the incinerated RAP samples according to AASHTO T30. Average the five gradations. This average gradation will be considered the gradation for the 100% RAP material. 7. Prepare five calibration mixture samples at the JMF asphalt binder content and gradation with the appropriate proportions of RAP, mineral filler, lime, fibers or any other additive. Batch the specimens according to standard industry procedures, modified as given below. The actual asphalt binder content used to calculate the Calibration Factor will be a combination of Pbr and the virgin asphalt binder added. • • • • • Batch each sample separately. The batching of the virgin aggregate shall meet the tolerances outlined in No. 4 of the previous section. Provide sample sizes meeting the requirements of AASHTO T308 Mix and discard the first of the five samples. The purpose of this sample is to “butter” the mixing bowl. For the remaining four (or more) samples, tare the mixing bowl and weigh the mixing bowl again after the mixture is removed from the bowl. The empty bowl must be within ±1 gram of the previous tare weight. Individually identify each calibration sample and supply documentation showing the actual weights of aggregate, RAP, asphalt cement, mineral filler, lime, fibers or any other additive for each sample and resultant actual calculated asphalt binder content for each sample. Also provide documentation for each sample verifying that the empty bowl weight after mixing is within ±1 gram of the empty bowl weight prior to mixing. An example batch form is provided at the end of this procedure. Note: Errors in batching or failure to take great care in ensuring that all sample material is removed from the mixing bowl can result in significant errors in the Calibration Factor. These errors can effect the statistical pay factor for the Contractor and the quantity of asphalt binder the Agency pays for. Every effort should be taken to ensure that batching and mixing errors are minimized. The amount of lime in a 4 ODOT TM 323(06) calibration sample can substantially affect the calibration factor, so extra care shall be taken to ensure the proper amount is batched. 8. For the “blank” sample, virgin aggregate (including mineral filler, lime, fibers or any other additive) and RAP material in the proper proportions will be provided separately. The virgin aggregate shall be batched within the tolerances of No 4 of the previous section. Incinerate the RAP material provided for the “blank” sample according to AASHTO T308 Method A or Method B (with a 60-minute burn time). Gradations for the residual aggregate from the RAP and the virgin aggregate (including mineral filler, lime, fibers or any other additive) may be determined separately according to AASHTO T 30 and combined mathematically or the residual aggregate from the RAP and the virgin aggregate (including mineral filler, lime, fibers or any other additive) may be combined and the gradation determined according to AASHTO T 30. CALIBRATION PROCEDURE (RAP and NON-RAP MIXTURES) 1. Freshly mixed samples may be tested immediately. Cooled calibration samples must be preheated to 171 ±5°C(C (340 ±9°F) for 120 ±5 minutes to remove moisture. 2. Test two of the samples according to AASHTO T308 Method A or Method B (with a 60 minute burn time) to determine the binder content of each. The method used for calibration must be used for production testing. 3. If the difference between the binder contents of the two samples exceeds 0.15 percent, perform two additional tests and, from the four tests, discard the high and low result. Determine the Calibration Factor from the two original or remaining results, as appropriate. Calculate the difference between the actual and measured binder contents for each sample. The Calibration Factor (CF) is the average of the differences expressed in percent by mass of the HMAC mix. See the Calculations section below for example calculations. 4. Perform sieve analysis for the two incinerated aggregate samples used to calculate the Calibration Factor according to AASHTO T30. Average the two results. Perform sieve analysis for the “blank” sample according to AASHTO T30. 5. Determine the difference in gradation between the “blank” sample and the average of the two incinerated calibration samples. The gradation correction factor for each sieve size is the difference between the result from the “blank” sample and the average of the two incinerated calibration samples to the nearest 0.1%. See Section 8 for example calculations. 5 ODOT TM 323(06) If the correction factor for any single sieve size exceeds the allowable difference for that sieve established in the following table, contact the Engineer. The Engineer will determine whether or not to apply the gradation correction factors for all sieves. Sieve Allowable Difference Sizes larger than 2.36 mm (No. 8) ±5.0% Size 2.36 mm (No. 8) ±4.0% Sizes larger than 75 μm (No. 200) and smaller than 2.36 mm (No. 8) ±2.0% Size 75 μm (No. 200) and smaller ±1.0% CALCULATIONS Calibration Factor (No. 3, Calibration Procedure) CF = [ ( D1 - P1) + ( D2 - P2 ) ] 2 D1, D2 = Total sample loss in percent in calibration samples 1 and 2. P1, P2 = Actual asphalt binder % added in calibration samples 1 and 2. CF = Calibration Factor IF: D1 = 6.52 % D2 = 6.62 % P1 and P2 = 6.20 % THEN: CF = 0.37 % 6 ODOT TM 323(06) Gradation Correction Factors (No. 5, Calibration Procedure) Blank Gradation % Average of two Incinerated samples % Correction Factor % 19 mm (3/4”) 97.0 94.0 +3.0 12.5mm (1/2”) 86.3 85.9 +0.4 9.5mm (3/8”) 77.3 75.8 +1.5 4.75mm (No. 4) 46.5 47.3 -0.8 2.36mm (No. 8) 31.2 32.0 -0.8 600μm (No. 30) 12.4 14.2 -1.8 75μm (No. 200) 6.0 7.2 -1.2 Sieve Size Final Gradation Calculation (No. 5, Calibration Procedure) Incinerated Washed Gradation % Sieve Size Correction Factor % Final Gradation 19mm (3/4”) 94.6 +3.0 98 12.5mm (1/2”) 86.9 +0.4 87 9.5mm (3/8”) 54.3 +1.5 56 4.75mm (No. 4) 47.8 -0.8 47 2.36mm (No. 8) 32.5 -0.8 32 600μm (No. 30) 15.3 -1.8 14 75μm (No. 200) 8.6 -1.2 7.4 Percent Asphalt Binder in 100% RAP (No. 4, Calibration Sample Preparation) Pbr = (D1 + D2 + D3 + D4) / 4 - 0.5% D1, D2, D3, D4 = Total loss in the ignition furnace (from No. 3, Calibration Sample Preparation) 0.5% = standard mix calibration factor for all RAP Pbr = [(6.6 + 6.1 + 5.9 + 6.2) / 4] - 0.5% Pbr = 5.7% 7 ODOT TM 323(06) THIS PAGE INTENTIONALLY LEFT BLANK 8 ODOT TM 323(06) TECHNICAL SERVICES I N T E R O F F I C E M E M O DATE: April 1, 1999 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure ODOT TM 325 Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: Samples used for MDV tests are portions of samples acquired for gradation and asphalt content. ODOT TM 325 Method of Test for PREPARATION OF FIELD COMPACTED MARSHALL SPECIMENS CALIBRATION OF FIELD MARSHALL HAMMERS DETERMINATION OF AVERAGE Gmb FOR HMAC VOLUMETRIC CALCULATIONS SCOPE This method covers preparation of field compacted Marshall specimens. This method is for use with mixtures containing asphalt cement and aggregate up to 25.4mm (1 in) maximum size. AASHTO T 245-94, AASHTO T 168, and AASHTO T 166 procedures will be referenced as noted. SIGNIFICANCE AND USE Marshall specimens are used to measure the Bulk Specific Gravity (Gmb) of a compacted AC mixture. The Gmb is used to calculate the volumetric properties of a compacted AC mixture. APPARATUS 1. Specimen Mold Assembly - Mold cylinders 101.6mm (4 in) in diameter by 76.2mm (3 in.) in height, base plates, and extension collars shall conform to the details shown in Figure 1 of AASHTO T 245-94. Six mold cylinders are recommended. 2. Specimen Extractor - A steel disk, not less than 100mm (3.95 in) and 13mm (1/2 in) thick attached to a hydraulic jack and holder (or other equipment approved by the Engineer which will not damage the sample) will be used to extrude the sample. 3. Compaction Hammer - The compaction hammer shall have a flat, circular tamping face and a 4536 ± 9 g (10 ±0.02 lb) sliding weight with a free fall of 457.2 ±1.524mm (18 ±0.06 in). Details for the hammer shall conform to Figure 2 of AASHTO T 245-94. A mechanically operated hammer may be used provided it has been properly calibrated to the hammer used to develop the JMF, as per the Calibration of the Marshall Hammer section of this test method. 1 ODOT TM 325(03) A guide device used to hold a hand hammer vertical will not be allowed. Locate the compaction hammer (and pedestal) in an enclosed location which is sheltered from wind and other weather elements. 4. Compaction Pedestal - The compaction pedestal shall consist of a 203.2 by 203.2 by 457.2mm (8 by 8 by 18 in) wooden post capped with a 304.8 by 304.8 by 25.4mm (12 by 12 by 1 in) steel plate. The wooden post shall be oak, pine, or other wood having an average dry weight of 0.67 to 0.77 g/cc (42 to 48 pcf). The wooden post shall be secured by four angle brackets to a solid concrete slab. The steel cap shall be firmly fastened to the post. The pedestal assembly shall be installed so that the post is plumb and the cap is level. 5. Concrete Slab - The hammer pedestal shall be bolted to a concrete slab weighing approximately 90 kg (100 lb) with minimum dimensions of 300 by 600 by 200mm (12 by 24 by 8 in), which shall be placed on the ground. If mounted on a trailer floor, it shall be further supported by a load transfer device, between the underside of the floor and the ground, which is acceptable to the Engineer. 6. Specimen Mold Holder - A specimen mold holder shall be mounted on the compaction pedestal so as to center the compaction mold over the center of the post. It shall hold the compaction mold, collar, and base plate securely in place during compaction of the specimen. 7. Ovens and Hot Plates - Provide an oven capable of heating the AC mixture, compaction molds, and other equipment to the required temperatures. Provide a hot plate, hot sand bath, or other suitable device for heating the compaction hammer to the required temperature. 8. Thermometers - Provide thermometers with a range from 9.9 to 204ºC (50 to 400°F) with a sensitivity of 2.8ºC (5°F) required. 9. Balance or Scale - Provide a balance or scale capable of at least 2 kg sensitive to 0.1 g. 10. Containers - Provide gill-type tins or other metal containers for heating the AC mixture. 11. Gloves - Provide gloves for handling hot equipment. 12. Misc. Tools - Provide steel spatulas, spoons, scoops, etc. for spading and handling the AC mixture and marking crayons for identifying samples. Some kind of funnel for transferring AC mixture from containers into molds is also suggested. 2 ODOT TM 325(03) PROCEDURE 1. At least one hour prior to compacting Marshall specimens, place all specimen mold assemblies (mold, extension collar, and base plate), sample tins, scoop/spoons, and spatula in a 160 ± 10ºC (320 ± 20°F) oven. Butter the sample tins prior to placing in the oven. Heat the hammer foot on a hot plate, hot sand bath, or other approved device to a temperature of 95 to 150ºC (200 to 300°F). 2. Obtain a 5000 g sample of AC mixture from a bituminous mixture sample obtained as per AASHTO T 168. (Note: This sample is in addition to mix required for other quality control testing) 3. Quarter the sample per AASHTO T248 (or WAQTC TM 5 if required by the Agency)to obtain four specimens. 4. Weigh approximately 1200 ± g into a buttered sample tin, cover and place in oven. Repeat for the additional three tins of mixture. The goal is to end up with a compacted sample which is 63.5 ± 2.5mm (2.5 ±0.1 in) thick. Compacted samples outside the thickness tolerance will be discarded. 1200 g should be close for combined aggregate bulk specific gravities (Gsb) between 2.600 and 2.700. Adjustments to the 1200 g sample weight for aggregate Gsb’s outside this range will need to be made. The combined aggregate specific gravity (Gsb) may be found on the JMF. Adjust the specimen weights for future tests as necessary to obtain the desired thickness based on resultant thickness from the current test. Note: Another potential source for an initial weight to obtain the required thickness will be from the calibration samples which will be compacted before the project begins. (See the Calibration of the Marshall Hammer section). The technician may also consider fabricating trial samples during production prior to a required random QC sample to determine the appropriate mass to obtain the desired thickness. 4.1 Oven Temperature - The temperature of the oven should be set such that the samples, when compacted, reach a temperature within the “Placement Temperature” range given on the project JMF. Note: Maintaining required mix temperature is of critical importance in preparing Marshall specimens. Every effort should be made during the procedure to minimize heat loss to the sample and to maintain the required minimum temperature. Loss of heat may result in significant additional time required to heat the sample to proper temperature. Variability in compaction temperatures between specimens can result in unacceptable variability in Gmb test results. 4.2 Mixture Aging (to allow for asphalt absorption and control compaction temperature)–Bring the four samples to the “Placement Temperature” range by 3 ODOT TM 325(03) uniform heating in an oven. The samples shall be aged for a time period such that they are ready to compact approximately one hour from the time they are sampled. A sample to be tested for maximum specific gravity (Gmm) according to AASHTO T209 should be aged for the same period of time. 5. After the aging time to reach the one hour criteria has expired, check the temperature of the material in a tin. If it is within the “Placement Temperature” range, proceed with remaining steps. If it is too cool, continue heating to get the required temperature. Specimens must be compacted within three hours of sampling or they will be discarded. 6. Place a paper disk in the bottom of a heated specimen mold assembly (base plate, specimen mold, & extension collar). Place a funnel, or other device, on top of the mold to minimize loss of material outside of the mold assembly. Introduce one full tin of mixture into the mold, scraping the tin to get loose particles into the sample. Remove funnel. 7. Spade the mixture vigorously with a heated spatula 15 times around the perimeter and 10 times over the interior of the sample. If the spading process creates a segregated sample, reduce the effort applied to the spatula. Smooth the surface of the mixture to a slightly mounded shape. Place a paper disk on top of the mixture. 8. Measure the temperature of the mixture in the mold. If it is within the required temperature range, compact immediately. If too hot, allow sufficient time to cool to the required temperature range. Do not allow the thermometer to touch the mold. Document the temperature at which each specimen is compacted. 9. Place the mold assembly on the compaction pedestal in the mold holder and apply the number of blows required by the JMF with a free fall of 457.2mm (18 in) at a rate of about one blow per second for a hand hammer. During compaction, the operator shall hold the axis of the compaction hammer by hand as nearly perpendicular to the base of the mold assembly as possible. 10. Remove the base plate and collar, reverse the mold, and re-assemble the mold assembly. Apply the same number of compaction blows to the opposite face of the specimen. 11. After compaction is complete, remove the extension collar, base plate, and paper disks and place the mold with the compacted mixture on its side and cool at room temperature or in front of a cooling fan for a minimum of 20 minutes or until it can be handled comfortably without gloves (whichever is longer). It is important to remove the paper disks as soon as possible because removal is very difficult after the specimens have cooled. 4 ODOT TM 325(03) 12. After cooling, put the extension collar on the forming mold and extrude the specimen using a hydraulic jack and holder (or other approved equipment). Pounding out the specimen with the Marshall hammer will not be allowed. 13. Smooth rough edges with spatula, place flat side down on a smooth and level surface, properly identify, and cool to room temperature. DETERMINATION OF AVERAGE Gmb FOR SUBLOT OR HCF Determine the Gmb for each of the four (or six if a hammer calibration) compacted specimens according to AASHTO T 166. Determine the average Gmb for the four (or six if a hammer calibration) specimens. If one or more of the individual specimen Gmb deviates by more than ±0.015 from the average, discard the individual Gmb that deviates the most first, and recompute the average based on the remaining three (or five if a hammer calibration) specimens. If the Gmb of one of the remaining three specimens deviates by more than ±0.015 from the average, then the entire set of results are considered suspect and a new set of specimens must be made. (For a hammer calibration, an additional sample may be discarded. A minimum of four of the original six samples is required for a valid hammer calibration.) Multiply the average Gmb value for each sublot by the Hammer Calibration Factor (HCF) and Reheat Correction Factor (RCF) determined according to the Calibration of the Marshall Hammer and the Reheat Correction Factor sections of this test method. Calculate the “Corrected” Gmb for each sublot as follows: Corrected Gmb = Average Gmb x HCF x RCF HMAC volumetric calculations for each MDV test should be completed using the “Corrected” Gmb. CALIBRATION OF THE MARSHALL HAMMER Marshall hammers in QC and QA field laboratories shall be calibrated to the compactor used to develop the mixture design. A new calibration will be required if a field hammer location is changed. Recalibrate the hammer for each QC and QA laboratory location when there is a continued bias in the data. 1. Obtain samples for calibration of the QC and QA field hammers from the mixture design laboratory. Sufficient material for six specimens will be required. Each calibration sample will be batched at the JMF target gradation and asphalt content. 5 ODOT TM 325(03) 2. Prepare six specimens with each field hammer. Compute the average bulk specific gravity (Gmb) for each field hammer according to the Determination of Average Gmb for Sublot or HCF section of this test method. A minimum of four samples for each hammer are required for a valid calibration. If the average field Gmb is within 0.005 of the design Gmb, a hammer calibration factor need not be used. A new hammer calibration may be required if the average field Gmb differs from the design Gmb by more than 0.030. Notify the Agency and initiate an investigation for determining the reason for the large variance. 3. Calculate the hammer calibration factor (HCF) using the following equation. (Calculate to five decimal places) HCF = Design Hammer Gmb Average Field Hammer Gmb The Design Hammer Gmb (from Marshall, Hveem, or SHRP Gyratory) will be reported on the JMF. REHEAT CORRECTION FACTOR If QA samples are being transported to a different location, reheated, and then compacted, the Engineer may request that the QC laboratory develop a Reheat Correction Factor (RCF) in an attempt to resolve potential differences in test results between the QC and QA laboratories. The RCF may then be applied to any samples that are allowed to cool to ambient temperature and then reheated. 1. The Engineer will designate a retained sample to be tested. 2. Cool the sample to ambient air temperature, and leave overnight. 3. Heat the sample in a 110ºC oven for two hours, quarter for testing, and prepare four samples according to the Procedure section of this test method. 4. Compute the average bulk specific gravity (Gmb) according to Determination of Average Gmb for Sublot or HCF section of this test method. A minimum of three samples are required for a valid calibration. If the “reheated” Gmb is within 0.005 of the “unreheated” Gmb, a RCF need not be used. 5. Calculate the reheat correction factor (RCF) using the following equation. (Calculate to three decimal places) RCF = Average “unreheated” Gmb Average “reheated” Gmb 6 ODOT TM 325(03) ODOT TM 326 Method of Test for PREPARATION OF FIELD COMPACTED GYRATORY SPECIMENS DETERMINATION OF AVERAGE Gmb FOR HMAC VOLUMETRIC CALCULATIONS SCOPE This method covers preparation of field compacted specimens using the Superpave™ gyratory compactor. This method conforms, in general, to AASHTO T 312 supplemented herein to conform to Oregon Quality Assurance program standard practices. AASHTO T 312 is presented in Appendix A of this procedure. SIGNIFICANCE AND USE Gyratory specimens are used to measure the Bulk Specific Gravity (Gmb) of a compacted HMAC mixture. The Gmb is used to calculate the volumetric properties of a compacted HMAC mixture. APPARATUS Provide apparatus meeting the requirements of Section 4 of AASHTO T 312. In addition, provide the following: 1. Containers – Provide shallow, flat metal pans large enough to accommodate a 5,000 gram sample for evenly heating the HMAC mixture. 2. Thermometers – Thermometers must be capable of reading to the nearest 2°C (2°F) or finer. 3. Funnel - A funnel or other device for transferring AC mixture from containers into molds is suggested. The device must not cause segregated specimens. 4. Oven – Forced air, ventilated, or convection oven capable of maintaining the temperature surrounding the sample at 163 ±5°C (325 ±9°F). 1 ODOT TM 326(03) STANDARDIZATION Standardize the gyratory compactor according to Section 6 of AASHTO T 312. Verify calibration of the ram pressure, angle of gyration, gyration frequency, and specimen height measurement system using procedures and at frequencies recommended by the manufacturer. Provide a log book with each compactor documenting calibrations and calibration checks performed and make it available for review by Agency representatives. The log book shall contain the brand, model, and serial number of the compactor. As a minimum, the log book shall also include the types of calibration checks performed, results of the checks, actions taken to correct problems, date performed, and the name of the technician performing the procedures. The load cell provided by the manufacturer for standardization must be checked on an annual basis with a traceable device according to the ODOT Laboratory Certification Program. The angle of gyration shall be based on external measurements and the calibration verified according to the manufacturer’s recommendations. . Note: ODOT will be initiating a process for calibrating the angle of gyration based on internal measurements according to AASHTO PP48 in the near future. PREPARATION OF APPARATUS Prepare apparatus for use according to Section 7 of AASHTO T 312 modified as necessary per the manufacturer’s recommendations. Specimen height must be recorded according to the requirements of Section 4.1.1 of AASHTO T 312. The number of gyrations required (Ndesign) will be provided on the Job Mix Formula (JMF). TEST PROCEDURE 1. At least one hour prior to compacting specimens, place all specimen mold assemblies, sample container, scoop/spoons, etc. in an oven and heat to within the placement temperature range given on the JMF. 2. Two gyratory specimens are required per Mix Design Verification test. Obtain a 10000 g sample (enough to make 2 specimens) of HMAC mixture from a bituminous mixture sample obtained per AASHTO T 168. (Note: This sample is in addition to mix required for other quality control testing) The sample size for each specimen must be sufficient to produce compacted specimens with a final height between 110 mm and 120 mm. Specimens with heights outside this range will be discarded and not used for volumetric 2 ODOT TM 326(03) calculations. The sample size may be given on the JMF. If not, the sample size may be estimated by the following: Sample Size (grams) = Gmb x 2026 1.03 Where: Gmb = bulk specific gravity at the JMF targets given on the JMF 3. Reduce the sample according to WAQTC TM 5to obtain the desired specimen sample sizes. 4. Weigh the appropriate sample size into a shallow, flat, metal container and place in oven. Repeat for the second specimen. 4.1 Oven Temperature - The temperature of the oven should be set such that the samples, when compacted, reach a temperature within the “Placement Temperature” range given on the project JMF. Note: Maintaining required mix temperature is of critical importance in preparing gyratory specimens. Every effort should be made during the procedure to minimize heat loss to the sample and to maintain the required minimum temperature. Loss of heat may result in significant additional time required to heat the sample to proper temperature. Variability in compaction temperatures between specimens can result in unacceptable variability in Gmb test results. 4.2 Mixture Aging (to allow for asphalt absorption and to heat to compaction temperature) – Bring the two samples to the “Placement Temperature” range by uniform heating in an oven. The samples should be aged for a time period such that they are ready to compact approximately 1 hour from the time they are sampled. A sample to be tested for maximum specific gravity (Gmm) according to AASHTO T209 should be aged for the same period of time, unless altered per the yellow sheet provisions of AASHTO T209. The aging time may be increased or decreased to better reflect the actual HMAC storage time and haul time if approved by the Engineer. 5. After the aging time to reach the 1 hour criteria has expired, check the temperature of the material at several locations in the container. If it is within the “Placement Temperature” range, proceed with remaining steps. If it is too cool, continue heating to get the required temperature. Samples must be compacted within 3 hours of sampling or they will be discarded. Note: Temperature differences within a sample can cause variable results. Select containers that will evenly heat the material to minimize temperature variability within a sample. 3 ODOT TM 326(03) 6. Load each sample into a mold and recheck the temperature of the mix in the center of the mold to ensure that is in the proper range. Take care not to segregate the samples when loading material into the mold. Compact with Ndesign gyrations according to Section 9 of AASHTO T 312. Take care not to deform the specimen when extruding the sample and removing it from the compactor. Note: It may be necessary to partially extrude the specimen from the mold and allow it to cool for a few minutes prior to removing the it from the mold. Some mixes may deform or fall apart, especially at lower gyrations, if removed too hot resulting in erroneous measurements. 7. Place flat side down on a smooth and level surface, properly identify, and cool until the specimen reaches room temperature. 8. Determine the bulk specific gravity of each specimen according to AASHTO T166. REPORTING For each MDV test performed with a gyratory compactor, provide the following to the Agency: • • • • • The specimen height for each compacted specimen. The time at which each sample was obtained and compacted. Provide Gmb calculations for each sample. Calculate the average of the two sample Gmb’s. The average will be used for volumetric calculations. Volumetric calculations on a form approved by the Agency. PROCEDURE FOR PRODUCTION VERIFICATION (QA) SAMPLES This section covers procedures required for gyratory compaction of verification samples split and performed by the Contractor QC lab and Agency QA lab. The Contractor and Agency will perform ODOT TM 326 and the process described in this section for all verification samples obtained during the time Mix Design Verification (MDV) testing is being performed. Differences of ±0.020 or more between QC and QA laboratory AASHTO T166 average Gmb’s on a split sample should be investigated as it is anticipated that the results between compactors should be within this range. Contact the ODOT Region QAC or ODOT Pavement Quality Engineer for troubleshooting assistance. 1. Perform applicable portions of Sections 4, 5, and 6 of this procedure, supplemented as follows: 4 ODOT TM 326(03) 1.1 Obtain sufficient material such that each laboratory can compact two specimens. 1.2 Reduce samples to the appropriate mass and place in containers immediately after sampling. 1.3 Allow each sample to cool to ambient temperature for a minimum of 12 hours. An alternative procedure for curing and compacting the samples will be allowed if agreed upon by the Contractor and the Region Quality Assurance Coordinator. 1.4 Heat the specimens to the appropriate temperature for compaction. Each specimen shall be in the oven no longer than 4 hours (3 hours if not reheated). Try to stagger the samples so they each spend approximately the same amount of time in the oven. Cure an AASHTO T209 sample in the oven the same length of time as the gyratory specimens. 2. Provide documentation to the Agency according to the Reporting section of this procedure. 5 ODOT TM 326(03) THIS PAGE INTENTIONALLY LEFT BLANK 6 ODOT TM 326(03) APPENDIX A AASHTO T 312 7 ODOT TM 326(03) 8 ODOT TM 326(03) Preparing and Determining the Density of Hot-Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor AASHTO Designation: T 312-04 AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ 9 ODOT TM 326(03) THIS PAGE INTENTIONALLY LEFT BLANK 10 ODOT TM 326(03) ODOT TM 327 Method of Test for CORRELATION OF NUCLEAR GAUGE READINGS WITH PAVEMENT CORES SCOPE This method covers the correlation of nuclear gauge readings with corresponding 150mm ±6mm. (6 ±0.25 in) diameter cores removed from the roadway. The nuclear gauge readings are compared with the cores removed from the roadway and a correlation is established for future density testing. SIGNIFICANCE AND USE The Bulk Specific Gravity (Gmb) of the core is determined according to AASHTO T-166 and compared with the nuclear gauge readings. Since the Bulk Specific Gravity (Gmb) of the core is a physical measurement, it is considered a more accurate means of determining the density of the in-place HMAC. Taking a ratio of the core value’s to the corresponding gauge value’s a correlation can be established. With the correlation, all gauge readings will be adjusted to match the in-place density based on the cores. The core correlation is gauge specific and must be obtained before traffic is allowed on the pavement. (Note: All gauges that will be used on the project should be correlated to the core locations prior to removal). APPARATUS 1. Core Removal Equipment – Pavement test specimens shall be removed with a core drill. 2. Core Bit – The core bit shall have an inside diameter of 150mm ±6mm. (6 ±0.25 in) 3. Separation Equipment – Cores shall be separated with a saw that provides a clean smooth plane representing the layer to be measured. STANDARDIZATION AND CALIBRATION Ensure the gauge meets the calibration or verification of calibration according to the requirements of ODOT TM-304. Perform the Standard count check according to manufacturer’s recommendation and according to the guidelines set in WAQTC TM-8. 1 ODOT TM 327(04) TEST PROCEDURE 1. Randomly identify 10 core locations on the proposed pavement to be tested. (Note: ensure traffic has not traveled over the identified test areas). The test areas should represent the JMF and be representative of the entire cross-section of the travel lane being paved. A representative of the Contractor, and the Quality Assurance unit shall agree on the core locations. 2. At each core location, take two one-minute Nuclear Gauge readings in a sanded condition according to WAQTC TM-8 in the Backscatter mode and record. 3. Wait until the HMAC is cool enough to remove without damaging. Ice or dry ice may be used to cool the HMAC to allow quicker removal. Dry ice has been found to be the most effective in cooling the HMAC quickly. 4. Using the drill apparatus, remove the core to a minimum depth of the lift being placed. The relative position of the core to the nuclear gauge readings for each test location shall be as illustrated below. Core Removal Diagram 5. Separate the layer of HMAC to be tested from the remainder of each core with a saw. If a clean separation of the desired layer thickness occurs during core removal, sawing of specimen is not necessary. During separation the layer to be tested may be damaged, so use caution during the removal process. In the event the tested layer is damaged the number of cores must meet the following conditions: 5.1 If 8 to 10 cores are in good condition proceed with Step 6. 5.2 If less then 8 cores are in good condition, additional cores and gauge readings will need to be obtained to achieve a minimum of 8. 6. Once the cores have been separated the contractor will deliver half of the cores to the Quality Assurance unit and both parties will determine the Bulk Specific Gravity 2 ODOT TM 327(04) of the provided set according to AASHTO T-166/275. The specific method of AASHTO T 166 to be used will be agreed upon by both QA and QC labs. 7. Prior to the bulking operation measure and record each specimen’s thickness to the nearest mm or 1/8”. Once the bulking process is completed both parties will provide nuclear gauge readings and bulk specific gravity test results to the Project Manager for determination of the correlation factor. 8. Calculate the Ratio of the Core to Nuclear Gauge Average Reading at each location using the following formula: RATIO = Core (Density) / Nuclear (Reading) Example METRIC Core Density (2243 kg/cu m) Nuclear Average Reading (2298 kg/cu m) ENGLISH Core Density (140.0 pcf) Nuclear Average Reading (143.4 pcf) 2243 / 2298 = 0.9761 140.0/143.4 = 0.9763 Note: All ratios are carried to 4 decimal places. 9. The calculation process is performed on all cores and nuclear readings and evaluated according to the following: 9.1 If 9 or 10 ratios are available throw out the high and low values and average the remaining. 9.2 If 8 are available, average all ratios. The correlation factor is determined by averaging the ratios and rounding to 4 decimal places. REPORTING For each nuclear to core correlation performed, provide the following information to the Agency: • • • • • • The date the cores were obtained The lift of HMAC being evaluated Type of HMAC being evaluated Mix Design Lab Number Nuclear Gauge Serial Number, Make & Model Average thickness of each core (to the nearest mm or 1/8”) 3 ODOT TM 327(04) • • • • • Average Nuclear Density reading at each core location Core density value and the following T-166/275 information: Mass of core in air, Mass of core in water & SSD mass of core Correlation Factor Document who performed the CDT, CAT-1 and QCCS work. ODOT form 2327-01 is available to perform the correlation calculations. 4 ODOT TM 327(04) ODOT TM 770 Method of Test for DETERMINING THE GRAPHIC PROFILE INDEX WITH A CALIFORNIA TYPE PROFILOGRAPH OR AN INERTIAL LASER PROFILOMETER SCOPE This test method describes the procedure for checking the horizontal and vertical accuracy of the plotter and for determining the profile index from profilograms of pavement made with the California Type Profilograph. A procedure used to locate individual deviations is also included. Profilograms generated from Profilometers employing an accelerometer established inertial profiling reference and a laser height sensing instrument may also be evaluated using the procedures described herein. The profilogram is recorded on a horizontal scale of 1:300 and vertical scale of 1:1. The determination of the Profile Index involves measuring "scallops" that appear outside a "blanking" band. The determination of individual high areas involves the use of a special template. An alternative horizontal scale may be used when the calculations are performed by analysis software. EQUIPMENT 1 California Profilograph 1.1 The profilograph shall be the California Type, computerized or not computerized, complete with recorder for determining the profile index of highway pavements. 1.2 The equipment consists of a steerable metal frame 7.62m (25 ft) in length supported at both ends by wheel assemblies consisting of six wheels each. 1.3 A rubber tired profile wheel approximately 0.5m (1.5 ft.) in diameter and which may be retracted when not in use, is attached at mid-frame. The profile wheel is connected to a mid-frame mounted strip-chart recorder containing rollers for chart paper, recording pen and events marker. The recorder will record the profile of the pavement surface on a horizontal scale of 1:300 and a vertical scale of 1:1. A storage case for the recorder shall be provided. 1 ODOT TM 770(03) 2. Profilometers 2.1 The profilometer shall employ an accelerometer established inertial profiling reference and a laser height sensing instrument to produce a true profile of the pavement surface. 2.2 The device must be capable of reporting elevations with a resolution of 0.1mm (0.004 in) or finer at an interval of 150mm (6 in) or less. The device must provide a means to calibrate and measure the horizontal distance travelled. 2.3 The device must be equipped with software capable of generating the equivalent California Type Profilograph plot (profilogram) and values as well as the locations of bumps and dips. CALIBRATION TESTS Perform all calibrations and calibration verifications in the presence of a representative of the Agency. Provide documentation to the Agency that the calibration tests have been successfully completed. 1. Calibration Frequency 1.1 California Profilograph The profilograph shall be calibrated at the beginning of each day's use and after each time the profilograph is disassembled and reassembled. Both the vertical and horizontal accuracy of the profilogram shall be checked. 1.2 Profilometer Perform horizontal and vertical calibration of the profilometer at the frequency recommended by the manufacturer or at any time test results are questionable. It is recommended that the horizontal calibration be checked once per day. 2. Vertical Calibration 2.1 California Profilograph 2.1.1 Set the profilograph in a stationary position on a reasonably smooth and level surface. 2.1.2 Check the tire pressure of the profile wheel if an inflatable tire is used. It should be 172 kPa. 2 ODOT TM 770(03) 2.1.3 Place a 600mm x 900mm x 3mm (24 in x 36 in x 1/8 in) steel or aluminum plate or 6mm (1/4 in) plywood underneath the recording wheel. This will eliminate the unevenness of the surface under the wheel. 2.1.4 Mark where the recording pen is located on the vertical scale. For computerized profilographs, follow the manufacturer’s instructions. 2.1.5 Slide the 12.5mm (1/2 in) thick calibration block, as detailed below, underneath the recording wheel in a manner that will result in an accurate motion of the recording pen. 2.1.6 Mark the new position of the recording pen and measure the distance between the two marks. For computerized profilographs, follow the manufacturer’s instructions. 2.1.7 The distance should be 12.5mm ±1.5mm (1/2 ±1/16 in). 2.1.8 If the distance is not within these limits, adjust the plotter to the required vertical accuracy prior to use. Follow the manufacturer's recommendation for vertical adjustment. 2.2 Profilometer Perform vertical calibration of profilometers according to the manufacturer’s recommendations. 3. Horizontal Calibration 3.1 California Profilograph 3.1.1 Measure and mark off a straight distance of 200m (0.1 mile) on a reasonably level paved surface. 3.1.2 Place the center of the profile wheel on the zero mark. Mark where the recording pen is located on the horizontal scale. For computerized profilographs, follow the manufacturer’s instructions. Operate the profilograph over the marked distance to the 200m (0.1 mile) mark. Stop with the center of the profile wheel on the 200m (0.1 mile) mark. 3.1.3 The horizontal graph line should be 667mm long ±4mm (21.12 in ±0.16 in). 3.1.4 If the horizontal graph line is not within these limits, adjust the plotter to the required horizontal accuracy prior to use. Follow the manufacturer's recommendation for horizontal adjustment. 3 ODOT TM 770(03) Note: Air moisture and tension on the paper roll can affect the horizontal distance. 3.2 Profilometer 3.2.1 Measure and mark off a straight distance of 200m (0.1 mile) on a reasonably level paved surface. 3.2.2 Perform horizontal measurement calibration according to the manufacturer’s recommendations. Note the air pressures in the tires on the vehicle when the horizontal calibration is performed. Check the pressures as necessary during the day to ensure the tire pressure is maintained. If the tire pressure changes, adjust the pressure or recalibrate the horizontal measurement. Tire pressure will influence the horizontal distance measured by the profilometer. 4. Calibration Verification Before performing smoothness measurements on the project, verify the calibration of the California-type profilograph or Laser Profilometer by running the machine twice over a 200m (0.1 mile) section of pavement with repeating results. The calibration shall be considered acceptable when the difference in Profile Index between consecutive test runs is 5mm/km (0.3 in/mile) or less. Provide documentation to the Engineer verifying that the calibration and test runs have been successfully completed. A fogline or other straight line on a relatively smooth pavement surface is suggested for performing this check. TESTING 1. Operate the profiling device to provide complete graphic profiles at all locations required by the contract specification. 2. Operate the profiling device either in the direction of vehicle travel or the direction of placement as determined by the Engineer. 3. Operate the California Profilograph along the specified wheelpaths and other locations at a speed not greater than three miles per hour. Do not tow the profilograph. Operate the Profilometer along the specified wheelpaths and other locations at speeds recommended by the manufacturer. Take care to keep the device as parallel as possible to centerline. 4 ODOT TM 770(03) 4. Mark on the profile chart the appropriate identification for each profile. For example; northbound, outside travel lane, right wheelpath could be identified as NG-OL-R. Include project identification on the outside of the rolls. 5. Mark and identify the project stationing on the profiles at the frequency they are available. As a minimum, identify the location of milepost markers in addition to available stationing. Initial and date the beginning and ending stations of each day's run on the profilogram. 6. Identify on the profiles any areas excluded by specification. 7. The project stationing is referenced on the profile chart at the frequency they are available by marking a line on the chart at a known station and writing the station on the chart. As a minimum, reference the location of milepost markers. The beginning and ending stations of each day's run is initialed on the profilogram. The stationing is checked every mile and the chart paper or horizontal location is reset if out of tolerance. DETERMINATION OF THE PROFILE INDEX 1. General Before beginning the profile index counts, profiles are divided into 200m (0.1 mile) segments and into partial segments as required by the contract specifications. Profilometers and Computerized Profilographs automatically perform the calculations presented below. It will not be necessary to recompute the Profile Index from these devices unless the results are in question. 2. Profile Index Equipment – Manual Trace The only special equipment needed to determine the profile index is a plastic scale 45mm (1.70 in) wide and 667mm (21.12 in) long representing a pavement length of 200m (0.1 mile) at a scale of 1:300. Near the center of the scale is an opaque blanking band 5mm (0.2 in) wide extending the entire length of the plastic scale. On either side of this blanking band are parallel scribed lines 1mm (0.1 in) apart. These lines serve as a convenient scale to measure deviations called "scallops" of the profile above and below the blanking band. 5 ODOT TM 770(03) 3. Method of Counting for Profile Index 3.1 Place the plastic scale over the profile in such a way as to "blank out" as much of the profile as possible. When this is done, scallops above and below the blanking band will be approximately balanced. 3.2 For short radius super elevated curves it is necessary to shift the scale to blank out the central portion of the trace. When such conditions occur, the profile is broken into short sections and the blanking band repositioned on each section while counting. 3.3 Beginning at the right end of the scale, measure and total the height of all the scallops appearing both above and below the blanking band, measuring each scallop to the nearest 1mm (0.05 in). Write this total on the profile sheet near the left end of the scale together with a small mark to align the scale when moving to the next section. Short portions of the profile line may be visible outside the blanking band, but unless they project 1mm (0.05 in) or more and extend longitudinally for 0.6m (2 ft) (2mm (0.1 in) on the profilogram) or more, they are not included in the count. 3.4 When scallops occurring in the first 200m (0.1 mile) section are totaled, slide the scale to the left, aligning the right end of the scale with the small mark previously made and proceed with the counting in the same manner. 4 Calculation of the Profile Index The profile index is the inches per mile in excess of the 5mm (0.2 in) blanking band. The formulas for converting counts to profile index is as follows: Total Count (mm) x 1000m/km Profile Index = ---------------------------------------------------------------------------------------Length (m) of Full 200m Segment or of Partial _____* m Segment * Report to nearest whole meter Total Count x 0.10 Profile Index = ---------------------------------------------------------------------------------------Length of Full 0.1 mile Segment or of Partial _____* mile Segment * Report to nearest 0.1 mile 6 ODOT TM 770(03) DETERMINATION OF INDIVIDUAL DEVIATIONS IN EXCESS OF 9mm Profilometers and Computerized Profilographs automatically perform the calculations presented below. It will not be necessary to recompute the individual deviations from these devices unless the results are in question. 1. Equipment – Manual Trace The only special equipment needed is a plastic template having a line 25mm (1 in) long scribed on one face with a small hole or scribed mark at either end and a slot 9mm (0.36 in) from and parallel to the scribed line. (25mm line (1 in) corresponds to a horizontal distance of 7.5m (25 ft) on the horizontal scale of the profilogram.) 2. Procedure 2.1 At each prominent peak or high point on the profile trace, place the template so that the small holes or scribe marks at each end of the scribed line intersect the profile trace to form a chord across the base of the peak or indicated bump. The line on the template does not need to be horizontal. With a sharp pencil draw a line using the narrow slot in the template as a guide. Any portion of the trace extending above this line will indicate the approximate length and height of the deviation in excess of 9mm (0.36 in). 2.2 There may be instances where the distance between easily recognizable low points is less than 25mm (7.5m) (1 in (25 ft)). In such cases a shorter chord length shall be used in making the scribed line on the template tangent to the trace at the low points. It is the intent, however, that the baseline for measuring the height of bumps will be as nearly 7.5m (25mm) (25 ft (1 in)) as possible, but in no case to exceed this value. When the distance between prominent low points is greater than 7.5m (25mm) (25 ft (1 in)), make the ends of the scribed line intersect the profile trace when the template is in a nearly horizontal position. 7 ODOT TM 770(03) THIS PAGE INTENTIONALLY LEFT BLANK 8 ODOT TM 770(03) ODOT TM 775 Method of Test for NON-DESTRUCTIVE DEPTH MEASUREMENT OF PORTLAND CEMENT CONCRETE PAVEMENT SCOPE This method uses a probe and ring device to measure the thickness of freshly placed portland cement concrete pavement. APPARATUS 1. Probe – A 6 mm (1/4 in) rod graduated in 2 mm (0.1 in) increments capable of measuring depths from 200 mm (8 in) to 350 mm (14 in). 2. Ring Device - A 150 mm (6 in) diameter sliding ring that is capable of being locked to the probe. PROCEDURE 1. Determine random sample locations according to current Agency procedures 2. While holding onto the ring device, insert the probe into the freshly placed concrete pavement. Adjust the rod slightly as necessary to ensure that the probe makes contact with the underlying base material. 3. Slowly release the ring device until it comes to rest against the pavement surface. The ring must be uniformly seated for its entire circumference on the surface or the probe is not perpendicular to the surface. 4. Lock the ring device to the probe in this position. 5. Remove the apparatus and read the depth at the top of the ring device. 6. Document results according to Agency procedures. 1 ODOT TM 775(03) THIS PAGE INTENTIONALLY LEFT BLANK 2 ODOT TM 775(03) TECHNICAL SERVICES I N T E R O F F I C E M E M O DATE: October 1, 2001 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T-2 Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: Under Procedure, Section A Method B (From the Belt Discharge) when sampling from a conveyor belt, the device shall consist of a container of sufficient size to intercept the entire cross section of the discharge stream and hold the material without overflowing. AGGREGATE WAQTC AASHTO T 2 SAMPLING OF AGGREGATES FOP FOR AASHTO T 2 Scope This procedure covers sampling of fine and coarse aggregates (FA and CA) in accordance with AASHTO T 2. Sampling from conveyor belts, transport units, roadways, and stockpiles is covered. The specifications for some materials may require the contractor to provide a mechanical sampling system at crushers, screening operations, and mixing plants. This system is normally a permanently attached device that allows a sample container to pass perpendicularly through the entire stream of material or diverts the entire stream of material into the container. The sample container is normally larger at the bottom than the top (triangular shaped), with the slotted opening in the top based on the size of aggregate being sampled. Operation may be hydraulic, pneumatic, or manual, and shall allow the sample container to pass through the stream at least twice, once in each direction, without overfilling. With manually operated systems, a consistent operating speed is difficult to maintain and may result in variably sized, non-representative samples. For this reason, some agency specifications require that the sampling device be automatic or semi-automatic. Apparatus • Shovels, scoops, sampling tubes of acceptable dimensions. • Custom built sampling devices suitable for varied sampling scenarios, and sampling containers. Procedure - General Sampling is as important as testing, and the technician shall use every precaution to obtain samples that will show the true nature and condition of the materials the sample represents. 1. Wherever samples are taken, obtain multiple increments of approximately equal size.. 2. Mix the increments thoroughly to form a field sample that meets or exceeds the minimum mass recommended in Table 1. Note 1: Based upon the tests required, the sample size may be four times that shown in Table 1 of the FOP for AASHTO T 27/T 11, if that mass is more appropriate. As a general rule the field sample size should be such that, when split twice will provide a testing sample of proper size. T2 Aggregate 9-1 October 2005 AGGREGATE WAQTC AASHTO T 2 TABLE 1 Sample Sizes Nominal Maximum Size* mm (in.) 2.36 4.75 9.5 12.5 19.0 25.0 37.5 50 63 75 90 (No. 8) (No. 4) (3/8) (1/2) (3/4) (1) (1 1/2) (2) (2 1/2) (3) (3 1/2) Minimum Mass g (lb) 10,000 10,000 10,000 15,000 25,000 50,000 75,000 100,000 125,000 150,000 175,000 (25) (25) (25) (35) (55) (110) (165) (220) (275) (330) (385) * One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. Maximum size is one size larger than nominal maximum size. Procedure – Specific Situations In all situations, determine the time or location for sampling in a random manner. A. Conveyor Belts Avoid sampling at the beginning or end of the aggregate run due to the potential for segregation. Method A (From the Belt): Stop the belt. Set the sampling device in place on the belt, avoiding intrusion by adjacent material. Scoop off the sample, including all fines. Obtain a minimum of 3 increments. Method B (From the Belt Discharge): Pass a sampling device through the full stream of the material as it runs off the end of the conveyor belt. The sampling device may be manually, semi-automatic or automatically powered. The sample container shall pass through the stream at least twice, once in each direction, without overfilling while maintaining a constant speed during the sampling process. B. Transport Units Divide the unit into four quadrants. Dig down approximately 0.3 m (1 ft) in each quadrant and obtain material. Combine to form a single sample. C. Roadways Obtain three increments of approximately equal size and combine. Take the full depth of the material to be sampled, being careful to exclude underlying material. Note 2: If from a berm or windrow the entire cross-section must be sampled after the last mixing pass and prior to spreading and compacting. This may yield extra large samples and may not be the preferred sampling location. Do not sample from the beginning or the end of a berm or windrow. T2 Aggregate 9-2 October 2005 AGGREGATE WAQTC AASHTO T 2 D. Stockpiles Note 3: Sampling at stockpiles should be avoided whenever possible due to problems involved in obtaining a representative gradation of material 1. Create, with a loader if one is available, vertical faces in the top, middle, and bottom third of the stockpile. When no equipment is available a shovel may be used to create vertical faces. 2. Prevent sloughing by shoving a flat board in against the vertical face. Sample from the horizontal surface at the intersection of the horizontal and vertical faces. Take at least one increment from each of the top, middle, and bottom thirds of the pile and combine. 3. When sampling sand, remove the outer layer that may have become segregated. Using a sampling tube, obtain material from five random locations on the pile and mix thoroughly to form one sample. T2 Aggregate 9-3 October 2005 AGGREGATE WAQTC AASHTO T 2 THIS PAGE INTENTIONALLY LEFT BLANK T2 Aggregate 9-4 October 2005 Bulk Density (“Unit Weight”) and Voids in Aggregate AASHTO Designation: T 19/T 19M-00 ASTM Designation: C29/C 29M-97 AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ Compressive Strength of Cylindrical Concrete Specimens AASHTO Designation: T 22-06 ASTM Designation: C39-04a AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ TECHNICAL SERVICES I N T E R O F F I C E M E M O DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 23 Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Use Method 1, cure in a cooler with controlled water temperature. See test procedure for temperature requirements. • Use a high/low temperature-recording device to monitor temperature during curing process. Record the high/low temperature range during the cure process on agency approved form. • Delete Bullet 4 under Procedure – Transporting Specimens. • Under Procedure for Making Cylinders—Rodding step 3, the use of a mallet meeting the requirements under apparatus may be used for single-use plastic molds conforming to AASHTO M-205. • Under Procedure-Making Cylinders-Internal Vibration add the following: After vibration of each layer tap the side of the mold at least 10 times. 2 ODOT TM 323(06) CONCRETE WAQTC AASHTO T 23 METHOD OF MAKING AND CURING CONCRETE TEST SPECIMENS IN THE FIELD FOP FOR AASHTO T 23 Scope This procedure covers the method for making, initially curing, and transporting concrete test specimens in the field in accordance with AASHTO T 23. Apparatus and Test Specimens • Concrete cylinder molds: Conforming to AASHTO M 205 with a length equal to twice the diameter. Standard specimens shall be 150 mm (6 in.) by 300 mm (12 in.) cylinders. Mold diameter must be at least three times maximum aggregate size unless wet sieving is conducted according to the FOP for WAQTC TM 2. Agency specifications may allow cylinder molds of 100 mm (4 in.) by 200 mm (8 in.) size when the nominal maximum aggregate size does not exceed 25 mm (1 in.). • Beam molds: Rectangular in shape with ends and sides at right angles to each other. Must be sufficiently rigid to resist warpage. Surfaces must be smooth. Molds shall produce length no more than 1.6 mm (1/16”) shorter than that required (greater length is allowed). Maximum variation from nominal cross section shall not exceed 3.2 mm (1/8 in.). Ratio of width to depth may not exceed 1.5; the smaller dimension must be at least 3 times maximum aggregate size. Unless otherwise noted in specifications, beam molds for casting specimens in the field shall result in specimens having width and depth of not less than 150 mm (6 inches). Specimens shall be cast and hardened with the long axes horizontal. • Standard tamping rod: 16 mm (5/8 in.) diameter and approximately 600 mm (24 in.) long, having a hemispherical tip for preparing 150mm (6 in.) x 300 mm (12 in.) cylinders. • Small tamping rod: 10 mm (3/8 in.) diameter and approximately 305 mm (12 in.) long, having a hemispherical tip for preparing 100 mm (4 in.) x 200 mm (8 in.) cylinders. • Vibrator: At least 7000 vibrations per minute, diameter no more than ¼ the diameter or width of the mold and at least 75 mm (3 in.) longer than the section being vibrated for use with low slump concrete. • Scoop • Trowel or Float • Mallet: With a rubber or rawhide head having a mass of 0.57 ± 0.23 kg (1.25 ±0.5 lb.). • Rigid base plates and cover plates: metal, glass, or plywood. • Initial Curing Facilities: Temperature controlled curing box or enclosure capable of maintaining the required range of 16 to 27°C (60 to 80°F) during the entire initial curing period (for concrete with compressive strength of 40 Mpa (6000 psi) or more, the temperature shall be 20 to 26°C (68 to 78oF). As an alternative, sand or earth for initial cylinder protection may be used provided that the required temperature range is maintained and the specimens are not damaged. T23_short Concrete 14-1 October 2006 CONCRETE • WAQTC AASHTO T 23 Thermometer: Capable of registering both maximum and minimum temperatures during the initial cure. Procedure – Making Specimens – General 1. Obtain the sample according with the FOP for WAQTC TM 2. Wet Sieving per the FOP for WAQTC TM 2 is required when concrete contains aggregate with a nominal maximum size greater than 50 mm (2 in.) for specimens with a 150 mm (6 in.) diameter, or greater than 25 mm (1 in.) for specimen’s with a 100 mm (4 in.) diameter. Sieve the sample for 150 mm (6 in.) diameter specimens over the 37.5mm (1½ in.) sieve and for 100 mm (4 in.) diameter specimens, sieve over the 25mm (1 in.). 2. Remix the sample after transporting to testing location. 3. Begin making specimens within 15 minutes of obtaining the sample. 4. Set molds upright on a level rigid base in a location free from vibration and relatively close to where they will be stored. 5. Fill molds in the required number of layers attempting to exactly fill the mold on the final layer. Add or remove concrete prior to completion of consolidation to avoid a deficiency or excess of concrete. 6. There are two methods of consolidating the concrete – rodding and internal vibration. If the slump is greater than 25 mm (1 in.), consolidation may be by rodding or vibration. When the slump is 25 mm (1 in.) or less, consolidate the sample by internal vibration. Agency specifications may dictate when rodding or vibration will be used. Procedure – Making Cylinders – Rodding 1. For the standard 150 mm (6 in.) by 300 mm (12 in.) specimen, fill each mold in three approximately equal layers, moving the scoop or trowel around the perimeter of the mold to evenly distribute the concrete. For the 100 mm (4 in.) by 200 mm (8 in.) specimen, fill the mold in two layers. When filling the final layer, slightly overfill the mold. 2. Consolidate each layer with 25 strokes of the appropriate tamping rod, using the rounded end. Distribute strokes evenly over the cross section of the concrete. Rod the first layer throughout its depth without forcibly hitting the bottom. For subsequent layers, rod the layer throughout its depth penetrating approximately 25 mm (1 in.) into the underlying layer. 3. After rodding each layer, tap the sides of each mold 10 to 15 times with the mallet (reusable steel molds) or lightly with the open hand (single-use light-gauge molds). 4. Strike off the surface of the molds with tamping rod, or straightedge and begin initial curing. Note 1: Floating or troweling is permitted instead of striking off with rod or straightedge Procedure – Making Cylinders – Internal Vibration T23_short Concrete 14-2 October 2006 CONCRETE WAQTC AASHTO T 23 1. Fill the mold in two layers. 2. Insert the vibrator at the required number of different points for each layer (two points for 150 mm (6 in.) diameter cylinders; one point for 100 mm (4 in.) diameter cylinders). When vibrating the bottom layer, do not let the vibrator touch the bottom or sides of the mold. When vibrating the top layer, the vibrator shall penetrate into the underlying layer approximately 25 mm (1 in.) 3. Remove the vibrator slowly, so that no air pockets are left in the material. Note 2: Continue vibration only long enough to achieve proper consolidation of the concrete. Over vibration may cause segregation and loss of appreciable quantities of intentionally entrained air. 4. Strike off the surface of the molds with tamping rod, or straightedge and begin initial curing. Procedure – Making Flexural Beams – Rodding 1. Fill the mold in two approximately equal layers with the second layer slightly overfilling the mold. 2. Consolidate each layer with the tamping rod once for every 1300 mm2 (2 in2) using the rounded end. Rod each layer throughout its depth taking care to not forcibly strike the bottom of the mold when compacting the first layer. Rod the second layer throughout its depth, penetrating approximately 25 mm (1”) into the lower layer. 3. After rodding each layer, strike the mold 10 to 15 times with the mallet and spade along the sides and end using a trowel. 4. Strike off to a flat surface using a float or trowel and begin initial curing. Procedure – Making Flexural Beams – Vibration 1. Fill the mold to overflowing in one layer. 2. Consolidate the concrete by inserting the vibrator vertically along the centerline at intervals not exceeding 150 mm (6 in.). Take care to not over vibrate, and withdraw the vibrator slowly to avoid large voids. Do not contact the bottom or sides of the mold with the vibrator. 3. After vibrating, strike the mold 10 to 15 times with the mallet. 4. Strike off to a flat surface using a float or trowel and begin initial curing. Procedure – Initial Curing • When moving cylinder specimens made with single use molds support the bottom of the mold with trowel, hand, or other device. T23_short Concrete 14-3 October 2006 CONCRETE WAQTC AASHTO T 23 • For initial curing of cylinders, there are two methods, use of which depends on the agency. In both methods, the curing place must be firm, within ¼ in. of a level surface, and free from vibrations or other disturbances. • Maintain initial curing temperature of 16 to 27° C (60 to 80°F) or 20 to 26°C (68 to 78°F) for concrete with strength of 40 Mpa (6000 psi) or more. • Prevent loss of moisture. Method 1 – Initial cure in a temperature controlled chest-type curing box 1. Finish the cylinder using the tamping rod, straightedge, float or trowel. The finished surface shall be flat with no projections or depressions greater than 6.3 mm (1/8 in.). 2. Place the mold in the curing box. When lifting light-gauge molds be careful to avoid distortion (support the bottom, avoid squeezing the sides). 3. Place the lid on the mold to prevent moisture loss. 4. Mark the necessary identification data on the cylinder mold and lid. Method 2 – Initial cure by burying in earth or by using a curing box over the cylinder Note 3: This procedure may not be the preferred method of initial curing due to problems in maintaining the required range of temperature. 1. Move the cylinder with excess concrete to the initial curing location. 2. Mark the necessary identification data on the cylinder mold and lid. 3. Place the cylinder on level sand or earth, or on a board, and pile sand or earth around the cylinder to within 50 mm (2 in.) of the top. 4. Finish the cylinder using the tamping rod, straightedge, float or trowel. Use a sawing motion across the top of the mold. The finished surface shall be flat with no projections or depressions greater than 6.3 mm (1/8 in.). 5. If required by the agency, place a cover plate on top of the cylinder and leave it in place for the duration of the curing period or place the lid on the mold to prevent moisture loss. Procedure – Transporting Specimens • After 24 to 48 hours of initial curing, the specimens will be transported to the laboratory for storing under standard conditions. Specimen identity will be noted along with the date / time the specimen was made and the maximum and minimum temperatures registered during the initial cure. • While in transport, specimens shall be protected from jarring, extreme changes in temperature, freezing, or moisture loss. • Cylinders shall be secured so that the axis is vertical. • Transportation time shall not exceed 4 hours. T23_short Concrete 14-4 October 2006 CONCRETE WAQTC AASHTO T 23 Final Curing • For all specimens (cylinders or beams) final curing must be started within 30 minutes of mold removal. Temperature shall be maintained at 23° ±2°C (73 ±3°F). Free moisture must be present on the surfaces of the specimens during the entire curing period. Curing may be accomplished in a moist room or water tank conforming to M 201. • For cylinders, during the final 3 hours prior to testing the temperature requirement may be waived, but free moisture must be maintained on specimen surfaces at all times until tested. • Final curing of beams must include immersing in lime-saturated water for at least 20 hours prior to testing. Report • Report on standard agency forms. • Pertinent placement information for identification of project, element(s) represented, etc. • Date and Time molded. • Test ages. • Slump, Air Content, & Density • Temperature (concrete, initial cure max. & min., and ambient). • Method of initial curing. • Other information as required by agency such as concrete supplier, truck number, invoice number, water added, etc. T23_short Concrete 14-5 October 2006 CONCRETE WAQTC AASHTO T 23 THIS PAGE INTENTIONALLY LEFT BLANK T23_short Concrete 14-6 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 27/11 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Under procedure step 1, the initial dry mass of the sample may be determined utilizing a companion moisture sample (this is an option not a requirement). • Perform the moisture test according to T 255/ T 265. • Shaking time for all methods will be a minimum of 10 minutes. • Use the following formula to adjust the wet mass of the sample to the initial dry mass: Initial Dry Mass = ⎧ ⎪⎪ WM ⎨ ⎪ 1 + ⎛⎜ % M ⎪⎩ ⎝ 100 ⎫ ⎪⎪ ⎬ ⎞ ⎪ ⎟ ⎠ ⎪⎭ Where: WM = Initial Wet Mass of T 27/11 sample. %M = Moisture content of companion moisture sample. • Document the Initial Wet Mass of the sample when utilizing a companion moisture. AGGREGATE WAQTC AASHTO T 27/T 11 SIEVE ANALYSIS OF FINE AND COARSE AGGREGATES FOP FOR AASHTO T 27 MATERIALS FINER THAN 75 µm (No. 200) SIEVE IN MINERAL AGGREGATE BY WASHING FOP FOR AASHTO T 11 Scope Sieve analyses determine the gradation or distribution of aggregate particles within a given sample in order to determine compliance with design and production standards. Accurate determination of material smaller than 75 µm (No. 200) cannot be made with AASHTO T 27 alone. If quantifying this material is required, it is recommended that AASHTO T 27 be used in conjunction with AASHTO T 11. Following the procedure in AASHTO T 11, the sample is washed through a 75 µm (No. 200) sieve. The amount of material passing this sieve is determined by comparing dry sample masses before and after the washing process. This procedure covers sieve analysis in accordance with AASHTO T 27 and materials finer than 75 µm (No. 200) in accordance with AASHTO T 11 performed in conjunction with AASHTO T 27. The procedure includes three method choices, A, B and C. Apparatus • Balance or scale: Capacity sufficient for the masses shown in Table 1, accurate to 0.1 percent of the sample mass or readable to 0.1 g. Meeting the requirements of AASHTO M 231. • Sieves – Meeting the requirements of AASHTO M 92. • Mechanical sieve shaker – Meeting the requirements of AASHTO T 27. • Suitable drying equipment (see FOP for AASHTO T 255). • Containers and utensils: A pan or vessel of a size sufficient to contain the sample covered with water and to permit vigorous agitation without loss of any part of the sample or water. • Optional Mechanical washing device Sample Preparation Obtain samples in accordance with the FOP for AASHTO T 2 and reduce to the size shown in Table 1 in accordance with the FOP for AASHTO T 248. These sample sizes are standard for aggregate testing but, due to equipment restraints, samples may need to be partitioned into several “subsamples.” For example, a gradation that requires 100 kg (220 lbs) of material would not fit into a large tray shaker in one batch. Some agencies permit reduced sample sizes if it is proven that doing so is not detrimental to the test results. Some agencies require larger sample sizes. T27_T11_short Aggregate 12-1 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Check agency guidelines for required or permitted test sample sizes. TABLE 1 Sample Sizes for Aggregate Gradation Test Nominal Maximum Size* mm (in.) 4.75 (No. 4) 6.3 (1/4) 9.5 (3/8) 12.5 (1/2) 19.0 (3/4) 25.0 (1) 37.5 (1 1/2) 50 (2) 63 (2 1/2) 75 (3) 90 (3 1/2) 100 (4) 125 (5) Minimum Mass g (lb) 500 (1) 1000 (2) 1000 (2) 2000 (4) 5000 (11) 10,000 (22) 15,000 (33) 20,000 (44) 35,000 (77) 60,000 (130) 100,000 (220) 150,000 (330) 300,000 (660) *Nominal Maximum size: One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps between specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. Selection of Procedure Agencies may specify what method will be performed. If a method is not specified method A will be performed. Overview Method A • • • • Determine dry mass of original sample Wash through a 75μm (No. 200) sieve Determine dry mass of washed sample Sieve material Method B • • • • • • • • Determine dry mass of original sample Wash through a 75μm (No. 200) sieve Determine dry mass of washed sample Sieve coarse material Determine mass of fine material Reduce fine portion Determine mass of reduced portion Sieve fine portion T27_T11_short Aggregate 12-2 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Method C • • • • • • • • Determine dry mass of original sample Sieve coarse material Determine mass of fine material Reduce fine portion Determine mass of reduced portion Wash through a 75μm (No. 200) sieve Determine dry mass of washed sample Sieve fine portion Sample Sieving In all procedures it is required to shake the sample over nested sieves. Sieves are selected to furnish information required by specification. The sieves are nested in order of decreasing size from the top to the bottom and the sample, or a portion of the sample, is placed on the top sieve. Sieves are shaken in a mechanical shaker for approximately 10 minutes, or the minimum time determined to provide complete separation for the sieve shaker being used. Time Evaluation The minimum time requirement should be evaluated for each shaker at least annually, by the following method: Continue shaking for a sufficient period and in such a manner that, after completion, not more than 0.5 percent by mass of the total sample passes any sieve during one minute of continuous hand sieving. Provide a snug-fitting pan and cover, and hold in a slightly inclined position in one hand. Strike the side of the sieve sharply and with an upward motion against the heel of the other hand at the rate of about 150 times per minute, turning the sieve about one sixth of a revolution at intervals of about 25 strokes. In determining sufficiency of sieving for sizes larger than 4.75 mm (No. 4), limit the material on the sieve to a single layer of particles. Overload Determination Additional sieves may be necessary to provide other information, such as fineness modulus, or to keep from overloading sieves. The sample may also be sieved in increments. For sieves with openings smaller than 4.75 mm (No. 4), the mass retained on any sieve shall not exceed 7 kg/m2 (4 g/in2) of sieving surface. For sieves with openings 4.75 mm (No. 4) and larger, the mass, in grams shall not exceed the product of 2.5 x (sieve opening in mm) x (effective sieving area). See Table 2. T27_T11_short Aggregate 12-3 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 TABLE 2 Maximum Allowable Mass of Material Retained on a Sieve, g Nominal Sieve Size, mm (in.) exact size is smaller see AASHTO T 27 Sieve Size mm (in.) 90 75 63 50 37.5 25.0 19.0 16.0 12.5 9.5 6.3 4.75 -4.75 (3 1/2) (3) (2 1/2) (2) (1 1/2) (1) (3/4) (5/8) (1/2) (3/8) (1/4) (No. 4) (-No. 4) 203 φ (8) 305 φ (12) 0.0285 * * * 3600 2700 1800 1400 1100 890 670 440 330 200 0.0670 15,100 12,600 10,600 8400 6300 4200 3200 2700 2100 1600 1100 800 470 305 x 305 350 x 350 (12 x 12) (14 x 14) Sieving Area m2 0.0929 0.1225 20,900 27,600 17,400 23,000 14,600 19,300 11,600 15,300 8700 11,500 5800 7700 4400 5800 3700 4900 2900 3800 2200 2900 1500 1900 1100 1500 650 1200 372 x 580 (16 x 24) 0.2158 48,500 40,500 34,000 27,000 20.200 13,500 10,200 8600 6700 5100 3400 2600 1300 Procedure Method A 1. Dry the sample to a constant mass in accordance with the FOP for AASHTO T 255, and record to the nearest 0.1 percent of the total sample mass or 0.1 g. 2. When the specification requires that the amount of material finer than 75 µm (No. 200) be determined, perform Step 3 through Step 9 otherwise, skip to Step 10. 3. Nest a sieve, such as a 2.0 mm (No. 10), above the 75 µm (No. 200) sieve. 4. Place the test sample in a container and add sufficient water to cover it. Note 1: A detergent, dispersing agent, or other wetting solution may be added to the water to assure a thorough separation of the material finer than the 75 µm (No. 200) sieve from the coarser particles. There should be enough wetting agent to produce a small amount of suds when the sample is agitated. Excessive suds may overflow the sieves and carry material away with them. 5. Agitate vigorously to ensure complete separation of the material finer than 75 µm (No. 200) from coarser particles and bring the fine material into suspension above the coarser material. When using a mechanical washing device, exercise caution to not degrade the sample. 6. Immediately pour the wash water containing the suspended and dissolved solids over the nested sieves, being careful not to pour out the coarser particles. 7. Add a second change of water to the sample remaining in the container, agitate, and repeat Step 6. Repeat the operation until the wash water is reasonably clear. If a detergent or dispersing agent is used, continue washing until the agent is removed. T27_T11_short Aggregate 12-4 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 8. Remove the upper sieve and rinse the material retained on the 0.75 mm (No.200) sieve until water passing through the sieve is reasonably clear. 9. Return all material retained on the nested sieves to the container by flushing into the washed sample. 10. Dry the washed aggregate to constant mass in accordance with the FOP for AASHTO T 255, and then cool prior to sieving. Record the “dry mass after washing”. 11. Select sieves to furnish the information required by the specifications. Nest the sieves in order of decreasing size from top to bottom and place the sample, or a portion of the sample, on the top sieve. 12. Place sieves in mechanical shaker and shake for the minimum time determined to provide complete separation for the sieve shaker being used approximately 10 minutes. Note 2: Excessive shaking (more than 10 minutes) may result in degradation of the sample. 13. Determine the individual or cumulative mass retained on each sieve and the pan to the nearest 0.1 percent or 0.1 g. Ensure that all material trapped in the openings of the sieve are cleaned out and included in the mass retained. Note 3: Use coarse wire brushes to clean the 600 µm (No. 30) and larger sieves, and soft bristle brushes for smaller sieves. 14. In the case of coarse / fine aggregate mixtures, the minus 4.75mm (No. 4) may be distributed among two or more sets of sieves to prevent overloading of individual sieves. Calculations The total mass of the material after sieving, for both coarse and fine portions should check closely with the original mass of sample placed on the sieves. If performing T 11 with T 27 this would be the dry mass after wash. If performing just T 27 this would be the original dry mass. When the masses before and after sieving differ by more than 0.3 percent do not use the results for acceptance purposes. Calculate the total percentages passing, individual or cumulative percentages retained, or percentages in various size fractions to the nearest 0.1 percent by dividing the masses for method A, or adjusted masses for methods B and C, on the individual sieves by the total mass of the initial dry sample. If the same test sample was first tested by T 11, use the total dry sample mass prior to washing in T 11 as the basis for calculating all percentages. Report percent passing as indicated in the “Report” section at the end of this FOP. Percent Retained: Where: IPR= Individual Percent Retained CPR= Cumulative Percent Retained M= Total Dry Sample mass before washing IMR= Individual Mass Retained OR Adjusted Individual mass from Methods B or C T27_T11_short Aggregate 12-5 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 CMR= Cumulative Mass Retained OR Adjusted Individual mass From Methods B or C IPR = IMR X 100 M OR CPR = CMR X 100 M Percent Passing (Calculated): Where: PP= Percent Passing PPP= Previous Percent Passing PP = PPP-IPR OR PP = 100-CPR Method A Sample Calculation Calculate percent retained on and passing each sieve on the basis of the total mass of the initial dry sample. This will include any material finer than 75 µm (No. 200) that was washed out. Example: Dry mass of total sample, before washing: 5168.7 g Dry mass of sample, after washing out the 75µm (No. 200) minus: 4911.3 g Amount of 75µm (No. 200) minus washed out: 5168.7 g – 4911.3 g = 257.4 g Gradation on All Sieves Sieve Size mm (in.) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) 2.36 (No. 8) 1.18 (No. 16) 0.600 (No. 30) 0.300 (No. 50) 0.150 (No. 100) 0.075 (No. 200) Pan Individual Mass Retained g 0 724.7 619.2 1189.8 877.6 574.8 329.8 228.5 205.7 135.4 20.4 Individual Percent Retained 0 14.0 12.0 23.0 17.0 11.1 6.4 4.4 4.0 2.6 Cum. Mass Retained g 0 724.7 1343.9 2533.7 3411.3 3986.1 4315.9 4544.4 4750.1 4885.5 4905.9 Cum. Percent Retained Calc’d Percent Passing Reported Percent Passing* 0.0 14.0 26.0 49.0 66.0 77.1 83.5 87.9 91.9 94.5 100.0 86.0 74.0 51.0 34.0 22.9 16.5 12.1 8.1 5.5 100 86 74 51 34 23 16 12 8 5.5 *Report 75 µm (No. 200) sieve to 0.1 percent. Report all others to 1 percent. T27_T11_short Aggregate 12-6 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Check sum: [(4911.3 -4905.9) / 4911.3] X 100 = 0.11 % is within the 0.3 percent requirement. Percent Retained: 9.5 mm (3/8) Sieve 12.0% = 619.0 X 100 OR 5168.7 26.0% = 1343.9 X 100 5168.7 Percent Passing (Calculated): 9.5 mm (3/8) Sieve 74.0% = 86.0 - 12.0 or 74.0% = 100 – 26.0 Procedure Method B 1. Perform steps 1 thru 10 from the “Procedure Method A” then continue as follows: 2. Select sieves to furnish information required by the specifications. Nest the sieves in order of decreasing size from top to bottom through the 4.75 mm (No.4) with a pan at the bottom to retain the minus 4.75 mm (No. 4). 3. Place the sample, or a portion of the sample, on the top sieve. Sieves may already be in the mechanical shaker or place the sieves in the mechanical shaker and shake for the minimum time determined to provide complete separation for the sieve shaker being used approximately 10 minutes. Note2: Excessive shaking (more than 10 minutes) may result in degradation of the sample. 4. Determine the individual or cumulative mass retained on each sieve to the nearest 0.1 percent or 0.1 g. Ensure that all material trapped in the openings of the sieve are cleaned out and included in the mass retained. Note3: Use coarse wire brushes to clean the 600 µm (No. 30) and larger sieves, and soft hair bristle for smaller sieves. 5. Determine the mass of the pan [minus 4.75 mm (No. 4)] (M1). 6. Reduce the minus 4.75 mm (No. 4) using a mechanical splitter in accordance with the FOP for AASHTO T 248 to produce a sample with a mass of 500 g minimum. Determine and record the mass of the minus 4.75 mm (No. 4) split (M2). 7. Select sieves to furnish information required by the specifications. Nest the sieves in order of decreasing size from top to bottom through the 75 µm (No. 200) with a pan at the bottom to retain the minus 75µm (No. 200). 8. Repeat steps 3 and 4, Method B, with the minus 4.75 mm (No. 4) including determining the mass of the material in the pan. 9a. Compute the “Adjusted Individual Mass Retained” of the size increment of the original sample as follows when determining “Individual Mass Retained”. T27_T11_short Aggregate 12-7 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 M1 xB M2 where: A= A = Adjusted individual mass retained of the size increment on a total sample basis M1 = mass of minus 4.75mm (No. 4) sieve in total sample M2 = mass of minus 4.75mm (No. 4) sieve actually sieved B = individual mass of the size increment in the reduced portion sieved. 9b. Compute the “Adjusted Cumulative Mass Retained” of the size increment of the original sample as follows when determining “Cumulative Mass Retained”: ⎞ ⎛M C = ⎜⎜ 1 × B ⎟⎟ + D ⎠ ⎝ M2 where: C = Total cumulative mass retained of the size increment based on a total sample M1 = mass of minus 4.75mm (No. 4) sieve in total sample M2 = mass of minus 4.75mm (No. 4) sieve actually sieved B = cumulative mass of the size increment in the reduced portion sieved. D = cumulative mass of plus 4.75mm (No. 4) portion of sample. Method B Sample Calculation Sample calculation for percent retained and percent passing each sieve in accordance with Method B when the previously washed 4.75mm (No. 4) minus material is split: Example: Dry mass of total sample, before washing: 3214.0 g Dry mass of sample, after washing out the 75 µm (No. 200) minus: 3085.1 g Amount of 75 µm (No. 200) minus washed out: 3214.0 g – 3085.1 g = 128.9 g T27_T11_short Aggregate 12-8 October 2006 AGGREGATE Sieve Size mm (in.) 16.0 (5/8) 12.5 (1/2) 9.50 (3/8) 4.75 (No. 4) Pan WAQTC AASHTO T 27/T 11 Gradation on Coarse Sieves Individual Individual Cumulative Cumulative Percent Mass Percent Mass Retained, g Retained Retained, g Retained 0 161.1 481.4 475.8 1966.7 (M1) 0 5.0 15.0 14.8 0 161.1 642.5 1118.3 3085.0 0 5.0 20.0 34.8 Calculated Percent Passing 100 95.0 80.0 65.2 Coarse check sum: [(3085.1 -3085.0) / 3085.1] X 100 = 0.00 % is within the 0.3 percent requirement. Note4: The pan mass determined in the laboratory (M1) and the calculated mass (3085.1 – 1118.3 = 1966.8) should be the same if no material was lost. The pan (1966.7 g) was reduced in accordance with the FOP for AASHTO T 248, so that at least 500 g are available. In this case, the mass determined was 512.8 g. This is M2. In order to account for the fact that only a portion of the minus 4.75mm (No. 4) material was sieved, the mass of material retained on the smaller sieves is adjusted by a factor equal to M1/M2. The factor determined from M1/M2 must be carried to three decimal places. Both the individual mass retained and cumulative mass retained formulas are shown. Individual mass retained: M1 = mass of the minus 4.75mm (No. 4) before split. M2 = mass before sieving from the split of the minus 4.75 mm (No. 4). M1 1,966.7 g = = 3.835 M2 512.8 g Each “individual mass retained” on the fine sieves must be multiplied by this adjustment factor. For example, the overall mass retained on the 2.00mm (No. 10) sieve is: 3.835 x 207.1 g = 794.2 g as shown in the following table. T27_T11_short Aggregate 12-9 October 2006 AGGREGATE WAQTC Final Gradation on All Sieves Calculation by Individual Mass Individual Adjusted Individual Mass Retained Individual Percent Sieve Size g Mass Retained Retained mm (in.) g 16.0 (5/8) 0 0 0.0 12.5 (1/2) 161.1 161.1 5.0 9.5 (3/8) 481.4 481.4 15.0 4.75 (No. 4) 475.8 475.8 14.8 2.0 (No. 10) 207.1 x 3.835 794.2 24.7 0.425 (No. 40) 187.9 x 3.835 720.6 22.4 0.210 (No. 80) 59.9 x 3.835 229.7 7.1 0.075 (No. 200) 49.1 x 3.835 188.3 5.9 Pan 7.8 x 3.835 29.9 Dry mass of total sample, before washing: 3214.0 g AASHTO T 27/T 11 Calc’d Percent Passing Reported Percent Passing* 100.0 95.0 80.0 65.2 40.5 18.1 11.0 5.1 100 95 80 65 40 18 11 5.1 *Report 75 µm (No. 200) sieve to 0.1 percent. Report all others to 1 percent Fine check sum: [(512.8-511.8) / 512.8] X 100 = 0.2% is within the 0.3 percent requirement. For Percent Passing (Calculated) see “Calculation” under Method A Cumulative mass retained: M1 = mass of the minus 4.75 mm (No. 4) before split. M2 = mass before sieving of the split of the minus 4.75 mm (No. 4). M 1 1,966.7 g = = 3.835 M2 512.8 g Each “cumulative mass retained” on the fine sieves must be multiplied by this adjustment factor then the cumulative mass of plus 4.75 mm (No. 4) portion of sample is added to equal the adjusted cumulative mass retained . For example, the adjusted cumulative mass retained on the 0.425 mm (No. 40) sieve is: 3.835 x 395.0 g = 1514.8 g 1514.8 + 1118.3 g = 2633.1“Total Cumulative Mass Retained” as shown in the following table T27_T11_short Aggregate 12-10 October 2006 AGGREGATE Sieve Size mm (in.) 16.0 12.5 9.5 4.75 2.0 0.425 0.210 0.075 Pan (5/8) (1/2) (3/8) (No. 4) (No. 10) (No. 40) (No. 80) (No. 200) WAQTC Cumulative Mass Retained g 0 161.1 642.5 1118.3 207.1 x 3.835 395.0 x 3.835 454.9 x 3.835 504.0 x 3.835 511.8 x 3.835 Final Gradation on All Sieves Calculation by Cumulative Mass Adjusted Total Cumulative Cum. Cum. Mass Mass Percent Retained Retnd. Retnd. g g 0 0.0 161.1 5.0 642.5 20.0 1118.3 34.8 794.2 + 1118.3 1912.5 59.5 1514.8 + 1118.3 2633.1 81.9 1744.5 + 1118.3 2862.8 89.1 1932.8 + 1118.3 3051.1 94.9 1962.8 + 1118.3 3081.1 AASHTO T 27/T 11 Calc’d Percent Passing Reported Percent Passing* 100.0 95.0 80.0 65.2 40.5 18.1 10.9 5.1 100 95 80 65 40 18 11 5.1 *Report 75 µm (No. 200) sieve to 0.1 percent. Report all others to 1 percent Fine check sum: [(512.8-511.8) / 512.8] X 100 = 0.2% is within the 0.3 percent requirement. For Percent Passing (Calculated) see “Calculation” under Method A Procedure Method C 1. Dry sample in accordance with FOP for AASHTO T 255. Determine and record the total dry mass of the sample to the nearest 0.1 percent. Note5: AASHTO T 27 allows for coarse aggregate to be run in a moist condition unless the nominal maximum size of the aggregate is smaller than 12.5 mm (1/2 in.), the coarse aggregate (CA) contains appreciable material finer than 4.75 mm (No. 4), or the coarse aggregate is highly absorptive. 2. Break up any aggregations or lumps of clay, silt or adhering fines to pass the 4.75 mm (No. 4) sieve. If substantial coatings remain on the coarse particles in amounts that would affect the percent passing any of the specification sieves, the sample should be tested with either Method A or Method B. 3. Select sieves to furnish information required by the specifications. Nest the sieves in order of decreasing size from top to bottom through the 4.75 mm (No.4) with a pan at the bottom to retain the minus 4.75 mm (No. 4). 4. Place the sample, or a portion of the sample, on the top sieve. Sieves may already be in the mechanical shaker or place the sieves in the mechanical shaker and shake for the minimum time determined to provide complete separation for the sieve shaker being used, approximately 10 minutes. Note2: Excessive shaking (more than 10 minutes) may result in degradation of the sample. 5. Determine the individual or cumulative mass retained on each sieve to the nearest 0.1 percent or 0.1 g. Ensure that all material trapped in the openings of the sieve are cleaned out and included in the mass retained. T27_T11_short Aggregate 12-11 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Note3: Use coarse wire brushes to clean the 600 µm (No. 30) and larger sieves, and soft bristle brush for smaller sieves. 6. Determine the mass of the pan [minus 4.75 mm (No. 4)] (M1). 7. Reduce the minus 4.75mm (No. 4) using a mechanical splitter in accordance with the FOP for AASHTO T 248 to produce a sample with a mass of 500 g minimum. 8. Determine and record the mass of the minus 4.75mm (No. 4) split (M3). 9. Perform steps 3 thru 10 of Method A (Wash) on the minus 4.75mm (No. 4) split. 10. Select sieves to furnish information required by the specifications. Nest the sieves in order of decreasing size from top to bottom through the 75µm (No. 200) with a pan at the bottom to retain the minus 75 µm (No. 200). 11. Repeat steps 4 and 5, Method C, with the minus 4.75mm (No. 4) including determining the mass of the pan. 12a.Compute the “Adjusted Individual Mass Retained” of the size increment of the original sample as follows when determining “Individual Mass Retained”: where: A = M1 x B M3 A = Adjusted individual mass of the size increment on a total sample basis M1 = mass of the minus 4.75mm (No. 4) sieve in total sample M3 = mass of reduced portion of the minus 4.75mm (No. 4) before washing B = mass of the size increment in the reduced portion sieved. 12b.Compute the “Adjusted Cumulative Mass Retained” of the size increment of the original sample as follows when determining “Cumulative Mass Retained”: ⎞ ⎛M C = ⎜⎜ 1 × B ⎟⎟ + D ⎠ ⎝ M3 where: C = Total cumulative mass of the size increment based on a total sample M1 = mass of fraction finer than 4.75mm (No. 4) sieve in total sample M3 = mass of reduced portion of material finer than 4.75mm (No. 4) before washing B = cumulative mass of the size increment in the reduced portion sieved. D = cumulative mass of plus 4.75mm (No. 4) portion of sample. T27_T11_short Aggregate 12-12 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Method C Sample Calculation Sample calculation for percent retained and percent passing each sieve in accordance with Method C when the 4.75mm (No. 4) minus material is split and then washed: Dry Mass of total sample: 3304.5 g Dry Mass of minus 4.75mm (No. 4) split before wash: 527.6 Dry Mass of minus 4.75mm (No. 4) split after wash: 495.3 Sieve Size mm (in.) 16.0 (5/8) 12.5 (1/2) 9.50 (3/8) 4.75 (No. 4) Pan Gradation on Coarse Sieves Individual Individual Cumulative Mass Percent Mass Retained, g Retained Retained, g 0 125.9 478.2 691.5 2008.9 (M1) 0 3.8 14.5 20.9 0 125.9 604.1 1295.6 3304.5 Cumulative Percent Retained 0 3.8 18.3 39.2 Cal’d Percent Passing 100.0 96.2 81.7 60.8 Total Dry Mass = 3304.5 Coarse check sum: [(3304.5 -3304.5) / 3304.5] X 100 = 0.0 % is within the 0.3 percent requirement Note4: The pan mass determined in the laboratory (M1) and the calculated mass (3304.5 – 1295.6 = 2008.9) should be the same if no material was lost. The pan (2008.9 g) was reduced in accordance with the FOP for AASHTO T 248, so that at least 500 g are available. In this case, the mass determined was 527.6 g. This is M3. In order to account for the fact that only a portion of the minus 4.75 mm (No. 4) material was washed and sieved, the mass of material retained on the smaller sieves is adjusted by a factor equal to M1/M3. The factor determined from M1/M3 must be carried to three decimal places. Both individual mass retained and cumulative mass retained formulas are shown. Individual mass retained: M1 = mass of the minus 4.75mm (No. 4) before split. M3 = mass before washing of the split of the minus 4.75mm (No. 4). M1 2008.9 g = = 3.808 M3 527.6 g Each “individual mass retained” on the fine sieves must be multiplied by this adjustment factor. For example, the overall mass retained on the 2.00 mm (No. 10) sieve is: 3.808 x 194.3 = 739.9 as shown in the following table T27_T11_short Aggregate 12-13 October 2006 AGGREGATE WAQTC Final Gradation on All Sieves Calculation by Individual Mass Individual Adjusted Individual Mass Retained Individual Percent Sieve Size g Mass Retained mm (in.) Retained g 16.0 (5/8) 0 0 0.0 12.5 (1/2) 125.9 125.9 3.8 9.5 (3/8) 478.2 478.2 14.5 4.75 (No. 4) 691.5 691.5 20.9 2.0 (No. 10) 194.3 x 3.808 739.9 22.4 0.425 (No. 40) 171.3 x 3.808 652.3 19.7 0.210 (No. 80) 65.2 x 3.808 248.3 7.5 0.075 (No. 200) 53.6 x 3.808 204.1 6.2 Pan 10.7 x 3.808 40.7 Dry mass of minus 4.75 mm (No. 4) sample, before washing: 527.6 g Dry mass of minus 4.75 mm (No. 4) sample, after washing: 495.3 g AASHTO T 27/T 11 Calculated Percent Passing Reported Percent Passing* 100.0 96.2 81.7 60.8 38.4 18.7 11.2 5.0 100 96 82 61 38 19 11 5.0 *Report 75 µm (No. 200) sieve to 0.1 percent. Report all others to 1 percent Fine check sum: [(495.3 – 495.1) / 495.3] X 100 = 0.04% is within the 0.3 percent requirement. For Percent Passing (Calculated) see Calculation under Method A Cumulative mass retained: M1 = mass of the minus 4.75mm (No. 4) before split. M3 = mass before washing of the split of the minus 4.75mm (No. 4). M1 2008.9 g = = 3.808 M3 527.6 g Each “cumulative mass retained” on the fine sieves must be multiplied by this adjustment factor then the cumulative mass of plus 4.75 mm (No. 4) portion of sample is added to equal the adjusted cumulative mass retained . For example, the adjusted cumulative mass retained on the0.425.00 mm (No. 40) sieve is: 3.808 x 4365.6 g = 1392.2g 1392.2 + 1295.6 g = 2687.8 “Total Cumulative Mass Retained” as shown in the following table T27_T11_short Aggregate 12-14 October 2006 AGGREGATE WAQTC Final Gradation on All Sieves Calculation by Cumulative Mass Cumulative Adjusted Total Mass Cumulative Cum. Cum. Sieve Size Mass Retained Mass Percent Retained mm (in.) g g Retnd. Retnd. g 16.0 (5/8) 0 0 0.0 12.5 (1/2) 125.9 125.9 3.8 9.5 (3/8) 604.1 604.1 18.3 4.75 (No. 4) 1295.6 1295.6 39.2 2.0 (No. 10) 194.3 x 3.808 739.9 + 1295.6 2035.5 61.6 0.425 (No. 40) 365.6 x 3.808 1392.2 + 1295.6 2687.8 81.3 0.210 (No. 80) 430.8 x 3.808 1640.5 + 1295.6 2936.1 88.9 0.075 (No. 200) 484.4 x 3.808 1844.6 + 1295.6 3140.2 95.0 Pan 495.1 x 3.808 1885.3 + 1295.6 3180.9 Dry mass of minus 4.75 mm (No. 4) sample, before washing: 527.6 g Dry mass of minus 4.75 mm (No. 4) sample, after washing: 495.3 g AASHTO T 27/T 11 Cal’d Percent Passing Reported Percent Passing* 100.0 96.2 81.7 60.8 38.4 18.7 11.1 100.0 96 82 61 38 19 11 5.0 *Report 75 µm (No. 200) sieve to 0.1 percent. Report all others to 1 percent Fine check sum: [(495.3 – 495.1) / 495.3] X 100= 0.04% is within the 0.3 percent requirement. For Percent Passing (Calculated) see “Calculation” under Method A Fineness Modulus Fineness Modulus (FM) is used in determining the degree of uniformity of the aggregate gradation in PCC mix designs. It is an empirical number relating to the fineness of the aggregate. The higher the FM, the coarser the aggregate. Values of 2.40 to 3.00 are common for FA in PCC. The sum of the cumulative percentages retained on specified sieves 150 mm (6”), 75 mm (3”), 37.5 mm (11/2), 19.0 mm (3/4), 9.5 mm (3/8), 4.75 mm (No.4), 2.36 mm (No.8), 1.18 mm (No.16), 0.60 mm (No.30), 0.30 mm (No.50), and 0.15 mm (No.100) divided by 100 gives the FM. T27_T11_short Aggregate 12-15 October 2006 AGGREGATE WAQTC AASHTO T 27/T 11 Sample Calculation Sieve Size mm (in) 75*(3) 63(21/2) 50(2) 37.5*(11/2) 25(1) 19*(3/4) 12.5(1/2) 9.5*(3/8) 6.3(1/4) 4.75*(No.4) 2.36*(No.8) 1.18*(No.16) 0.60*(No.30 0.30*(No.50) 0.15*(100) Passing 100 100 100 100 53 15 0 0 0 0 0 0 0 0 0 Example A Percent Retained On Spec’d Sieves* 0 0 0 -0 -0 0 47 -85 85 100 -100 100 100 -100 100 100 100 100 100 100 100 100 100 100 100 ∑ = 785 FM = 7.85 Passing 100 100 100 100 100 100 100 100 100 100 87 69 44 18 4 Example B Percent Retained On Spec’d Sieves* 0 0 0 -0 -0 0 0 -0 0 0 -0 0 0 -0 0 13 13 31 31 56 56 82 82 96 96 ∑ = 278 FM = 2.78 In decreasing size order, each * sieve is one-half the size of the preceding * sieve. Report Results shall be reported on standard forms approved for use by the agency. Depending on the agency, this may include: • Mass retained on each sieve • Percent retained on each sieve • Cumulative mass retained on each sieve • Cumulative percent retained on each sieve • Percent passing each sieve to the nearest 1 percent except for the percent passing the 75 µm (No. 200) sieve, which shall be reported to the nearest 0.1 percent • FM to the nearest 0.01 T27_T11_short Aggregate 12-16 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 30 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Shaking time will be a minimum of 10 minutes. • Under Procedure step 3 – Dispersing agents or wetting solutions are optional • Under Procedure step 7 – delete this step • Under Calculations step 3 – Aggregate Correction Factors are at the option of the Engineer. • Under Report bullet - Aggregate Correction Factors are at the option of the Engineer. ASPHALT WAQTC AASHTO T 30 MECHANICAL ANALYSIS OF EXTRACTED AGGREGATE FOP FOR AASHTO T 30 Scope This procedure covers mechanical analysis of aggregate recovered from bituminous mix samples in accordance with AASHTO T 30. This FOP utilizes the aggregate recovered from the ignition oven used in AASHTO T 308. AASHTO T 30 was developed for analysis of extracted aggregate and, thus, includes references to extracted bitumen and filter element, which do not apply in this FOP. Sieve analyses determine the gradation or distribution of aggregate particles within a given sample in order to determine compliance with design and production standards. Apparatus • Balance or scale: capacity sufficient for the sample mass, accurate to 0.1 percent of the sample mass or readable to 0.1 g • Sieves • Mechanical sieve shaker • Suitable drying equipment (see FOP for AASHTO T 255) • Containers and utensils – a pan or vessel of a size sufficient to contain the sample covered with water and to permit vigorous agitation without loss of any part of the sample or water Sample Sieving In all procedures it is required to shake the sample over nested sieves. Sieves are selected to furnish information required by specification. The sieves are nested in order of decreasing size from the top to the bottom and the sample, or a portion of the sample, is placed on the top sieve. Sieves are shaken in a mechanical shaker for approximately 10 minutes, or the minimum time determined to provide complete separation for the sieve shaker being used. Time Evaluation The minimum time requirement should be evaluated for each shaker at least annually, by the following method: Continue shaking for a sufficient period and in such a manner that, after completion, not more than 0.5 percent by mass of the total sample passes any sieve during one minute of continuous hand sieving. Provide a snug-fitting pan and cover, and hold in a slightly inclined position in one hand. Strike the side of the sieve sharply and with an upward motion against the heel of the other hand at the rate of about 150 times per minute, turning the sieve about one sixth of a revolution at intervals of about 25 strokes. In determining sufficiency of sieving for sizes larger than 4.75 mm (No. 4), limit the material on the sieve to a single layer of particles. T30_short Asphalt 20-1 October 2006 ASPHALT WAQTC AASHTO T 30 Overload Determination Additional sieves may be necessary to keep from overloading the specified sieves. The sample may also be sieved in increments. For sieves with openings smaller than 4.75 mm (No. 4), the mass retained on any sieve shall not exceed 6 kg/m2 (4 g/in2) of sieving surface. For sieves with openings 4.75 mm (No. 4) and larger, the mass, in kg shall not exceed the product of 2.5 x (sieve opening in mm) x (effective sieving area). See Table 1. TABLE 1 Maximum Allowable Mass of Material Retained on a Sieve, g Nominal Sieve Size, mm (in.) exact size is smaller see AASHTO T 27 Sieve Size mm (in.) 90 75 63 50 37.5 25.0 19.0 16.0 12.5 9.5 6.3 4.75 -4.75 (3 1/2) (3) (2 1/2) (2) (1 1/2) (1) (3/4) (5/8) (1/2) (3/8) (1/4) (No. 4) (-No. 4) 203 φ (8) 305 φ (12) 0.0285 * * * 3600 2700 1800 1400 1100 8900 6700 4400 3300 2000 0.0670 15,100 12,600 10,600 8400 6300 4200 3200 2700 2100 1600 1100 8000 4700 305 x 305 350 x 350 (12 x 12) (14 x 14) 2 Sieving Area m 0.0929 0.1225 20,900 27,600 17,400 23,000 14,600 19,300 11,600 15,300 8700 11,500 5800 7700 4400 5800 3700 4900 2900 3800 2200 2900 1500 1900 1100 1500 6500 1200 372 x 580 (16 x 24) 0.2158 48,500 40,500 34,000 27,000 20,200 13,500 10,200 8600 6700 5100 3400 2600 1300 Procedure 1. Using the aggregate sample obtained from the FOP for AASHTO T 308, determine and record the mass of the sample. This mass shall agree with the mass of the aggregate remaining after ignition (Mf from T 308) within 0.1% of Mf. 2. Nest a sieve, such as a 2.0mm (No. 10), above the 75µm (No. 200) sieve. 3. Place the test sample in a container and add sufficient water to cover it. Add a detergent, dispersing agent, or other wetting solution to the water to assure a thorough separation of the material finer than the 75µm (No. 200) sieve from the coarser particles. There should be enough wetting agent to produce a small amount of suds when the sample is agitated. Excessive suds may overflow the sieves and carry material away with them. 4. Agitate vigorously to ensure complete separation of the material finer than 75µm (No. 200) from coarser particles and bring the fine material into suspension above the coarser material. T30_short Asphalt 20-2 October 2006 ASPHALT WAQTC AASHTO T 30 5. Immediately pour the wash water containing the suspended and dissolved solids over the nested sieves, being careful not to pour out the coarser particles. 6. Add a second change of water to the sample remaining in the container, agitate, and repeat Step 5. Repeat the operation until the wash water is reasonably clear. Continue washing until the agent is removed. 7. Rinse the material on the nested sieves until water passing through the sieve is reasonably clear. 8. Remove the upper sieve and rinse the material retained on the 0.75 mm (No.200) sieve until water passing through the sieve is reasonably clear. 9. Return all material retained on the nested sieves to the washed sample by flushing with water. 10. Dry the washed aggregate to constant mass in accordance with the FOP for AASHTO T 255, and then cool prior to sieving. Record the “dry mass after washing”. 11. Select sieves to furnish information required by the specifications. Nest the sieves in order of decreasing size from top to bottom and place the sample, or a portion of the sample, on the top sieve. 12. Place sieves in mechanical shaker and shake for the minimum time determined to provide complete separation for the sieve shaker being used, approximately 10 minutes. Note 1: Excessive shaking (more than 10 minutes) may result in degradation of the sample. 13. Determine the mass retained on each sieve to the nearest 0.1 g. Ensure that all material trapped in the openings of the sieves are cleaned out and included in the mass retained. Note 2: Use coarse wire brushes to clean the 600 µm (No. 30) and larger sieves, and soft bristle brushes for smaller sieves. Calculation 1. The total mass of the material after sieving should check closely with the original mass of sample placed on the sieves (dry mass after washing). When the masses before and after sieving differ by more than 0.2 percent do not use the results for acceptance purposes. 2. Divide the masses in the individual sieves by the total dry mass before washing and multiply by 100 to determine the percent retained on and passing each sieve. Calculate the percent retained and passing each sieve to the nearest 0.1%. 3. Apply the Aggregate Correction Factor to the calculated percent passing, as required in the FOP for AASHTO T 308 “Correction Factor” Steps 10 through 12, to obtain the reported percent passing. Report percentages to the nearest 1% except for the percent passing the 75 µm (No. 200) sieve, which shall be reported to the nearest 0.1%. T30_short Asphalt 20-3 October 2006 ASPHALT WAQTC AASHTO T 30 PERCENT RETAINED: Where: IPR= Individual Percent Retained CPR= Cumulative Percent Retained M=Total Dry Sample mass before washing IMR= Individual Mass Retained CMR= Cumulative Mass Retained IPR = IMR X 100 M or CPR = CMR X 100 M PERCENT PASSING and REPORTED PERCENT PASSING: Where: PP= Calculated Percent Passing PCP= Previous Calculated Percent Passing RPP= PP = PCP - IPR Reported Percent Passing or PP = 100 - CPR RPP = PP + Aggregate Correction Factor Example: Dry mass of total sample, before washing: 2422.3 g Dry mass of sample, after washing out the 75 µm (No. 200) minus: 2296.2 Amount of 75 µm (No. 200) minus washed out: 2422.3 g – 2296.2g = 126.1 g T30_short Asphalt 20-4 October 2006 ASPHALT WAQTC AASHTO T 30 Percent Retained 75 µm / No. 200 2.6 % = 63.5 X 100 2422.3 Percent Passing 95.5% = or 5.5% = 8.1 - 2.6 Reported Percent Passing or 2289 .6 X 100 2422.3 5.5% = 100 - 94.5 4.9% = 5.5 + (-0.6) Gradation on All Screens Sieve Size mm (in.) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) 2.36 (No. 8) 01.18 (No. 16) 0.600 (No. 30) 0.300 (No. 50) 0.150 (No. 100) 0.075 (No. 200) Pan Mass Retained g 0.0 346.9 207.8 625.4 416.2 274.2 152.1 107.1 96.4 63.5 5.7 Percent Retained 14.3 8.6 25.8 17.2 11.3 6.3 4.4 4.0 2.6 Cumulative Mass Retained g 0.0 346.9 554.7 1180.1 1596.3 1870.5 2022.6 2129.7 2226.1 2289.6 2295.3 Cum. Percent Retained 0 14.3 22.9 48.7 65.9 77.2 83.5 87.9 91.9 94.5 Agg. Calc’d Corr. Percent Factor Passing From T-308 100.0 85.7 77.1 51.3 34.1 22.8 16.5 12.1 8.1 5.5 -0.6 Reported Percent Passing 100 86 77 51 34 23 16 12 8 4.9 Check sum: 2296.2 –2295.3 / 2296.2 X 100 = 0.04 % is within the 0.2 percent requirement Report Results shall be reported on standard forms approved for use by the agency. Depending on the agency, this may include: • • • Mass retained on each sieve Percent retained on each sieve Cumulative mass retained on each sieve T30_short Asphalt 20-5 October 2006 ASPHALT • • • • WAQTC AASHTO T 30 Cumulative percent retained on each sieve Calculated Percent passing each sieve to 0.1% Aggregate Correction Factor for each sieve from AASHTO T 308 Reported Percent passing Report percentages to the nearest 1 percent except for the percent passing the 75 µm (No. 200) sieve, which shall be reported to the nearest 0.1 percent. T30_short Asphalt 20-6 October 2006 ASPHALT WAQTC AASHTO T 40 SAMPLING BITUMINOUS MATERIALS FOP FOR AASHTO T 40 Scope The procedure covers obtaining samples of liquid bituminous materials in accordance with AASHTO T 40. Sampling of solid and semi-solid bituminous materials – included in AASHTO T 40 – is not covered here. Agencies may be more specific on exactly who samples, where to sample, and what type of sampling device to use. Procedure 1. Coordinate sampling with contractor or supplier. 2. Use appropriate safety equipment and precautions for hot liquids. 3. Allow a minimum of 4 L (1 gal) to flow before obtaining a sample(s). 4. Obtain samples of: • Asphalt binder from Hot Mix Asphalt (HMA) Plant from the line between the storage tank and the mixing plant while the plant is in operation, or from the delivery truck. • Cutback and Emulsified asphalt from distributor spray bar or application device; or from the delivery truck before it is pumped into the distributor. Sample emulsified asphalt at delivery or prior to dilution. Containers Sample containers must be new, and the inside may not be washed or rinsed. The outside may be wiped with a clean, dry cloth. All samples shall be put in 1 L (1 qt) containers and properly identified on the outside of the container with contract number, date sampled, data sheet number, brand and grade of material, and sample number. Include lot and sublot numbers when appropriate. • Emulsified asphalt: Use wide-mouth plastic jars with screw caps. Protect the samples from freezing since water is a part of the emulsion. The sample container should be completely filled to minimize a skin formation on the sample. • Asphalt binder and Cutbacks: Use metal cans. Note: The sample container shall not be submerged in solvent, nor shall it be wiped with a solvent saturated cloth. If cleaning is necessary, use a clean dry cloth. T40_short Asphalt 19-1 October 2005 ASPHALT WAQTC AASHTO T 40 THIS PAGE INTENTIONALLY LEFT BLANK T40_short Asphalt 19-2 October 2005 Specific Gravity and Absorption of Fine Aggregate AASHTO Designation: T 84-00 ASTM Designation: C 128-97 AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 85 SPECIFIC GRAVITY AND ABSORPTION OF COARSE AGGREGATE FOP FOR AASHTO T 85 Scope This procedure covers the determination of specific gravity and absorption of coarse aggregate in accordance with AASHTO T 85. Specific gravity may be expressed as bulk specific gravity (Gsb), bulk specific gravity, saturated surface dry (Gsb SSD), or apparent specific gravity (Gsa). Gsb and absorption are based on aggregate after 15 hours soaking in water. This procedure is not intended to be used with lightweight aggregates. Terminology Absorption – the increase in the mass of aggregate due to water being absorbed into the pores of the material, but not including water adhering to the outside surface of the particles, expressed as a percentage of the dry mass. The aggregate is considered “dry” when it has been maintained at a temperature of 110 ±5°C (230 ±9°F) for sufficient time to remove all uncombined water. Saturated Surface Dry (SSD) – condition of an aggregate particle when the permeable voids are filled with water, but no water is present on exposed surfaces. Specific Gravity – the ratio of the mass, in air, of a volume of a material to the mass of the same volume of gas-free distilled water at a stated temperature. Apparent Specific Gravity (Gsa)– the ratio of the mass, in air, of a volume of the impermeable portion of aggregate to the mass of an equal volume of gas-free distilled water at a stated temperature. Bulk Specific Gravity (Gsb)– the ratio of the mass, in air, of a volume of aggregate (including the permeable and impermeable voids in the particles, but not including the voids between particles) to the mass of an equal volume of gas-free distilled water at a stated temperature. Bulk Specific Gravity (SSD) (Gsb SSD)– the ratio of the mass, in air, of a volume of aggregate, including the mass of water within the voids filled to the extent achieved by submerging in water for approximately 15 hours (but not including the voids between particles), to the mass of an equal volume of gas-free distilled water at a stated temperature. Apparatus • Balance or scale with a capacity of 5 kg, sensitive to 1 g. Meeting the requirements of AASHTO M 231. • Sample container, wire basket of 3.35 mm (No. 6) or smaller mesh, with a capacity of 4 to 7 L (1 to 2 gal) to contain aggregate with a nominal maximum size of 37.5 mm (1 1/2 in.) or smaller; larger basket for larger aggregates. • Water tank, watertight and large enough to completely immerse aggregate and basket, equipped with an overflow valve to keep water level constant. T85_short E&B/ID 20-1 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 85 • Suspension apparatus: wire used to suspend apparatus shall be of smallest practical diameter. • Sieves 4.75 mm (No. 4), or other sizes as needed, conforming to AASHTO M 92. Sample Preparation 1. Obtain the sample in accordance with the FOP for AASHTO T 2 (see Note 1). 2. Mix the sample thoroughly and reduce it in accordance with the FOP for AASHTO T 248. 3. Reject all material passing the appropriate sieve by dry sieving and thoroughly washing to remove dust or other coatings from the surface. The minimum mass is given in Table Note 1: If this procedure is used only to determine the Bulk Gsb of oversized material for the FOP for AASHTO T 99 / T 180 and in the calculations for the FOP for AASHTO T 224. The material can be rejected over the appropriate sieve; T 99 / T 180 methods A & B 4.75 mm (No.4), T 99 / T 180 methods C & D the 19 mm (3/4 in). Table 1 Nominal Maximum Size mm (in.) 12.5 (1/2) or less 19.0 (3/4) 25.0 (1) 37.5 (1 1/2) 50 (2) 63 (2 1/2) 75 (3) Minimum Mass of Test Sample, g (lb) 2000 (4.4) 3000 (6.6) 4000 (8.8) 5000 (11) 8000 (18) 12,000 (26) 18,000 (40) * One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. Procedure 1. Dry the test sample to constant mass at a temperature of 110 ±5°C (230 ±9°F) and cool in air at room temperature for 1 to 3 hours. Note 2: Where the absorption and specific gravity values are to be used in proportioning concrete mixtures in which the aggregates will be in their naturally moist condition, the requirement for initial drying to constant mass may be eliminated, and, if the surfaces of the particles in the sample have been kept continuously wet until test, the 15-hour soaking may also be eliminated. 2. Immerse the aggregate in water at room temperature for a period of 15 to 19 hours. Note 3: When testing coarse aggregate of large nominal maximum size requiring large test samples, it may be more convenient to perform the test on two or more subsamples, and then combine values obtained. T85_short E&B/ID 20-2 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 85 3. Place the empty basket into the water bath and attach to the balance. Inspect the immersion tank to insure the water level is at the overflow outlet height. Tare the balance with the empty basket attached in the water bath. 4. Remove the test sample from the water and roll it in a large absorbent cloth until all visible films of water are removed. Wipe the larger particles individually. Note 4: A moving stream of air may be used to assist in the drying operation, but take care to avoid evaporation of water from aggregate pores. 5. Determine the SSD mass of the sample, and record this and all subsequent masses to the nearest 0.1 g or 0.1 percent of the sample mass, whichever is greater. Designate this mass as “B”. 6. Re-inspect the immersion tank to insure the water level is at the overflow outlet height. Immediately place the SSD test sample in the sample container and weigh it in water maintained at 23.0 ±1.7°C (73.4 ±3°F). Shake the container to release entrapped air before recording the weight. Designate this submerged weight as “C”. Note 5: The container should be immersed to a depth sufficient to cover it and the test sample during mass determination. Wire suspending the container should be of the smallest practical size to minimize any possible effects of a variable immersed length. 7. Remove the sample from the basket. Ensure all material has been removed. Place in a container of known mass. 8. Dry the test sample to constant mass in accordance with the FOP for AASHTO T 255 / T 265 (Aggregate) and cool in air at room temperature for 1 to 3 hours. Designate this mass as “A”. Calculations Perform calculations and determine values using the appropriate formula below. In these formulas, A = oven dry mass, B = SSD mass, and C = weight in water. Bulk specific gravity (Gsb) Gsb = A / (B-C) Bulk specific gravity, SSD (Gsb SSD) Gsb SSD = B / (B - C) Apparent specific gravity (Gsa) Gsa = A / (A - C) Absorption Absorption = [(B - A) / A] x 100 T85_short E&B/ID 20-3 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 85 Sample Calculations Sample 1 2 3 A 2030.9 1820.0 2035.2 B 2044.9 1832.5 2049.4 C 1304.3 1168.1 1303.9 B-C 740.6 664.4 745.5 A-C 726.6 651.9 731.3 B-A 14.0 12.5 14.2 Sample 1 2 3 Gsb 2.742 2.739 2.730 Gsb SSD 2.761 2.758 2.749 Gsa 2.795 2.792 2.783 Absorption 0.689 0.687 0.698 Reported 0.7 0.7 0.7 Average 2.737 2.756 2.790 0.691 0.7 These calculations demonstrate the relationship between Gsb, Gsb SSD, and Gsa. Gsb is always lowest, since the volume includes voids permeable to water. Gsb SSD is always intermediate. Gsa is always highest, since the volume does not include voids permeable to water. When running this test, check to make sure the values calculated make sense in relation to one another. Report Results shall be reported on standard forms approved by the agency. Report specific gravity values to 3 decimal places and absorption to 0.1 percent. T85_short E&B/ID 20-4 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 89 DETERMINING THE LIQUID LIMIT OF SOILS FOP FOR AASHTO T 89 Scope This procedure covers the determination of the liquid limit of a soil in accordance with AASHTO T 89. It is used in conjunction with AASHTO T 90, Determining the Plastic Limit and Plasticity Index of Soils. The three values are used for soil classification and other purposes. Apparatus • Dish: preferably unglazed porcelain or similar mixing dish, about 115 mm (4.5 in.) in diameter. • Spatula: having a blade 75 to 100 mm (3 to 4 in.) long and about 20 mm (3/4 in.) wide. • Liquid Limit Device: manually or mechanically operated, consisting of a brass cup, carriage, and base plate. • Grooving Tool: used to cut the soil in the liquid limit device cup. • Gauge: part of the grooving tool or a separate metal bar, 10.0 ±0.2 mm (0.394 ±0.008 in.) thick and approximately 50 mm (2 in.) long. • Containers: corrosion resistant, suitable for repeated heating and cooling, having close fitting lids to prevent the loss of moisture. One container is needed for each moisture content determination. • Balance: conforming to AASHTO M 231, class G1, sensitive to 0.01 g with a 1200 g capacity. • Oven: thermostatically controlled, capable of maintaining temperatures of 110 ±5°C (230 ±9°F). • Graduated cylinders for measuring distilled or demineralized water. Adjustment of Liquid Limit Device The liquid limit device shall be inspected to determine that the device is in good working order; that the pin connecting the cup is not worn to permit side play; that the screws connecting the cup to the hanger are tight; that the points of contact on the cup and base are not excessively worn; that the lip of the cup is not excessively worn; and that a groove has not been worn in the cup. The grooving tool shall be inspected to determine that the critical dimensions are correct. Note 1: Wear is considered excessive when the point of contact on the cup or base exceeds approximately 13 mm (0.5 in.) in diameter, or when any point on the rim of the cup is worn to approximately 1/2 the original thickness. A slight groove in the center of the cup is not objectionable. If the groove becomes pronounced, the cup shall be replaced. A base that is excessively worn may be refinished as long as it is maintained within the tolerances specified. T89_short E&B/ID 22-1 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 89 Adjust the height of drop of the cup so that the point on the cup that comes in contact with the base rises to a height of 10.0 ±0.2 mm (0.394 ±0.008 in.). Note 2: Check the height of the drop, before each new sample, by turning the crank at two revolutions per second while holding the gauge in position against the cup. If a ringing or clicking sound is heard without the cup rising from the gauge, the adjustment is correct. If no ringing is heard or if the cup rises from gauge, readjust the height of the drop. If the cup rocks on the gauge during this checking operation, the cam follower pivot is excessively worn and should be replaced. Sample Samples must be prepared per AASHTO T 87 or T 146. Obtain a sample with a mass of about 100 g taken from the portion of the material passing the 0.425 mm (No. 40) sieve. The mass required depends upon the method chosen. Method A (multi-point method) requires approximately 100 g. Method B (single point method) requires approximately 50 g. Procedure – Method A (Multi-Point) 1. Place the sample in the dish and thoroughly mix with 15 to 20 mL of distilled or demineralized water by alternately and repeatedly stirring, kneading, and chopping with a spatula. Further additions of water shall be in increments of 1 to 3 mL. Each increment shall be thoroughly mixed with the soil before another increment is added. Once testing has begun, no additional dry soil should be added to the moistened soil. The cup of the Liquid Limit device shall not be used for mixing soil and water. If too much water is added, the sample shall either be discarded or mixed and kneaded until natural evaporation lowers the moisture content. Note 3: Some soils are slow to absorb water. It is possible to add water so fast that a false LL value is obtained. This can be avoided by allowing more mixing and/or time. Also, tap water may be used for routine testing if comparative tests indicate no differences in results between using tap water and distilled or demineralized water. 2. Add sufficient water to form a uniform mass of a stiff consistency. 3. Place enough material in the cup so that, when squeezed and spread with the spatula, the soil will rest in the cup above the spot where the cup rests on the base and will be 10 mm thick at the point of maximum thickness. Use as few strokes of the spatula as possible, taking care to prevent the entrapment of air bubbles in the sample. 4. Divide the soil in the cup with a firm stroke of the grooving tool. Avoid tearing of the sides of the groove or slipping of the soil cake on the cup. Up to six strokes are permitted. The depth of the groove should be increased with each stroke, and only the last stroke should scrape the bottom of the cup. 5. Lift and drop the cup by turning the crank at a rate of approximately two revolutions per second until the two halves of the soil pat come together along a distance of about 13 mm (0.5 in.). Do not hold the base while the crank is turned. Record the number of shocks required to close the groove. Note 4: Some soils tend to slide on the cup instead of flowing. If this occurs, water should be added, the sample remixed, and the procedure repeated. If the soil continues to slide on the cup, the test is not applicable and a note should be made that the liquid limit could not be determined. T89_short E&B/ID 22-2 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 89 6. Obtain a moisture content sample by slicing through the soil pat perpendicularly with the spatula and through the center of the groove. Place it into a suitable container for subsequent moisture determination. 7. Determine the moisture content of the moisture content sample in accordance with the FOP for AASHTO T 255/T 265 (Soil). 8. Place the soil remaining in the cup back in the mixing dish and add 1 to 3 mL of water, or use previously prepared portions to which sufficient water has been added to result in a more fluid condition. 9. Repeat Steps 3 through 8, a minimum of two times. The object is to have a determination in all three shock ranges 25-35, 20-30, & 15-25. Flow Curve – Method A Prepare a flow curve on a semi-logarithmic graph with moisture content on the arithmetic vertical axis and the number of shocks on the logarithmic horizontal axis. The flow curve is a straight line drawn as closely as possible through three or more plotted points. Liquid Limit – Method A Determine the liquid limit. The moisture content at the intersection of the flow curve and the 25 shock line is the liquid limit. Procedure – Method B (Single-Point) 1. Place the sample in the dish and thoroughly mix with 8 to 10 mL of distilled or demineralized water, and following the mixing procedure in Method A, Step 1. 2. Follow the procedure in Method A except that the soil pat should be prepared with water to produce a consistency that will close the two halves of the soil pat at least 13 mm (0.5 in.) within 22 to 28 shocks of the cup. Note: Groove closures occurring between 15 and 40 blows may be accepted if variations of ±5 percent of the true liquid limit are tolerable. 3. Return the soil remaining in the cup to the mixing dish and, without adding any additional water, repeat Step 2. If the closure again occurs within the acceptable range, obtain a moisture content specimen. 4. Determine the moisture content of the moisture content sample in accordance with the FOP for AASHTO T 255/T 265 (Soil). T89_short E&B/ID 22-3 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 89 Liquid Limit – Method B Calculate the liquid limit as follows: LL = (wN)(N/25) 0.121 N (N/25) 0.121 N (N/25) 0.121 22 23 24 25 0.985 0.990 0.995 1.000 26 1.005 27 1.009 28 1.014 LL = (wN)(N/25) 0.121 where LL = liquid limit wN = moisture content of sample at N blows N = number of blows Example: wN = 16.0 % and N = 23 LL = (16.0)(23/25) 0.121 = 15.8, say 16% Report Results shall be reported on standard forms approved by the agency. Report LL to the nearest whole percent. T89_short E&B/ID 22-4 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 90 DETERMINING THE PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS FOP FOR AASHTO T 90 Scope This procedure covers the determination of the plastic limit and plasticity index of soil in accordance with AASHTO T 90. It is used in conjunction with AASHTO T 89, Determining the Liquid Limit of Soils. The three values are used for soil classification and other purposes. This FOP will cover the hand rolling method only. If the plastic limit device method is approved by the agency see AASHTO T 90 for that procedure. Apparatus • Dish: preferably unglazed porcelain or similar mixing dish, about 115 mm (4.5 in.) in diameter. • Spatula: having a blade 75 to 100 mm (3 to 4 in.) long and about 20 mm (3/4 in.) wide. • Rolling Surface: a ground glass plate or piece of smooth, unglazed paper. • Containers: corrosion resistant, suitable for repeated heating and cooling, having close fitting lids to prevent the loss of moisture. One container is needed for each moisture content determination. • Balance: conforming to AASHTO M 231, class G1, sensitive to 0.01 g with a 1200 g capacity. • Oven: thermostatically controlled, capable of maintaining temperatures of 110 ±5°C (230 ±9°F) Sample The plastic limit procedure is often run in conjunction with the liquid limit procedure. If this is the case, the plastic limit sample should be obtained from the soil prepared for the liquid limit test at any point in the process at which the soil is plastic enough to be easily shaped into a ball without sticking to the fingers excessively when squeezed. Obtain approximately 8 g of soil to run the plastic limit test. If the plastic limit only is to be determined, the sample must be prepared per AASHTO T 87 or T 146. Obtain about 20 g of material passing the 0.425 mm (No. 40) sieve. Mix the soil with distilled or demineralized water until the mass becomes plastic enough to be easily shaped into a ball. Obtain approximately 8 g of soil to run the plastic limit test. Note 1: Tap water may be used for routine testing if comparative tests indicate no differences in results between using tap water and distilled or demineralized water. Procedure (Hand Rolling Method) 1. From the sample pull a 1.5 to 2 g mass. T90_short E&B/ID 23-1 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 90 2. Squeeze and form the test sample into an ellipsoidal-shape mass. 3. Roll this mass between the fingers or palm and the rolling surface with just sufficient pressure to roll the mass into a thread of uniform diameter along its length. Roll out between 80 and 90 strokes per minute, counting a stroke as one back and forth motion. The sample must be rolled into the 3 mm (1/8 in.) thread in no longer than 2 minutes. 4. Break the thread into six or eight pieces when the diameter of the thread reaches 3 mm (1/8 in.). 5. Squeeze the pieces together between the thumbs and fingers of both hands into an ellipsoidal-shape mass and reroll. 6. Continue this process of alternately rolling to a thread 3 mm (1/8 in.) in diameter, cutting into pieces, gathering together, kneading and rerolling until the thread crumbles under the pressure required for rolling and the soil can no longer be rolled into a thread. Note 2: Crumbling may occur when the thread has a diameter greater than 3 mm (1/8 in.). This shall be considered a satisfactory end point, provided the soil has been previously rolled into a thread 3 mm (1/8 in.) in diameter. The crumbling will manifest itself differently with various types of soil. Some soils fall apart in many pieces; others form an outside tubular layer that splits at both ends; splitting progresses toward the middle, and the thread falls apart in small platy particles. Heavy clay requires much pressure to deform the thread, particularly as it approaches the plastic limit, and the thread breaks into a series of barrel-shaped segments each 6 to 9 mm (1/4 to 3/8 in.) long. At no time shall the tester attempt to produce failure at exactly 3 mm (1/8 in.) diameter. It is permissible, however, to reduce the total amount of deformation for feebly plastic soils by making the initial diameter of the ellipsoidal-shaped mass nearer to the required 3 mm (1/8 in.) final diameter. 7. Gather the portions of the crumbled soil together and place in a suitable, tared container & cover. 8. Repeat steps one through seven until 8 g of sample have been tested and placed in the covered container. 9. Determine the moisture content of the sample in accordance with the FOP for T 255/T 265. Plastic Limit The moisture content, as determined in Step 9 above, is the Plastic Limit. It is advisable to run several trials on the same material to ensure a proper determination of the Plastic Limit of the soil. T90_short E&B/ID 23-2 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 90 Plasticity Index The Plasticity Index (PI) of the soil is equal to the difference between the Liquid Limit (LL) and the Plastic Limit (PL). PI = LL – PL Examples: #1 #2 LL = 34 and PL = 17 LL = 16 and PL = 10 PI = 34 – 17 = 17 PI = 16 – 10 = 6 Example Calculation Container 1 2 Container Mass, g 14.44 14.18 Container and Wet Soil Mass, g 22.65 23.69 Water Mass, g 1.20 0.88 Wet Soil Mass, g 8.21 9.51 Moisture Content 17.1 10.2 Container and Dry Soil Mass, g 21.45 22.81 Dry Soil Mass, g 7.01 8.63 Plastic Limit 17 10 Report Results shall be reported on standard forms approved by the agency. Report the PL and PI to the nearest whole number. T90_short E&B/ID 23-3 October 2003 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 90 THIS PAGE INTENTIONALLY LEFT BLANK T90_short E&B/ID 23-4 October 2003 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 17, 2005 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 99 and T 180 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • • Methods B & C are not allowed on ODOT contracts. Use Methods A or D based on the following criteria: 1. The soil or soil/aggregate mixture will first be analyzed according to Method A. If the amount of material retained on the 4.75mm (No. 4) screen exceeds 40% then use Method D. 2. If the amount of material retained on the 19.00mm (3/4”) screen exceeds 30% then the material is non-density testable and should be evaluated according to the appropriate specifications contained in the project contract documents. • Under Section Apparatus, Balances or Scales for the standard or modified proctor, change the 20-kg requirement to 12-kg minimum with a sensitivity of 5g or better. Observe the following for graded aggregates: • Material for each individual point is brought to needed moisture content leaving approximately 1% between points. • Moisture content of individual points will be determined using the entire molded sample. 2 ODOT TM 323(06) EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 MOISTURE-DENSITY RELATIONS OF SOILS: USING A 2.5-kg (5.5-lb) RAMMER AND A 305 mm (12-in.) DROP FOP FOR AASHTO T 99 USING A 4.54-kg (10-lb) RAMMER AND A 457 mm (18-in.) DROP FOP FOR AASHTO T 180 Scope This procedure covers the determination of the moisture-density relations of soils and soilaggregate mixtures in accordance with two similar test methods: • AASHTO T 99 methods A, B, C & D • AASHTO T 180 methods A, B, C & D This test method applies to soil mixtures having 40% or less retained on the 4.75 mm (No 4) sieve for methods A or B, or, 30 % or less retained on the 19mm (¾”) with methods C or D. The retained material is defined as oversize (coarse) material. If no minimum percentage is specified 5% will be used. Samples that contain oversize (coarse) that meet percent retained criteria should be corrected by using the FOP for AASHTO T 224. Samples of soil or soilaggregate mixture are prepared at several moisture contents and compacted into molds of specified size using manual or mechanical rammers delivering a specified quantity of compactive energy. The moist masses of the compacted samples are divided by the volume of the mold to determine moist density values. Moisture contents of the compacted samples are determined and used to obtain the dry density values of the same samples. Maximum dry density and optimum moisture content for the soil or soil-aggregate mixture is determined by plotting the relationship between dry density and moisture content. Apparatus • Mold – Cylindrical, made of metal and having the dimensions shown in Table 1 or Table 2. It shall include a detachable collar and a base plate to which the mold can be fastened. If permitted by the agency, the mold may be of the “split” type, consisting of two half-round sections, which can be securely locked in place to form a cylinder. • Rammer –Manually or mechanically operated rammers as detailed in Table 1 or Table 2. A manually operated rammer shall be equipped with a guide-sleeve to control the path and height of drop. The guide-sleeve shall have at least four vent holes no smaller then 9.5 mm (3/8 in.) diameter, spaced approximately 90 degrees apart and approximately 19 mm (3/4 in.) from each end. A mechanically operated rammer will uniformly distribute blows over the sample and will be calibrated with several soil types, and be adjusted, if necessary, to give the same moisture-density results as with the manually operated rammer. For additional information concerning calibration, see AASHTO T 99 and T 180. • Sample Extruder – A jack, lever frame, or other device for extruding compacted specimens from the mold quickly and with little disturbance. • Balance(s) or scale(s) of the capacity and sensitivity required for the procedure used by the agency. T99_T180 E&B/ID 18-1 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 A balance or scale with a capacity of 20 kg (45 lb) and a sensitivity of 5 g, (0.01 lb) for obtaining the sample. Meeting the requirements of AASHTO M 231. A balance or scale with a capacity of 2 kg and a sensitivity of 0.1 g, is used for moisture content determinations done under both procedures. Meeting the requirements of AASHTO M 231. • Drying Apparatus – A thermostatically controlled drying oven capable of maintaining a temperature of 110 ±5°C (230 ±9°F) for drying moisture content samples in accordance with the FOP for AASHTO T 255/T 265. • Straightedge – A steel straightedge at least 250 mm (10 in.) long, having one beveled edge and at least one surface, used for final trimming, plane within 0.1 percent of its length. • Sieve(s) – 4.75 mm (No. 4) and/or 19.0 mm (3/4 in.) conforming to AASHTO M 92. • Mixing Tools – Miscellaneous tools such as a mixing pan, spoon, trowel, spatula, etc., or a suitable mechanical device, for mixing the sample with water. • Containers with close-fitting lids to prevent gain or loss of moisture in the sample. Table 1 Comparison of Apparatus, Sample, and Procedure – Metric Mold Volume, m3 Mold Diameter, mm Mold Height, mm Detachable Collar Height, mm Rammer Diameter, mm Rammer Mass, kg Rammer Drop, mm Layers Blows per Layer Material Size, mm Test Sample Size, kg Energy, kN-m/m3 T 99 Methods A, C: 0.000943 Methods B, D: 0.002124 Methods A, C: 101.6 Methods B, D: 152.4 116.43 51 50.80 2.495 305 3 Methods A, C: 25 Methods B, D: 56 Methods A, B: 4.75 minus Methods C, D: 19.0 minus Method A: 3 Method C: 5 (1) 592 T 180 Methods A, C: 0.000943 Methods B, D: 0.002124 Methods A, C: 101.6 Methods B, D: 152.4 116.43 51 50.80 4.536 457 5 Methods A, C: 25 Methods B, D: 56 Methods A, B: 4.75 minus Methods C, D: 19.0 minus Method B: 7 Method D: 11(1) 2,693 (1)This may not be a large enough sample depending on your nominal maximum size for moisture content samples. T99_T180 E&B/ID 18-2 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 Table 2 Comparison of Apparatus, Sample, and Procedure – English T 99 T 180 Methods A, C: 1/30 Methods A, C: 1/30 Mold Volume, ft Methods B, D: 1/13.33 Methods B, D: 1/13.33 Methods A, C: 4.000 Methods A, C: 4.000 Mold Diameter, in. Methods B, D: 6.000 Methods B, D: 6.000 Mold Height, in. 4.584 4.584 Detachable Collar Height, in. 2 2 Rammer Diameter, in. 2.000 2.000 Rammer Mass, lb 5.5 10 Rammer Drop, in. 12 18 Layers 3 5 Methods A, C: 25 Methods A, C: 25 Blows per Layer Methods B, D: 56 Methods B, D: 56 Methods A, B: No. 4 minus Methods A, B: No.4 minus Material Size, in. Methods C, D: 3/4 minus Methods C, D: 3/4 minus Method A: 7 Method B: 16 Test Sample Size, lb Method C: 12(1) Method D: 25(1) Energy, lb-ft/ ft3 12,375 56,250 (1)This may not be a large enough sample depending on your nominal maximum size for moisture content samples. 3 Sample If the sample is damp, dry it until it becomes friable under a trowel. Drying may be in air or by use of a drying apparatus maintained at a temperature not exceeding 60°C (140°F). Thoroughly break up aggregations in a manner that avoids reducing the natural size of individual particles. Obtain a representative test sample of the mass required by the agency by passing the material through the sieve required by the agency. See Table 1 or Table 2 for test sample mass and material size requirements. Note 1: Both T 99 & T 180 have four methods (A, B, C, D) that require different masses and employ different sieves Note 2: If the sample is plastic (clay types), it should stand for a minimum of 12 hours after the addition of water to allow the moisture to be absorbed. In this case, several samples at different moisture contents should be prepared, put in sealed containers and tested the next day. Instances where the material is prone to degradation i.e. granular material a compaction sample with differing moisture contents should be prepared for each point. Procedure 1. Determine the mass of the clean, dry mold. Include the base plate, but exclude the extension collar. Record the mass to the nearest 0.005 kg (0.01 lb). T99_T180 E&B/ID 18-3 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 2. Thoroughly mix the selected representative sample with sufficient water to dampen it to approximately 4 to 6 percentage points below optimum moisture content. See note 2. 3. Form a specimen by compacting the prepared soil in the mold (with collar attached) in approximately equal layers. For each layer, spread the loose material uniformly in the mold. Lightly tamp the fluffy material with the manual rammer or other similar device. This establishes a firm surface on which to hold the rammer sleeve. Compact each layer with uniformly distributed blows from the rammer. See Table 1 for mold size, number of layers, number of blows, and rammer specification for the various test methods. Use the method specified by the agency. If material that has not been compacted remains adjacent to the walls of the mold and extends above the compacted surface, trim it down. Note 3: During compaction, the mold shall rest firmly on a dense, uniform, rigid, and stable foundation or base. This base shall remain stationary during the compaction process. 4. Remove the extension collar. Avoid shearing off the sample below the top of the mold. A rule of thumb is that the material compacted in the mold should not be over 6 mm (¼ in) above the top of the mold once the collar has been removed. 5. Trim the compacted soil even with the top of the mold with the beveled edge of the straightedge. 6. Determine the mass of the mold and wet soil in kg to the nearest 0.005 kg (0.01 lb) or better. 7. Determine the wet mass of the sample by subtracting the mass in Step 1 from the mass in Step 6. 8. Calculate the wet density as indicated below under “Calculations.” 9. Extrude the material from the mold. For soils and soil aggregate mixtures slice vertically through the center and take a representative moisture content sample from one of the cut faces insuring that all layers are represented. For granular materials a vertical face will not exist. Take a representative sample. This sample must meet the sample size requirements of the test method to be used to determine moisture content. Note 4: When developing a curve for free-draining soils, such as uniform sands and gravels, where seepage occurs at the bottom of the mold and base plate, taking a representative moisture content from the mixing bowl may be preferred in order to determine the amount of moisture available for compaction. 10. Determine the moisture content of the sample in accordance with the FOP for AASHTO T 255/T 265. 11. Thoroughly break up the remaining portion of the molded specimen until it will again pass through the sieve, as judged by eye, and add to the remaining portion of the sample being tested. See note 2. 12. Add sufficient water to increase the moisture content of the remaining soil by approximately 1 to 2 percentage points and repeat the above procedure. T99_T180 E&B/ID 18-4 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 13. Continue determinations until there is either a decrease or no change in the wet density. A minimum of five determinations is usually necessary. Calculations 1. Calculate the wet density, in kg/m3 (lb/ft3), by multiplying the wet mass from Step 7 by the appropriate factor chosen from the two below. Method A & C molds: Method B & D molds: 1060 (30) 471 (13.33) Note 5: The moist mass is in kg (lb). The factors are the inverses of the mold volumes in m3 (ft3) shown 3 in Table 1. If the moist mass is in grams use 1.060 or 0.471 for factors when computing kg/m . 1/0.000943 = 1060 1/0.002124 = 471 [1/(1/30) = 30] [1/(1/13.33) = 13.33] Example – Method A or C mold: 30 Wet mass = 1.916 kg (4.22 lb) (1.916)(1060) = 2031 kg/m3 Wet Density 2. Calculate the dry density as follows. ⎛ ρw ⎞ ⎟⎟ × 100 ρ d = ⎜⎜ ⎝ w + 100 ⎠ or Where: [(4.22)(30) = 126.6 lb/ft3 Wet Density] ⎞ ⎛ ⎟ ⎜ ρ w ⎟ ρd = ⎜ ⎜ w + 1⎟ ⎟ ⎜ ⎠ ⎝ 100 ρd = Dry density, kg/m3 (lb/ft3) ρw = Wet density, kg/m3 (lb/ft3) w = Moisture content, as a percentage Example: 32 ρw = 2030 kg/m3 (126.6 lb/ft3) and w = 14.7% ⎛ 2030 kg/m 3 ⎞ ⎟⎟ × 100 = 1770 kg/m 3 ρ d = ⎜⎜ ⎝ 14.7 + 100 ⎠ or ⎛ 2030 kg/m 3 ⎞ ⎟⎟ = 1770 kg/m 3 + ⎝ (14.7 / 100) 1 ⎠ ρ d = ⎜⎜ T99_T180 E&B/ID 18-5 ⎛ 126.6 lb/ft 3 ⎞ ⎟⎟ × 100 = 110.4 lb/ft 3 ⎝ 14.7 + 100 ⎠ ρ d = ⎜⎜ ⎛ 126.6 lb/ft 3 ⎞ ⎟⎟ = 110.4 lb/ft 3 ρ d = ⎜⎜ ⎝ (14.7 / 100) + 1 ⎠ October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 99/T 180 Moisture-Density Curve Development When dry density is plotted on the vertical axis versus moisture content on the horizontal axis, and the points are connected, a moisture-density curve is developed. The peak of the curve has, as coordinates, the maximum dry density, or just “maximum density,” and the “optimum moisture content” of the soil. Example: Given the following dry density and corresponding moisture content values, develop a moisture-density relations curve and determine maximum dry density and optimum moisture content. Dry Density, lb/ft3 114.3 115.7 116.9 116.7 115.9 Moisture Content, % 11.3 12.1 12.8 13.6 14.2 117 115 113 Dry density – lb/ft3 kg/m3 1846 1868 1887 1884 1871 Ideally, there will be three points on the dry side of the curve and two points on the wet side. In this case, the curve has its peak at: Maximum dry density = 1890 kg/m3 (117.0 lb/ft3 ) Optimum water content = 13.2% Note that both values are approximate, being based on sketching the curve to fit the points. Report Results shall be reported on standard forms approved by the agency. Report maximum dry density to the closest 1 kg/m3 (0.1 lb/ft3) and optimum moisture content to the closest 0.1 percent. T99_T180 E&B/ID 18-6 October 2004 CONCRETE WAQTC AASHTO T 119 SLUMP OF HYDRAULIC CEMENT CONCRETE FOP FOR AASHTO T 119 Scope This procedure provides instructions for determining the slump of hydraulic cement concrete in accordance with AASHTO T 119. It is not applicable to non-plastic and non-cohesive concrete. With concrete using 37.5mm (1½ in.) or larger aggregate, the +37.5mm (1½ in.) aggregate must be removed in accordance with the FOP for WAQTC TM 2. Apparatus • Mold: The metal mold shall be provided with foot pieces and handles. The mold must be constructed without a seam. The interior of the mold shall be relatively smooth and free from projections such as protruding rivets. The mold shall be free from dents. A mold that clamps to a rigid nonabsorbent base plate is acceptable provided the clamping arrangement is such that it can be fully released without movement of the mold. • Mold: Other than metal must conform to AASHTO T 119 Sections 5.1.1.1 & 5.1.1.2. • Tamping rod: 16 mm (5/8 in.) diameter and approximately 600 mm (24 in.) long, having a hemispherical tip. (Hemispherical means “half a sphere”; the tip is rounded like half of a ball.) • Scoop • Tape measure or ruler with at least 5 mm or 1/8 in. graduations • Base: Flat, rigid, non-absorbent moistened surface on which to set the slump cone Procedure 1. Obtain the sample in accordance with FOP for WAQTC TM 2. If any aggregate 37.5mm (1½ in.) or larger aggregate is present, aggregate must be removed in accordance with the Wet Sieving portion of the FOP for WAQTC TM 2. Note 1: Testing shall begin within five minutes of obtaining the sample. 2. Dampen the inside of the cone and place it on a dampened, rigid, nonabsorbent surface that is level and firm. 3. Stand on both foot pieces in order to hold the mold firmly in place. 4. Fill the cone 1/3 full by volume, to a depth of approximately 67 mm (2 5/8 in.) by depth. 5. Consolidate the layer with 25 strokes of the tamping rod, using the rounded end. Distribute the strokes evenly over the entire cross section of the concrete. For this bottom layer, incline the rod slightly and make approximately half the strokes near the perimeter, and then progress with vertical strokes, spiraling toward the center. 6. Fill the cone 2/3 full by volume, to a depth of approximately 155 mm (6 1/8 in.) by depth. T119_short Concrete 11-1 October 2005 CONCRETE WAQTC AASHTO T 119 7. Consolidate this layer with 25 strokes of the tamping rod, just penetrating into the bottom layer. Distribute the strokes evenly. 8. Fill the cone to overflowing. 9. Consolidate this layer with 25 strokes of the tamping rod, just penetrating into the second layer. Distribute the strokes evenly. If the concrete falls below the top of the cone, stop, add more concrete, and continue rodding for a total of 25 strokes. Keep an excess of concrete above the top of the mold at all times. Distribute strokes evenly as before. 10. Strike off the top surface of concrete with a screeding and rolling motion of the tamping rod. 11. Clean overflow concrete away from the base of the mold. 12. Remove the mold from the concrete by raising it carefully in a vertical direction. Raise the mold 300 mm (12 in.) in 5 ±2 seconds by a steady upward lift with no lateral or torsional motion being imparted to the concrete. The entire operation from the start of the filling through removal of the mold shall be carried out without interruption and shall be completed within an elapsed time of 2 1/2 minutes. Immediately measure the slump by: 13. Invert the slump cone and set it next to the specimen. 14. Lay the tamping rod across the mold so that it is over the test specimen. 15. Measure the distance between the bottom of the rod and the displaced original center of the top of the specimen to the nearest 5 mm (1/4 in.). Note 2: If a decided falling away or shearing off of concrete from one side or portion of the mass occurs, disregard the test and make a new test on another portion of the sample. If two consecutive tests on a sample of concrete show a falling away or shearing off of a portion of the concrete from the mass of the specimen, the concrete probably lacks the plasticity and cohesiveness necessary for the slump test to be applicable. Report Results shall be reported on standard forms approved for use by the agency. Record the slump to the nearest 5 mm (1/4 in.). T119_short Concrete 11-2 October 2005 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 1, 2001 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 121 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Calibrate the measuring bowl according to the procedure described under Calibration of Measuring Bowl AASHTO T 152. • When performing the Cement Content Calculation, if Fly Ash is used, add the Fly Ash amount to the Cement amount and divide by the batch yield. • Microsilica Concrete (MC) – Microsilica (also know as silica fume) is supplied as a powder or mixed with water, called a “slurry”. In either case, include the weight of microsilica with the batch weights. • When performing the Cement Content Calculation, include the dry microsilica with the cement. • If the microsilica is in a slurry form, you must calculate how much dry microsilica is in each liter or (gallon) of slurry based on the information supplied by the manufacturer. THIS PAGE INTENTIONALLY LEFT BLANK CONCRETE WAQTC AASHTO T 121 DENSITY (UNIT WEIGHT), YIELD, AND AIR CONTENT (GRAVIMETRIC) OF CONCRETE FOP FOR AASHTO T 121 Scope This procedure covers the determination of density, or unit weight, of freshly mixed concrete in accordance with AASHTO T 121. It also provides formulas for calculating the volume of concrete produced from a mixture of known quantities of component materials, and provides a method for calculating cement content& cementitious material content – the mass of cement or cementitious material per unit volume of concrete. A procedure for calculating water/cement ratio is also covered. Apparatus • Measure: May be the bowl portion of the air meter used for determining air content under the FOP for AASHTO T 152. Otherwise, it shall be a metal cylindrical container meeting the requirements of AASHTO T 121. The capacity and dimensions of the measure shall conform to those specified in Table 1. • Balance or scale: Accurate to 0.3 percent of the test load at any point within the range of use. • Tamping Rod: 16 mm (5/8 in.) diameter and approximately 600 mm (24 in.) long, having a hemispherical tip. (Hemispherical means “half a sphere”; the tip is rounded like half of a ball.) • Vibrator: 7000 vibrations per minute, 19 to 38 mm (3/4 to 1 1/2 in.) in diameter, and the length of the shaft shall be at least 610 mm (24in). • Scoop • Strike-off Plate: A flat rectangular metal plate at least 6 mm (1/4 in.) thick or a glass or acrylic plate at least 12 mm (1/2 in.) thick, with a length and width at least 50 mm (2 in.) greater than the diameter of the measure with which it is to be used. The edges of the plate shall be straight and smooth within tolerance of 1.5 mm (1/16 in.). • Mallet: With a rubber or rawhide head having a mass of 0.57 ±0.23 kg (1.25 ±0.5 lb) for use with measures of 0.014 m3 (1/2 ft3 ) or less, or having a mass of 1.02 ±0.23 kg (2.25 ±0.5 lb) for use with measures of 0.028 m3 (1 ft3). T121_short Concrete 12-1 October 2005 CONCRETE WAQTC AASHTO T 121 Table 1 Dimensions of Measures Capacity m3 (ft3) 0.0071 (1/4)* 0.0142 (1/2) 0.0283 (1) Inside Diameter mm (in.) 203 ±2.54 (8.0 ±0.1) 254 ±2.54 (10.0 ±0.1) 356 ±2.54 (14.0 ±0.1) Inside Height mm (in.) 213 ±2.54 (8.4 ±0.1) 279 ±2.54 (11.0 ±0.1) 284 ±2.54 (11.2 ±0.1) Minimum Thicknesses mm(in.) Bottom Wall 5.1 3.0 (0.20) (0.12) 5.1 3.0 (0.20) (0.12) 5.1 3.0 (0.20) (0.12) Nominal Maximum Size of Coarse Aggregate** mm (in.) 25 (1) 50 (2) 76 (3) * Note: Measure may be the base of the air meter used in the FOP for AASHTO T 152. ** Nominal Maximum size: One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. Calibration of Measure 1. Determine the mass of the dry measure and strike-off plate. 2. Fill the measure with water at a temperature between 16°C and 29°C (60°F and 85°F) and cover with the strike-off plate in such a way as to eliminate bubbles and excess water. 3. Wipe the outside of the measure and cover plate dry, being careful not to lose any water from the measure. 4. Determine the mass of the measure, strike-off plate, and water in the measure. 5. Determine the mass of the water in the measure by subtracting the mass in Step 1 from the mass in Step 4. 6. Measure the temperature of the water and determine its density from Table 2, interpolating as necessary. 7. Calculate the volume of the measure, Vm, by dividing the mass of the water in the measure by the density of the water at the measured temperature, from Table 2. Example: at 23°C (73.4°F) Vm = Vm = 7.062 kg = 0.007079 m 3 997.54 kg/m 3 15.53 lb = 0.2494 ft 3 3 62.274 lb/ft T121_short Concrete 12-2 October 2005 CONCRETE WAQTC AASHTO T 121 Table 2 Unit Mass of Water 15°C to 30°C °C (°F) kg/m3 (lb/ft3) °C (°F) kg/m3 (lb/ft3) 15 15.6 16 17 18 18.3 19 20 21 21.1 22 (59.0) (60.0) (60.8) (62.6) (64.4) (65.0) (66.2) (68.0) (69.8) (70.0) (71.6) 999.10 999.01 998.94 998.77 998.60 998.54 998.40 998.20 997.99 997.97 997.77 (62.372) (62.366) (62.361) (62.350) (62.340) (62.336) (62.328) (62.315) (62.302) (62.301) (62.288) 23 23.9 24 25 26 26.7 27 28 29 29.4 30 (73.4) (75.0) (75.2) (77.0) (78.8) (80.0) (80.6) (82.4) (84.2) (85.0) (86.0) 997.54 997.32 997.29 997.03 996.77 996.59 996.50 996.23 995.95 995.83 995.65 (62.274) (62.261) (62.259) (62.243) (62.227) (62.216) (62.209) (62.192) (62.175) (62.166) (62.156) Procedure Selection There are two methods of consolidating the concrete – rodding and vibration. If the slump is greater than 75 mm (3 in.), consolidation is by rodding. When the slump is 25 to 75 mm (1 to 3 in.), internal vibration or rodding can be used to consolidate the sample, but the method used must be that required by the agency in order to obtain consistent, comparable results. For slumps less than 25 mm (1 in.), consolidate the sample by internal vibration. Procedure – Rodding 1. Obtain the sample in accordance with the FOP for WAQTC TM 2. Testing may be performed in conjunction with the FOP for AASHTO T 152. When doing so, this FOP should be performed prior to the FOP for AASHTO T 152. Note 1: If the two tests are being performed using the same sample, this test shall begin within five minutes of obtaining the sample. 2. Determine the mass of the dry empty measure. 3. Dampen the inside of the measure. 4. Fill the measure approximately 1/3 full with concrete. 5. Consolidate the layer with 25 strokes of the tamping rod, using the rounded end. Distribute the strokes evenly over the entire cross section of the concrete. Rod throughout its depth without hitting the bottom too hard. 6. Tap the sides of the measure smartly 10 to 15 times with the mallet to close voids and release trapped air. 7. Add the second layer, filling the measure about 2/3 full. 8. Consolidate this layer with 25 strokes of the tamping rod, penetrating about 25 mm (1 in.) into the bottom layer. 9. Tap the sides of the measure smartly 10 to 15 times with the mallet. T121_short Concrete 12-3 October 2005 CONCRETE WAQTC AASHTO T 121 10. Add the final layer, slightly overfilling the measure. 11. Consolidate this layer with 25 strokes of the tamping rod, penetrating about 25 mm (1 in.) into the second layer. 12. Tap the sides of the measure smartly 10 to 15 times with the mallet. Note 2: The measure should be slightly over full, about 3 mm (1/8 in.) above the rim. If there is a great excess of concrete, remove a portion with the scoop. If the measure is under full, add a small quantity. This adjustment may be done only after consolidating the final layer and before striking off the surface of the concrete. 13. Strike off by pressing the strike-off plate flat against the top surface covering approximately 2/3 of the measure. Withdraw the strike-off plate with a sawing motion to finish the 2/3 originally covered. Cover the original 2/3 again with the plate; finishing the remaining 1/3 with a sawing motion (do not lift the plate, continue the sawing motion until the plate has cleared the surface of the measure). Final finishing may be accomplished with several strokes with the inclined edge of the strike-off plate. The surface should be smooth and free of voids. 14. Clean off all excess concrete from the exterior of the measure including the rim. 15. Determine and record the mass of the measure and the concrete to the nearest 0.3%. 16. If the air content of the concrete is to be determined, proceed to Rodding Procedure Step 13 of the FOP for AASHTO T 152. Procedure - Internal Vibration 1. Perform Steps 1 through 3 of the rodding procedure. 2. Fill the measure approximately half full. 3. Insert the vibrator at four different points in each layer when a 0.0283 m3 (1 ft3) measure is used, and three different points in each layer when a 0.0142 m3 (1/2 ft3), or smaller, measure is used. Do not let the vibrator touch the bottom or sides of the measure. Note 3: Remove the vibrator slowly, so that no air pockets are left in the material. Note 4: Continue vibration only long enough to achieve proper consolidation of the concrete. Over vibration may cause segregation and loss of appreciable quantities of intentionally entrained air. 4. Fill the measure a bit over full. 5. Insert the vibrator as in Step 3. Do not let the vibrator touch the sides of the measure, but do penetrate the first layer approximately 25 mm (1 in.). 6. Return to Step 13 of the rodding procedure and continue. T121_short Concrete 12-4 October 2005 CONCRETE WAQTC AASHTO T 121 Calculations • Density – Calculate the net mass, Mm, of the concrete in the measure by subtracting the mass of the measure from the gross mass of the measure plus the concrete. Calculate the density, W, by dividing the net mass, Mm, by the volume, Vm, of the measure as shown below. 36.06 lb 16.920 kg M = 2390 kg/m 3 W = = 144.6 lb/ft 3 W = m Example: W = 3 3 0.007079 m 0.2494 ft Vm • Yield – Calculate the yield, Y, or volume of concrete produced per batch, by dividing the total mass of the batch, W1, by the density , W, of the concrete as shown below. Y= W1 W Example: Y = 2436 kg = 1.02 m 3 3 2390 kg/m Y= 3978 lb = 1.02 yd 3 3 (27)(144.6 lb/ft ) Note 5: The total mass, W1, includes the masses of the cement, water, and aggregates in the concrete. • Cement Content – Calculate the actual cement content, N, by dividing the mass of the cement, Nt, by the yield, Y, as shown below. Note 6: Specifications may require Portland cement content and cementitious materials content Ν= • Nt Y Example: N= 261 kg = 256 kg/m 3 1.02 m 3 N= 602 lb = 590 lb/yd 3 1.02 yd 3 Water Content – Calculate the mass of water in a batch of concrete by summing the: – – – – – – water added at batch plant water added in transit water added at jobsite free water on coarse aggregate free water on fine aggregate liquid admixtures (if the agency requires this to be included). This information is obtained from concrete batch tickets collected from the driver. Use the following conversion factors. T121_short Concrete 12-5 October 2005 CONCRETE WAQTC To Convert From Liters, L Gallons, gal Gallons, gal Milliliters, mL Ounces, oz Ounces, oz Ounces, oz Pounds, lb AASHTO T 121 To Kilograms, kg Kilograms, kg Pounds, lb Kilograms, kg Milliliters, mL Kilograms, kg Pounds, lb Kilograms, kg Multiply By 1.0 3.785 8.34 0.001 28.4 0.0284 0.0625 0.4536 Calculate the mass of free water on aggregate as follows. Free Water Mass = Total Aggregate Mass − Total Aggregate Mass 1 + ( Free Water Percentage / 100) Example: Total Aggregate Mass = 3540 kg(7804 lb) Free Water Percentage = 1.7∗ ∗ To determine Free Water percentage Total moisture content of the aggregates – absorbed moisture = Free Water Free Water Mass = 3540 kg − 3540 kg = 59 kg 1 + (1.7 / 100) 7804 lb − 7804 lb = 130 lb 1 + (1.7 / 100) Example for actual water content: Water added at batch plant = Water added in transit = Water added at jobsite = 300 L 0L 40 L 340 L = 340 kg 79 gal 11 gal 90 gal = 751 lbs Coarse aggregate: 3540 kg (7804 lbs) @ 1.7% free water Fine aggregate: 2490 kg (5489 lb) @ 5.9% free water CA free water = 3540 kg − 3540 kg = 59 kg 1 + (1.7 / 100) 7804 lb − 7804 lb = 130 lbs 1 + (1.7 / 100) FA free water = 2490 kg − 2490 kg = 139 kg 1 + (5.9 / 100) 5489 lb − 5489 lb = 306 lbs 1 + (5.9 / 100) Mass of water in batch = T121_short 538 kg Concrete 12-6 1187 lbs October 2005 CONCRETE • WAQTC AASHTO T 121 Water/Cement Ratio – Calculate the water/cement ratio by dividing the mass of water in a batch of concrete by the mass of cementitious material in the batch. The masses of the cementitious materials are obtained from concrete batch tickets collected from the driver. Example: Cement: Fly Ash: Water: W/C = 950 kg 180 kg 538 kg (from previous example) 538 kg = 0.476, say 0.48 (950 +180 kg) W/C = 2094 lb 397 lb 1187 lb 1187 lb = 0.48 (2094 + 397 lb) Report Results shall be reported on standard forms approved for use by the agency and should include the following: Density (unit weight) to 1 kg/m3 (0.1 lb/ft3) Yield to 0.01 m3 (0.01 yd3), Cement content to 1 kg/m3 (1 lb/yd3) Cementitious material content to 1 kg/m3 (1 lb/yd3) Water/Cement ratio to 0.01 T121_short Concrete 12-7 October 2005 CONCRETE WAQTC AASHTO T 121 THIS PAGE INTENTIONALLY LEFT BLANK T121_short Concrete 12-8 October 2005 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 152 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • As a minimum calibrate the air meter gauge every three months and whenever test results are suspect. Perform calibration according to the procedure described under Calibration of Air Meter Gauge. Maintain records with the air meter as described in the calibration procedure (See note 4). • An Aggregate Correction Factor is not required for Air Content Determination. 2 ODOT TM 323(06) CONCRETE WAQTC AASHTO T 152 AIR CONTENT OF FRESHLY MIXED CONCRETE BY THE PRESSURE METHOD FOP FOR AASHTO T 152 Scope This procedure covers determination of the air content in freshly mixed Portland Cement Concrete containing dense aggregates in accordance with AASHTO T 152, Type B meter. It is not for use with lightweight or highly porous aggregates. This procedure includes calibration of the Type B air meter gauge, and two methods for calibrating the gauge are presented. Concrete containing aggregate that is 37.5 mm (1 ½”) or larger must be wet sieved. Sieve a sufficient amount of the sample over the 37.5 mm (1 ½”) sieve in accordance with the wet sieving portion of the FOP for WAQTC TM 2. Apparatus • Air meter: Type B, as described in AASHTO T 152 • Balance or scale: Accurate to 0.3 percent of the test load at any point within the range of use (for Method 1 calibration only) • Tamping rod: 16 mm (5/8 in.) diameter and approximately 600 mm (24 in.) long, having a hemispherical tip. (Hemispherical means “half a sphere”; the tip is rounded like half of a ball.) • Vibrator: 7000 vibrations per minute, 19 to 38 mm (0.75 to 1.50 in.) in diameter, at least 75 mm (3 in.) longer than the section being vibrated for use with low slump concrete • Scoop • Container for water: rubber syringe (may also be a squeeze bottle) • Strike-off bar: Approximately 300 mm x 22 mm x 3 mm (12 in. x 3/4 in. x 1/8 in.) • Strike-off Plate: A flat rectangular metal plate at least 6 mm (1/4 in.) thick or a glass or acrylic plate at least 12 mm (1/2 in.) thick, with a length and width at least 50 mm (2 in.) greater than the diameter of the measure with which it is to be used. The edges of the plate shall be straight and smooth within tolerance of 1.5 mm (1/16 in.). Note 1: Use either the strike-off bar or strike-off plate; both are not required. • Mallet: With a rubber or rawhide head having a mass of 0.57 ±0.23 kg (1.25 ±0.5 lb) Calibration of Air Meter Gauge Note 2: There are two methods for calibrating the air meter, mass or volume. 1. Screw the short piece of straight tubing into the threaded petcock hole on the underside of the cover. Determine the mass of the dry, empty air meter bowl and cover assembly (Mass Method only). 2. Fill the bowl nearly full with water. T152_short Concrete 13-1 October 2006 CONCRETE WAQTC AASHTO T 152 3. Clamp the cover on the bowl with the tube extending down into the water. Mark the petcock with the tube attached for future reference. 4. Add water through the petcock having the pipe extension below until all air is forced out the other petcock. Rock the meter slightly until all air is expelled through the petcock. 5. Wipe off the air meter bowl and cover assembly, and determine the mass of the filled unit (Mass Method only). 6. Pump up the air pressure to a little beyond the predetermined initial pressure indicated on the gauge. Wait a few seconds for the compressed air to cool, and then stabilize the gauge hand at the proper initial pressure by pumping up or relieving pressure, as needed. 7. Close both petcocks and immediately open the main air valve exhausting air into the bowl. Wait a few seconds until the meter needle stabilizes. The gauge should now read 0 percent. If two or more tests show a consistent variation from 0 percent in the result, change the initial pressure line to compensate for the variation, and use the newly established initial pressure line for subsequent tests. 8. Determine which petcock has the straight tube attached to it. Attach the curved tube to external portion of the same petcock. 9. Pump air into the air chamber. Open the petcock with the curved tube attached to it. Open the main air valve for short periods of time until 5 percent of water by mass or volume has been removed from the air meter. Remember to open both petcocks to release the pressure in the bowl and drain the water in the curved tube back into the bowl. To determine the mass of the water to be removed, subtract the mass found in Step 1 from the mass found in Step 5. Multiply this value by 0.05. This is the mass of the water that must be removed. To remove 5 percent by volume, remove water until the external calibration vessel is level full. Note3: Many air meters are supplied with a calibration vessel(s) of known volume that are used for this purpose. Calibration vessel(s) should be brass, not plastic, and must be protected from crushing or denting. If an external calibration vessel is used, confirm what percentage volume it represents for the air meter being used. Vessels commonly represent 5 percent volume, but they are for specific size meters. This should be confirmed by mass. 10. Remove the curved tube. Pump up the air pressure to a little beyond the predetermined initial pressure indicated on the gauge. Wait a few seconds for the compressed air to cool, and then stabilize the gauge hand at the proper initial pressure by pumping up or relieving pressure, as needed. 11. Close both petcocks and immediately open the main air valve exhausting air into the bowl. Wait a few seconds until the meter needle is stabilized. The gauge should now read 5.0 ±0.1 percent. If the gauge is outside that range, the meter needs adjustment. The adjustment could involve adjusting the starting point so that the gauge reads 5.0 ±0.1 percent when this calibration is run, or could involve moving the gauge needle to read 5.0 percent. Any adjustment should comply with the manufacturer’s recommendations. Note 4: Calibration shall be performed at the frequency required by the agency. Record the date of the calibration, the calibration results, and the name of the technician performing the calibration in the log book kept with each air meter. T152_short Concrete 13-2 October 2006 CONCRETE WAQTC AASHTO T 152 12. When the gauge hand reads correctly at 5.0 percent, additional water may be withdrawn in the same manner to check the results at other values such as 10 percent or 15 percent. 13. If an internal calibration vessel is used follow steps 1 thru 8 to set initial reading. 14. Release pressure from the bowl and remove cover. Place the internal calibration vessel into the bowl. This will displace 5 percent of the water in the bowl. (See AASHTO 152 for more information on internal calibration vessels.) 15. Place the cover back on the bowl and add water through the petcock until all the air has been expelled. 16. Pump up the air pressure chamber to the initial pressure. Wait a few seconds for the compressed air to cool, and then stabilize the gauge hand at the proper initial pressure by pumping up or relieving pressure, as needed. 17. Close both petcocks and immediately open the main air valve exhausting air into the bowl. Wait a few seconds until the meter needle stabilizes. The gauge should now read 5 percent. Note 5: Remove the extension tubing from threaded petcock hole in the underside of the cover before starting the test procedure. Procedure Selection There are two methods of consolidating the concrete – rodding and vibration. If the slump is greater than 75 mm (3 in.), consolidation is by rodding. When the slump is 25 to 75 mm (1 to 3 in.), internal vibration or rodding can be used to consolidate the sample, but the method used must be that required by the agency in order to obtain consistent, comparable results. For slumps less than 25 mm (1 in.), consolidate the sample by internal vibration. Procedure – Rodding 1. Obtain the sample in accordance with the FOP for WAQTC TM 2. If any aggregate 37.5mm (1½ in.) or larger is present, aggregate must be removed in accordance with the Wet Sieving portion of the FOP for WAQTC TM 2. Note 6: Testing shall begin within five minutes of obtaining the sample. 2. Dampen the inside of the air meter bowl and place on a firm level surface. 3. Fill the bowl approximately 1/3 full with concrete. 4. Consolidate the layer with 25 strokes of the tamping rod, using the rounded end. Distribute the strokes evenly over the entire cross section of the concrete. Rod throughout its depth without hitting the bottom too hard. 5. Tap the sides of the bowl smartly 10 to 15 times with the mallet to close voids and release trapped air. 6. Add the second layer, filling the bowl about 2/3 full. 7. Consolidate this layer with 25 strokes of the tamping rod, penetrating about 25 mm (1 in.) into the bottom layer. T152_short Concrete 13-3 October 2006 CONCRETE WAQTC AASHTO T 152 8. Tap the sides of the bowl 10 to 15 times with the mallet. 9. Add the final layer, slightly overfilling the bowl. 10. Consolidate this layer with 25 strokes of the tamping rod, penetrating about 25 mm (1 in.) into the second layer. 11. Tap the sides of the bowl smartly 10 to 15 times with the mallet. Note 7: The bowl should be slightly over full, about 3 mm (1/8 in.) above the rim. If there is a great excess of concrete, remove a portion with the trowel or scoop. If the bowl is under full, add a small quantity. This adjustment may be done only after consolidating the final layer and before striking off the surface of the concrete. 12. Strike off the surface of the concrete and finish it smoothly with a sawing action of the strike-off bar or plate, using great care to leave the bowl just full. The surface should be smooth and free of voids. 13. Clean the top flange of the bowl to ensure a proper seal. 14. Moisten the inside of the cover and check to see that both petcocks are open and the main air valve is closed. 15. Clamp the cover on the bowl. 16. Inject water through a petcock on the cover until water emerges from the petcock on the other side. 17. Jar and or rock the air meter gently until no air bubbles appear to be coming out of the second petcock. The petcock expelling water should be higher than the petcock where water is being injected. Return the air meter to a level position and verify that water is present in both petcocks. 18. Close the air bleeder valve and pump air into the air chamber until the needle goes past the initial pressure determined for the gauge. Allow a few seconds for the compressed air to cool. 19. Tap the gauge gently with one hand while slowly opening the air bleeder valve until the needle rests on the initial pressure. Close the air bleeder valve. 20. Close both petcocks. 21. Open the main air valve. 22. Tap the sides of the bowl smartly with the mallet. 23. With the main air valve open, lightly tap the gauge to settle the needle, and then read the air content to the nearest 0.1 percent. 24. Release or close the main air valve. 25. Open both petcocks to release pressure, remove the concrete, and thoroughly clean the cover and bowl with clean water. 26. Open the main air valve to relieve the pressure in the air chamber. Procedure - Internal Vibration T152_short Concrete 13-4 October 2006 CONCRETE WAQTC AASHTO T 152 1. Obtain the sample in accordance with the FOP for WAQTC TM 2. If any aggregate 37.5mm (1½ in.) or larger is present, aggregate must be removed in accordance with the Wet Sieving portion of the FOP for WAQTC TM 2. 2. Dampen the inside of the air meter bowl and place on a firm level surface. 3. Fill the bowl approximately half full. 4. Insert the vibrator at three different points. Do not let the vibrator touch the bottom or sides of the bowl. Note 8: Remove the vibrator slowly, so that no air pockets are left in the material. Note 9: Continue vibration only long enough to achieve proper consolidation of the concrete. Over vibration may cause segregation and loss of appreciable quantities of intentionally entrained air. 5. Fill the bowl a bit over full. 6. Insert the vibrator as in Step 4. Do not let the vibrator touch the sides of the bowl, and penetrate the first layer approximately 25 mm (1 in.). 7. Return to Step 12 of the rodding procedure and continue. Report • Results shall be reported on standard forms approved for use by the agency. • Record the percent of air to the nearest 0.1 percent. • Some agencies require an aggregate correction factor in order to determine total % entrained air. Total % entrained air = Gauge reading – aggregate correction factor from mix design (See AASHTO T 152 for more information.) T152_short Concrete 13-5 October 2006 CONCRETE WAQTC AASHTO T 152 THIS PAGE INTENTIONALLY LEFT BLANK T152_short Concrete 13-6 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 166/275 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Absorption Calculations are not required. • When performing the Bulk Specific Gravity determination for the Core Correlation process (ODOT TM-327), use Method A. Method C is required for dry mass determination. • When performing the Bulk Specific Gravity determination for Lab Fabricated Gyratory Specimens, use Method A. The Method C option is not allowed. • When performing the Bulk Specific Gravity determination for Cores removed for “density acceptance” purposes, use Method A. The Method C option is not allowed. 2 ODOT TM 323(06) ASPHALT WAQTC AASHTO T 166/T 275 BULK SPECIFIC GRAVITY OF COMPACTED HOT MIX ASPHALT USING SATURATED SURFACE-DRY SPECIMENS FOP FOR AASHTO T 166 BULK SPECIFIC GRAVITY OF COMPACTED BITUMINOUS MIXTURES USING PARAFFIN-COATED SPECIMENS FOP FOR AASHTO T 275 Scope This procedure covers the determination of bulk specific gravity (Gmb) of compacted Hot Mix Asphalt (HMA) using three methods – A, B, and C – in accordance with AASHTO T 166. These three methods are for use on specimens not having open or inter-connecting voids and/or absorbing more than 2.0 percent water by volume. A fourth and fifth method – D & E – in accordance with AASHTO T 275 and covering specimens having open or interconnecting voids and/or absorbing more than 2.0 percent water by volume is also included. Overview • • • Method A Suspension Method B Volumeter Method C Rapid test for A or B • • Method D Suspension for coated specimen Method E Volumeter for coated specimen Test Specimens Test specimens may be either laboratory-molded or from HMA pavement. For specimens it is recommended that the diameter be equal to four times the maximum size of the aggregate and the thickness be at least one and one half times the maximum size. Apparatus – Method A (Suspension) • Balance or scale: 5 kg capacity, readable to 0.1 g, fitted with a suitable suspension apparatus and holder to permit weighing the specimen while suspended in water and conforming to AASHTO M 231. • Suspension apparatus: Wire of the smallest practical size and constructed to permit the container to be fully immersed. • Water bath: For immersing the specimen in water while suspended under the balance or scale, and equipped with an overflow outlet for maintaining a constant water level. • Towel: Damp towel used for surface drying specimens. • Oven: Capable of maintaining a temperature of 110 ±5°C (230 ±9°F) for drying the specimens to a constant mass. T166_T275_short Asphalt 17-1 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 Note 1: AASHTO T 166 defines constant mass as the mass that further drying at 52 ±3°C (125 ±5°F) does not alter the mass by more than 0.05 percent. It also states that samples shall initially be dried overnight and that mass determinations shall be made at 2-hour drying intervals. AASHTO T 166 also states that recently molded laboratory samples that have not been exposed to moisture do not need drying. • Pan: Pan or other suitable container of known mass, large enough to hold a sample for drying in oven. • Thermometer: Having a range of 19 to27° C(66 to 80°F), graduated in 0.1° C(0.2°F) subdivisions. Procedure - Method A (Suspension) 1. Dry the specimen to constant mass, if required. See note #1. Note 2: To expedite the procedure steps 1 and 2 may be performed last. To further expedite the process see Method C. 2. Cool the specimen in air to 25 ±5°C (77±9°F), and determine and record the dry mass to the nearest 0.1 g. Designate this mass as “A”. 3. Fill the water bath to overflow level with water at 25 ±1°C (77 ±1.8°F). 4. Immerse the specimen for 4 ±1 minutes. 5. Determine and record the submerged weight to the nearest 0.1 g. Designate this submerged weight as “C”. 6. Remove the sample from the water and quickly (not to exceed 5 seconds) surface dry with a damp towel. 7. Determine and record the mass of the SSD specimen to nearest 0.1 g. Designate this mass as “B”. Any water that seeps from the specimen during the mass determination is considered part of the saturated specimen. Calculations - Method A (Suspension) Gmb = A B −C where: A = Mass of dry specimen in air, g B = Mass of SSD specimen in air, g C = Weight of specimen in water at 25 ±1°C (77 ±1.8°F), g Percent Water Absorbed (by volume) = T166_T275_short B−A × 100 B−C Asphalt 17-2 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 Apparatus – Method B (Volumeter) • Balance or scale: 5 kg capacity, readable to 0.1 g and conforming to AASHTO M 231. • Water bath: thermostatically controlled to 25 ±0.5°C (77±0.9°F). • Thermometer: Range of 19 to 27°C (66 to 80°F), and graduated in 0.1°C (0.2°F) subdivisions. • Volumeter: Calibrated to 1200 mL or appropriate capacity for test sample and having a tapered lid with a capillary bore. • Oven: Capable of maintaining a temperature of 110 ±5°C (230 ±9°F) for drying the specimens to a constant mass. • Pan: Pan or other suitable container of known mass, large enough to hold a sample for drying in oven. • Towel: Damp towel used for surface drying specimens. Procedure - Method B (Volumeter) 1. Dry the specimen to constant mass, if required. See note 1. Note 2: To expedite the procedure steps 1 and 2 may be performed last. To further expedite the process see Method C. 2. Cool the specimen in air to 25 ±5°C (77±9°F), and determine and record the dry mass to the nearest 0.1 g. Designate this mass as “A”. 3. Immerse the specimen in the temperature controlled water bath for at least 10 minutes. 4. Fill the volumeter with distilled water at 25 ±1°C (77 ±1.8°F) making sure some water escapes through the capillary bore of the tapered lid. Wipe the volumeter dry. Determine the mass of the volumeter to the nearest 0.1 g. Designate this mass as “D”. 5. Remove the specimen from the water bath and quickly surface dry with a damp towel. 6. Determine and record the mass of the SSD specimen to the nearest 0.1 g. Designate this mass as “B”. Any water that seeps from the specimen during the mass determination is considered part of the saturated specimen. 7. Place the specimen in the volumeter and let stand 60 seconds. 8. Bring the temperature of the water to 25 ±1°C (77 ±1.8°F), and cover the volumeter making sure some water escapes through the capillary bore of the tapered lid. 9. Wipe the volumeter dry. 10. Determine and record the mass of the volumeter and specimen to the nearest 0.1 g. Designate this mass as “E”. Note 3: Method B is not acceptable for use with specimens that have more than 6 % air voids. T166_T275_short Asphalt 17-3 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 Calculations - Method B (Volumeter) Gmb = A B+D−E where: A = Mass of dry specimen in air, g B = Mass of SSD specimen in air, g D = Mass of volumeter filled with water at 25 ±1°C (77 ±1.8°F), g E = Mass of volumeter filled with specimen and water, g Percent Water Absorbed (by volume) = B- A × 100 B+D−E Apparatus - Method C (Rapid Test for Method A or B) See Methods A or B. Note 4: This procedure can be used for specimens not required to be saved and containing substantial amounts of moisture. Cores can be tested the same day as obtained by this method. Procedure – Method C (Rapid Test for Method A or B) 1. Determine which method to perform, A or B. Proceed with Method A or B, except that the dry mass, A, is determined last. In method A and B, start on step 3, complete that procedure then continue as follows to determine mass “A”. 2. Place the specimen on a large, flat bottom pan of known mass. 3. Heat at a minimum of 105°C (221°F), until the specimen can be easily separated to the point where the fine aggregate particles are not larger than 6.3 mm (1/4 in.). In no case should the Job Mix Formula mixing temperature be exceeded. 4. Dry to constant mass. Constant mass is defined as the mass at which further drying at the temperature in step 3 does not change by more than 0.05% after an additional 2 hour drying time. 5. Cool in air to 25 ±5°C (77 ±9°F). 6. Determine and record the mass of the pan and specimen to the nearest 0.1 g. 7. Determine and record the mass of the dry specimen to the nearest 0.1 g by subtracting the mass of the pan from the mass determined in Step 6. Designate this mass as “A”. Calculations – Method C (Rapid Test for Method A or B) Complete the calculations as outlined in Methods A or B, as appropriate. T166_T275_short Asphalt 17-4 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 Materials – Method D Suspension (Coated Specimens/AASHTO T 275) • Paraffin or parafilm: Used to coat test specimens. Apparatus – Method D Suspension (Coated Specimens/AASHTO T 275) • Balance or scale: 5 kg capacity, readable to 0.1 g, fitted with a suitable suspension apparatus and holder to permit weighing the specimen while suspended in water and conforming to AASHTO M 231. • Suspension apparatus: Wire of the smallest practical size and constructed to permit the container to be fully immersed. • Water bath: For immersing the specimen in water while suspended under the balance or scale, and equipped with an overflow outlet for maintaining a constant water level. • Oven: Capable of maintaining a temperature of 110 ±5°C (230 ±9°F) for drying the specimens to a constant mass. • Pan: Pan or other suitable container of known mass, large enough to hold a sample for drying in oven. Procedure - Method D Suspension (Coated Specimens/AASHTO T 275) 1. Dry the specimen to constant mass, if required. See note 1. 2. Cool the specimen in air to 25 ±5°C (77 ±9°F), and determine and record the dry mass to the nearest 0.1 g. Designate this mass as “A”. 3. Coat specimen on all surfaces with melted paraffin, or parafilm coating, sufficiently thick to seal all voids. 4. Allow coating to cool in air at 25 ±5°C (77 ±9°F) for 30 minutes. 5. Determine and record the mass of the coated specimen to the nearest 0.1 g. Designate this mass as “D”. 6. Fill the water bath to overflow level with water at 25 ±1°C (77 ±1.8°F). 7. Immerse the specimen in water at 25 ±1°C (77 ±1.8°F) for 4 ±1 minutes. 8. Determine and record the submerged weight to the nearest 0.1 g. Designate this submerged weight as “E”. 9. Determine the specific gravity of paraffin or parafilm at 25 ±1°C (77 ±1.8°F) from the manufacturer’s literature or other suitable source. Designate this specific gravity as “F”. Calculations - Method D Suspension (Coated Specimens/AASHTO T 275) Gmb = A ⎡D − A⎤ D−E−⎢ ⎣ F ⎥⎦ T166_T275_short Asphalt 17-5 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 where: A = Mass of dry specimen in air, g D = Mass of specimen with paraffin coating in air, g E = Weight of specimen with paraffin coating in water, g F = Specific gravity of paraffin or parafilm at 25 ±1°C (77 ±1.8°F) Apparatus – Method E Volumeter (Coated Specimens/AASHTO T 275) • Balance or scale: 5 kg capacity, readable to 0.1 g and conforming to AASHTO M 231. • Water bath: thermostatically controlled to 25 ±0.5°C (77±0.9°F). • Thermometer: Range of 19 to 27°C (66 to 80°F), and graduated in 0.1°C (0.2°F) subdivisions. • Volumeter: Calibrated to 1200 mL or appropriate capacity for test sample and having a tapered lid with a capillary bore. • Oven: Capable of maintaining a temperature of 110 ±5°C (230 ±9°F) for drying the specimens to a constant mass. • Pan: Pan or other suitable container of known mass, large enough to hold a sample for drying in oven. • Towel: Damp towel used for surface drying specimens. Procedure - Method E Volumeter (Coated Specimens/AASHTO T 275) 1. Dry the specimen to constant mass, if required. See note 1. 2. Cool the specimen in air to 25 ±5°C (77±9°F), and determine and record the dry mass to the nearest 0.1 g. Designate this mass as “A”. 3. Coat the specimen all surfaces with paraffin, or parafilm coating, sufficiently thick to seal all voids. 4. Allow coating to cool in air at 25 ±5°C (77 ±9°F) for 30 minutes. 5. Determine and record the mass of the coated specimen to the nearest 0.1g. Designate this mass as “C”. 6. Fill the volumeter with distilled water at 25 ±1°C (77 ±1.8°F) and place the coated specimen in the volumeter. 7. Bring the temperature of the water to 25 ±1°C (77 ±1.8°F), and cover the volumeter making sure some water escapes through the capillary bore of the tapered lid. 8. Wipe the volumeter dry. 9. Determine and record the mass of the volumeter and specimen to the nearest 0.1 g. Designate this mass as “E”. 10. Determine the specific gravity of paraffin or parafilm at 25 ±1°C (77 ±1.8°F) from the manufacturer’s literature or other suitable source. Designate this specific gravity as “F”. T166_T275_short Asphalt 17-6 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 Calculations - Method E Volumeter (Coated Specimens/AASHTO T 275) Gmb = A C−A ⎤ ⎡ ) D − ⎢E − C + ( F ⎥⎦ ⎣ where: A = Mass of dry specimen in air, g C = Mass of specimen with paraffin coating in air, g D = Mass of volumeter filled water at 25 ±1°C (77 ±1.8°F), g E = Mass of volumeter filled with specimen with paraffin coating and in water25 ±1°C (77 ±1.8°F), g F = Specific gravity of paraffin or parafilm at 25 ±1°C (77 ±1.8°F) Report Results shall be reported on standard forms approved for use by the agency. Report the Gmb to 3 decimal places and absorption to 2 decimal places. Report the method performed. T166_T275_short Asphalt 17-7 October 2006 ASPHALT WAQTC AASHTO T 166/T 275 THIS PAGE INTENTIONALLY LEFT BLANK T166_T275_short Asphalt 17-8 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: November 1, 2003 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 168 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: Sampling of mixture will conform to the following: • • Drum Plants – attached mechanical sampling devices Batch Plants – from trucks at plant 2 ODOT TM 323(06) ASPHALT WAQTC AASHTO T 168 SAMPLING OF BITUMINOUS PAVING MIXTURES FOP FOR AASHTO T 168 Scope This procedure covers the sampling of bituminous paving mixtures from HMA plants, haul units, and roadways in accordance with AASHTO T 168. Sampling is as important as testing, and every precaution must be taken to obtain a truly representative sample. The sampling of aggregate used in bituminous paving mixtures shall be in accordance with the FOP for AASHTO T 2. Apparatus • Flat-bottomed scoop 150 x 400 x 100 mm (6 x 16 x 4 in.) if sampling from a roadway • Shovel • Sample containers: such as cardboard boxes, metal cans, stainless steel bowls, or other agency-approved containers • Template to match conveyor belt shape • Scoops, trowels, or other equipment to obtain mix • Sampling plate: heavy gauge metal plate 380 mm x 380 mm (15 in x 15 in) minimum 8 gauge thick with a wire attached to one corner long enough to reach from the center of the paver to the outside of the farthest auger extension. Holes ¼” in diameter should be provided in each corner. • Cookie cutter sampling device: A 330 mm (13 in.) square sampling template, constructed from 75 mm x 50 mm x 3 mm (3 in. x 2 in. x 1/8 in.) formed steel angle with two 100mm x 150 mm x 9 mm (4 in. x 6 in. x 3/8 in.) handles. See diagram. Note 1: Sampling Plate and Cookie cutter may be sized appropriately to accommodate sample size requirements. General Comments 1. Samples of mix upon which acceptance or rejection is based shall be selected at random, and may be obtained by, or under the observation of, the purchaser or authorized representative. Note 2: Care shall be taken to prevent contamination of bituminous mixes by dust or other foreign matter, and to avoid segregation of aggregate and bituminous materials. 2. Some agencies require mechanical sampling devices for hot mix asphalt (HMA) and cold feed aggregate on some projects. These are normally permanently attached devices that allow a sample container to pass perpendicularly through the entire stream of material or divert the entire stream of material into the container. Operation may be hydraulic, pneumatic, or manual and allows the sample container to pass through the stream twice, once in each direction, without overfilling. Special caution is necessary with manually operated systems since a consistent speed is difficult to maintain and non-representative samples may result. Check agency requirements for the specifics of required sampling systems. T168-short Asphalt 12-1 October 2005 ASPHALT WAQTC AASHTO T 168 Sample Size Sample size depends on the test methods specified by the agency for acceptance. Check agency requirement for the size required. Sampling • General 1. The material shall be inspected to determine variations. The seller shall provide equipment for safe and appropriate sampling including sampling devices on plants, when required. 2. Place dense graded mixture samples in cardboard boxes, stainless steel bowls or other agency approved containers. Place open graded mixture samples in stainless steel bowls. Do not put open graded mixture samples in boxes until they have cooled to the point that bituminous material will not migrate from the aggregate. 3. Sampling from the Roadway will require the contractor to repair the sampled location. • Sampling from a Conveyor Belt 1. Stop the conveyor belt. 2. Select at least three areas of approximately equal size on the belt for sampling. 3. Insert template, the shape of which conforms to the shape of the belt, in each of the locations to be sampled. 4. Obtain three approximately equal increments of material that will form a sample of the required size when combined. 5. Scoop all material between template into a suitable container. • Attached Sampling Devices 1. When using an attached sampling device, pass the container twice through the material perpendicularly without overfilling the container. 2. Repeat until proper sample size has been obtained. • Sampling from Haul Units 1. Obtain samples in four approximately equal increments from haul units. 2. Obtain each increment from approximately 300 mm (12 in.) below the surface, in each of the four quadrants of the load. 3. Combine the increments to form a sample of the required size. • Sampling from a Roadway Prior to Compaction (Scoop Method) 1. Obtain samples in approximately equal increments, after placement and prior to rolling, using the scoop. 2. Make a vertical face with the shovel about 750 mm (30 in.) parallel with centerline. T168-short Asphalt 12-2 October 2005 ASPHALT WAQTC AASHTO T 168 3. Pull the material back approximately 450 mm (18 in.). 4. Place the scoop on the pavement or base as flat as possible at one side of the vertical face and fill the scoop. Make sure that sufficient pressure is exerted on the scoop to remove all of the material to its full depth. 5. Close the lid and remove the scoop when it is full. 6. Repeat Steps 2 through 5 to obtain the required sample size. • Sampling from Roadway Prior to Compaction (Plate Method) Plate Method using the “ cookie cutter” sampling device. There are two conditions that will be encountered when sampling Hot Mix Asphalt (HMA) from the roadway prior to compaction. The two conditions are: 1. Laying HMA on grade, or untreated base material requires Method 1. 2. Laying HMA on existing asphalt or laying a second lift of HMA requires Method 2. .SAFETY: Sampling is performed behind the paving machine and in front of the breakdown roller. For safety, the roller must remain at least 3 m (10 ft) behind the sampling operation until the sample has been taken and the hole filled with loose HMA. Method 1 requires a plate to be placed in the roadway in front of the paving operation and therefore there is always concern with moving, operating equipment. It is safest to stop the paving train while a plate is installed in front of the paver. When this is not possible the following safety rules must be followed. 1. The plate placing operation must be at least 3 m (10 ft) in front of the paver or pickup device. The technician placing the plate must have eye contact and communication with the paving machine operator. If eye contact cannot be maintained at all time, a third person must be present to provide communication between the operator and the technician. 2. No technician is to be between the asphalt supply trucks and the paving machine. The exception to this rule is if the supply truck is moving forward creating a windrow, in which case the technician must be at least 3m (10 ft) behind the truck. 3. At any time the Engineer feels that the sampling technique is creating an unsafe condition, the operation is to be halted until it is made safe or the paving operation will be stopped while the plate is being placed. Method 1 - Obtaining a Sample on Untreated Base: 1. Following the safety rules detailed above, the technician is to; a. Smooth out a location in front of the paver at least 0.5 m (2 ft) inside the edge of the mat T168-short Asphalt 12-3 October 2005 ASPHALT WAQTC AASHTO T 168 b. Lay the plate down diagonally with the direction of travel, keeping it flat and tight to the base with the lead corner facing the paving machine 2. Secure the plate in place by driving a nail through the hole in the lead corner of the plate. 3. Pull the wire, attached to the outside corner of the plate, taut past the edge of the HMA mat and secure with a nail. 4. Let the paving operation proceed over the plate and wire. Immediately proceed with the sampling. 5. Using the exposed end of the wire, pull the wire up through the fresh HMA to locate the corner of the plate. Place the “cookie cutter” sample device, just inside the end of the wire; align the cutter over the plate. Press “cookie cutter” device down through the HMA to the plate. 6. Using a small square tipped shovel and/or scoop, carefully remove all the HMA from inside of the cutter and place in a sample container. 7. Remove the sample cutter and the plate from the roadway. The hole made from the sampling must be filled with loose HMA. Method 2 - Obtaining a Sample on Asphalt Surface: 1. After the paving machine has passed the sampling point, immediately place the “cookie cutter” sampling device on the location to be sampled. Push the cutter down through the HMA until it is flat against the underlying asphalt mat. 2. Using a small square tipped shovel and/or scoop, carefully remove all the HMA from inside of the cutter and place in a sample container. The hole made from sampling must filled with loose HMA. Identification and Shipping 1. Identify sample containers as required by the agency. 2. Ship samples in containers that will prevent loss, contamination, or damage. T168-short Asphalt 12-4 October 2005 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 176 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Under Procedure, delete the Caution statement in reference to manuallyoperated shaker method and hand method. 2 ODOT TM 323(06) AGGREGATE WAQTC AASHTO T 176 PLASTIC FINES IN GRADED AGGREGATES AND SOILS BY THE USE OF THE SAND EQUIVALENT TEST FOP FOR AASHTO T 176 Scope This procedure covers the determination of plastic fines in accordance with AASHTO T 176. It serves as a rapid test to show the relative proportion of fine dust or clay-like materials in fine aggregates (FA) and soils. Apparatus See AASHTO T 176 for a detailed listing of sand equivalent apparatus. Note that the siphon tube and blow tube may be glass or stainless steel as well as copper. • Graduated plastic cylinder. • Rubber stopper. • Irrigator tube. • Weighted foot assembly having a mass of 1000 ±5g. There are two models of the weighted foot assembly. The older model has a guide cap that fits over the upper end of the graduated cylinder and centers the rod in the cylinder. It is read using a slot in the centering screws. The newer model has a sand reading indicator 254 mm (10 in.) above this point and is preferred for testing clay-like materials. • Siphon assembly: The siphon assembly will be fitted to a 4 L (1 gal) bottle of working calcium chloride solution placed on a shelf 915 ±25 mm (36 ±1 in.) above the work surface. • Measuring can having a capacity of 85 ±5mL (3 oz.). • Funnel with a wide-mouth for transferring sample into graduated cylinder. • Quartering cloth – 600 mm (2 ft) square nonabsorbent cloth, such as plastic or oilcloth. • Mechanical splitter – see FOP for AASHTO T 248. • Strike off bar – A straight edge or spatula. • Clock or watch reading in minutes and seconds. • Manually operated sand equivalent shaker capable of producing an oscillating motion at a rate of 100 complete cycles in 45 ±5 seconds, with a hand assisted half stroke length of 127 ±5 mm (5 ±0.2 in.). It may be held stable by hand during the shaking operation. It is recommended that this shaker be fastened securely to a firm and level mount, by bolts or clamps, if a large number of determinations are to be made. • Mechanical shaker – See AASHTO T 176 for equipment and procedure. • Oven capable of maintaining a temperature of 110 ±5°C (230 ±9°F). • Thermometer – Calibrated liquid-in-glass or electronic digital type designed for total immersion and accurate to 0.1°C (0.2°F). T176_short Aggregate 14-1 October 2005 AGGREGATE WAQTC AASHTO T 176 Materials • Stock calcium chloride solution: Obtain commercially prepared calcium chloride stock solution meeting AASHTO requirements. • Working calcium chloride solution: Dilute one 3 oz measuring can (85 ±5 mL) of stock calcium chloride solution to 3.8 L (1 gal) with distilled or demineralized water. (The graduated cylinder filled to 111.8 mm [4.4 in.] contains 88 mL.) Note 1: Mix the working solution thoroughly. Add 85mL (3oz) of stock solution to a clean, empty 3.8L (1qt) jug add approximately one 1L (1qt) and agitate vigorously for 2 or 3 minutes. Add the remainder of the water in approximately 1L (1qt) increments repeating the agitation process. Note 2: Tap water may be used if it is proven not to be detrimental to the test and if it is allowed by the agency. Note 3: The shelf life of the working solution is approximately 30 days. Working solutions more than 30 days old shall be discarded. Control The temperature of the working solution should be maintained at 22 ±3°C (72 ±5°F) during the performance of the test. If field conditions preclude the maintenance of the temperature range, reference samples should be submitted to the Central/Regional Laboratory, as required by the agency, where proper temperature control is possible. Samples that meet the minimum sand equivalent requirement at a working solution temperature outside of the temperature range need not be subject to reference testing. Sample Preparation 1. Obtain the sample in accordance with FOP for AASHTO T 2 and reduce in accordance with FOP for AASHTO T 248. 2. Prepare sand equivalent test samples from the material passing the 4.75 mm (No. 4) sieve. If the material is in clods, break it up and rescreen it over a 4.75 mm (No. 4) sieve. All fines shall be cleaned from particles retained on the 4.75 mm (No. 4) sieve and included with the material passing that sieve. 3. Split or quarter 1000 to 1500 g of material from the portion passing the 4.75 mm (No. 4) sieve. Use extreme care to obtain a truly representative portion of the original sample. Note 4: Experiments show that, as the amount of material being reduced by splitting or quartering is decreased, the accuracy of providing representative portions is reduced. It is imperative that the sample be split or quartered carefully. When it appears necessary, dampen the material before splitting or quartering to avoid segregation or loss of fines. Note 5: All tests including Reference Tests will be performed utilizing Alternative Method No. 2 as described in AASHTO T 176 unless specifications call for oven dry samples. T176_short Aggregate 14-2 October 2005 AGGREGATE WAQTC AASHTO T 176 4. The sample must have the proper moisture content to achieve reliable results. This condition is determined by tightly squeezing a small portion of the thoroughly mixed sample in the palm of the hand. If the cast that is formed permits careful handling without breaking, the correct moisture content has been obtained. Note 6: Clean sands having little 75 µm (No. 200) such as sand for Portland Cement Concrete (PCC) may not form a cast. If the material is too dry, the cast will crumble and it will be necessary to add water and remix and retest until the material forms a cast. When the moisture content is altered to provide the required cast, the altered sample should be placed in a pan, covered with a lid or with a damp cloth that does not touch the material, and allowed to stand for a minimum of 15 minutes. Samples that have been sieved without being air-dried and still retain enough natural moisture are exempted from this requirement. If the material shows any free water, it is too wet to test and must be drained and air dried. Mix frequently to ensure uniformity. This drying process should continue until squeezing provides the required cast. 5. Place the sample on the quartering cloth and mix by alternately lifting each corner of the cloth and pulling it over the sample toward the diagonally opposite corner, being careful to keep the top of the cloth parallel to the bottom, thus causing the material to be rolled. When the material appears homogeneous, finish the mixing with the sample in a pile near the center of the cloth. 6. Fill the measuring can by pushing it through the base of the pile while exerting pressure with the hand against the pile on the side opposite the measuring can. As the can is moved through the pile, hold enough pressure with the hand to cause the material to fill the tin to overflowing. Press firmly with the palm of the hand, compacting the material and placing the maximum amount in the can. Strike off the can level full with the straight edge or spatula. 7. When required, repeat steps (5) and (6) to obtain additional samples. Procedure 1. Start the siphon by forcing air into the top of the solution bottle through the tube while the pinch clamp is open. 2. Siphon 101.6 ±2.5 mm (4 ±0.1 in.) of working calcium chloride solution into the plastic cylinder. Pour the prepared test sample from the measuring can into the plastic cylinder using the funnel to avoid spilling. Tap the bottom of the cylinder sharply on the heel of the hand several times to release air bubbles and to promote thorough wetting of the sample. 3. Allow the wetted sample to stand undisturbed for 10 ±1 minutes. At the end of the 10minute period, stopper the cylinder and loosen the material from the bottom by simultaneously partially inverting and shaking the cylinder. T176_short Aggregate 14-3 October 2005 AGGREGATE WAQTC AASHTO T 176 4. After loosening the material from the bottom of the cylinder, shake the cylinder and contents by any one of the following methods: a. Mechanical Method – Place the stoppered cylinder in the mechanical shaker, set the timer, and allow the machine to shake the cylinder and contents for 45 ±1 seconds. Caution: The next two methods – manually-operated shaker method and hand method – require that the operator meet certain qualifications. See AASHTO T 176 for a full description. b. Manually-operated Shaker Method – Secure the stoppered cylinder in the three spring clamps on the carriage of the manually-operated sand equivalent shaker and set the stroke counter to zero. Stand directly in front of the shaker and force the pointer to the stroke limit marker painted on the backboard by applying an abrupt horizontal thrust to the upper portion of the right hand spring strap. Remove the hand from the strap and allow the spring action of the straps to move the carriage and cylinder in the opposite direction without assistance or hindrance. Apply enough force to the right hand spring steel strap during the thrust portion of each stroke to move the pointer to the stroke limit marker by pushing against the strap with the ends of the fingers to maintain a smooth oscillating motion. The center of the stroke limit marker is positioned to provide the proper stroke length and its width provides the maximum allowable limits of variation. Proper shaking action is accomplished when the tip of the pointer reverses direction within the marker limits. Proper shaking action can best be maintained by using only the forearm and wrist action to propel the shaker. Continue shaking for 100 strokes. c. Hand Method – Hold the cylinder in a horizontal position and shake it vigorously in a horizontal linear motion from end to end. Shake the cylinder 90 cycles in approximately 30 seconds using a throw of 229 mm ±25 mm (9 ±1 in.). A cycle is defined as a complete back and forth motion. To properly shake the cylinder at this speed, it will be necessary for the operator to shake with the forearms only, relaxing the body and shoulders. 5. Set the cylinder upright on the work table and remove the stopper. 6. Insert the irrigator tube in the cylinder and rinse material from the cylinder walls as the irrigator is lowered. Force the irrigator through the material to the bottom of the cylinder by applying a gentle stabbing and twisting action while the working solution flows from the irrigator tip. Work the irrigator tube to the bottom of the cylinder as quickly as possible, since it becomes more difficult to do this as the washing proceeds. This flushes the fine material into suspension above the coarser sand particles. Continue to apply a stabbing and twisting action while flushing the fines upward until the cylinder is filled to the 381 mm (15 in.) mark. Then raise the irrigator slowly without shutting off the flow so that the liquid level is maintained at about 381 mm (15 in.) while the irrigator is being withdrawn. Regulate the flow just before the irrigator is entirely withdrawn and adjust the final level to 381 mm (15 in.). T176_short Aggregate 14-4 October 2005 AGGREGATE WAQTC AASHTO T 176 Note 7: Occasionally the holes in the tip of the irrigator tube may become clogged by a particle of sand. If the obstruction cannot be freed by any other method, use a pin or other sharp object to force it out, using extreme care not to enlarge the size of the opening. Also, keep the tip sharp as an aid to penetrating the sample. 7. Allow the cylinder and contents to stand undisturbed for 20 minutes ±15 seconds. Start timing immediately after withdrawing the irrigator tube. Note 8: Any vibration or movement of the cylinder during this time will interfere with the normal settling rate of the suspended clay and will cause an erroneous result. 8. Clay and Sand Readings a. At the end of the 20-minute sedimentation period, read and record the level of the top of the clay suspension. This is referred to as the clay reading. Note 9: If no clear line of demarcation has formed at the end of the 20-minute sedimentation period, allow the sample to stand undisturbed until a clay reading can be obtained, then immediately read and record the level of the top of the clay suspension and the total sedimentation time. If the total sedimentation time exceeds 30 minutes, rerun the test using three individual samples of the same material. Read and record the clay column height of the sample requiring the shortest sedimentation period only. Once a sedimentation time has been established, subsequent tests will be run using that time. The time will be recorded along with the test results on all reports. b. After the clay reading has been taken, place the weighted foot assembly over the cylinder and gently lower the assembly until it comes to rest on the sand. Do not allow the indicator to hit the mouth of the cylinder as the assembly is being lowered. Subtract 254 mm (10 in.) from the level indicated by the extreme top edge of the indicator and record this value as the sand reading. c. If clay or sand readings fall between 2.5 mm (0.1 in.) graduations, record the level of the higher graduation as the reading. For example, a clay reading that appears to be 7.95 would be recorded as 8.0; a sand reading that appears to be 3.22 would be recorded as 3.3. d. If two Sand Equivalent (SE) samples are run on the same material and the second varies by more than ±4 points, based on the first cylinder reading, additional tests shall be run. e. If three or more Sand Equivalent (SE) samples are run on the same material, average the readings. If an individual reading varies by more than ±4 points, based on the average cylinder reading, additional tests shall be run. Calculations 1. Calculate the SE to the nearest 0.1 using the following formula: Sand Reading × 100 Clay Reading For Example: Sand Reading = 3.3 and Clay Reading = 8.0 SE = SE = T176_short 3.3 × 100 = 41.25 or 41.3 8.0 Aggregate 14-5 October 2005 AGGREGATE WAQTC AASHTO T 176 Note 10: This example reflects the use of equipment made with English units. At this time, equipment made with metric units is not available. 2. Report the SE as the next higher whole number. In the example above, the 41.3 would be reported as 42. An SE of 41.0 would be reported as 41. 3. In determining the average of the two samples, raise each calculated SE value to the next higher whole number before averaging. For example, calculated values of 41.3 and 42.8 would be reported as 42 and 43, respectively. Then average the two values: 42+ 43 = 42.5 2 If the average value is not a whole number, raise it to the next higher whole number – in this case: 43. Report Results shall be reported on standard forms approved for use by the agency. Report results to the whole number. T176_short Aggregate 14-6 October 2005 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 209 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Use the flask method. • Under apparatus delete Bleeder valve and replace with, inline bleeder valve capable of regulating the vacuum between 25 & 30mm of mercury. • A mechanical agitation device is required. • The test sample will be cured for a minimum of 1 hr and a maximum of 3 hrs according to the placement temperature range shown on the Mix Design. If the total time of storage and haul is less than 1 hour as determined by the Region QAC, Contractor CAT II and Project Manager then the test sample shall not be cured. • Under the Procedure- (Flask) Delete step 12B, 13B and Note 3 and replace with the following: Fill the flask with 25.0oC ±1.0ºC (77.0oF +- 1.8oF) water and allow to stand for 10 ±1 minutes. • Under Procedure – (Flask) Delete step 14B and replace with the following: The water temperature upon finishing filling the flask shall be at 25.0ºC ± 1.0 ºC (77.0oF +- 1.8oF). Place the cover or a glass plate on the flask, and eliminate all air from the flask. The use of the temperature correction tables will not be allowed (The R Value under Calculation = 1.000). • Use the procedure for Mixtures Containing Uncoated Porous Aggregate (“dryback” procedure) if the asphalt absorption (Pba) reported on the Mix Design is 1.2% or greater or if the mix design report indicates the “dryback” procedure was used for the mix design calculations. Use the results of the “dryback” procedure on all MDV and MAMD calculations. (See Next Page) • Test Procedure AASHTO T 209 Continued • For each sublot of HMAC produced, calculate the Pba and maintain a running average of 4 asphalt absorptions during HMAC production. The Pba computation will be considered part of the required MDV testing. If the running average of four asphalt absorptions (Pba) is 1.2% or greater at any time during production and the procedure for Mixtures Containing Uncoated Porous Aggregate (“dryback” procedure) is not already being used, then use the “dryback” procedure on the remainder of the JMF production and apply to all MDV and MAMD calculations. A new lot will be started when the dryback procedure is initiated. 2 ODOT TM 323(06) ASPHALT WAQTC AASHTO T 209 THEORETICAL MAXIMUM SPECIFIC GRAVITY AND DENSITY OF HOT MIX ASPHALT PAVING MIXTURES FOP FOR AASHTO T 209 Scope This procedure covers the determination of the maximum specific gravity (Gmm) of uncompacted Hot Mix Asphalt (HMA) paving mixtures in accordance with AASHTO T 209. Two methods using two different containers – bowl and flask – are covered. Specimens prepared in the laboratory shall be cured according to agency standards. Apparatus • Balance or scale: 10,000 g capacity, readable to 0.1 g • Container: A glass, metal, or plastic bowl or volumetric flask capable of holding a 2,000 g sample and withstanding a partial vacuum • Container cover: A glass plate or a metal or plastic cover with a vented opening. • Vacuum Lid: A transparent lid with a suitable vacuum connection. The vacuum opening to be covered with a fine wire mesh • Vacuum pump or water aspirator: Capable of evacuating air from the container to a residual pressure of 4.0 kPa (30 mm Hg). • Manometer or Vacuum gauge: Traceable to NIST and capable of measuring residual pressure down to 4.0 kPa (30 mm Hg) or less. • Water bath: A constant-temperature water bath (optional) • Thermometers: Calibrated liquid-in-glass, or electronic digital total immersion type, accurate to 0.5°C (0.9°F) • Bleeder valve to adjust vacuum. • Timer Calibration of Flask Use a volumetric flask that is calibrated to accurately determine the mass of water, at 25 ±0.5°C (77 ±0.9°F), in the flask. The volumetric flask shall be calibrated periodically in conformance with procedures established by the agency. Test Sample Preparation 1. Obtain samples in accordance with the FOP for AASHTO T 168 and reduce according to the FOP for WAQTC TM 5. 2. Test sample size shall conform to the requirements of Table 1. Samples larger than the capacity of the container may be tested in two or more increments. Results will be combined and averaged. If the increments have a specific gravity difference greater than 0.018 for the bowl method and 0.011 for the flask method the test must be re-run. T209_short Asphalt 16-1 October 2006 ASPHALT WAQTC AASHTO T 209 Table 1 Test Sample Size for Gmm Size of Largest Particle of Aggregate in Mixture mm (in.) 50.0 (2) 37.5 (1 ½) 25 (1) 19 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) Minimum Mass g 6000 4000 2500 2000 1500 1000 500 Procedure – General Two procedures – bowl and flask – are covered. The first 11 steps are the same for both. 1. Separate the particles of the sample, taking care not to fracture the mineral particles, so that the particles of the fine aggregate portion are not larger than 6.3 mm (1/4 in.). If the mixture is not sufficiently soft to be separated manually, place it in a large flat pan and warm in an oven only until it is pliable enough for separation. 2. Cool the sample to room temperature. 3. Determine and record the mass of the dry bowl or flask, including the cover, to the nearest 0.1 g. 4. Place the sample in the bowl or flask. 5. Determine and record the mass of the dry bowl or flask, cover, and sample to the nearest 0.1 g. 6. Determine and record the mass of the sample by subtracting the mass determined in Step 3 from the mass determined in Step 5. Designate this mass as “A”. 7. Add sufficient water at approximately 25° ±1°C (77° ±1.8°F) to cover the sample by about 25 mm (1 in.). Note 1: The release of entrapped air may be facilitated by the addition of a wetting agent. Check with the agency to see if this is permitted and, if it is, for a recommended agent. 8. Place the lid on the bowl or flask and attach the vacuum line. To ensure a proper seal between the flask and the lid, wet the O-ring or use a petroleum gel. 9. Remove entrapped air by subjecting the contents to a partial vacuum of 3.7 ±0.3 kPa (27.5 ±2.5 mm Hg) residual pressure for 15 ±2 minutes. 10. Agitate the container and contents, either continuously by mechanical device or manually by vigorous shaking, at 2-minute intervals. This agitation facilitates the removal of air. 11. Slowly open the release valve, turn off the vacuum pump and remove the lid. T209_short Asphalt 16-2 October 2006 ASPHALT WAQTC AASHTO T 209 Procedure – Bowl 12A. Suspend and immerse the bowl and contents in water at 25 ±1.0°C (77 ±1.8°F) for 10 ±1 minutes. The holder shall be immersed sufficiently to cover it and the bowl. 13A. Determine and record the submerged weight of the bowl and contents to the nearest 0.1 g. 14A. Empty and re-submerge the bowl following step 12A to determine the submerged weight of the bowl to the nearest 0.1 g. 15A. Determine and record the submerged weight of the sample the nearest 0.1 g by subtracting the submerged weight of the bowl from the submerged weight determined in Step 13A. Designate this submerged weight as “C”. Procedure – Flask Note 2: Stabilize the temperature of the flask and contents to 25 ±1°C (77 ±1.8°F) and determine final mass of the flask, cover, de-aired water, and sample within 10 ±1 minutes of completing Step 11. 12B. Fill the flask with water and adjust the temperature to 25 ±1°C (77 ±1.8°F). 13B. Stabilize the temperature of the flask and contents in a water bath so that final temperature is within 25 ±1°C (77 ±1.8°F). Note 3: In lieu of placing the flask in the water bath, determine the temperature of the water in the flask and make the appropriate density correction using Table 2 when the temperature is outside 25 ±1°C (77 ±1.8°F). 14B. Finish filling the flask, place the cover or a glass plate on the flask, and eliminate all air from the flask. Note 4: When using the metal flask and cover, place the cover on the flask and push down slowly, forcing excess water out of the hole in the center of the cover. Use care when filling flask to avoid reintroducing air into the water. 15B. Towel dry the outside of the flask and cover. 16B. Determine and record the mass of the flask, cover, de-aired water, and sample to the nearest 0.1 g. within 10 ±1 minutes of completion of Step 11. Designate this mass as “E”. 167B. Mass “D”, the mass of the flask and water, is determined during the Calibration of Flask procedure. Procedure – Mixtures Containing Uncoated Porous Aggregate If the pores of the aggregates are not thoroughly sealed by a bituminous film, they may become saturated with water during the vacuuming procedure, resulting in an error in maximum density. To determine if this has occurred, complete the general procedure and then: T209_short Asphalt 16-3 October 2006 ASPHALT WAQTC AASHTO T 209 1. Drain water from sample through a towel held over top of container to prevent loss of material. 2. Spread sample before an electric fan to remove surface moisture. 3. Determine the mass of the sample when the surface moisture appears to be gone. 4. Continue drying and determine the mass of the sample at 15-minute intervals until less than a 0.5 g loss is found between determinations. 5. Record the mass as the saturated surface-dry mass to the nearest 0.1 g. Designate this mass as “ASSD”. 6. Calculate, as indicated below, Gmm, using “A” and “ASSD”, and compare the two values. Calculation Calculate the Gmm to three decimal places as follows. Bowl Procedure A A-C Gmm = where: A = mass of dry sample in air, g C = submerged weight of sample in water, g Example: A = 1432.7 g C = 848.6 g Gmm = 1432.7 g = 2.453 1432.7 g − 848.6 g Flask Procedure Gmm = Gmm = A ×R A+D−E or A ASSD + D − E ×R (for mixtures containing uncoated aggregate materials) where: A = Mass of dry sample in air, g ASSD = Mass of saturated surface-dry sample in air, g T209_short Asphalt 16-4 October 2006 ASPHALT WAQTC AASHTO T 209 D = Mass of flask filled with water at 25°C (77°F), g E = Mass of flask filled with water and the test sample at test temperature, g R = Factor from Table 2 to correct the density of water – use when a test temperature is outside 25 ±1°C (77 ±1.8°F). Example (in which two increments are averaged): Test 1 Test 2 A = 1200.3 g D = 7502.5 g E = 8217.1 g Temperature = 26.2°C G mm 1 = Gmm2 = A = 960.2 g D = 7525.5 g E = 8096.3 g Temperature = 25.0°C 1200.3 g × 0.99968 1200.3 g + 7502.5 g − 8217.1 g = 2 . 470 960.2 g × 1.00000 = 2.466 960.2 g + 7525.5 g − 8096.3 g Average 2.470 - 2.466 = 0.004 which is < 0.011 so they can be averaged. Average 2.470 - 2.466 = 0.004 Or 2.470 + 2.466 = 4.936 T209_short 0.004 ÷ 2 = 0.002 0.002 + 2.466 = 2.468 4.936 ÷ 2 = 2.468 Asphalt 16-5 October 2006 ASPHALT WAQTC AASHTO T 209 Table 2 Temperature Correction Factor °C 20.0 20.1 20.2 20.3 20.4 20.5 20.6 20.7 20.8 20.9 21.0 21.1 21.2 21.3 21.4 21.5 21.6 21.7 21.8 21.9 22.0 22.1 22.2 22.3 22.4 22.5 22.6 22.7 22.8 22.9 23.0 23.1 23.2 °F 68.0 68.2 68.4 68.5 68.7 68.9 69.1 69.3 69.4 69.6 69.8 70.0 70.2 70.3 70.5 70.7 70.9 71.1 71.2 71.4 71.6 71.8 72.0 72.1 72.3 72.5 72.7 72.9 73.0 73.2 73.4 73.6 73.8 “R” 1.00117 1.00114 1.00112 1.00110 1.00108 1.00106 1.00104 1.00102 1.00100 1.00097 1.00095 1.00093 1.00091 1.00089 1.00086 1.00084 1.00082 1.00080 1.00077 1.00075 1.00073 1.00030 1.00068 1.00066 1.00064 1.00061 1.00059 1.00057 1.00054 1.00052 1.00050 1.00047 1.00045 °C 23.3 23.4 23.5 23.6 23.7 23.8 23.9 24.0 24.1 24.2 24.3 24.4 24.5 24.6 24.7 24.8 24.9 25.0 25.1 25.2 25.3 25.4 25.5 25.6 25.7 25.8 25.9 26.0 26.1 26.2 26.3 26.4 26.5 °F 74.9 74.1 74.3 74.5 74.7 74.8 75.0 75.2 75.4 75.6 75.7 75.9 76.1 76.3 76.5 76.6 76.8 77.0 77.2 77.4 77.5 77.7 77.9 78.1 78.3 78.4 78.6 78.8 79.0 79.2 79.3 79.5 79.7 “R” 1.00042 1.00040 1.00037 1.00035 1.00033 1.00030 1.00028 1.00025 1.00023 1.00020 1.00018 1.00015 1.00013 1.00010 1.00007 1.00005 1.00002 1.00000 0.99997 0.99995 0.99992 0.99989 0.99987 0.99984 0.99981 0.99979 0.99976 0.99973 0.99971 0.99968 0.99965 0.99963 0.99960 Theoretical Maximum Density To calculate the theoretical maximum density at 25°C (77°F) use one of the following formulas. The density of water at 25°C (77°F) = 997.1 in Metric units or 62.245 in English units. T209_short Asphalt 16-6 October 2006 ASPHALT WAQTC AASHTO T 209 Theoretical maximum density kg/m3 = Gmm x 997.1 kg/ m3 2.468 x 997.1 kg/ m3 = 2461 kg/ m3 or Theoretical maximum density lb/ft3 = Gmm x 62.245 lb/ft3 2.468 x 62.245 lb/ft3 = 153.6 lb/ft3 Report Results shall be reported on standard forms approved for use by the agency. Report Gmm to three decimal places. Report the theoretical maximum density to1 kg/m3 (0.1 lb/ft3). T209_short Asphalt 16-7 October 2006 ASPHALT WAQTC AASHTO T 209 THIS PAGE INTENTIONALLY LEFT BLANK T209_short Asphalt 16-8 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 1, 2001 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 217 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Procedure- Addendum to step 5, Rotate the vessel for 30 seconds, rest for 30 seconds and repeat until gauge dial reflects no further increase. A minimum of 3 rotations (3 minutes) is required. • Procedure- Addendum to step 9, Use the following equation in lieu of the conversion curve to calculate the moisture content based on the dry weight of material. See form 3468. • % Moisture based on Dry = • Reporting- Report moisture to the nearest 0.1%. % Moisture Gauge Reading X 100 100 - % Moisture Gauge Reading 2 ODOT TM 323(06) EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 217 DETERMINATION OF MOISTURE IN SOILS BY MEANS OF CALCIUM CARBIDE GAS PRESSURE MOISTURE TESTER FOP FOR AASHTO T 217 Scope This procedure uses a calcium carbide gas pressure moisture tester to determine the moisture content of soils in accordance with AASHTO T 217. This FOP does not apply to the Super 200 D tester (see AASHTO 217). CAUTION: This procedure involves a potentially dangerous chemical reaction. When calcium carbide reacts with water, acetylene gas is produced. Breathing the acetylene gas and running the test where potential for sparks or other ignition might cause a fire must be avoided. Apparatus • Calcium carbide gas pressure moisture tester. • Balance or scale, conforming to the requirements for AASHTO M 231 and having a capacity of 2 kg and sensitive to 0.1 g. Most testers include a balance built into the transportation container. • Cleaning brush and cloth. • Scoop (or cap built into unit) for putting the soil sample into the pressure chamber. Some testers include a cap built into the unit. • Steel balls, 31.75 mm (1.25”) Material • Calcium carbide reagent meeting the requirements of AASHTO T 217. Note 1: Check the manufacturer’s recommendations for maximum storage life and replacement, and storage requirements. Procedure 1. With the moisture tester in a horizontal position place three scoops, approximately 24 g, of calcium carbide, into the body. 2. Place two steel balls into the body of the tester with the calcium carbide. 3. Obtain a sample of soil of the wet mass specified by the manufacturer, using the balance built into the unit, and place the soil into the cap of the tester. Note 2: This method shall not be used on granular material having particles large enough to affect the accuracy of the test. In general, no + 4.75 mm (No.4) material. T217_short E&B/ID 17-1 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 217 Note 3: If the anticipated moisture content exceeds the capacity of the instrument being used, then onehalf of the specified soil mass should be placed into the unit, and the resulting gauge reading multiplied by two. 4. With the instrument in a horizontal position, so that calcium carbide does not come into contact with the soil, seat the cap on the body and tighten down on the clamp, thereby sealing the tester. 5. Turn the unit to vertical and allow the soil to fall from the cap into the pressure vessel. Shake the instrument horizontally with a rotating motion in order to avoid damaging the instrument. Do not allow the steel balls to hit the cap or the bottom of the pressure vessel. Shake the instrument vigorously for 60 seconds then rest for 30 seconds. Continue shaking and resting cycles for up to 180 seconds in shaking cycles or until no further reaction occurs. 6. Allow time for the dissipation of the heat generated by the chemical reaction. 7. When the gauge needle stops moving, take a reading while holding the unit in a horizontal position at eye level. 8. Record the sample mass and the gauge reading. 9. Position the unit so that the cap is away from the user and slowly loosen the clamp to release the gas from the pressure chamber. Inspect the sample inside the pressure chamber. If it is not completely pulverized, a new sample must be obtained and tested after the instrument has been thoroughly cleaned. Moisture Determination 1. The tester determines moisture content based on the wet mass of the soil. Moisture content based on the dry mass of soil is obtained from a conversion chart or curve supplied with each tester. See Figure 1 for curve from AASHTO T 217. Note 4: Check the accuracy of the gauge and the conversion chart or curve periodically, in accordance with agency requirements, by testing samples of a known moisture content. Develop correction factors, if necessary. Example: Gauge reading: 18.5 Conversion from chart: 22.6 Recorded % moisture: 23% T217_short E&B/ID 17-2 October 2004 WAQTC AASHTO T 217 Moisture Content, Direct Reading (wet), mass percent EMBANKMENT AND BASE IN-PLACE DENSITY Moisture Content, Oven Dry, mass percent Figure 1. Conversion Curve for Moisture Tester Reading Report Results shall be reported on standard forms approved by the agency. Report moisture content to the nearest 1 percent. T217_short E&B/ID 17-3 October 2004 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 217 THIS PAGE INTENTIONALLY LEFT BLANK T217_short E&B/ID 17-4 October 2004 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 17, 2005 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 224 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: Earthwork and Aggregate Applications: • • • • • • • Less than 10% plus 4.75 mm (No. 4) (Method A), no coarse particle correction is required. 10%-- 40% plus 4.75 mm (No. 4) (Method A), a coarse particle correction is required. Over 40% plus 4.75 mm (No. 4) (Method A), re-screen material and perform T 99 method D. Less than 10% plus 19.00 mm (3/4 in.) (Method D), no coarse particle correction is required. 10%-- 30% plus 19.00 mm (3/4 in.) (Method D), a coarse particle correction is required. Over 30% plus 19.00 mm (3/4 in.) (Method D), the material is non-density testable and should be evaluated according to the earthwork or appropriate aggregate specifications contained in the project contract documents. Percentage of coarse particles can be determined in the wet state. Aggregate • If during crushing operations process control data is available for the 4.75 mm (No. 4) and/or 19.00 mm (3/4 in.) screen use the average values to compute the coarse particle correction. 2 ODOT TM 323(06) EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 224 CORRECTION FOR COARSE PARTICLES IN THE SOIL COMPACTION TEST FOP FOR AASHTO T 224 Scope This procedure covers the adjustment of the maximum dry density determined by AASHTO T 99, or T 180 to compensate for coarse particles retained on the 4.75 mm (No. 4) or 19.0 mm (3/4 in.) sieve. For Methods A and B of AASHTO T 99 and T 180 the adjustment is based on the percent, by mass, of material retained on the 4.75 mm (No. 4) sieve and the bulk specific gravity Gsb of the material retained on the 4.75 mm (No. 4) sieve. A maximum of 40% of the material can be retained on the 4.75 mm (No. 4) sieve for this method to be used. For Methods C and D of AASHTO T 99 and AASHTO T 180, the adjustment is based on the percent, by mass, of material retained on the 19.0 mm (3/4 in.) sieve and the bulk specific gravity Gsb of the material retained on the 19.0 mm (3/4 in.) sieve. A maximum of 30% of the material can be retained on the 19.0 mm (3/4 in.) sieve for this method to be used. Whether the split is on the 4.75 mm (No. 4) or the 19.0 mm (3/4 in.) sieve all material retained on that sieve is defined as oversized material. This method applies to soils with percentages up to the maximums listed above for oversize particles. A correction may not be practical for soils with only a small percentage of oversize material. Agency shall specify a minimum percentage below which the method is not needed. If not specified, this method applies when more than 5 percent by weight of oversize particles is present. Adjustment Equation Along with density the moisture content can be corrected. The moisture content can be determined by the FOP for AASHTO T 255 / T 265, FOP for AASHTO T 217, or the nuclear density gauge moisture content reading from the FOP for AASHTO T 310. If the nuclear gauge moisture reading is used or when the moisture content is determined on the entire sample (both fine and oversized particles) the use of the adjustment equation is not needed. Combined moisture contents with material having an appreciable amount of silt or clay should be performed using FOP for AASHTO T 255 / T 265 (Soil). Moisture contents used from FOP for AASHTO T 310 must meet the criteria for that method. When samples are split for moisture content (oversized and fine materials) the following adjustment equations must be followed. 1. Split the sample into oversized material and fine material. 2. Dry the oversized material following the FOP for AASHTO T 255 / T 256 (Aggregate). If the fine material is sandy in nature dry using the FOP for AASHTO T 255 / T 256 (Aggregate), or FOP for AASHTO T 217. If the fine material has any appreciable amount of clay, dry using the FOP for AASHTO T 255 / T 265 (Soil) or FOP for AASHTO T 217. 3. Calculate the dry mass of the oversize and fine material as follows. T224_short E&B/ID 21-1 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY MD = WAQTC AASHTO T 224 Mm (1 + MC ) Where: MD = mass of dry material (fine or oversize particles). Mm = mass of moist material (fine or oversize particles). MC = moisture content of respective fine or oversized, expressed as a decimal. 4. Calculate the percentage of the fine and oversized particles by dry weight of the total sample as follows: See note 2. Pf = 100 M DF (M DF + M DC ) 73.0% = (100) (15.4 lbs) (15.4lbs + 5.7lbs ) 100 M DC (M DF + M DC ) 27.0% = (100) (5.7lbs) (15.4lbs + 5.7lbs ) 73.0% = (100) (7.034kg) (7.034kg + 2.602kg ) And Pc = 27.0% = (100) (2.602kg) (7.034kg + 2.602kg ) Where: = percent of fine particles, of sieve used, by weight. PC = percent of oversize particles, of sieve used, by weight. MDF = mass of fine particles. MDC = mass of oversize particles. Pf 5. Calculate the corrected moisture content as follows: MC T = [(MC F ) (Pf ) + ( MC c )( Pc )] 100 8.3% = [(10.6) (73.0) + (2.1)(27.0)] 100 MCT = corrected moisture content of combined fines and oversized particles, expressed as a % moisture. MCF = moisture content of fine particles, as a % moisture. MCC = moisture content of oversized particles, as a % moisture. T224_short E&B/ID 21-2 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 224 Note 1: Moisture content of oversize material can be assumed to be two (2) percent for most construction applications. Note 2: In some field applications agencies will allow the percentages of oversize and fine materials to be determined with the materials in the wet state. Adjustment Equation Density 6. Calculate the corrected dry density of the total sample (combined fine and oversized particles) as follows: Dd = 100 D f k [(D f )( Pc ) + (k )( Pf )] or Dd = 100 Pf Pc + Df k Where: Dd = corrected total dry density (combined fine and oversized particles) kg/m3 (lb/ft 3). Df = dry density of the fine particles kg/m3 (lb/ft3), determined in the lab. PC = percent of oversize particles, of sieve used, by weight. Pf = percent of fine particles, of sieve used, by weight. k = Metric: 1,000 * Bulk Specific Gravity (Gsb) (oven dry basis) of coarse particles (kg/m3). k = English: 62.4 * Bulk Specific Gravity (Gsb) (oven dry basis) of coarse particles (lb/ft3). Note 3: If the specific gravity is known, then this value will be used in the calculation. For most construction activities the specific gravity for aggregate may be assumed to be 2.600. Calculation 06 Sample Calculations: • Metric: Maximum laboratory dry density (Df): 2329 kg/m3 Percent coarse particles (PC): 27% Percent fine particles (Pf): 73% Bulk specific gravity of coarse particles (k): (2.697) (1000) = 2697 kg/m3 T224_short E&B/ID 21-3 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 224 (100) (2329kg/m 3 )(2697kg/m 3 ) Dd = [(2329kg/m 3 ) (27) + (2697kg / m 3 )(73)] Dd = 628,131,300.0 [62,883.0 + 196,881] Dd = 628,131,300.0 259,764.0 Dd = 2418.1 say 2418 kg/m3 • English: Maximum laboratory dry density (DF): 140.4 lb/ft3 Percent coarse particles (PC): 27% Percent fine particles (Pf): 73% Bulk specific gravity of coarse particles (k): (2.697) (62.4) = 168.3 lb/ft3 Dd = (100) (140.4 lb/ft 3 )(168.3 lb/ft 3 ) [(140.4 lb/ft 3 ) (27) + (168.3lb / ft 3 )(73)] Dd = 2,362,932.0 [3790.8 + 12285.9] Dd = 2,362,932.0 16,076.7 Dd = 146.98 say 147.0 lb/ft 3 Report Results shall be reported on standard forms approved by the agency. Report adjusted maximum dry density to the closest 1 kg/m3 (0.1 lb/ft3). T224_short E&B/ID 21-4 October 2005 Capping Cylindrical Concrete Specimens AASHTO Designation: T 231-03 ASTM Designation: C 617-98 AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 248 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Method A (Mechanical Splitter) – Checking of the splitting bias is required. 2 ODOT TM 323(06) AGGREGATE WAQTC AASHTO T 248 REDUCING SAMPLES OF AGGREGATES TO TESTING SIZE FOP FOR AASHTO T 248 Scope This procedure covers the reduction of samples to the appropriate size for testing in accordance with AASHTO T 248. Techniques are used that minimize variations in characteristics between test samples and field samples. Method A (Mechanical Splitter) and Method B (Quartering) are covered. This procedure applies to fine aggregate (FA), coarse aggregate (CA), and mixes of the two, and may also be used on soils. Samples of fine aggregates that are drier than the saturated surface dry (SSD) condition shall be reduced by a mechanical splitter according to Method A. Samples of FA that are at SSD or wetter than SSD shall be reduced by Method B, or the entire sample may be dried to the SSD condition, using temperatures that do not exceed those specified for any of the tests contemplated, and then reduced to test sample size using Method A. Samples of CA or mixtures of FA and CA may be reduced by either method. As a quick determination, if the fine aggregate will retain its shape when molded with the hand it is wetter that SSD. Apparatus Method A – Mechanical Splitter Splitter chutes: • Even number of equal width chutes • Discharge alternately to each side • Minimum of 8 chutes for CA, 12 chutes for FA • Width - Minimum 50 percent larger than largest particle - A maximum chute width of 19 mm (3/4 in.) for dry fine aggregate passing 9.5 mm (3/8 in.) sieve Splitter receptacles: • Capable of holding two halves of the sample following splitting. • Hopper or straightedge pan width equal to or slightly less than the overall width of the assembly of chutes. • Capable of feeding the splitter at a controlled rate. The splitter and accessory equipment shall be so designed that the sample will flow smoothly without restriction or loss of material. Method B – Quartering • • • Straightedge scoop, shovel, or trowel Broom or brush Canvas or plastic sheet, approximately 2 by 3 m (6 by 9 ft) T248_short Aggregate 10-1 October 2005 AGGREGATE WAQTC AASHTO T 248 Sample Preparation If the FA sample is wetter than the SSD condition and Method A – Mechanical Splitter is to be used, dry the material using temperatures not exceeding those specified for any of the tests contemplated for the sample. Note 1: It may be undesirable to split some FA / CA mixtures that are over SSD condition using Method A. Procedure Method A – Mechanical Splitter Place the sample in the hopper or pan and uniformly distribute it from edge to edge so that approximately equal amounts flow through each chute. The rate at which the sample is introduced shall be such as to allow free flowing through the chutes into the hoppers below. Split the sample from one of the two hoppers as many times as necessary to reduce the sample to the size specified for the intended test. The portion of the material collected in the other receptacle may be reserved for reduction in size for other tests. As a check for effective splitting determine the mass of each part of the split. If the ratio of the two masses differs by more than 5 percent, corrective action must be taken. Calculation Splitter check: 5127 total sample mass Splitter pan #1: 2583 Splitter pan #2: 2544 2544 X100 = 98.5 2583 100-98.5 = 1.5% Method B – Quartering Use either of the following two procedures or a combination of both. Procedure # 1: Quartering on a clean, hard, level surface: 1. Place the sample on a hard, clean, level surface where there will be neither loss of material nor the accidental addition of foreign material. 2. Mix the material thoroughly by turning the entire sample over a minimum of three times. With the last turning, shovel the entire sample into a conical pile by depositing each shovelful on top of the preceding one. 3. Flatten the conical pile to a uniform thickness and diameter by pressing down with a shovel. The diameter should be four to eight times the thickness. 4. Divide the flattened pile into four approximately equal quarters with a shovel or trowel. 5. Remove two diagonally opposite quarters, including all fine material, and brush the cleared spaces clean. T248_short Aggregate 10-2 October 2005 AGGREGATE WAQTC AASHTO T 248 6. Successively mix and quarter the remaining material until the sample is reduced to the desired size. 7. The final test sample consists of two diagonally opposite quarters. Procedure # 2: Quartering on a canvas or plastic sheet: 1. Place the sample on the sheet. 2. Mix the material thoroughly by turning the entire sample over a minimum of three times. Lift each corner of the sheet and pulling it over the sample toward the diagonally opposite corner, causing the material to be rolled. With the last turning, form a conical pile. 3. Flatten the conical pile to a uniform thickness and diameter by pressing down with a shovel. The diameter should be four to eight times the thickness. 4. Divide the flattened pile into four approximately equal quarters with a shovel or trowel, or, insert a stick or pipe beneath the sheet and under the center of the pile, then lift both ends of the stick, dividing the sample into two roughly equal parts. Remove the stick leaving a fold of the sheet between the divided portions. Insert the stick under the center of the pile at right angles to the first division and again lift both ends of the stick, dividing the sample into four roughly equal quarters. 5. Remove two diagonally opposite quarters, being careful to clean the fines from the sheet. 6. Successively mix and quarter the remaining material until the sample size is reduced to the desired size. 7. The final test sample consists of two diagonally opposite quarters. T248_short Aggregate 10-3 October 2005 AGGREGATE WAQTC AASHTO T 248 THIS PAGE INTENTIONALLY LEFT BLANK T248_short Aggregate 10-4 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 TOTAL EVAPORABLE MOISTURE CONTENT OF AGGREGATE BY DRYING FOP FOR AASHTO T 255 LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOILS FOP FOR AASHTO T 265 Scope This procedure covers the determination of moisture content of aggregate and soil in accordance with AASHTO T 255 and AASHTO T 265. It may also be used for other construction materials. Apparatus • Balance or scale: capacity sufficient for the principle sample mass, accurate to 0.1 percent of sample mass or readable to 0.1 g. Meeting the requirements of AASHTO M 231. • Containers, capable of being sealed • Suitable drying containers • Microwave safe containers • Thermometer reading to 205 ±6°C (400 ±10°F) • Heat source , controlled − Forced draft oven − Ventilated / convection oven • Heat source, uncontrolled − Microwave oven (600 watts minimum) − Infrared heater, hot plate, fry pan, or any other device/method that will dry the sample without altering the material being dried • Utensils such as spoons • Hot pads or gloves Sample Preparation For aggregate, select the proper sample size based on Table 1 or other information that may be specified by the agency. Obtain the sample in accordance with the FOP for AASHTO T 2. Immediately seal or cover samples to prevent any change in moisture content. T255_T265_short E&B/ID 16-1 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 TABLE 1 Sample Sizes for Moisture Content of Aggregate Nominal Maximum Size* mm (in.) 4.75 (No. 4) 9.5 (3/8) 12.5 (1/2) 19.0 (3/4) 25.0 (1) 37.5 (1 1/2) 50 (2) 63 (2 1/2) 75 (3) 90 (3 1/2) 100 (4) 150 (6) Minimum Sample Mass g (lb) 500 (1.1) 1500 (3.3) 2000 (4) 3000 (7) 4000 (9) 6000 (13) 8000 (18) 10,000 (22) 13,000 (29) 16,000 (35) 25,000 (55) 50,000 (110) * One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum. For soil, select the proper sample size based on Table 2 or other information that may be supplied by the agency. TABLE 2 Sample Sizes for Moisture Content of Soil Maximum Particle Size mm (in) 0.425 (No. 40) 4.75 (No. 4) 12.5 (1/2) 25.0 (1) 50 (2) Minimum Sample Mass g 10 100 300 500 1000 Procedure For aggregate, determine and record all masses to the nearest 0.1 percent of the sample mass or to the nearest 0.1 g. For soil, determine and record all masses to the nearest 0.1 g. When determining mass, allow the sample and container to cool sufficiently so as not to damage or interfere with the operation of the balance or scale. T255_T265_short E&B/ID 16-2 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 1. Determine and record the mass of the container. 2. Place the wet sample in the container, and record the total mass of the container and wet sample. 3. Determine the wet mass of the sample by subtracting the mass in Step 1 from the mass in Step 2. 4. Dry the sample to a constant mass in accordance with the directions given under Directions for Drying below. Measures will be taken to protect the scale from excessive heat while determining constant mass. 5. Allow the sample to cool and record the total mass of the container and dry sample. 6. Determine the dry mass of the sample by subtracting the mass in Step 1 from the mass in Step 5. Directions for Drying Aggregate • Controlled (Forced Draft, Ventilated or Convection Oven) 1. Spread sample in the container. 2. Dry to constant mass at 110 ±5°C (230 ±9°F). Constant mass has been reached when there is less than a 0.10 percent change after an additional 30 minutes of drying. • Uncontrolled Where close control of temperature is not required (such as with aggregate not altered by higher temperatures, or with aggregate that will not be used in further tests, or where precise information is not required), higher temperatures or other suitable heat sources, may be used. Other heat sources may include microwaves, hot plates, or heat lamps. ─ Microwave Oven 1. Heap sample in pile in the center of the container and cover. This cover must allow moisture to escape. 2. Dry to constant mass. Constant mass has been reached when there is less than a 0.10 percent change after at least an additional 10 minutes of drying. Caution: Some minerals in the sample may cause the aggregate to overheat altering the aggregate gradation. ─ Hot plates, heat lamps, etc. 1. Spread sample in container. 2. Stir the sample frequently to avoid localized overheating and aggregate fracturing. 3. Dry to a constant mass. Constant mass has been reached when there is less than a 0.10 percent change after at least an additional 20 minutes of drying. T255_T265_short E&B/ID 16-3 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 Directions for Drying Soil • Oven (Preferably Forced Draft/Air) 1. Place sample in container. 2. Dry to constant mass at 110 ±5°C (230 ±9°F). Constant mass has been reached when there is no change after an additional 1 hour of drying. A sample dried overnight (15 to 16 hours) is sufficient in most cases. Note 1: Soils containing gypsum or significant amounts of organic material require special drying. For reliable moisture contents dry these soils at 60°C (140°F). For more information see AASHTO T 265, Note 2. Calculation Constant Mass for Aggregates: Calculate constant mass using the following formula: %Change = Where: Mp− Mn Mp x100 Mp = previous mass measurement Mn = new mass measurement Example: Mass of container: 1232.1 g Mass of container& sample after first drying cycle: 2637.2 g Mass, Mp, of possibly dry sample: 2637.2 g - 1232.1 g = 1405.1 g Mass of container and dry sample after second drying cycle: 2634.1 g Mass, Mn, of dry sample: 2634.1 g - 1232.1 g = 1402.0 g .1−1402.0 0.22% = 14051405 x100 .1 0.22% is not less than 0.10% so continue to dry it Mass of container and dry sample after third drying cycle: 2633.0 g Mass, Mn, of dry sample: 2633.0 g - 1232.1 g = 1400.9 g 0.08% = 1402 .0 −1400 .9 1402 .0 x100 0.08% is less than 0.10% constant mass has been reached for an aggregate, but continue drying for soil. T255_T265_short E&B/ID 16-4 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 Moisture Content Aggregate and Soils: Calculate the moisture content, as a percent, using the following formula: w= MW − MD × 100 MD Where: w = moisture content, percent MW = wet mass MD = dry mass Example: Mass of container: 1232.1 g Mass of container and wet sample: 2764.7 g Mass, MW, of wet sample: 2764.7 g - 1232.1 g = 1532.6 g Mass of container and dry sample (COOLED): 2633.1 g Mass, MD, of dry sample: 2633.1 g - 1232.1 g = 1401.0 g w= 1532.6 g −1401.0 g 131.6 g × 100 = × 100 = 9.39% rounded to 9.4% 1401.0 g 1401.0 g Report Results shall be reported on standard forms approved for use by the agency. Include: • MW, wet mass • MD, dry mass • w, moisture content to nearest 0.1 percent T255_T265_short E&B/ID 16-5 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 255/T265 THIS PAGE INTENTIONALLY LEFT BLANK T255_T265_short E&B/ID 16-6 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 272 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • AASHTO T 99 (Methods B & C) are not allowed on ODOT contracts. • Use AASHTO T 99 (Methods A or D) based on the following criteria: • The moisture content of the one point may be determined according to AASHTO T 217. • The moisture content of the one point must be determined according to AASHTO T 255/265 for Method D applications. • See ODOT Appendix A at the end of AASHTO T 272 for guidelines using a family of curves and utilizing single curves. • Balance or Scale: accurate to 5 grams (For One Point Applications Only). 2 ODOT TM 323(06) EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 272 FAMILY OF CURVES – ONE-POINT METHOD FOP FOR AASHTO T 272 Scope This procedure provides for a rapid determination of the maximum density and optimum moisture content of a soil sample utilizing a family of curves and a one-point determination in accordance with AASHTO T 272. This procedure is related to AASHTO T 99, and AASHTO T 180. One-point determinations are made by compacting the soil in a mold of a given size with a specified rammer dropped from a specified height. Four alternate methods – A, B, C, D – are used and correspond to the methods described in AASHTO T 99 or T 180. The method used in AASHTO T 272 must match the method used in AASHTO T 99 or T 180. Apparatus See the FOP for AASHTO T 99 and T 180. Sample Sample size determined according to the FOP for AASHTO T 310. In cases where the existing family can not be used a completely new curve will need to be developed and the sample size will be determined by the FOP for AASHTO T 99 and T 180. Procedure See the FOP for AASHTO T 99 and T 180. Calculations See the FOP for AASHTO T 99 and T 180. Maximum Dry Density and Optimum Moisture Content Determination 1. If the moisture-density one-point falls on one of the curves in the family of curves, the maximum dry density and optimum moisture content defined by that curve shall be used. 2. If the moisture-density one-point falls within the family of curves but not on an existing curve, a new curve shall be drawn through the plotted single point parallel and in character with the nearest existing curve in the family of curves. The maximum dry density and optimum moisture content as defined by the new curve shall be used. Note 1: If the one-point plotted within or on the family of curves does not fall in the 80 to 100 percent of optimum moisture content, compact another specimen, using the same material, at an adjusted moisture content that will place the one point within this range. T272_short E&B/ID 19-1 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 272 3. If the family of curves is such that the new curve through a one-point is not well defined or is in any way questionable, a full moisture-density relationship shall be made for the soil to correctly define the new curve and verify the applicability of the family of curves. Note 2: New curves drawn through plotted single point determinations shall not become a permanent part of the family of curves until verified by a full moisture-density procedure following the FOP for AASHTO T 99 or the FOP for T180. 2040 2040 Family of Curves One Point Method Dry Density kg/m 3 2020 2020 EXAMPLE 2000 2000 1980 1980 1960 1960 1940 1940 1920 1920 1900 1900 0 1880 1880 1860 1860 1840 1840 1820 1820 1800 1800 8 10 12 14 16 Moisture Content (%) T272_short E&B/ID 19-2 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 272 127 Family of Curves One Point Method 126 126 EXAMPLE Dry Density PCF 125 125 124 124 123 123 122 122 121 121 120 120 o 119 119 118 118 117 117 116 116 115 115 8 10 12 14 16 Moisture Content (%) T272_short E&B/ID 19-3 October 2006 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 272 Example A moisture-density procedure (AASHTO T 99 or AASHTO T 180) was run. A dry density of 1885 kg/m3 and a corresponding moisture content of 11.5 percent percent moisture were determined. This point was plotted on the appropriate family between two previously developed curves. For the English units family curve example the dry density and a corresponding moisture content were 119.1 lb/ft3 at 11.9. The “dashed” curve beginning at the moisture-density one-point was sketched between the two existing curves. A maximum dry density of 1915 kg/m3 and a corresponding optimum moisture content of 12.4 or 120.4 lb/ft3 and 12.7 percent moisture were estimated. Report Results shall be reported on standard forms approved by the agency. Report maximum dry density to the closest 1 kg/m3 (0.1 lb/ft3) and optimum moisture content to the closest 0.1 percent. T272_short E&B/ID 19-4 October 2006 Appendix A (ODOT) for AASHTO T 272 Developing a Moisture-Density Family of Curves(AASHTO T 272) The purpose of the family of curves is to represent the average moisture-density characteristics of the material. The family must, therefore be based on moisture-density relationships which adequately represent the entire mass range and all types of material for which the family is to be used. It may be that particular soil types have moisture-density relationships that differ considerably and cannot be represented on one general family of curves; in this case a separate family may be developed. Also, moisturedensity relationships for material of widely varying geologic origins should be carefully examined to determine if separate families are required. For ODOT the minimum number of curves (T 99 for ODOT) needed to produce a family of curves is three. The points representing the optimum moisture and maximum density are plotted on a single sheet of graph paper. If a smooth line can be drawn connecting these points then these curves do represent a family. All curves that fit within this family are plotted on this graph, the slopes of which should steepen as the maximum density increases. Another line is plotted through the 80% optimum moisture point of each curve. When individual density test are taken on an ODOT project a single point, dry density and moisture, is calculated using the material dug up from under the gauge. This point is plotted on the family of curves graph, and must between the top and bottom curves and within the 80% to 100% moisture lines. If this one point plots above or below the family of curves, complete a new curve using the excavated material. If this one point doesn’t plot within the 80% to 100% moisture lines, adjust the moisture content of the sample until it does fit. If both criteria are met a curved line is drawn from this plotted one point to the maximum density line of the family resembling the curves above and below. This intersection then becomes the maximum dry density and optimum moisture for the individual density test taken. Sometimes projects have only one or two curves and in these cases, as long as the one point plots within 2 lbs/ft3 for density and 2% for moisture on an existing curve and it meets the guidelines for selecting a single curve, that curve may be used. Revised (Nov. 2003) Guidelines for Selecting a Single Curve 1) Select all curves where the One Point plots within 2 lbs/ft3 and 2.0% of the curve. 74.0 72.0 lbs/ft3 a) Plot the One Point on a curve. b) Extend a line vertically 2 lbs/ft3 in length form the One Point towards the curve. c) Extend a line Horizonally 2.0% in length form the One Point towards the curve. 70.0 68.0 66.0 64.0 62.0 60.0 Example Shown: The One Point is 67 lbs/ft3 @ 14% moisture. Therefore the horizontal extension is 12% (-2%) and the vertical extension is to 69 lbs/ft3 (+2lbs/ft3). 10 12 14 16 18 20 22 % Moisture 2) Retain only those curves where the One Point has a lower moisture content than the Optimum Moisture of the curve being used for comparison. 3) Review the remaining curves and select the curve which best fits in order of the following parameters: a) Highest Maximum Density. a) One Point closest to the curve line. c) Lowest Optimum Moisture. EXAMPLE curve #1 curve #2 72.0 73.0 72.0 71.0 70.0 69.0 68.0 67.0 66.0 65.0 64.0 63.0 70.0 68.0 66.0 64.0 62.0 10 12 14 16 18 20 22 10 12 14 16 18 20 22 One Point = 66.3 lbs/ft3 @ 14.5% moisture Curve #3 1) Only two curves meet requirement 1. 2) Both curves 2 & # have higher Optimum moistures than the One Point. Meeting requirements 2. 3) Therefore use requirement 3: a) Curve 2 & 3 appear to be equal distant from the two curves b) Curve 2 has the higher Maximum Density. 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 Therefore use Curve # 2 56.0 10 12 14 16 18 20 22 24 26 Revised (Nov. 2003) I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 283 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: Preparation of Lab-Mixed, Lab Compacted Specimens • Section 6.4, Do not perform the 2-hr cooling and 16-hr loose mix curing required by this section. After mixing place mixture in the specified pans and follow the steps in Section 6.5. • Section 6.5, Compact each specimen to the required air void range. • Section 6.6, Delete requirement for storage of 24 +/- 3 hours at room temperature. Instead, allow the compacted specimens to completely cool to room temperature (no longer than 24 hours). Then proceed to Section 9. Preparation of Field-Mixed, Lab compacted Specimens • Section 7.5, Delete requirement for storing specimens at 24 +/- 3 hours at room temperature. Instead allow compacted specimens too completely cool to room temperature (no longer than 24 hours). Then proceed to Section 9. Grouping of test Specimens for Conditioning • Test Sample with 6 Specimens: 1. Of the initial 6 specimens; select the specimen with highest air voids and the specimen with the lowest air voids and designate them “Wet” 2. Of the remaining 4 specimens; select the specimen with highest air voids and the specimen with the lowest air voids and designate them “Dry” (See Next Page) Test Procedure AASHTO T 283 Continued 3. Of the remaining 2 specimens; select the specimen with the lowest air voids and designate it “Wet”. The remaining specimen is designated “Dry” • Test Sample with 8 Specimens: 1. Of the initial 8 specimens; select the specimen with highest air voids and the specimen with the lowest air voids and designate them “Wet” 2. Of the remaining 6 specimens; select the specimen with highest air voids and the specimen with the lowest air voids and designate them “Dry” 3. Of the remaining 4 specimens; select the specimen with highest air voids and the specimen with the lowest air voids and designate them “Wet” 4. The remaining 2 specimens are designated “Dry” All Specimens • Section 10.3.7, Delete this section. Freeze-thaw conditioning is not required. 2 ODOT TM 323(06) Resistance of Compacted Asphalt Mixtures to MoistureInduced Damage AASHTO Designation: T 283-03 AASHTO TEST METHODS CANNOT BE INCLUDED ON ODOT’S WEBSITE DUE TO COPYRIGHT INFRINGEMENT. TO GET COPIES OF THE TEST METHODS, YOU CAN ORDER A HARD COPY OF ODOT’S MANUAL OF FIELD TEST PROCEDURES OR YOU CAN ORDER THE LATEST STANDARD SPECIFICATIONS FOR TRANSPORTATION MATERIALS AND METHODS OF SAMPLING AND TESTING FROM AASHTO. ORDERING INSTRUCTIONS ARE GIVEN BELOW: To order ODOT’s Manual of Field Test Procedures, use the following web address: http://www.odot.state.or.us/ffp/cs/opo/contractor_plans/ManualSubmitOrder.htm To order AASHTO’s Standard Specifications for Transportation Materials and Methods of Sampling and Testing, use the following web address: https://bookstore.transportation.org/ THIS PAGE INTENTIONALLY LEFT BLANK I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31, 2005 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 308 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • • • • • • • • Under Apparatus, Method A and Method B – An ignition furnace using Infra-Red elements is allowed. An Infra-Red furnace is not required to maintain a 578°C temperature. When using the Infra-Red furnace, for Methods A and B for step 1 the 538°C does not apply. Under Test Procedures, Method A and Method B steps 1, when a furnace using Infra-Red elements is used, turn on and warm up the furnace for a minimum of 30 minutes before performing a test. Also, for Infra-Red furnaces use the same “burn profile” for the production samples as used for the calibration samples. This is normally the default burn profile setting. All other requirements of the test procedure apply to the Infra-Red furnace. For Test Procedure Method A and Method B, external scale measurements taken at approximately the same temperature (+- 10C (25F) are required for the initial and final mass determinations. Loss from the printed tickets shall not be used. Delete Correction Factors Section. Perform calibration of Ignition Furnace according to ODOT TM 323. For Test Procedure Method B, replace step 7, 45 min burn time with 60 minute burn time. Delete steps 10 thru 14. Compute the percent binder based on the following calculations and conditions: (See Next Page) (Continued) Test Procedure AASHTO T 308 Continued When a separate sample is tested for moisture, then the following equations shall apply: Where: Mi = Initial mass of sample prior to ignition, including moisture. %M= Moisture content of sample based on final dry weight per WAQTC TM 6. Where: Mf = Final mass of aggregate remaining after ignition. Mid= Initial “Dry” mass of mixture prior to ignition. When the sample is oven dried to a constant mass, then the following equation shall apply: Where: Mi = Initial Oven “Dried” mass of mixture prior to ignition. Mf = Final mass of aggregate remaining after ignition. 2 ODOT TM 323(06) ASPHALT WAQTC AASHTO T 308 DETERMINING THE ASPHALT BINDER CONTENT OF HOT MIX ASPHALT (HMA) BY THE IGNITION METHOD FOP FOR AASHTO T 308 Scope This procedure covers the determination of asphalt binder content of hot mix asphalt (HMA) by ignition of the binder at 538°C (1000°F) or less in a furnace; samples may be heated by convection or direct infrared irradiation. The aggregate remaining after burning can be used for sieve analysis using the FOP for AASHTO T 30. Two methods – A and B – are presented. Some agencies allow the use of recycled HMA. When using recycled HMA, check with the agency for specific correction procedures. Background on Test Method Binder in the HMA is ignited in a furnace. Asphalt binder content is calculated as the difference between the initial mass of the HMA and the mass of the residual aggregate, correction factor, and moisture content. The asphalt binder content is expressed as percent of moisture-free mix mass. Sampling 1. Obtain samples of HMA in accordance with the FOP for AASHTO T 168. 2. Reduce HMA samples in accordance with the FOP for WAQTC TM 5. 3. If the mixture is not sufficiently soft to separate with a spatula or trowel, place it in a large flat pan in an oven at 125 ±5°C (257 ±9°F) until soft enough. 4. Test sample size shall be governed by nominal maximum aggregate size and shall conform to the mass requirement shown in Table 1. When the mass of the test specimen exceeds the capacity of the equipment used, the test specimen may be divided into suitable increments, tested, and the results appropriately combined through a weighted average for calculation of the binder content. Note 1: Large samples of fine mixes tend to result in incomplete ignition of asphalt. Table 1 Nominal Maximum Aggregate Size* mm (in.) 37.5 (1 ½) 25.0 (1) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) T 308_short Minimum Mass Specimen g 4000 3000 2000 1500 1200 1200 Asphalt 15-1 Maximum Mass Specimen g 4500 3500 2500 2000 1700 1700 October 2006 ASPHALT WAQTC AASHTO T 308 * One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. Apparatus Note 2: The apparatus must be calibrated for the specific mix design. See “Correction Factors” at the end of this FOP. There are two methods – A and B. The apparatus for the two methods are the same except that the furnace for Method A has an internal balance. • Forced air ignition furnace, capable of maintaining the temperature at 578°C (1072°F). For Method A, the furnace will be quipped with an internal scale thermally isolated from the furnace chamber and accurate to 0.1 g. The scale shall be capable of determining the mass of a 3500 g sample in addition to the sample baskets. A data collection system will be included so that mass can be automatically determined and displayed during the test. The furnace shall have a built-in computer program to calculate change in mass of the sample baskets and provide for the input of a correction factor for aggregate loss. The furnace shall provide a printed ticket with the initial specimen mass, specimen mass loss, temperature compensation, correction factor, corrected binder content, test time, and test temperature. The furnace shall provide an audible alarm and indicator light when the sample mass loss does not exceed 0.01 % of the total sample mass for three consecutive minutes. Note 3: The furnace shall be designed to permit the operator to change the ending mass loss percentage from 0.01 percent to 0.02 percent. For both Method A and Method B, the furnace chamber dimensions shall be adequate to accommodate a 3500 g sample. The furnace door shall be equipped so that it cannot be opened during the ignition test. A method for reducing furnace emissions shall be provided and the furnace shall be vented so that no emissions escape into the laboratory. The furnace shall have a fan to pull air through the furnace to expedite the test and to eliminate the escape of smoke into the laboratory. • Sample Basket Assembly: consisting of sample basket(s), catch pan, and basket guards. Sample basket(s) will be of appropriate size allowing samples to be thinly spread and allowing air to flow through and around the sample particles. Sets of two or more baskets shall be nested. A catch pan: of sufficient size to hold the sample basket(s) so that aggregate particles and melting binder falling through the screen mesh are caught. Basket guards will completely enclose the basket and be made of screen mesh, perforated stainless steel plate, or other suitable material. Note 4: Screen mesh or other suitable material with maximum and minimum opening of 2.36 mm (No. 8) and 600 µm (No. 30) respectively has been found to perform well. • Thermometer, or other temperature measuring device, with a temperature range of 10 260°C (50-500°F). • Oven capable of maintaining 125 ±5°C (257 ±9°F). • Balance or scale: capacity sufficient for the sample mass and conforming to the requirements of M 231, Class G2. T 308_short Asphalt 15-2 October 2006 ASPHALT WAQTC AASHTO T 308 • Safety equipment: Safety glasses or face shield, high temperature gloves, long sleeve jacket, a heat resistant surface capable of withstanding 650°C (1202°F), and a protective cage capable of surrounding the sample baskets during the cooling period. Particle mask for use during removal of the sample from the basket assembly. • Miscellaneous equipment: A pan larger than the sample basket(s) for transferring sample after ignition, spatulas, bowls, and wire brushes. Procedure – Method A (Internal Balance) 1. Preheat the ignition furnace to 538°C (1000°F) or to the temperature determined in the “Correction Factor” section, Step 9 of this method. Manually record the furnace temperature (set point) prior to the initiation of the test if the furnace does not record automatically. 2. Dry the sample to constant mass, according to the FOP for AASHTO T 329; or determine the moisture content of a companion sample in accordance with the FOP for AASHTO T 329. 3. Determine and record the mass to the nearest 0.1 g of the sample basket assembly. 4. Evenly distribute the sample in the sample basket assembly, taking care to keep the material away from the edges of the basket. Use a spatula or trowel to level the sample. 5. Determine and record the total mass to the nearest 0.1 g of the sample and sample basket assembly. Calculate and record the initial mass of the sample (total mass minus the mass of the sample basket assembly) to the nearest 0.1 g. Designate this mass as (Mi). 6. Record the correction factor or input into the furnace controller for the specific HMA. 7. Input the initial mass of the sample (Mi) into the ignition furnace controller. Verify that the correct mass has been entered. CAUTION: Operator should wear safety equipment – high temperature gloves, face shield, fire-retardant shop coat – when opening the door to load or unload the sample. 8. Open the chamber door and gently set the sample basket assembly in the furnace. Carefully position the sample basket assembly so it is not in contact with the furnace wall. Close the chamber door and verify that the sample mass displayed on the furnace scale equals the total mass of the sample and sample basket assembly recorded in Step 5 within ±5 g. Note 5: Furnace temperature will drop below the set point when the door is opened, but will recover when the door is closed and ignition begins. Sample ignition typically increases the temperature well above the set point – relative to sample size and binder content. 9. Initiate the test by pressing the start button. This will lock the sample chamber and start the combustion blower. Safety note: Do not attempt to open the furnace door until the asphalt binder has been completely burned off. 10. Allow the test to continue until the stable light and audible stable indicator indicate that the change in mass does not exceed 0.01 % for three consecutive minutes. Press the stop button. This will unlock the sample chamber and cause the printer to print out the test results. T 308_short Asphalt 15-3 October 2006 ASPHALT WAQTC AASHTO T 308 Note 6: An ending mass loss percentage of 0.02 may be used, if allowed by the agency, when aggregate that exhibits an excessive amount of loss during ignition testing is used. 11. Open the chamber door, remove the sample basket assembly, and place on the cooling plate or block. Place the protective cage over the sample basket assembly and allow it to cool to room temperature (approximately 30 minutes). 12. Determine and record the total after ignition mass to the nearest 0.1 g. Calculate and record the mass of the sample, after ignition (total after ignition mass minus the mass of the sample basket assembly) to the nearest 0.1 g. Designate this mass as Mf. 13. Use the asphalt binder content percentage from the printed ticket. If the sample was not oven dried and a moisture content percentage has been determined, subtract the moisture content from the printed ticket asphalt binder content and report the difference as the corrected asphalt binder content. Pb = BC – M –Cf (if not input in the furnace controller) where: Pb = the corrected asphalt binder content as a percent by mass of the HMA BC = M= Cf = asphalt binder content shown on printed ticket percent moisture content as determined by the FOP for AASHTO T 329 correction factor as a percent by mass of the HMA sample 14. Asphalt binder content percentage can also be calculated using the formula from “Method B” Step 16. Procedure – Method B (External Balance) 1. Preheat the ignition furnace to 538°C (1000°F) or to the temperature determined in the “Correction Factor” section Step 9. Manually record the furnace temperature (set point) prior to the initiation of the test if the furnace does not record automatically. 2. Dry the sample to constant mass, according to the FOP for AASHTO T 329; or determine the moisture content of a companion sample in accordance with the FOP for AASHTO T 329. 3. Determine and record the mass to the nearest 0.1 g of the sample basket assembly. 4. Place the sample basket(s) in the catch pan. Evenly distribute the sample in the sample basket(s), taking care to keep the material away from the edges of the basket. Use a spatula or trowel to level the sample. 5. Determine and record the total mass to the nearest 0.1 g of the sample and sample basket assembly. Calculate and record the initial mass of the sample (total mass minus the mass of the sample basket assembly) to the nearest 0.1 g. Designate this mass as (Mi ). 6. Record the correction factor for the specific HMA. 7. Open the chamber door and gently set the sample basket assembly in the furnace. Carefully position the sample basket assembly so it is not in contact with the furnace wall. Burn the HMA sample in the furnace for 45 minutes or the length of time determined in “Correction Factor” section. T 308_short Asphalt 15-4 October 2006 ASPHALT WAQTC AASHTO T 308 8. Open the chamber door, remove the sample basket assembly, and place on the cooling plate or block. Place the protective cage over the sample and allow it to cool to room temperature (approximately 30 min). 9. Determine and record the total after ignition mass to the nearest 0.1 g. Calculate and record the mass of the sample, after ignition (total after ignition mass minus the mass of the sample basket assembly) to the nearest 0.1 g. 10. Place the sample basket assembly back into the furnace. 11. Burn the sample for at least 15 minutes after the furnace reaches the set temperature. 12. Open the chamber door, remove the sample basket assembly, and place on the cooling plate or block. Place the protective cage over the sample basket assembly and allow it to cool to room temperature (approximately 30 min). 13. Determine and record the total after ignition mass to the nearest 0.1 g. Calculate and record the mass of the sample, after ignition (total after ignition mass minus the mass of the sample basket assembly) to the nearest 0.1 g. 14. Repeat Steps 10 through 13 until the change in measured mass, of the sample after ignition, does not exceed 0.01 percent of the previous sample mass, after ignition. Note 7: An ending mass loss percentage of 0.02 may be used, if allowed by the agency, when aggregate that exhibits an excessive amount of loss during ignition testing is used. 15. Record the final value obtained as Mf, the final mass of the sample after ignition. 16. Calculate the asphalt binder content of the sample as follows: ⎡M − Mf ⎤ Pb = ⎢ i ⎥ × 100 − C f − M Mi ⎣ ⎦ where: Pb = Mf = Mi = Cf = the corrected asphalt binder content as a percent by mass of the HMA sample the final mass of aggregate remaining after ignition the initial mass of the HMA sample prior to ignition correction factor as a percent by mass of the HMA sample M= percent moisture content as determined by the FOP for AASHTO T 329. Example Initial Mass of Sample and Basket = 5292.7 Mass of Basket Assembly = 2931.5 Mi = 2361.2 Total Mass after First ignition + basket = 5154.4 Sample Mass after First ignition = 2222.9 T 308_short Asphalt 15-5 October 2006 ASPHALT WAQTC AASHTO T 308 Sample Mass after additional 15 min ignition = 2222.7 (2222.9 − 2222.7) × 100 = 0.009 2222.9 not greater than 0.01% so, Mf = 2222.7 (2361.2 − 2222.7) × 100 − 0.42 − 0.04 = 5.41% 2361.2 Pb= 5.41% Gradation 1. Empty contents of the basket(s) into a flat pan, being careful to capture all material. Use a small wire brush to ensure all residual fines are removed from the baskets. Note 8: Particle masks are a recommended safety precaution. 2. Perform the gradation analysis in accordance with the FOP for AASHTO T 30. Report Results shall be reported on standard forms approved by the agency. Include: • • • • • • • • Method of test (A or B) Corrected asphalt binder content, Pb Per agency standard Correction factor, Cf to 0.01% Temperature compensation factor (if applicable) Total percent loss Sample mass Moisture content to 0.01 % Test temperature. Attach the original printed ticket with all intermediate values (continuous tape) to the report for furnaces with internal balances. Correction Factors Asphalt Binder and Aggregate Asphalt binder content results may be affected by the type of aggregate in the mixture and by the ignition furnace. Asphalt binder and aggregate correction factors must, therefore, be established by testing a set of correction specimens for each Job Mix Formula (JMF) mix design. Each ignition furnace will have its own unique correction factor determined in the location where testing will be performed. T 308_short Asphalt 15-6 October 2006 ASPHALT WAQTC AASHTO T 308 This procedure must be performed before any acceptance testing is completed, and repeated each time there is a change in the mix ingredients or design. Any changes greater than 5% in stockpiled aggregate proportions should require a new correction factor. All correction samples will be prepared by a central / regional laboratory unless otherwise directed. Asphalt binder correction factor: A correction factor must be established by testing a set of correction specimens for each Job Mix Formula (JMF). Certain aggregate types may result in unusually high correction factors (> 1.0%). Such mixes should be corrected and tested at a lower temperature as described below. Aggregate correction factor: Due to potential aggregate breakdown during the ignition process, a correction factor will need to be determined for the following conditions: a. Aggregates that have a proven history of excessive breakdown b. Aggregate from an unknown source. This correction factor will be used to adjust the acceptance gradation test results obtained according to the FOP for AASHTO T 30. Procedure 1. Obtain samples of aggregate in accordance with the FOP for AASHTO T 2. 2. Obtain samples of asphalt binder in accordance with the FOP for AASHTO T 40. Note #9: Include other additives that may be required by the JMF. 3. Prepare an initial, or “butter,” mix at the design asphalt binder content. Mix and discard the butter mix prior to mixing any of the correction specimens to ensure accurate asphalt content. 4. Prepare two correction specimens at the JMF design asphalt binder content. Aggregate used for correction specimens shall be sampled from material designated for use on the project. An agency approved method will be used to combine aggregate. An additional “blank” specimen shall be batched and tested for aggregate gradation in accordance with the FOP for AASHTO T 30. The gradation from the “blank” shall fall within the agency specified mix design tolerances. 5. Place the freshly mixed specimens directly into the sample basket assembly. If mixed specimens are allowed to cool prior to placement in the sample basket assembly, the specimens must be dried to constant mass according to the FOP for AASHTO T 329. Do not preheat the sample basket assembly. 6. Test the specimens in accordance with Method A or Method B of the procedure. 7. Once both of the correction specimens have been burned, determine the asphalt binder content for each specimen by calculation or from the printed oven tickets, if available. 8. If the difference between the asphalt binder contents of the two specimens exceeds 0.15%, repeat with two more specimens and, from the four results, discard the high and low result. Determine the correction factor from the two original or remaining T 308_short Asphalt 15-7 October 2006 ASPHALT WAQTC AASHTO T 308 results, as appropriate. Calculate the difference between the actual and measured asphalt binder contents for each specimen. The asphalt binder correction factor, Cf, is the average of the differences expressed as a percent by mass of HMA. 9. If the asphalt binder correction factor exceeds 1.0%, the test temperature must be lowered to 482 ±5°C (900 ±8°F) and new samples must be burned. Note 10: The temperature for determining the asphalt binder content of HMA samples by this procedure shall be the same temperature determined for the correction samples. 10. Perform a gradation analysis on the residual aggregate in accordance with the FOP for AASHTO T 30, if required. The results will be utilized in developing an “Aggregate Correction Factor” and should be calculated and reported to 0.1%. 11. From the gradation results subtract the % passing for each sieve, for each sample, from the % passing each sieve of the “Blank” specimen gradation results from Step 4. 12. Determine the average difference of the two values. If the difference for any single sieve exceeds the allowable difference of that sieve as listed in Table 2, then aggregate gradation correction factors (equal to the resultant average differences) for all sieves shall be applied to all acceptance gradation test results determined by the FOP for AASHTO T 30. If the 75 µm (No. 200) is the only sieve outside the limits in Table 2, apply the aggregate correction factor to only the 75 µm (No. 200) sieve. Table 2 Permitted Sieving Difference Sieve Sizes larger than or equal to 2.36 mm (No.8) Sizes larger than to 75 µm (No.200) and smaller than 2.36 mm (No.8) Sizes 75 µm (No.200) and smaller T 308_short Asphalt 15-8 Allowable Difference ± 5.0% ± 3.0% ± 0.5% October 2006 ASPHALT WAQTC AASHTO T 308 Examples: Sieve Size mm (in.) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) 2.36 (No. 8) 01.18 (No. 16) 0.600 (No. 30) 0.300 (No. 50) 0.150 (No. 100) 75 µm (No. 200) Correction factor Blank sample % Passing 100 86.3 77.4 51.5 34.7 23.3 16.4 12.0 8.1 5.5 Correction factor sample #1 % Passing 100 87.4 76.5 53.6 36.1 25.0 19.2 11.1 9.9 5.9 Correction factor sample #2 % Passing 100 86.4 78.8 55.9 37.2 23.9 18.1 12.7 6.3 6.2 Difference 1/2 Ave. Diff. Sieves to adjust 0/0 -1.1/-0.1 +0.9/-1.4 -2.1/-4.4 -1.4/-2.5 -1.7/-0.6 -2.8/-1.7 +0.9/-0.7 -1.8/+1.8 -0.4/-0.7 0.0 -0.6 -0.5 -3.2 -2.0 -1.2 -2.2 +0.1 0.0 -0.6 - 0.6 In this example all acceptance gradation test results (FOP for AASHTO T 30) performed on the residual aggregate would have an “Aggregate Correction Factor”. This factor would be - 0.6% on the 75 µm (No. 200) sieve and would be applied to the % passing 75 µm (No.200) sieve. Sieve Size mm (in.) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) 2.36 (No. 8) 01.18 (No. 16) 0.600 (No. 30) 0.300 (No. 50) 0.150 (No. 100) 75 µm (No. 200) Correction factor Blank sample % Passing 100 86.3 77.4 51.5 34.7 23.3 16.4 12.0 8.1 5.5 Correction factor sample #1 % Passing 100 87.4 76.5 55.6 36.1 25.0 19.2 11.1 9.9 5.9 Correction factor sample #2 % Passing 100 86.4 78.8 57.9 37.2 23.9 18.1 12.7 6.3 6.2 Difference 1/2 Ave. Diff. Sieves to adjust 0/0 -1.1/-0.1 +0.9/-1.4 -4.1/-6.4 -1.4/-2.5 -1.7/-0.6 -2.8/-1.7 +0.9/-0.7 -1.8/+1.8 -0.4/-0.7 0.0 -0.6 -0.5 -5.2 -2.0 -1.2 -2.2 +0.1 0.0 -0.6 0.0 -0.6 -0.5 -5.2 -2.0 -1.2 -2.2 +0.1 0.0 -0.6 In this example all acceptance gradation test results (FOP for AASHTO T 30) performed on the residual aggregate would have an “Aggregate Correction Factor”. The correction factor for each sieve must be applied because the average difference on the 4.75mm (No. 4) is outside the tolerance from Table 2. T 308_short Asphalt 15-9 October 2006 ASPHALT WAQTC AASHTO T 308 THIS PAGE INTENTIONALLY LEFT BLANK T 308_short Asphalt 15-10 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 309 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Under Apparatus, Temperature Measuring Device, Metal Immersion Types of Thermometers, meeting the apparatus requirements are acceptable. CONCRETE WAQTC AASHTO T 309 TEMPERATURE OF FRESHLY MIXED PORTLAND CEMENT CONCRETE FOP FOR AASHTO T 309 Scope This procedure covers the determination of the temperature of freshly mixed portland cement concrete in accordance with AASHTO T 309. Apparatus • Container — The container shall be made of nonabsorptive material and large enough to provide at least 75 mm (3 in.) of concrete in all directions around the sensor; concrete cover must also be a least three times the nominal maximum size of the coarse aggregate. • Temperature Measuring Device — The temperature measuring device shall be calibrated and capable of measuring the temperature of the freshly mixed concrete to ±0.5°C (±1°F) throughout the temperature range likely to be encountered. Partial immersion liquid-inglass thermometers (and possibly other types) shall have a permanent mark to which the device must be immersed without applying a correction factor. • Reference Temperature Measuring Device — The reference temperature measuring device shall be a liquid-in-glass thermometer readable to 0.2°C (0.5°F) that has been verified and calibrated. The calibration certificate or report indicating conformance to the requirements of ASTM E 77 shall be available for inspection. Calibration of Temperature Measuring Device Each thermometer shall be verified for accuracy annually and whenever there is a question of accuracy. Calibration shall be performed by comparing readings on the temperature measuring device with another calibrated instrument at two temperatures at least 15°C or 27°F apart. Sample Locations and Times The temperature of freshly mixed concrete may be measured in the transporting equipment, in forms, or in sample containers, provided the sensor of the temperature measuring device has at least 75 mm (3 in.) of concrete cover in all direction around it. Complete the temperature measurement of the freshly mixed concrete within 5 minutes of obtaining the sample. Concrete containing aggregate of a nominal maximum size greater than 75 mm (3 in.) may require up to 20 minutes for the transfer of heat from the aggregate to the mortar after batching. Procedure 1. Dampen the sample container. T 309_short Concrete 10-1 October 2004 CONCRETE WAQTC AASHTO T 309 2. Obtain the sample in accordance with the FOP for WAQTC TM 2. 3. Place sensor of the temperature measuring device in the freshly mixed concrete so that it has at least 75 mm (3 in.) of concrete cover in all directions around it. 4. Gently press the concrete in around the sensor of the temperature measuring device at the surface of the concrete so that air cannot reach the sensor. 5. Leave the sensor of the temperature measuring device in the freshly mixed concrete for a minimum of two minutes, or until the temperature reading stabilizes. 6. Complete the temperature measurement of the freshly mixed concrete within 5 minutes of obtaining the sample. 7. Read and record the temperature to the nearest 0.5°C (1°F). Report Results shall be reported on standard forms approved for use by the agency. Record the measured temperature of the freshly mixed concrete to the nearest 0.5°C (1°F). T 309_short Concrete 10-2 October 2004 THIS PAGE INTENTIONALLY LEFT BLANK CONCRETE WAQTC AASHTO T 309 TEMPERATURE OF FRESHLY MIXED PORTLAND CEMENT CONCRETE FOP FOR AASHTO T 309 Scope This procedure covers the determination of the temperature of freshly mixed portland cement concrete in accordance with AASHTO T 309. Apparatus • Container — The container shall be made of nonabsorptive material and large enough to provide at least 75 mm (3 in.) of concrete in all directions around the sensor; concrete cover must also be a least three times the nominal maximum size of the coarse aggregate. • Temperature Measuring Device — The temperature measuring device shall be calibrated and capable of measuring the temperature of the freshly mixed concrete to ±0.5°C (±1°F) throughout the temperature range likely to be encountered. Partial immersion liquid-inglass thermometers (and possibly other types) shall have a permanent mark to which the device must be immersed without applying a correction factor. • Reference Temperature Measuring Device — The reference temperature measuring device shall be a liquid-in-glass thermometer readable to 0.2°C (0.5°F) that has been verified and calibrated. The calibration certificate or report indicating conformance to the requirements of ASTM E 77 shall be available for inspection. Calibration of Temperature Measuring Device Each thermometer shall be verified for accuracy annually and whenever there is a question of accuracy. Calibration shall be performed by comparing readings on the temperature measuring device with another calibrated instrument at two temperatures at least 15°C or 27°F apart. Sample Locations and Times The temperature of freshly mixed concrete may be measured in the transporting equipment, in forms, or in sample containers, provided the sensor of the temperature measuring device has at least 75 mm (3 in.) of concrete cover in all direction around it. Complete the temperature measurement of the freshly mixed concrete within 5 minutes of obtaining the sample. Concrete containing aggregate of a nominal maximum size greater than 75 mm (3 in.) may require up to 20 minutes for the transfer of heat from the aggregate to the mortar after batching. Procedure 1. Dampen the sample container. T 309_short Concrete 10-1 October 2004 CONCRETE WAQTC AASHTO T 309 2. Obtain the sample in accordance with the FOP for WAQTC TM 2. 3. Place sensor of the temperature measuring device in the freshly mixed concrete so that it has at least 75 mm (3 in.) of concrete cover in all directions around it. 4. Gently press the concrete in around the sensor of the temperature measuring device at the surface of the concrete so that air cannot reach the sensor. 5. Leave the sensor of the temperature measuring device in the freshly mixed concrete for a minimum of two minutes, or until the temperature reading stabilizes. 6. Complete the temperature measurement of the freshly mixed concrete within 5 minutes of obtaining the sample. 7. Read and record the temperature to the nearest 0.5°C (1°F). Report Results shall be reported on standard forms approved for use by the agency. Record the measured temperature of the freshly mixed concrete to the nearest 0.5°C (1°F). T 309_short Concrete 10-2 October 2004 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31,2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 310 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Deflection testing shall be performed according to ODOT TM-158. • Document- Deflection Requirements were met. Use Method A. • The backscatter/air-gap ratio method is not allowed on ODOT contracts. • Removal of material from under the gauge is required and shall be evaluated based on the following criteria: Earthwork: • Removal of material from under the gauge is required and shall be evaluated based on the following criteria: • Perform one point according to AASHTO T 272. • Use T 99 Method A or D See T 99/180 for details. • Perform Coarse Particle Correction according to AASHTO T 224. • Moisture content verification is required according to step 12. Crushed Processed Aggregate: • Does not require one point field procedure (AASHTO T 272). • Steps 11, 12 & 13 are not required. THIS PAGE INTENTIONALLY LEFT BLANK EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 310 IN-PLACE DENSITY AND MOISTURE CONTENT OF SOIL AND SOILAGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) FOP FOR AASHTO T 310 Scope This procedure covers the determination of density, moisture content, and relative compaction of soil, aggregate, and soil-aggregate mixes in accordance with AASHTO T 310. This field operating procedure is derived from AASHTO T 310. The nuclear moisturedensity gauge is used in the direct transmission mode. Apparatus • Nuclear density gauge with the factory matched standard reference block. • Drive pin, guide/scraper plate, and hammer for testing in direct transmission mode. • Transport case for properly shipping and housing the gauge and tools. • Instruction manual for the specific make and model of gauge. • Radioactive materials information and calibration packet containing: − Daily Standard Count Log. − Factory and Laboratory Calibration Data Sheet. − Leak Test Certificate. − Shippers Declaration for Dangerous Goods. − Procedure Memo for Storing, Transporting and Handling Nuclear Testing Equipment. − Other radioactive materials documentation as required by local regulatory requirements. • Sealable airtight containers and utensils for moisture content determinations. Radiation Safety This method does not purport to address all of the safety problems associated with its use. This test method involves potentially hazardous materials. The gauge utilizes radioactive materials that may be hazardous to the health of the user unless proper precautions are taken. Users of this gauge must become familiar with the applicable safety procedures and governmental regulations. All operators will be trained in radiation safety prior to operating nuclear density gauges. Some agencies require the use of personal monitoring devices such as a thermoluminescent dosimeter or film badge. Effective instructions together with routine safety procedures such as source leak tests, recording and evaluation of personal monitoring device data, etc., are a recommended part of the operation and storage of this gauge. T310_short E&B/ID 25-1 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 310 Calibration Calibrate the nuclear gauge as required by the agency. This calibration may be performed by the agency using manufacturer’s recommended procedures or by other facilities approved by the agency. Verify or re-establish calibration curves, tables, or equivalent coefficients every 12 months. Standardization 1. Turn the gauge on and allow it to stabilize (approximately 10 to 20 minutes) prior to standardization. Leave the power on during the day’s testing. 2. Standardize the nuclear gauge at the construction site at the start of each day’s work and as often as deemed necessary by the operator or agency. Daily variations in standard count shall not exceed the daily variations established by the manufacturer of the gauge. If the daily variations are exceeded after repeating the standardization procedure, the gauge should be repaired and or recalibrated. 3. Record the standard count for both density and moisture in the Daily Standard Count Log. The exact procedure for standard count is listed in the manufacturer’s Operators Manual. Note 1: New standard counts may be necessary more than once a day. See agency requirements. Overview There are two methods for determining in-place density of soil / soil aggregate mixtures. See agency requirements for method selection. • Method A Single Direction • Method B Two Direction Procedure 1. Select a test location(s) randomly and in accordance with agency requirements. Test sites should be relatively smooth and flat and meet the following conditions: a. At least 10 m (30 ft) away from other sources of radioactivity b. At least 3 m (10 ft) away from large objects c. The test site should be at least 150 mm (6 in.) away from any vertical projection, unless the gauge is corrected for trench wall effect. 2. Remove all loose and disturbed material, and remove additional material as necessary to expose the top of the material to be tested. 3. Prepare a flat area sufficient in size to accommodate the gauge. Plane the area to a smooth condition so as to obtain maximum contact between gauge and the material being tested. For Method B, the flat area must be sufficient to permit rotating the gauge 90 or 180 degrees about the source rod. T310_short E&B/ID 25-2 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 310 4. Fill in surface voids beneath the gauge with native fines passing the 4.75 mm (No. 4) sieve or finer. Smooth the surface with the guide plate or other suitable tool. The depth of the native fines filler should not exceed approximately 3 mm (1/8 in.). 5. Make a hole perpendicular to the prepared surface using the guide plate and drive pin. The hole shall be at least 50 mm (2 in.) deeper than the desired probe depth, and shall be aligned such that insertion of the probe will not cause the gauge to tilt from the plane of the prepared area. Remove the drive pin by pulling straight up and twisting the extraction tool. 6. Place the gauge on the prepared surface so the source rod can enter the hole without disturbing loose material. 7. Insert the probe in the hole and lower the source rod to the desired test depth using the handle and trigger mechanism. 8. Seat the gauge firmly by partially rotating it back and forth about the source rod. Ensure the gauge is seated flush against the surface by pressing down on the gauge corners, and making sure that the gauge does not rock. 9. Pull gently on the gauge to bring the side of the source rod nearest to the scaler/detector firmly against the side of the hole. 10. Perform one of the following per agency requirements: a. Method A Single Direction: Take a test consisting of the average of two, one minute readings, and record both density and moisture data. The two wet density readings should be within 32 kg/m3 (2 lb/ft3) of each other. The average of the two wet densities and moisture contents will be used to compute dry density. b. Method B Two Direction: Take a one-minute reading and record both density and moisture data. Rotate the gauge 90 degrees or 180, pivoting it around the source rod. Reseat the gauge by pulling gently on the gauge to bring the side of the source rod nearest to the scaler/detector firmly against the side of the hole and take one-minute reading. (In trench locations, rotate the gauge 180 degrees for the second test.) Some agencies require multiple one-minute readings in both directions. Analyze the density and moisture data. A valid test consists of wet density readings in both gauge positions that are within 50 kg/m3 (3 lb/ft3). If the tests do not agree within this limit, move to a new location. The average of the wet density and moisture contents will be used to compute dry density. 11. If required by the agency, obtain a representative sample of the material, 4 kg (9 lb) minimum, from directly beneath the gauge full depth of material tested. This sample will be used to verify moisture content and / or identify the correct density standard. Immediately seal the material to prevent loss of moisture. The material tested by direct transmission can be approximated by a cylinder of soil approximately 300 mm (12 in.) in diameter directly beneath the centerline of the radioactive source and detector. The height of the cylinder will be approximately the depth of measurement. When organic material or large aggregate is removed during this operation, disregard the test information and move to a new test site. T310_short E&B/ID 25-3 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY 12. WAQTC AASHTO T 310 To verify the moisture content from the nuclear gauge, determine the moisture content with a representative portion of the material using the FOP for AASHTO T 255/T 265 or the FOP for AASHTO T 217. If the moisture content from the nuclear gauge is within ±1% the nuclear gauge readings can be accepted. Retain the remainder of the sample at its original moisture content for a one-point compaction test under the FOP for AASHTO T 272, or for gradation, if required. Note 2: Example: A Gauge reading of 16.8% moisture and an oven dry of 17.7% are within the ±1% requirements. Moisture correlation curves will be developed according to agency guidelines. These curves should be reviewed and possibly redeveloped every 90 days. 13. Determine the dry density by one of the following. a. From nuclear gauge readings, compute by subtracting the mass (weight) of the water (kg/m3 or lb/ft3) from the wet density (kg/m3 or lb/ft3) or compute using the % moisture by dividing wet density from the nuclear gauge by 1 + moisture content expressed as a decimal. b. When verification is required and the nuclear gauge readings cannot be accepted, the moisture content is determined by the FOP for AASHTO T 255/T 265 or the FOP for AASHTO T 217, compute dry density by dividing wet density from the nuclear gauge by 1 + moisture content expressed as a decimal. Percent Compaction • Percent compaction is determined by comparing the in-place dry density as determined by this procedure to the appropriate agency density standard. For soil or soil-aggregate mixes, these are moisture-density curves developed using the FOP for AASHTO T 99/ T 180. When using curves developed by the FOP for AASHTO T 99 / T 180, it may be necessary to use the FOP for AASHTO T 224 and FOP for AASHTO T 272 to determine maximum density and moisture determinations. For coarse granular materials, the density standard may be density-gradation curves developed using a vibratory method such as AKDOT&PF’s ATM 212, ITD’s T 74, WSDOT’s TM 606, or WFLHD’s Humphrys. See appropriate agency policies for use of density standards. Calculation Wet Density readings from gauge: 1963 kg/m3 (121.6 lb/ft3) 1993 kg/m3 (123.4 lb/ft3) Ave: 1978 kg/m3 (122.5 lb/ft3) Moisture readings from gauge: 14.2% & 15.4% = Ave 14.8% Moisture content from the FOP’s for AASHTO T 255/ T 265 or T 217: 15.9% Moisture content is greater than 1% different so the gauge moisture cannot be used. T310_short E&B/ID 25-4 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 310 Calculate the dry density as follows: ⎛ ρw ⎞ ⎟⎟ × 100 ρ d = ⎜⎜ w 100 + ⎠ ⎝ or ⎞ ⎛ ⎟ ⎜ ρ w ⎟ ρd = ⎜ ⎜ w + 1⎟ ⎟ ⎜ ⎠ ⎝ 100 Where: ρd = Dry density, kg/m3 (lb/ft3) ρw = Wet density, kg/m3 (lb/ft3) w = Moisture content from the FOP’s for AASHTO T 255 / T 265 or T 217, as a percentage ⎛ 1978kg / m or122.5lb / ft ⎞ ⎟⎟ × 100 15.9 + 100 ⎝ ⎠ ρ d = ⎜⎜ 3 3 ⎛ ⎞ ⎜ 1978kg / m 3 or122.5lb / ft 3 ⎟ ⎟ ρd = ⎜ 15.9 ⎜ ⎟ +1 ⎜ ⎟ 100 ⎝ ⎠ Corrected for moisture Dry Density: 1707 kg/m3 (105.7 lb/ft3) Report Results shall be reported on standard forms approved by the agency. Include the following information: • Location of test, elevation of surface, and thickness of layer tested. • Visual description of material tested. • Make, model and serial number of the nuclear moisture-density gauge. • Wet density. • Moisture content as a percent, by mass, of dry soil mass. • Dry density. • Standard density. • Percent compaction. • Name and signature of operator. T310_short E&B/ID 25-5 October 2005 EMBANKMENT AND BASE IN-PLACE DENSITY WAQTC AASHTO T 310 THIS PAGE INTENTIONALLY LEFT BLANK T310_short E&B/ID 25-6 October 2005 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 31,2006 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO T 329 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • • RAP moisture content shall be determined by this test method. Report RAP moisture content to the nearest 0.1%. 2 ODOT TM 323(06) ASPHALT WAQTC AASHTO T 329 MOISTURE CONTENT OF HOT MIX ASPHALT (HMA) BY OVEN METHOD FOP FOR AASHTO T 329 Scope This procedure covers the determination of moisture content of HMA in accordance with AASHTO T 329. Background on Test Method A test sample of HMA is dried in an oven. The moisture content is calculated by one of two methods depending upon agency standards. • When asphalt binder content is reported as a percent of the initial mass of HMA, moisture content is reported as a percent of the initial, moist mass of mix. • When asphalt binder content is reported as a percent of the mass of aggregate, moisture content is reported as a percent of the final, dry mass of mix. Apparatus • Balance or scale: 2 kg capacity, readable to 0.1 g conforming to AASHTO M 231. • Forced Draft, Ventilated, or Convection Oven: Capable of maintaining the temperature surrounding the sample at 163 ±14°C (325 ±25°F). • Sample Container: Clean, dry, not affected by heat and of sufficient size to contain a test sample without danger of spilling. • Thermometer or other suitable device with a temperature range of 10-260°C (50-500°F). Sample The test sample shall be obtained in accordance with AASHTO T 168, and reduced in accordance with WAQTC TM 5. The size of the test sample shall be a minimum of 1000 g. Procedure 1. Set the oven to a minimum of 105°C (221°F) but in no case should the Job Mix Formula (JMF) mixing temperature be exceeded. 2. Determine and record the mass of the sample container including release media to the nearest 0.1 g. 3. Place the test sample in the sample container. 4. Determine and record the temperature of the test sample. 5. Determine and record the total mass of the sample container and test sample to the nearest 0.1 g. T 329_short Asphalt 14-1 October 2006 ASPHALT WAQTC AASHTO T 329 6. Calculate the initial, moist mass (Mi) of the test sample by subtracting the mass of the sample container determined in Step 2 from total mass of the sample container and the test sample determined in Step 5. 7. Dry the test sample to a constant mass in the sample container. Note 1: Constant mass shall be defined as the mass at which further drying does not alter the mass by more than 0.05 percent. The sample shall be initially dried 90 minutes, and its mass determined at that time and at 30-minute intervals after that until a constant mass is reached. 8. Cool the sample container and test sample to ±7°C (15°F)of the temperature determined in Step 4. 9. Determine and record the total mass of the sample container and test sample to the nearest 0.1 g. Note 2: Do not attempt to remove the test sample from the sample container for the purposes of determining mass. 10. Calculate the final, dry mass (Mf) of the test sample by subtracting the mass of the sample container determined in Step 2 from the total mass of the sample container and the test sample determined in Step 9. Note 3: Moisture content and the number of samples in the oven will affect the rate of drying at any given time. Placing wet samples in the oven with nearly dry samples could affect the drying process. Calculations Constant Mass: Calculate constant mass using the following formula: %Change = Where: M p −Mn Mp × 100 Mp = previous mass measurement Mn = new mass measurement Example: Mass of container: 232.6 g Mass of container after first drying cycle: 1361.8 g Mass, Mp, of possibly dry sample: 1361.8 g – 232.6 g = 1129.2 g Mass of container and dry sample after second drying cycle: 1360.4 g Mass, Mn, of dry sample: 1360.4 g – 232.6 g = 1127.8 g 0.12% = 1129.2 − 1127.8 × 100 1129.2 0.12% is not less than 0.05% so continue drying Mass of container and dry sample after third drying cycle: 1359.9 g Mass, Mn, of dry sample: 1359.9g – 232.6g = 1127.3g T 329_short Asphalt 14-2 October 2006 ASPHALT WAQTC 0.04% = AASHTO T 329 1127.8 − 1127.3 × 100 1127.8 0.04% is less than 0.05% constant mass has been reached This mass becomes the Dry mass (Mf) for calculating the moisture content. Moisture Content: Calculate the moisture content, as a percent, using one of the following two formulas. Percent of Initial, Moist Mass: Moisture Content = Mi − Mf × 100 Mi Where: Mi = initial, moist mass Mf = final, dry mass Example: Mi = 1134.9 g Mf = 1127.3 g Moisture Content = 1134.9 g − 1127.3 g × 100 = 0.670, say 0.67% 1134.9 g Percent of Final, Dry Mass: Moisture Content = Mi − Mf × 100 Mf Where: Mi = initial, moist mass Mf = final, dry mass Example: Mi = 1134.9 g Mf = 1127.3 g Moisture Content = 1134.9 g − 1127.3 g × 100 = 0.674, say 0.67% 1127.3 g Report Results shall be reported on standard forms approved for use by the agency. Report the moisture content to 0.01 percent. T 329_short Asphalt 14-3 October 2006 ASPHALT WAQTC AASHTO T 329 THIS PAGE INTENTIONALLY LEFT BLANK T 329_short Asphalt 14-4 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 15, 2004 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure AASHTO TP 61 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • • Follow Method 2 (Individual Sieve Fracture Determination) for HMAC aggregates. Under Method 2, step c splitting or quartering is an option not a requirement. 2 ODOT TM 323(06) AGGREGATE WAQTC AASHTO TP 61 DETERMINING THE PERCENTAGE OF FRACTURE IN COARSE AGGREGATE FOP FOR AASHTO TP 61 Scope This procedure covers the determination of the percentage, by mass, of a coarse aggregate (CA) sample that consists of fractured particles meeting specified requirements in accordance with AASHTO TP 61. In this procedure, a sample of aggregate is screened on the sieve separating CA and fine aggregate (FA). This sieve will be identified in the agency’s specifications, but might be the 4.75 mm (No. 4) sieve. CA particles are visually evaluated to determine conformance to the specified fracture. The percentage of conforming particles, by mass, is calculated for comparison to the specifications. Apparatus • Balance or scale: Capacity sufficient for the principle sample mass, accurate to 0.1 percent of the sample mass or readable to 0.1 g. Meets the requirements of AASHTO M 231 • Sieves, meeting requirements of AASHTO M 92. • Splitter, meeting the requirements of FOP for AASHTO T 248. Terminology 1. Fractured Face – An angular, rough, or broken surface of an aggregate particle created by crushing or by other means. A face is considered a “Fractured Face” whenever one-half or more of the projected area, when viewed normal to that face, is fractured with sharp and well defined edges. This excludes small nicks. 2. Fractured particle – A particle of aggregate having at least the minimum number of fractured faces specified. (This is usually one or two.) Sampling and Sample Preparation 1. Sample and reduce the aggregate in accordance with the FOPs for AASHTO T 2 and 248. T 2. When the specifications list only a total fracture percentage, the sample shall be prepared in accordance with Method 1. When the specifications require that the fracture be counted and reported on each sieve, the sample shall be prepared in accordance with Method 2. 3. Method 1 - Combined Fracture Determination a. Dry the sample sufficiently to obtain a clean separation of FA and CA material in the sieving operation. TP61_short Aggregate 13-1 October 2006 AGGREGATE WAQTC AASHTO TP 61 b. Sieve the sample in accordance with the FOP for AASHTO T 27/ T 11 over the 4.75 mm (No. 4) sieve, or the appropriate sieve listed in the agency’s specifications for this material. Note 1: Where necessary wash the sample over the sieve or sieves designated for the determination of fractured particles to remove any remaining fine material, and dry to a constant mass in accordance with the FOP for AASHTO T 255. c. Reduce the sample using Method A, Mechanical Splitter, in accordance with the FOP for AASHTO T 248 to the appropriate test size. This test size should be slightly larger than shown in Table 1, to account for loss of fines through washing, if necessary. TABLE 1 Sample Size Method 1 (Combined Sieve Fracture) Nominal Maximum Size* mm (in.) 37.5 (1 1/2) 25.0 (1) 19.0 (3/4) 12.5 (1/2) 9.5 (3/8) 4.75 (No. 4) Minimum Sample Mass Retained on 4.75 mm (No. 4) Sieve g (lb) 2500 (6) 1500 (3.5 1000 (2.5) 700 (1.5) 400 (0.9) 200 (0.4) * One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist, intermediate sieve(s) may be inserted to determine nominal maximum size. 4. Method 2 – Individual Sieve Fracture Determination a. Dry the sample sufficiently to obtain a clean separation of FA and CA material in the sieving operation. A washed sample from the gradation determination (the FOP for T 27/T 11) may be used. b. If not, sieve the sample in accordance with the FOP for AASHTO T 27 over the sieves listed in the specifications for this material. Note 2: If overload (buffer) sieves are used the material from that sieve must be added to the next specification sieve. c. Select a representative portion from each sieve by splitting or quartering in accordance with the FOP for AASHTO T 248. The size of test sample for each sieve should be at least as large as shown in Table 2. Note 1: Where necessary wash the sample over the sieve or sieves designated for the determination of fractured particles to remove any remaining fine material, and dry to a constant mass in accordance with the FOP for AASHTO T 255. TP61_short Aggregate 13-2 October 2006 AGGREGATE WAQTC AASHTO TP 61 TABLE 2 Sample Size Method 2 (Individual Sieve Fracture) Sieve Size mm (in.) 31.5 (1 1/4) 25.0 (1) 19.0 (3/4) 16.0 (5/8) 12.5 (1/2) 9.5 (3/8) 6.3 (1/4) 4.75 (No. 4) 2.36 (No. 8) 2.00 (No. 10) Minimum Sample Mass g (lb) 1500 (3.5) 1000 (2.2) 700 (1.5) 500 (1.0) 300 (0.7) 200 (0.5) 100 (0.2) 100 (0.2) 25 (0.1) 25 (0.1) Note 3: If fracture is determined on a sample obtained for gradation, use the mass retained on the individual sieves, even if it is less than the minimum listed in Table 2. If less than 5 percent of the total mass is retained on a single specification sieve, include that material on the next smaller specification sieve. If a smaller specification sieve does not exist this material shall not be included in the fracture determination. Procedure 1. After cooling, spread the dried sample on a clean, flat surface large enough to permit careful inspection of each particle. To verify that a particle meets the fracture criteria, hold the aggregate particle so that the face is viewed directly. 2. To aid in making the fracture determination separate the sample into three categories: • • • fractured particles meeting the criteria particles not meeting the criteria questionable or borderline particles 3. Determine the dry mass of particles in each category to the nearest 0.1 g. Note 4: If, on any determination, more than 15 percent of the total mass of the sample is placed in the questionable category, repeat the sorting procedure until no more than 15 percent is present in that category. Calculation Calculate the mass percentage of fractured faces to the nearest 1 percent using the following formula: ⎛Q ⎞ ⎜ + F⎟ ⎝2 ⎠ P= × 100 (F + Q + N ) TP61_short Aggregate 13-3 October 2006 AGGREGATE where: WAQTC AASHTO TP 61 P = Percent of fracture F = Mass of fractured particles Q = Mass of questionable or borderline particles. N = Mass of unfractured particles Example: F = 632.6 g, Q = 97.6 g, N = 352.6 g P= ⎛ 97.6 ⎞ + 632.6 ⎟ ⎜ ⎝ 2 ⎠ × 100 = 62.9 (632.6 + 97.6 + 352.6) P= 63% Report Results shall be reported on standard forms approved for use by the agency. Report fracture to the nearest 1 percent. TP61_short Aggregate 13-4 October 2006 CONCRETE WAQTC WAQTC TM 2 SAMPLING FRESHLY MIXED CONCRETE FOP FOR WAQTC TM 2 Scope This method covers procedures for obtaining representative samples of fresh concrete delivered to the project site and on which tests are to be performed to determine compliance with quality requirements of the specifications under which concrete is furnished. The method includes sampling from stationary, paving and truck mixers, and from agitating and non-agitating equipment used to transport central mixed concrete. Sampling concrete may involve hazardous materials, operations, and equipment. This standard does not purport to address all of the safety problems associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices. This method also covers the procedure for preparing a sample of concrete for further testing where it is necessary to remove aggregate larger than the designated size for the test method being performed. The removal of large aggregate particles is accomplished by wet sieving. Apparatus • Wheelbarrow • Cover for wheelbarrow (plastic, canvas, or burlap) • Buckets • Shovel • Cleaning equipment: including scrub brush, rubber gloves, water • Apparatus for wet sieving including a sieve or sieves conforming to AASHTO M92 of suitable size and conveniently arranged and supported so that the sieve can be shaken rapidly by hand. Procedure 1. Use every precaution in order to obtain samples representative of the true nature and condition of the concrete being placed being careful not to obtain samples from the very first or very last portions of the batch. The size of the sample will be 1.5 times the volume of concrete required for the specified testing, but not less than 0.03 m3 (1 ft3). Note 1: Sampling should normally be performed as the concrete is delivered from the mixer to the conveying vehicle used to transport the concrete to the forms; however, specifications may require other points of sampling, such as at the discharge of a concrete pump. • Sampling from stationary mixers, except paving mixers Sample the concrete after a minimum of 1/2 m3 (1/2 yd3) of concrete has been discharged. Perform sampling by passing a receptacle completely through the discharge stream, or by completely diverting the discharge into a sample container. Take care not to restrict the flow of concrete from the mixer, container, or transportation unit so as to cause segregation. These requirements apply to both tilting and nontilting mixers. WAQTC_TM2_short Concrete 9-1 October 2004 CONCRETE • WAQTC WAQTC TM 2 Sampling from paving mixers Sample after the contents of the paving mixer have been discharged. Obtain material from at least five different locations in the pile and combine into one test sample. Avoid contamination with subgrade material or prolonged contact with absorptive subgrade. To preclude contamination or absorption by the subgrade, the concrete may be sampled by placing a shallow container on the subgrade and discharging the concrete across the container. • Sampling from revolving drum truck mixers or agitators Sample the concrete after a minimum of 1/2 m3 (1/2 yd3) of concrete has been discharged. Do not obtain samples until after all of the water has been added to the mixer. Do not obtain samples from the very first or last portions of the batch discharge. Sample by repeatedly passing a receptacle through the entire discharge stream or by completely diverting the discharge into a sample container. Regulate the rate of discharge of the batch by the rate of revolution of the drum and not by the size of the gate opening. • Sampling from open-top truck mixers, agitators, non-agitating equipment or other types of open-top containers Sample by whichever of the procedures described above is most applicable under the given conditions. • Sampling from pump or conveyor placement systems Sample after a minimum of 1/2 m3 (1/2 yd3) of concrete has been discharged. Do not obtain samples until after all of the pump slurry has been eliminated. Sample by repeatedly passing a receptacle through the entire discharge system or by completely diverting the discharge into a sample container. Do not lower the pump arm from the placement position to ground level for ease of sampling, as it may modify the air content of the concrete being sampled. Do not obtain samples from the very first or last portions of the batch discharge. 2. Transport samples to the place where fresh concrete tests are to be performed and specimens are to be molded. They shall then be combined and remixed with a shovel the minimum amount necessary to ensure uniformity. Protect the sample from direct sunlight, wind, rain, and sources of contamination. 3. Complete test for temperature and start tests for slump and air content within 5 minutes of obtaining the sample. Complete tests as expeditiously as possible. Start molding specimens for strength tests within 15 minutes of obtaining the sample. Wet Sieving When required for slump testing, air content testing or molding test specimens the concrete sample shall be wet-sieved, after transporting but prior to remixing, by the following. 1. Place the sieve designated by the test procedure over dampened sample container. WAQTC_TM2_short Concrete 9-2 October 2004 CONCRETE WAQTC WAQTC TM 2 2. Pass the concrete over the designated sieve. Do not overload the sieve (one particle thick). 3. Shake or vibrate the sieve until no more material passes the sieve. A horizontal back and forth motion is preferred. 4. Discard oversize material including all adherent mortar. 5. Repeat until sample of sufficient size is obtained. Mortar adhering to the wet-sieving equipment shall be included with the sample. 6. Remix the sample with a shovel the minimum amount necessary to ensure uniformity. Note 2: Wet-sieving is not allowed for samples being utilized for density determinations according to the FOP for AASHTO T 121. WAQTC_TM2_short Concrete 9-3 October 2004 CONCRETE WAQTC WAQTC TM 2 THIS PAGE INTENTIONALLY LEFT BLANK WAQTC_TM2_short Concrete 9-4 October 2004 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: November 1, 2003 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure WAQTC TM 5 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • Under Procedure, Method A is not allowed, use Methods B or C for reducing HMAC samples or a combination of both methods can be utilized. • If the sample as placed on the table initially is uniform as determined by the technician, then mixing of the sample is not necessary. 2 ODOT TM 323(06) ASPHALT WAQTC WAQTC TM 5 REDUCING SAMPLES OF HOT MIX ASPHALT TO TESTING SIZE FOP FOR WAQTC TM 5 Significance Samples of bituminous paving mixes taken in accordance with AASHTO T 168 are composites and are large to increase the likelihood that they are representative of the product being tested. Materials sampled in the field need to be reduced to appropriate sizes for testing. As a general rule, field samples should be of a size that splitting once will result in the required test sample size. It is extremely important that the procedure used to reduce the field sample not modify the material properties. Scope This method covers the procedure reducing samples of Hot Mixed Asphalt (HMA). The samples are to be acquired in accordance with AASHTO T 168 and the increments placed in an agency approved suitable container. The sample is to be representative of the average of the HMA being produced. Apparatus • • • • • Flat-bottom scoop, Non-stick splitting surface such as metal, paper, or heat-resistant plastic, Large spatulas, trowels, metal straightedge or 12 in. dry wall taping knife, sheet metal quartering device, Thermostatically controlled oven capable of maintaining a temperature of at least 110°C (230°F) or high enough to heat the material to a pliable condition for splitting, Miscellaneous equipment including trowel(s), spatula(s), hot plate, non-asbestos heatresistant gloves or mittens, pans, buckets, and cans. Sample Preparation The sample must be warm enough to separate. If not, warm in an oven until it is sufficiently soft to mix and separate easily. Do not exceed either the temperature or time limits specified in the test method(s) to be performed. Overview • • • • Large Samples Method A: Loaf (Incremental) method Method B: Quartering by apex Method C: Quartering Procedure TM5_short Asphalt 13-1 October 2006 ASPHALT WAQTC WAQTC TM 5 Large Samples, samples over 35 kg (75 lb) 1. Heat the trowel(s), spatula(s), and splitting apparatus to approximately 110°C (230°F). 2. Place the sample on a surface where there will be neither loss of material nor the accidental addition of foreign material. The surface may be covered with heavy paper or other suitable material. Remove the sample from the agency approved container by dumping into a conical pile. 3. Mix the material thoroughly by turning the entire sample over a minimum of four times. With the last turning, form the entire sample into a conical pile. Mixing may be accomplished by turning the pile with a heated spatula or by rolling the material over with paper or other material used for the rolling surface. Make a visual observation to determine that the material is homogenous. Note 1: Some HMA mixes are prone to segregation and manipulation of the material should be minimized. 4. Flatten the conical pile to a uniform thickness and diameter by pressing down with a hot spatula or trowel. The diameter should be four to eight times the thickness. 5. Divide the flattened pile into four approximately equal quarters with a heated spatula, trowel, flat metal plate, or sheet metal quartering splitter. 6. With the quartering device in place remove each quarter of the material and place in agency approved containers for testing, storage or shipment. Mark containers per the Sample Identification section. 7. Pay particular attention that excessive amounts of materials are not left on the splitting surface or splitting equipment. 8. When further reduction of the HMA is to be done at this time, reduce by using methods A, B, and C. A combination of the reduction methods may be used if allowed by the agency. Reduction to Test Size Method A (Loaf / Incremental method) 1. Place the sample on a surface where there will be neither loss of material nor the accidental addition of foreign material. The surface may be covered with heavy paper, or other suitable material. Remove the sample from the agency approved containers by dumping into a conical pile. 2. Mix the sample thoroughly by turning the entire sample over a minimum of four times. Alternately lift each corner of the paper and pull it over the sample diagonally toward the opposite corner causing the material to be rolled. With the last turning, lift both opposite corners to form a conical pile. Make a visual observation to determine that the material is homogenous. 3. Grasp the paper, roll the material into a loaf and flatten the top. TM5_short Asphalt 13-2 October 2006 ASPHALT WAQTC WAQTC TM 5 4. Pull the paper so at least ¼ of the length of the loaf is off the edge of the counter. Allow this material to drop into a container to be saved. As an alternate, using a straight edge, slice off approximately ¼ of the length of the loaf and place in a container to be saved. 5. Pull additional material (loaf) off the edge of the counter and drop the appropriate size sample into a sample pan or container. As an alternate, using a straight edge, slice off an appropriate size sample from the length of the loaf and place in a sample pan or container. 6. Repeat step 5 until the proper size sample has been acquired. Step 5 is to be repeated until all the samples for testing have been obtained. Note 2 - When reducing the sample to test size it is advisable to take several small increments determining the mass each time until the proper minimum size is achieved. Unless the sample size is grossly in excess of the minimum or exceeds the maximum test size use the sample as reduced for the test. Method B (Quartering by apex) 1. Place the sample on a surface where there will be neither loss of material nor the accidental addition of foreign material. The surface may be covered with heavy paper, or other suitable material. Remove the sample from the containers by dumping into a conical pile. 2. Mix the sample thoroughly by turning the entire sample over a minimum of four times. Alternately lift each corner of the paper and pull it over the sample diagonally toward the opposite corner causing the material to be rolled. With the last turning, lift both opposite corners to form a conical pile. Make a visual observation to determine that the material is homogenous. 3. Flatten the conical pile to a uniform thickness and diameter by pressing down with a hot spatula or trowel. The diameter should be four to eight times the thickness. 4. Quarter the flattened pile using a quartering device or straightedge. 5. With the quartering device in place using a straightedge (taping knife) slice through the quarter of the HMA from the apex of the quarter to the outer edge. Pull or drag the material from the quarter holding one edge of the straightedge (taping knife) in contact with the quartering device. Two straight edges may be used in lieu of the quartering device. 6. Slide or scoop the material into a sample pan. Repeat step 5 removing a similar amount of material from the opposite quarter. Step 5 is to be repeated until all the samples for testing have been obtained. Note 3- When reducing the sample to test size it is advisable to take several small increments determining the mass each time until the proper minimum size is achieved. Unless the sample size is grossly in excess of the minimum or exceeds the maximum test size use the sample as reduced for the test. TM5_short Asphalt 13-3 October 2006 ASPHALT WAQTC WAQTC TM 5 Method C (Quartering) 1. Place the sample on a surface where there will be neither loss of material nor the accidental addition of foreign material. The surface may be covered with heavy paper, or other suitable material. Remove the sample from the containers by dumping into a conical pile. 2. Mix the sample thoroughly by turning the entire sample over a minimum of four times. Alternately lift each corner of the paper and pull it over the sample diagonally toward the opposite corner causing the material to be rolled. With the last turning, lift both opposite corners to form a conical pile. Make a visual observation to determine that the material is homogenous. 3. Flatten the conical pile to a uniform thickness and diameter by pressing down with a hot spatula or trowel. The diameter should be four to eight times the thickness. 4. Quarter the flattened pile using a quartering device or straightedge. 5. Remove the opposite quarters saving the material for future use. 6. Repeat step 2 through 5 until the proper size sample has been achieved. 7. When additional test specimens are required, dump the removed material into a conical pile as in step 1 and repeat steps 2 through 6. This process may be repeated until sample has been reduced to testing size for all tests. Sample Identification 1. Identify the sample as required by the agency. 2. Samples shall be submitted in agency approved containers and secured to prevent contamination and spillage. 3. The exact disposition of each quarter of the original field sample shall be determined by the agency. TM5_short Asphalt 13-4 October 2006 I N T E R O F F I C E M E M O TECHNICAL SERVICES Construction Section Office Phone: (503) 986-3000 Fax Number: (503) 986-3096 DATE: October 17, 2005 TO: All Holders of the Manual of Field Test Procedures SECTION: Test Procedure WAQTC TM 8 File Code: The Oregon Department of Transportation has specified method(s) for this Test Procedure. Please observe the following for our projects: • For core correlation use the procedure shown in ODOT TM-327 and utilize form 734-2327 for data collection. • Use the Backscatter Method, for ODOT contracts. • Under Backscatter Method, Step 1, filler material is defined as material passing the No. 8 sieve or smaller and from the fines used to produce the Job Mix Formula. 2 ODOT TM 323(06) ASPHALT WAQTC WAQTC TM8 IN-PLACE DENSITY OF BITUMINOUS MIXES USING THE NUCLEAR MOISTURE-DENSITY GAUGE FOP FOR WAQTC TM 8 Scope This test method describes a test procedure for determining the density of bituminous mixes by means of a nuclear gauge employing either direct transmission or backscatter methods. Correlation with densities determined under the FOP for AASHTO T 166 is required by some agencies. Apparatus • Nuclear density gauge with the factory matched standard reference block. • Drive pin, guide/scraper plate, and hammer for testing in direct transmission mode. • Transport case for properly shipping and housing the gauge and tools. • Instruction manual for the specific make and model of gauge. • Radioactive materials information and calibration packet containing: − Daily Standard Count Log − Factory and Laboratory Calibration Data Sheet − Leak Test Certificate − Shippers Declaration for Dangerous Goods − Procedure Memo for Storing, Transporting and Handling Nuclear Testing Equipment − Other radioactive materials documentation as required by local regulatory requirements. Material • Filler material: Fine graded sand from the source used to produce the asphalt pavement or other agency approved materials. Radiation Safety This method does not purport to address all of the safety problems associated with its use. This test method involves potentially hazardous materials. The gauge utilizes radioactive materials that may be hazardous to the health of the user unless proper precautions are taken. Users of this gauge must become familiar with the applicable safety procedures and governmental regulations. All operators will be trained in radiation safety prior to operating nuclear density gauges. Some agencies require the use of personal monitoring devices such as a thermoluminescent dosimeter or film badge. Effective instructions together with routine safety procedures such as source leak tests, recording and evaluation of personal monitoring device data, etc., are a recommended part of the operation and storage of this gauge. WAQTC_TM8_short Asphalt 18-1 October 2006 ASPHALT WAQTC WAQTC TM8 Calibration Calibrate the nuclear gauge as required by the agency. This calibration may be performed by the agency using manufacturer’s recommended procedures or by other facilities approved by the agency. Verify or re-establish calibration curves, tables, or equivalent coefficients every 12 months. Standardization 1. Turn the gauge on and allow it to stabilize (approximately 10 to 20 minutes) prior to standardization. Leave the power on during the day’s testing. 2. Standardize the nuclear gauge at the construction site at the start of each day’s work and as often as deemed necessary by the operator or agency. Daily variations in standard count shall not exceed the daily variations established by the manufacturer of the gauge. If the daily variations are exceeded after repeating the standardization procedure, the gauge should be repaired and or recalibrated. 3. Record the standard count for both density and moisture in the Daily Standard Count Log. The exact procedure for standard count is listed in the manufacturer’s Operators Manual. Note 1: New standard counts may be necessary more than once a day. See agency requirements. Test Site Location 1. Select a test location(s) randomly and in accordance with agency requirements. Test sites should be relatively smooth and flat and meet the following conditions: a. At least 10 m (30 ft) away from other sources of radioactivity b. At least 3 m (10 ft) away from large objects c. If the gauge will be closer than 600 mm (24 in.) to any vertical mass, or less than 300 mm (12 in.) from a vertical pavement edge, use the gauge manufacturer’s correction procedure. Overview There are two methods for determining in-place density of HMA. See agency requirements for method selection. • Direct Transmission • Backscatter WAQTC_TM8_short Asphalt 18-2 October 2006 ASPHALT WAQTC WAQTC TM8 Procedure Direct Transmission 1. Maximum contact between the base of the gauge and the surface of the material under test is critical. 2. Use the guide and scraper plate as a template and drill a hole to a depth of at least 1/4 in. (7 mm) deeper than the measurement depth required for the gauge. 3. Place the gauge on the prepared surface so the source rod can enter the hole. Insert the probe in the hole and lower the source rod to the desired test depth using the handle and trigger mechanism. Position the gauge with the long axis of the gauge parallel to the direction of paving. Pull the gauge so that the probe is firmly against the side of the hole. 4. Take two one-minute tests and record the wet density (WD) readings. If the two density readings are not within 3 lbs/ft3 (50 kg/m3) rotate the gauge 180 degrees and repeat the test in the same hole until they do agree. Backscatter 1. Maintain maximum contact between the base of the gauge and the surface of the material under test. Use filler material to fill surface voids. Spread a small amount of filler material over the test site surface and distribute it evenly. Strike off the surface with a straight edge to remove excess material. 2. Place the gauge on the test site. Using a crayon, (not spray paint) mark the outline or footprint of the gauge. Extend the probe to the backscatter position. 3. Take a one-minute test and record the wet density reading. 4. Rotate the gauge 90 degrees about the probe. Mark the outline or footprint of the gauge. 5. Take another one-minute test and record the wet density reading. 6. If the difference between the two one minute tests is greater than 40 kg/m3 (2.5 lb/ft3), retest in both directions. Calculation of Results The density reported for each test site shall be the average of the two individual one-minute wet density readings. Percent compaction is determined by comparing the in-place wet density as determined by this method to the appropriate agency density standard. See appropriate agency policy for use of density standards. Example: Reading #1: 141.5 lb/ft3 Reading #2: 140.1 lb/ft3 Reading Average: 140.8 lb/ft3 WAQTC_TM8_short Are the two readings within the tolerance? (YES) Asphalt 18-3 October 2006 ASPHALT Core correction : WAQTC WAQTC TM8 +2.1 lb/ft3 Corrected Reading: 142.9 lb/ft3 Gmm and Maximum Density from the FOP for AASHTO T 209: Gmm 2.466 Corrected Reading X 100 = % compaction Maximum Density 153.5 lb/ft3 142.9 X 100 = 93.1% 153.5 Correlation with Cores Note 2: When density correlation with test method AASHTO T 166 is required, correlation of the nuclear gauge with pavement cores shall be made on the first day’s paving (within 24 hours) or from a test strip constructed prior to the start of paving. Cores must be taken before traffic is allowed on the pavement. 1. Determine the number of cores required for correlation from the agency’s specifications. Cores shall be located on the first day’s paving or on the test strip. Locate the test sites in accordance with the agency’s specifications. Follow the “Procedure” section above to establish test sites and obtain densities using the nuclear gauge. 2. Obtain a pavement core from each of the test sites. The core should be taken from the center of the nuclear gauge footprint. If direct transmission was used, locate the core at least 25 mm (1 in.) away from the edge of the drive pin hole. core here 3. Determine the density of the cores by AASHTO T 166, Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens. 4. Calculate a correlation factor for the nuclear gauge reading as follows. a. Calculate the difference between the core density and nuclear gauge density at each test site to the nearest 1 kg/m3 (0.1 lb/ft3). Calculate the average difference and standard deviation of the differences for the entire data set to the nearest 1 kg/m3 (0.1 lb/ft3). b. If the standard deviation of the differences is equal to or less than 40 kg/m3 (2.5 lb/ft3), the correlation factor applied to the nuclear density gauge reading shall be the average difference calculated above in 4.a. c. If the standard deviation of the differences is greater than 40 kg/m3 (2.5 lb/ft3), the test site with the greatest variation from the average difference shall be eliminated WAQTC_TM8_short Asphalt 18-4 October 2006 ASPHALT WAQTC WAQTC TM8 from the data set and the data set properties and correlation factor recalculated following 4.a and 4.b. d. If the standard deviation of the modified data set still exceeds the maximum specified in 4.b, additional test sites will be eliminated from the data set and the data set properties and correlation factor recalculated following 4.a and 4.b. If the data set consists of less than five test sites, additional test sites shall be established. Note 3: The exact method used in calculating the Nuclear Gauge Correlation Factor shall be defined by agency policy. Note 4: The above correlation procedure must be repeated if there is a new job mix formula. Adjustments to the job mix formula beyond tolerances established in the contract documents will constitute a new job mix formula. A correlation factor established using this procedure is only valid for the particular gauge and in the mode and at the probe depth used in the correlation procedure. If another gauge is brought onto the project, it shall be correlated using the same procedure. Multiple gauges may be correlated from the same series of cores if done at the same time. Note 5: For the purpose of this procedure, a job mix formula is defined as the percent and grade of paving asphalt used with a specified gradation of aggregate from a designated aggregate source. A new job mix formula may be required whenever compaction of the wearing surface exceeds the agency’s specified maximum density or minimum air voids. Core Correlation Example: Core results from T166: 2338 kg/m3 144.9 lb/ft3 2306 kg/m3 142.8 lb/ft3 2314 kg/m3 143.1 lb/ft3 2274 kg/m3 140.7 lb/ft3 2343 kg/m3 145.1 lb/ft3 2329 kg/m3 144.2 lb/ft3 2322 kg/m3 143.8 lb/ft3 Density results TM-8: 2295 kg/m3 142.1 lb/ft3 2275 kg/m3 140.9 lb/ft3 2274 kg/m3 140.7 lb/ft3 2243 kg/m3 138.9 lb/ft3 2319 kg/m3 143.6 lb/ft3 2300 kg/m3 142.4 lb/ft3 2282 kg/m3 141.3 lb/ft3 Average Difference: 34 kg/m3 2.1 lb/ft3 Standard Deviation: 6.5 kg/m3 0.43 lb/ft3 Difference: 43 kg/m3 31 kg/m3 40 kg/m3 31 kg/m3 24 kg/m3 29 kg/m3 40 kg/m3 2.8 lb/ft3 1.9 lb/ft3 2.4 lb/ft3 1.8 lb/ft3 1.5 lb/ft3 1.8 lb/ft3 2.5 lb/ft3 Report Results shall be reported on standard forms approved by the agency. Include the following information: • Location of test and thickness of layer tested • Mixture type • Make, model and serial number of the nuclear moisture-density gauge WAQTC_TM8_short Asphalt 18-5 October 2006 ASPHALT WAQTC WAQTC TM8 • Mode of measurement, depth, calculated wet density of each measurement and any adjustment data • Standard density • Percent compaction and/or percent air voids • Name and signature of operator WAQTC_TM8_short Asphalt 18-6 October 2006 QUALITY ASSURANCE PROGRAM (Revised October, 2006) TABLE OF CONTENTS I. Overview…………………………………………………………..1 II. Roles and Responsibilities ………………………………………...5 III. Laboratory Certification Program …………………………………7 IV. Technician Certification Program ….……………………………..10 APPENDIXES A. On Site Laboratory Inspection Criteria …………………………….. 19 B. Proficiency Sample Program ………………………………………. 24 C. Product Specific QC/QA Testing Plan .…………………………….. 26 D. ODOT Approved Commercial Aggregate Product Program ..……… 46 E. Troubleshooting Guide ………………..……………………………. 48 F. Technician Complaint Process………………………………………. 58 G. Contractor Quality Control Plan……………………..……………….61 ODOT Quality Assurance Program OREGON DEPARTMENT OF TRANSPORTATION QUALITY ASSURANCE PROGRAM I. OVERVIEW The Oregon Department of Transportation (ODOT) has implemented a Quality Assurance (QA) program approach that complies with the FHWA Guidelines for a QA program for construction projects on the National Highway System. This program defines the responsibilities of the contractor and ODOT in order to satisfy the needs of the program. This program is currently used for all construction projects administered by ODOT or its consultants. ODOT recognizes that there are other benefits of developing and implementing Quality Assurance specifications into its construction program. These benefits include: • To improve the overall quality of highway and bridge construction; and • To place responsibility on the contractor for quality control in contracted work. The success of the Departments Quality Assurance program is dependent on three primary features. The first is the Laboratory Certification program, which is discussed in Section III of this document. The second is the Technician Certification program, which is discussed in Section IV, and the final feature is the specific product QC/QA testing plan detailed in Appendix C of this document. Quality Assurance (QA) Quality Assurance is defined as: All those planned and systematic actions necessary to provide confidence that a product or service will satisfy given requirements for quality. ODOT has developed its QA Program, which includes three separate and distinct sub-programs as illustrated below: Quality Assurance Program Quality Control Verification 1 Independent Assurance ODOT Quality Assurance Program Quality Control (QC) Quality Control is defined as: All contractor/vendor operational techniques and activities that are performed or conducted to fulfill the contract requirements. The contractor is responsible for providing quality control sampling and testing, furnishing material of the quality specified, and furnishing QL levels during aggregate production, when required. The contractor’s Quality Control technician must perform or observe the sampling and testing operation. The certified technician shall sign all testing documentation, even if the testing was observed. Contractor quality control tests will be used for acceptance only if verified by tests performed by an independent group (Region QA). Small quantities of some materials may be accepted when requested by the contractor and approved by the Project Manager (see Section 4(B) of MFTP). NOTE: ODOT will perform testing for all source/compliance tests and those non-field tested items associated with construction products (e.g. asphalt’s, emulsions, tack, water, cement, lime, etc.). Verification Verification is defined as: Sampling and testing performed to validate the quality of the product. Verification samples are taken randomly (minimum ten-percent of specified quality control frequency) and tested by an independent group (Region QA) to verify that products meet required specification(s). Quality Control samples shall not be used for verification. Independent Assurance Independent Assurance is defined as: Activities that are an unbiased and independent evaluation of all the sampling and testing procedures used in the acceptance program. ODOT’s Independent Assurance (IA) Program uses a combination approach requiring laboratory certification, technician certification, proficiency samples, and where possible, split samples of verification or QC tests. The Construction Section certifies quality control and quality assurance testing laboratories and technicians. Contractor’s test results of split verification samples are compared to Region QA test results for compliance using ODOT IA parameters. The PM performs random inspections of QC labs and technicians for compliance. The quality of Region QA test results are constantly monitored through the Departments proficiency samples program, which is outlined in Appendix B. 2 ODOT Quality Assurance Program NOTE: The Quality Assurance Testing (both Verification and Independent Assurance) will be performed by a Quality Assurance Laboratory designated by the Agency in compliance with 23CRF637. Quality Assurance Program Components Third-Party Resolution The Construction Sections Central Materials Laboratory performs third party dispute resolutions. This is normally done by testing backup samples at the Central Materials Laboratory, but may include other resolution techniques or procedures as determined by the materials expert in the corresponding section. CERTIFICATION ADVISORY COMMITTEE The certification programs (both Technician and Laboratory Certifications) for ODOT’s Quality Assurance program will be overseen by a Certification Advisory Committee. The purpose of this committee is to review and provide general oversight to the certification programs. The committee will be responsible for establishing policy as related to the certification programs and will also be responsible for reviewing allegations concerning abuse by technicians. The Certification Advisory Committee will perform other duties as required to successfully implement and continue the Certification Programs. A meeting of the committee may be called at any time by the Chair of the Certification Advisory Committee or by written request of at least two members of the Committee. A majority of the members of the Committee shall be present for transaction of official business. Membership Membership of the Certification Advisory Committee will include the following: ODOT Construction and Materials Engineer (Chair) ODOT Pavements Services Engineer ODOT Quality Assurance Engineer ODOT Structural Services Engineer APAO Executive Director or Representative OCAPA Executive Director or Representative AGC Heavy Highway Representative Industry “At Large” Representative (appointed by Committee) The Industry “At Large” Representative will serve for two years. 3 ODOT Quality Assurance Program Random Samples The Quality Assurance Program statistical acceptance procedures. remove any bias and all material population. Sampling at the same this program. is based on theoretical conditions and the application of In order for this program to succeed, the sampling shall shall have an equal opportunity of appearing in the sample time (i.e. noon) each day may jeopardize the effectiveness of To obtain a representative sample, a reliable system of random sampling shall be employed. Some work, like process control, lends itself quite well to the use of the Random Units Table and the Random Sample Location forms that ODOT has developed. This is the preferred method to assure that the samples are representative and eliminate sampling bias. In other work, like Verification or Independent Assurance, it may be difficult to apply random numbers to sample selection. In this case, it is imperative that the samples are taken at locations or times, which do not have an identifiable pattern, and are completely random and without bias. Commercial Source Quality Control The ODOT quality assurance program allows some freedom for commercial sources to establish their own quality control plan that is tailored to the operation of the specific commercial source. The commercial supplier is required to submit a written quality control plan to the appropriate Region Quality Assurance Coordinator for approval. All testing for the approved quality control plan is required to be performed by a certified technician in an ODOT certified laboratory. Specific details on Commercial Source Quality Control may be found in Appendix D. 4 II. ROLES AND RESPONSIBILITIES Contractor The contractor’s responsibilities are to: • Furnish a written quality control plan (See Appendix G, Pg. 61, for minimum requirements); • Furnish and incorporate materials/products which are of the quality specified; • Provide ODOT-approved certified technicians and laboratories; • Perform quality control of all materials/products used on ODOT construction projects; • Sample and test materials using appropriate devices and procedures; • Furnish QL when required; • Sample and provide splits to ODOT upon request; • Perform required tests on contractor’s split of verification samples; • Properly document, sign and deliver test results as required, on ODOT forms according to Section 3 criteria; and • Retain splits of all QC samples until PM determines that the split samples may be discarded. • Retain all split portions of Verification samples until notified in writing by the Project Manager to discard. Project Manager (PM) The Project Manager has the authority and responsibility to enforce the provisions of the contract. The PM’s Quality Control Compliance Specialist (QCCS) is involved with the project QA activities and is experienced and certified in all areas of field testing and documentation. The Project Manager is responsible to ensure that: • The project meets the requirements specified in the plans and specifications. • All required tests are performed, documented, and submitted. The PM is also responsible for informing the QAC of project schedules, current quantities, and anticipated sampling requirements so verification testing can be accomplished. • The contractor’s QC program meets required standards. This is accomplished by performing inspections of contractor’s personnel, testing procedures, and testing equipment. • The contractor and Region Quality Assurance Laboratory is notified in writing within 5 working days of an IA/Verification sample’s completion, as to which backup samples may be discarded or that an investigation is in progress. Upon the completion of an investigation inform the contractor, in writing, as to which backup samples may be discarded. Written notification will identify the Lot/Sublots, include the IA test results and if required the resolution of an IA investigation. 5 Region Quality Assurance Team The Region Quality Assurance Team consists of a Quality Assurance Coordinator (QAC), Assistant Quality Assurance Coordinator and Quality Assurance Technicians (QAT). They are resources for the PMs, inspectors, technicians, other agencies, and contractors. They are also experienced in construction and are certified in design and testing of construction materials. Specific duties include, but are not limited to, the following: • Maintain uniformity in construction and testing activities; • Perform all required IA and verification testing; • Properly document on ODOT forms according to Section 3 criteria; • Calibrate or verify calibration of all nuclear moisture density gauges for ODOT, industry, and other agencies; • Administer the Region’s radiation safety program; • Troubleshoot construction problems related to materials; • Recommend changes to mix designs; • Assist in the technician certification program; • Oversee Region testing facilities; • Inspect contractor facilities and/or technicians; and • Assist in QC laboratory certification. • Retain IA/Verification splits until notified by the PM. Construction Section The Construction Section’s duties include: • Support of the QA program by coordinating training and certification for technicians and by certifying all testing labs associated with ODOT construction projects; • Administer the proficiency sample program; • Provide third-party dispute resolution, according to the QA program, when necessary. • Utilize the QA Steering Committee to establish and ensure statewide consistency in the QA Program. 6 III. LAB CERTIFICATION PROGRAM OVERVIEW The Construction Section (CS) developed this laboratory certification program to support the Oregon Department of Transportation’s (ODOT) Quality Assurance Program for Construction Materials. This program recognizes three categories of laboratories that will test materials for ODOT construction projects: Quality Control, Quality Assurance, and Dispute Resolution. To ensure that laboratories consistently provide quality test results, they shall be certified according to this Program. PROGRAM DESCRIPTION 1. Quality Control Laboratories Quality control of construction materials is the responsibility of the contractor. Laboratories performing quality control testing may be the contractor’s own, the material supplier’s or an independent testing laboratory. The ODOT Central Laboratory will certify all Quality Control Laboratories for those test methods necessary to perform Quality Control tests of construction materials for ODOT construction projects. An outline of the on-site inspection process and laboratory certification criteria is found in Appendix A. This certification will be valid for one year. If a laboratory’s certification expires and the laboratory has a continued need to test materials for ODOT construction projects, the laboratory shall apply for re-certification. This laboratory certification process is designed to provide a “snapshot” of the quality of a laboratory. The ODOT Central Laboratory or its authorized representative will examine the laboratory’s testing equipment for accuracy and conformance to specifications. If the laboratory’s equipment is properly calibrated and within specifications, and if the laboratory meets all other conditions specified in Appendix A, ODOT will certify the laboratory as competent and able to test materials for ODOT construction projects. 2. Quality Assurance Laboratories Quality assurance is the responsibility of ODOT (the owner). Quality Assurance Laboratories perform Independent Assurance (IA) and/or Verification tests in coordination with Quality Control Laboratories performing quality control tests of materials for ODOT construction projects. This provides ODOT with an independent analysis of the quality control test results to ensure that the results of quality control tests are valid. Quality Assurance Laboratories will usually be ODOT Region Laboratories, but may also be the ODOT Central Laboratory or an ODOT contracted independent testing laboratory. 7 Quality Assurance Laboratories perform Independent Assurance (IA) and/or Verification tests during production of materials. These laboratories perform a portion of the tests that the Quality Control Laboratories perform. The quality control and quality assurance test results are compared to each other to determine the reliability of the quality control testing program. The ODOT Central Laboratory will certify all Quality Assurance Laboratories for those test methods necessary to perform quality assurance tests of construction materials for ODOT construction projects. This certification will be valid for one year. If a laboratory’s certification expires and the laboratory has a continued need to test materials for ODOT construction projects, the laboratory shall apply for re-certification. An outline of the on-site inspection process and laboratory certification criteria is found in Appendix A. This laboratory certification process is designed to provide not only a “snapshot” of the quality of a laboratory, but also an evaluation of the laboratory’s performance in maintaining quality and consistency. ODOT Central Laboratory inspectors will examine the laboratory’s testing equipment for accuracy and conformance to specification. In addition, the quality assurance laboratory is required to participate in the ODOT Central Materials Laboratory Proficiency Sample Program (see Appendix B). If the laboratory’s equipment is properly calibrated and within specifications, and if the laboratory meets all other conditions specified in Appendix A, then ODOT will certify the laboratory as competent and able to perform independent assurance and/or verification tests of materials for ODOT construction projects. 3. Dispute Resolution Laboratories When Quality Control and Quality Assurance test results conflict and the conflict cannot be resolved; a neutral Dispute Resolution Laboratory will test the material in question. The test results of the Dispute Resolution Laboratory will decide the dispute. The ODOT Central Laboratory will perform all dispute resolutions unless a potential for conflict of interest exists. In the event that the ODOT Central Laboratory acts as the Quality Assurance laboratory, and that the dispute is therefore between the Quality Control Laboratory and ODOT Central Laboratory, the ODOT Central Laboratory will defer its dispute resolution duties to a certified laboratory agreed upon between ODOT and the Contractor. The ODOT Central Laboratory shall certify dispute Resolution Laboratories., other than the ODOT Central Laboratory. Conclusions formed from the test report(s) of the Dispute Resolution Laboratory performing dispute resolution materials testing for any or all disputed test results will be considered the actual test results. 8 No Dispute Resolution Laboratory shall perform Independent Assurance or Verification tests on its own tests. Laboratory Decertification A Quality Control or Quality Assurance Laboratory may have its entire certification or its certification for specific test methods revoked by ODOT if it is found to not conform to the specifications and standards of its ODOT certification. A laboratory that has had its certification revoked for a specific test method(s) may not test materials that require the use of such revoked test certification(s). A laboratory that has had its entire certification revoked shall promptly cease testing materials for ODOT construction projects. A laboratory that has had its certification partially or entirely revoked may seek reinstatement by demonstrating conformance to the ODOT Laboratory Inspection criteria (See appendix A). In addition, any laboratory/company intentionally misrepresenting the status of their certification or falsifying test results will be subject to disciplinary action up to a one-year suspension of their certification. Any allegation regarding the practices of a certified laboratory will be made in writing to the Certification Advisory Committee. The Certification Advisory Committee will investigate the complaint and take appropriate disciplinary action. In all cases, the parties involved in the complaint will be provided an opportunity to appear before the committee before any actions are taken. 9 IV. TECHNICIAN CERTIFICATION PROGRAM INTRODUCTION / BACKGROUND The Oregon Department of Transportation (ODOT) has established a strategy for quality control and quality assurance in its dealings with construction of transportation facilities. Through revisions in its specifications and contractual practices, ODOT has implemented this strategy by placing the responsibility on the contractor for quality control in contracted work. Quality control involves the routine sampling and analysis of the quality of materials and work to ensure that the quality of both remain within a specified range. In turn, ODOT is responsible for quality assurance - i.e. the oversight of quality control activities by the contractors to assure compliance with the specifications. The Oregon Department of Transportation’s Quality Assurance Program will require all personnel and laboratories performing testing on ODOT projects to be certified. The level of certification is dependent on the specific type of testing to be performed. General oversight for the certification programs will be provided by the Certification Advisory Committee described in Section I of this document. Specific direction and administration of the individual certifications will be provided by groups referenced in the description of the individual certifications. TECHNICIAN CERTIFICATION PROGRAMS Purpose: The purpose of these technician certification programs is to develop and maintain a pool of welltrained technicians to perform field-testing of materials for both Quality Control and Quality Assurance. All technician certification programs must be approved by the Certification Advisory Committee. Who Must Be Certified? All personnel responsible for performing and reporting on tests required on ODOT projects must be certified. This requirement applies to project personnel working as technicians for the State, Contractors, or Consultants on such projects. 10 Certifications Following is a summary of the approved Technician Certifications currently in place. Certified Aggregate Technician (CAgT): A CAgT performs a variety of tests on soils and aggregates including sieve analysis, fracture, sand equivalency, and other tests and performs other duties as required by current specifications for soils and aggregate materials. Certified Embankment and Base Technician (CEBT): The CEBT performs testing of soils and aggregates for establishing maximum density and optimum moisture for compaction of subgrade soils and aggregate bases. Certified Density Technician (CDT): A CDT performs in-place density testing of soils, aggregates, and asphalt mixtures using the nuclear density gauge. In addition to certification, a CDT must possess a current Radiation Safety Card issued by an approved source. Certified Asphalt Technician I (CAT-I): A CAT-I performs sampling and testing for HMAC and EAC mixtures including AC content, maximum specific gravity, sieve analysis, void measurements using a currently approved compaction device, and other tests and performs other duties as required by current specifications for HMAC. Certified Asphalt Technician II (CAT-II): A CAT-II is responsible for managing the volumetric properties of asphalt mixes by controlling plant operations, for troubleshooting HMAC sampling and testing processes, and for making appropriate adjustments to HMAC production and laydown procedures. Certification at CATII level is contingent on having successfully completed the CAT-I certification phase at least once. Certified Mix Design Technician (CMDT): A CMDT is responsible for preparing HMAC and EAC Mix Designs, including all material testing and data analysis necessary to properly complete a design. A CMDT prepares designs for both dense and open graded HMAC mixtures. 11 Certified Hveem Stability Technician (CHST): A CHST is responsible for testing dense graded HMAC wearing course mix designs for stability. This certification will be issued by the ODOT Pavement Materials Engineer based on an evaluation of the technician and their laboratory. The certification is contingent on maintaining satisfactory participation in a mandatory round robin testing program as outlined in the Departments Contractor Mix Design Guidelines. Quality Control Technician (QCT): A QCT performs testing of fresh Portland cement concrete including sampling, concrete temperature, slump, unit weight, air content, and fabrication of specimens for strength testing and performs other duties including calculating cement content and water-cement ratio as required by specifications. QCT certification may be obtained through the ACI certification program, with Oregon Supplement, conducted by the Oregon Concrete and Aggregate Producers Association (OCAPA). Concrete Control Technician (CCT): A CCT is responsible for proportioning concrete mixtures to meet job requirements and for making adjustments to the mix design and mix production as necessary to provide a concrete mixture of the quality required by specifications. A CCT certification may be obtained through a program conducted by OCAPA. Concrete Strength Testing Technician (CSTT): A CSTT is responsible for testing the compressive or flexural strength of hardened concrete cylinders or beams. The duties of a CSTT include proper capping of specimens (bonded and unbonded), correct operation of breaking device and visual evaluation of broken specimens. Also, the CSTT is responsible to insure the proper handling, mold removal, logging and curing of field fabricated samples upon arrival at the laboratory. A CSTT certification may be obtained through a program conducted by OCAPA. Certification Requirements To obtain any of the above personnel certifications, the technician will be required to pass a written and/or a practical test demonstrating a knowledge and understanding of how to perform the specific tests. All tests shall be administered and evaluated only by evaluators approved by the Certification Advisory Committee Chair, or their designated representative. To apply for the certification, the applicant will either register for one of the approved training classes, where the exam will be administered as part of the class, or submit an application to challenge the exam. The challenge applications will be submitted through the approved training program to facilitate scheduling. Appropriate fees will be charged for the challenge exams to cover scheduling, overhead and facility use. Applicants will be scheduled for examination 12 through a cooperative effort between ODOT and the appropriate training program service provider. All certifications shall be contingent upon the technicians signing a rights and responsibilities agreement. This agreement will inform the technicians of the rights and responsibilities along with the consequences of the abuse and or neglect of these responsibilities. The technician will submit a signed agreement at the time they take the certification examination. All certifications will be valid for three years from the original certification except QCT is valid for 5 years and CSTT is valid for a 6 year period. Examination Process The Oregon Department of Transportation is a member of the Western Alliance for Quality Transportation Construction (WAQTC), which consists of 11 western states committed to the quality of our transportation systems. WAQTC has developed a technician-training program, which is comprised of instructional, and student modules used to assist in the training process of material field-tested procedures. ODOT has adopted the training package for all certifications except the concrete and mix design certifications. The Asphalt Paving Association of Oregon (APAO) currently performs the instructional phase, while ODOT maintains the certification and administration of the written and practical exam process. The certification system is made up of two phases. One is the WAQTC written and performance exams and the other is the ODOT written and performance exam requirements. The written exams are required in both phases, but the performance exam is a combination of WAQTC testing procedures, ODOT known samples, and the use of ODOT specifications. During the exam process, only hand calculators are allowed, use of lab top computers is not permitted during any of the exam phases. WAQCT Exam Process • Written Examination a. Closed Book b. Consists of multiple modules, depending on the needed certification c. Each module consists of 5 questions with multiple choice, true or false, and required calculations. d. Written exam time lines vary depending on the needed certification. In general, 1 to 1 ½ hours is given to complete the exam. • Performance Examination a. Each participant will demonstrate proficiency in the designated test methods b. The exam is open book but the technician will not have access to the performance exam checklist. c. Normally 4 ½ hours is given to complete the performance exam process with 4 hours actual lab time and ½ hour given to complete calculations. 13 d. During the performance exam the examinee may be asked to explain various steps of a procedure to reduce the full test time. e. The performance exam checklist consists of yes and no blocks. In order to successfully complete the checklist all of the yes blocks must be filled out. In the event, a participant fails the first attempt; a second attempt will be given, if time permits, and after the exam proctor explains the correct procedure. Anyone failing a test method on the performance exam may repeat that trial during the day of the performance exam, depending on the timelines and the type of test. Repeat trials will be allowed in not more than 50% of the total test methods in that performance exam. If the participant fails on the second attempt the performance exam will stop and the participant will have to re-take the exam at the scheduling convenience of the Agency. • Passing Score – Written/Performance a. Initial exam (first attempt): An overall score of 70% with a minimum of 60% on any onetest method. b. Re-exam (second attempt): An initial exam overall score below 70% will require a reexam on all test methods. An initial exam score above 70% overall, but below 60% on one or more test methods, will require a re-exam on only those test methods. In the case of one test method comprising the re-exam, the examinee must receive a score of 70%. In the case of more than one test method comprising the re-exam, the examinee must receive an overall score of 70% with a minimum of 60% on any one-test method. Performance: All performance checklists must have 100% yes blanks checked and each test method must be performed within the designated time limit. Re-examination Policy – Written/Performance Failure of either examination the second time will require attendance of the standard course for that qualification and passing the exam element failed on the second attempt if certification is still desired. ODOT Exam Process • Written Exam: a. Open Book b. Consists of multiple choice, true or false, essay questions about test procedures and specifications and completion of various ODOT forms. c. Written exam time lines vary depending on the needed certification. In general, 3 to 3 ½ hours is given to complete the exam. 14 • Performance Examination a. Each participant will demonstrate proficiency in the designated test methods with known samples. Each participant will demonstrate the ability to apply specifications to the needed test and identify the quality of the material being tested. b. The performance examination for ODOT is performed in conjunction with the WAQTC performance exam. Normally 4 ½ hours is given to complete the performance exam process with 4 hours actual lab time and ½ hours given to complete calculations. The performance exam answers will be graded based on completion of the required tests, application of the correct specifications, and meeting the parameters set fourth in the Independent Assurance Parameters section of the Quality Assurance Program. • Passing Score – Written/Performance a. Initial exam (first attempt): An overall score of 70% is required to successfully complete the exam requirement. b. Re-exam (second attempt): An overall score of 70% is required to successfully complete the exam requirement. c. Initial exam (first attempt) for the QCT ODOT supplemental exam: An overall score of 80% is required to successfully complete the exam requirement. For the CCT certification an overall score of 75% is required to successfully complete the exam requirement. d. Re-exam (second attempt) for the QCT and CCT ODOT exam the participant must meet the same criteria as the Initial exam (first attempt). Performance a. Initial exam (first attempt): Performing all the required tests, application of correct specifications and meeting the Independent Assurance Parameters is required to receive a pass rating. The grading is based on pass/fail of all associated tests performed under the desired certification. b. Re-exam (second attempt): The same criteria as the Initial exam must be met. Re-examination Policy – Written/Performance Failure of either examination the second time will require attendance of the course for that qualification and passing the exam element failed on the second attempt if certification is still desired. Also, on the date the certification process is started a technician will have 120 days to complete the exam requirements for the desired certification. If the exam requirements are not met within the 120-day time frame and certification is still desired the technician will be required to perform the entire exam process again. Applicants attempting the challenge process are given one opportunity to successfully meet the certification requirements. Failure of any event on the first attempt will require the individual to attend formal training which can be scheduled through the training program service provider. 15 This requirement only applies to applicants who have never possessed ODOT certification in the desired discipline. Documentation of Certification Upon the successful completion of the examination(s), the participant’s name, home address, and/or company affiliation will be registered in the official registry of certified technicians for the appropriate certification. The official registry is maintained by the ODOT Construction Section and can be accessed on the internet at the following address: www.odot.state.or.us/techserv/operatns/techcert/techcertDynamic/Index1.cfm It is anticipated that many technicians will hold multiple certifications. Each certified technician will be given a laminated wallet-size identification card, which indicates all areas of certification, and official letter(s) indicating certification(s) held. Recertification Recertification is necessary after three years. Certified Technicians must obtain recertification before the expiration date of the certification. Recertification may only be obtained by passing the written and/or practical test required for that particular certification. A Certified Technician must apply for the appropriate certification. The Certified Technician is responsible for scheduling his/her own written and/or practical comprehensive examination. It should be noted that should a technician fail to successfully complete a Certification renewal in a specialty area, the technician will be considered disqualified in that area, only, until the requirements for Certification renewal have been successfully met, subject to the limitations set forth in this document. 16 Revocation or Suspension of Certification Technician Certifications may be revoked at any time by the Certification Advisory Committee Chair for just cause. Proposed revocations will be sent to the individual in writing along with the individual’s right to appeal the proposed revocation. A proposed revocation is effective upon receipt by the technician and will be affirmed, modified, or vacated following any appeal. The reasons that certified technicians will be subject to revocation or suspension of their certifications are negligence or abuse of their responsibilities. The Certification Advisory Committee may disqualify certified technicians for other reasons of just cause which may or may not be specifically defined herein following the due process procedures outlined herein. Negligence is defined as unintentional deviations from approved procedures which may or may not cause erroneous results. The following penalties are guidelines for findings of negligence: The first finding of negligence will result in a letter of reprimand being sent to both the employee and the employer, the second will result in a thirty (30) day suspension of the Certification, third in a one hundred eighty (180) day suspension of Certification, and the fourth in permanent revocation of the Certification. Abuse is defined as intentional deviations from approved procedures. The following penalties are guidelines for findings of abuse: The first finding of abuse will result in a one (1) year suspension of an individual’s Certification. Any subsequent finding of abuse will result in that person being ineligible for any future type of Certification. Revocations or suspensions for abuse or negligence in one Certification area will be considered revocations or suspensions in all Certifications held by the technician. It should be noted that should a technician fail to successfully complete a Certification renewal in a specialty area, that technician will be considered disqualified in that area, only, until the requirements for Certification renewal have been successfully met, subject to the limitations set forth in this document. Allegations of negligence or abuse will be made to the Certification Advisory Committee in writing. The allegations will contain the name, address, and signature of the individual(s) making the allegation. The allegations will be investigated by the Certification Advisory Committee. The accused and the individual(s) making the allegation will be given the opportunity to appear before the Committee. All involved parties will be notified in writing of the findings by the Committee within a 30 day period. Any warranted penalties will be imposed in accordance with guidance contained herein and according to the guidelines outlined under the Technician Compliant Process (See Appendix F). Decisions regarding allegations of negligence or abuse may be appealed in writing to the Committee Chair who will independently consider such written appeals but may rely on the advice and counsel of the Committee and take such action, as he/she considers appropriate. 17 Because ODOT is a member of the Western Alliance for Quality Transportation Construction, and the Certifications are honored by other member states. The Certification Advisory Committee will notify the other members of the WAQTC, or other participants in the TTQP, of anyone having a Certification revoked or suspended. Applicants With Disabilities or Special Needs Applicants with a disability and those who have special needs should notify the Certification Advisory Committee Chair at the time of application so that appropriate accommodations can be made. Disclaimer Certification of an individual by the ODOT Technician Certification Program indicates only that the individual has demonstrated a certain level of competence on a written and/or practical examination in a selected field of activity. ODOT may require this certification of individuals performing activities specified in work contracts or other activities. ODOT and the Certification Advisory Committee make no claims regarding the abilities or competence of certified individuals. Each individual or organization utilizing certified individuals must make its own independent judgment of the competence of certified individuals. ODOT specifically disclaims any responsibility for the actions, or the failure to act, of individuals who have been certified through the ODOT Technician Certification Program. 18 APPENDIX A OREGON DEPARTMENT OF TRANSPORTATION CONSTRUCTION SECTION CENTRAL MATERIALS LABORATORY ON-SITE LABORATORY INSPECTION CRITERIA FOR QUALITY CONTROL AND QUALITY ASSURANCE LABORATORIES A laboratory desiring information and/or an application package for ODOT laboratory certification may contact the ODOT Central Laboratory at the following address: Oregon Department of Transportation Construction Section, Materials Laboratory Attn: Lab Certification Coordinator 800 Airport Road SE Salem, OR 97310-4798 Telephone (503) 986-3087 Laboratories requesting ODOT certification shall make arrangements to receive an on-site inspection. Forms will be included in the application package to facilitate the laboratory’s response to this requirement. NOTE: It is the responsibility of the requesting laboratory to have their lab clean, organized and in complete operating order at the time of inspection. All equipment must be readily available and accessible. The ODOT Laboratory Certification Team does not search for stowed equipment. In addition an authorized representative must be present at the time of inspection to answer questions or respond to identify and present equipment. Failure to meet this criterion or to find unorganized, unkempt facilities may result in a canceled inspection. On-Site Inspection The Lab Certification Inspector will visit each laboratory whose application for certification has been accepted. The laboratory inspector will evaluate the laboratory using criteria A through H listed below. A discussion of the criteria follows: A. Requirement: The laboratory shall maintain facilities (fixed or mobile) for proper control of the laboratory environment. This criterion is used to evaluate the laboratory’s physical ability to provide an appropriate environment in which to test materials. General requirements include: the facility shall be physically able to function as a laboratory (e.g. adequate power, water, lighting, floor space etc.) and have the capability of maintaining temperatures that are specified in the test methods for which the laboratory is seeking certification. 19 B. Requirement: The laboratory shall maintain facilities for proper storage, handling, and conditioning of test specimens and samples. This criterion is used to evaluate a laboratory’s physical ability to store samples and keep them organized. The laboratory shall maintain separate areas on its premises to store samples and splits of samples in an organized manner so that samples are not lost or discarded and may be found at a future date. In addition, the laboratory shall have facilities for the conditioning of samples as required by any test method for which the laboratory seeks certification. C. Requirement: Calibration certificates held by laboratories shall meet the requirements of ISO/IEC 17025 and shall include appropriate statements of uncertainty. Laboratories shall use accredited calibration service providers. The laboratory shall maintain necessary calibration equipment and reference standards. A laboratory shall have, on hand, calibration and verification equipment necessary to ensure the accuracy of its equipment. Such equipment could include calibration weights for scales or balances; manometers for the verification of vacuum pumps; thermometers etc. D. Requirement: The laboratory shall maintain equipment conforming to specification requirements necessary for the testing performed. This criterion is used to ensure that the laboratory’s testing equipment conforms to the specifications listed in the test methods for which the laboratory is seeking certification. E. Requirement: The laboratory shall demonstrate adequate care when recording and processing data and test results. This criterion is used to evaluate the laboratory’s ability to produce accurate test reports. The laboratory shall have procedures in place that facilitate the timely and accurate recording of data and the ultimate accuracy of its test reports. F. Requirement: The laboratory shall demonstrate proper techniques for selection, identifying, handling, conditioning, storing, and retaining test samples. This criterion is similar to criteria B but is concerned with the laboratory’s internal policies and procedures rather than its physical capabilities in regards to the above activities. The laboratory shall have policies and procedures in place to ensure that its personnel and technical staff have the ability to select, identify, handle, condition, store, and retain test samples as required by the test methods for which the laboratory is seeking certification. G. Requirement: The laboratory shall include the laboratory’s name and address and the name(s) of the technician(s) performing the test(s) on their test reports. This criterion is used to ensure that the above information appears on the laboratory’s test reports that are submitted to ODOT. In addition to the above, the technician(s) certification card number shall be entered on all test reports. 20 H. Requirement: The laboratory shall have on site at the time of inspection and during production operations, all equipment (except items listed as mobile equipment) necessary to perform the test methods for which they have requested certification. The ODOT Lab Certification inspection team has a Color Coded Tagging System, which identifies various lab equipment that has met the certification criterion. The unique Colored Tag is valid for a 1 year period and starts from the date of the Final Report. (Note: Not all testing equipment is tagged; reference the appropriate test procedure to identify required equipment.) Mobile equipment for additional test procedures may be added at a later date provided the following conditions are met: • • • The laboratory must demonstrate adequate workspace and electrical system to operate required equipment. If equipment is new, they must provide copies of invoices that include the make, model and serial number of the equipment. If the equipment is rented or borrowed, it must come from another ODOT certified laboratory and provide the make, model and serial number as well as the number and color of the ODOT inspection tag. Mobile Equipment 1. Ignition Oven 2. Gyratory Compactor 3. Field concrete equipment Preliminary Report The ODOT Lab Certification Inspector will prepare a preliminary report of findings and present it to the laboratory manager at the conclusion of the on-site inspection. The preliminary inspection report will list all discrepancies for each test method in which the laboratory has requested certification. The inspector will discuss each discrepancy noted in the preliminary report with the laboratory manager in sufficient detail so that the laboratory manager understands the scope of the problem(s) and what corrective action is required in order to obtain certification for the test method(s) in question. When the inspector and the laboratory manager have covered all of the deficiencies, both parties will sign the preliminary report. These signatures indicate that both parties have read the report and understand its contents. The inspector will leave the original copy of the report with the laboratory manager and place a copy in the laboratory’s permanent file. The laboratory inspector will immediately (same or next day) FAX or hand deliver a copy of the report to the project manager and the region QA personnel for their files and general information. Laboratories are expected to correct all deficiencies within thirty-days so that a certification may be issued. If a laboratory needs more than thirty-days to correct deficiencies, the laboratory shall notify the laboratory inspector, in writing, explaining why they need additional time. The laboratory will not be certified until all deficiencies are corrected. 21 If the ODOT Lab Certification Inspector within the thirty-days receives no response to the preliminary report allowed, then the laboratory will be immediately decertified until the deficiencies are corrected or a written response has been received. Final Report Once all of the deficiencies have been corrected the ODOT Lab Certification Inspector will prepare a final report of findings and mail it to the laboratory. The laboratory inspector will mail copies of the final report to the project manager and the region QA office. Certificate of Laboratory Certification The ODOT Central Laboratory will prepare a Certificate of Laboratory Certification for a laboratory when the laboratory has met the requirements listed in Appendix A, and has corrected all deficiencies noted by the inspector. The certificate will be mailed to the laboratory with the final report of findings. The Certificate will include the type of certification, laboratory name, test methods the laboratory has been certified to perform, color of the inspection tag and the Construction Section Manager’s signature. This Certificate is proof of a laboratory’s ODOT certification for the listed test methods and may be presented as such to any ODOT project manager. The laboratory inspector will mail copies of the Certification with the final report to the project manager and the region QA office. Certificates of Laboratory Certification are valid for one-year from the date of the inspection. Follow Up On-Site Inspections If at any time during a laboratory’s term of certification, the project manager or region QA personnel suspect that any of the contractor’s laboratory equipment, conditions outlined under Requirement H or the laboratory building itself are out of specification, the project manager or region QA personnel may request an additional on-site inspection. The project manager or region QA personnel will contact the Lab Certification Inspector and schedule the follow up onsite inspection. 22 Laboratory Decertification If the follow up on-site inspection reveals that the laboratory is deficient in one or more areas, the laboratory inspector will immediately decertify the laboratory for those test methods affected by the deficient equipment or facilities. The laboratory inspector will recertify the laboratory following correction of all deficiencies. A laboratory may not perform materials tests using test methods for which it has been decertified. In addition, any laboratory/company intentionally misrepresenting the status of their certification or falsifying test results will be subject to disciplinary action up to a one-year suspension of their certification. Any allegations regarding the practices of a certified laboratory will be made in writing to the Certification Advisory Committee. The Certification Advisory Committee will investigate the complaint and decide on appropriate disciplinary action. In all cases, the parties involved in the complaint will be provided an opportunity to appear before the committee before any actions are taken. 23 APPENDIX B OREGON DEPARTMENT OF TRANSPORTATION CONSTRUCTION SECTION QUALITY ASSURANCE LABORATORY PROFICIENCY SAMPLE PROGRAM Proficiency sample testing is an additional factor used to evaluate the performance of a Quality Assurance (QA) laboratory and the Quality Assurance (QA) laboratory technicians. It provides information not otherwise available from the on-site inspection and a means of continued monitoring of laboratory performance. The ODOT Construction Section requires QA Laboratories and QA laboratory technicians to participate in this Proficiency Sample-testing Program. Participation includes testing all applicable samples, which are to be distributed and completed within the specified time frame. The resulting data is to be analyzed by the ODOT Quality Assurance Engineer. Proficiency samples are distributed by Construction Section at six-month intervals as outlined in the Proficiency Sample Testing Plan in Table 1 of this Appendix. The Construction Section will distribute a minimum of one set of samples as indicated in Table 1 for each of the QA laboratory technicians. The ODOT Central Laboratory and the QA laboratory technicians will perform the required testing listed in Table 1 on each set of samples. The distribution of proficiency samples is not intended to coincide with the on-site laboratory inspection. Proficiency Sample test results will be submitted to the Quality Assurance Engineer within 30 days of receipt of the sample. A QA laboratory may be subject to decertification as described in Section 2 Appendix A Lab Certification Program. When a QA laboratory technician results are beyond two standard deviations of the grand average values, the Quality Assurance Coordinator (QAC) shall attempt to determine the reason for the discrepancies and report the findings and actions taken to the ODOT Quality Assurance Engineer (QAE) within thirty days of issuance of a final report. The adequacy of the QAC’s response will be considered in preparing a report on certification and recertification. If the QA laboratory technician exceeds the two standard deviation limit on the next set of Proficiency Samples for the same test and is not able to provide the QAE with a satisfactory explanation for exceeding the limits; the QA laboratory technician will immediately perform a backup proficiency sample witnessed by the QAE or designated representative. If there is no resolution and the results of the backup sample exceed the two standard deviation limit their Technician Certification(s) for certifications affected by that procedure(s) will be suspended automatically for six months. Suspensions and written appeals are subject to review by the Certification Advisory Committee prior to implementation. TABLE 1 – PROFICIENCY SAMPLE TESTING PLAN 24 TEST METHOD OCTOBER SOIL SAMPLE Bulk Specific Gravity – AASHTO T85 Coarse Particle correction – AASHTO T224 Max. Density – AASHTO T99 MARCH X X X AGGREGATE SAMPLE Sieve Analysis – AASHTO T27/11 Bulk Spec. Gravity & Absorption – AASHTO T85 Sand Equivalent – AASHTO T176 Coarse Particle Correction – AASHTO T224 Fracture – AASHTO TP 61 Max. Density Curve – AASHTO T99 Wood Particles – ODOT TM225 Elongated Pieces – ODOT TM229 X X X X X X X X X HMAC Mixture Sample Bulk Specific Gravity – AASHTO T166A Max. Specific Gravity – AASHTO T209 AC Content by Incinerator – AASHTO T308 Mechanical Analysis of Extracted Aggregate- AASHTO T30 Fabrication of Gyratory Specimen – ODOT TM326 X X X X X X X X X X X X X X A laboratory may obtain additional information on the Construction Section’s proficiency-testing program by contacting the Construction Section at the following address: Oregon Department of Transportation Construction Section, Materials Laboratory Attn: Quality Assurance Engineer 800 Airport Road S.E. Salem, OR 97310 Telephone (503) 986-3061 25 APPENDIX C PRODUCT SPECIFIC QC/QA TESTING PLAN The Quality Assurance Program consists of three distinct sub-programs. The Quality Control Program, the Verification Program and the Independent Assurance Program. This appendix provides specific details on how the programs work together to assure specification materials are incorporated into ODOT projects. It also provides details on specific requirements of each of the programs for each of the materials, which are utilized on ODOT projects. In general, contractor’s quality control tests are obtained at the highest frequency. Agency verification tests are run usually on a frequency of 10% of the QC testing frequency. While the Independent Assurance program takes steps to assure the quality of both the QC and the verification test results. ODOT will accept materials based on the contractors QC test results only if verified by the Agency verification testing. Verification of QC test results will require all of the following conditions to be met: 1. The material meets the specified quality: both the Department's and the Contractor's split. 2. The split samples meet Independent Assurance parameters. 3. The Department's Verification test results compare reasonably to the ongoing Quality Control data. If any of the above conditions are not met, an investigation will be conducted by the Project Managers office to determine whether to reject the material or if the material is suitable for the intended purpose according to section 150.25 and also what price adjustment might be applied. See Investigation Criteria for details and requirements (Pg. 27). Step 2 in the above conditions compares the contractors test results on the split verification sample to the agency results. The Independent Assurance Parameters to be used for the comparison are listed in Table 1 of this appendix. The following pages detail the Investigation Criteria, Quality Control, Verification and Independent Assurance requirements for each of the specific materials used on ODOT projects. 26 Investigation Criteria The intent of the investigation is to determine reasonable cause for the discrepancy and provide supporting documentation. Materials failing to meet the conditions outlined for Verification, Independent Assurance and prior Quality Control testing, potentially have an impact on the quality of the material produced or incorporated into the project. Several resources are available to assist with the troubleshooting process and data collection. Appendix E, (Troubleshooting Guide) provides some guidance through the evaluation phase based on material discipline and the associated tests. The guide is an evaluation tool and is not necessarily a complete listing of all potential areas to be investigated and the assistance of the Region QAC, QAE or other technical resources is encouraged. The investigation and the resolution of the discrepancy shall be documented on form (7344040) and at a minimum will contain the following information: • Clearly explain the issue under investigation. Provide the bid item number, material description, test procedure or process in question, associated Quality Assurance testing reference’s and date or timelines of the testing issue. • Describe the steps taken to resolve the discrepancy and the associated information or test results gathered to support the findings. • Provide a conclusion based on the findings. • Describe recommendations or actions to be taken. • Provide written notification to the QAC and Quality Control entity upon completion of the investigation. Ensure a copy of the investigation is maintained in the project files. 27 28 TABLE 1 Independent Assurance (IA) Parameters Maximum Allowable Differences Gradation (Sieve Sizes) Larger than 2.36 mm (No. 8) 2.36 mm (No. 8) 2.00 mm (No.10) Larger than 75 υm (No. 200) and smaller than 2.00 mm (No. 10) 75 υm (No. 200) and smaller Asphalt Content 0.40% Fracture 5% Wood Particles Elongated Pieces 5% 4% 4% 2% 1.0% 0.05% 5:1 Ratio (2.0%) & 3:1 Ratio (4.0%) Sand Equivalent 8 points Moisture Content (Plant Mix Aggregate Base) 0.50% Soil Curves - Maximum Density - Df 50 kg/m3 (3.0 lbs/ft³) 2% Density Moisture Aggregate Base - Maximum Density - Df 50 kg/m3 (3.0 lbs/ft³) 2% Density Moisture Maximum Specific Gravity (Rice T-209) 0.020 Bulk Specific Gravity (Lab fabricated specimens T-I66) 0.020 Maximum Specific Gravity (T-85) 0.032 Air Content of Concrete (T-152) 0.5% Slump of Concrete (T-119) (20mm) ¾” Temperature of Concrete (T-309) 2º C (3° F) 50kg/m3 (3.0 lbs/ft³) Unit Weight of Concrete (T-121) 1 AGGREGATE PRODUCTION Quality Control Verification Independent Assurance Required Required Required Quality Control The ODOT Central Materials Laboratory will retain Quality Control of source/product compliance as stated in Section 4(A). The Contractor's QC technician shall sample the aggregates, place the sample in a proper container and label as specified in Section 4(C), complete ODOT Sample Data Sheet (Form 734-4000), and deliver to the PM. The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor’s QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of MFTP. The Contractor shall deliver the test results to the PM by the middle of the following work shift. The Contractor is responsible for furnishing Quality Levels during aggregate production when specified. The Contractor's QC technician shall reject material that does not meet the specified quality and notify the PM of the disposition and quantities of those materials. Backup samples for aggregates shall be a minimum of ½ the minimum mass shown in Table 1 of AASHTO T 2 for the appropriate Nominal Maximum size aggregate. NOTE: All required tests, except for gradation, are considered pass/fail. Gradation is subject to statistical analysis as described in specifications Section 00165. Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). A split of the sample taken by QC will be given to the QAC for testing. If Verification testing fails to meet the specifications, other than gradation, the QAC will immediately notify the PM. The PM may decide to reject all material back to the last Verification test that meets specifications, or all backup samples will be sent to an ODOT certified QA lab if requested by the Contractor. 2 If Verification test results indicate that a material is out of specification for gradation, the QAC will notify the PM, who will determine if the stockpile QL meets the specifications. The PM will determine if the stockpile is acceptable. Independent Assurance All parties that test materials shall employ ODOT-approved technicians and use ODOT-certified laboratories. The Contractor's QC technician shall test the Contractor's split of Verification samples and provide the results to the PM the next workday. The PM will verify that the Contractor's test results and the QAC's test results are within IA parameters. If the Contractor’s test results and the QAC's test results for Verification samples are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. See Appendix E Troubleshooting Guide. 3 EARTHWORK Section 00330 ESTABLISHING MAXIMUM DENSITIES Quality Control Verification Independent Assurance Required Not Required Required Quality Control The Contractor's QC technician is responsible for establishing maximum densities and optimum moisture content for each unique soil type and soil/aggregate mixture incorporated into the project. Backup samples shall be a minimum mass of 20 kg (45 lbs). Verification None Required Independent Assurance All parties involved in the testing process shall employ ODOT-approved technicians and use ODOT-certified laboratories. The QAC will test the Contractor's split of the soil sample and provide the results to the PM within a 48 hr. period, based on the time the sample was split. The PM will verify that the Contractor's test results and the QAC's test results are within IA parameters. If the Contractor's test results and the QAC's test results are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. 4 COMPACTION Quality Control Verification Independent Assurance Required Required Required Quality Control The Contractor's QC technician shall establish a random sampling and testing program. The Contractor’s QC technician shall be on the project during performance of earthwork operations, as needed, to ensure that materials/products are in conformance with the specifications. The QC technician’s duties include, but are not limited to, visual observation, sampling and testing. The Contractor shall rework all areas showing visual deflection. Sampling and testing procedures shall be performed at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM by the end of the work shift for T-99 Method A applications and within a 24 hr. period for T-99 Method D applications, based on the time the test information was collected in the field. The Contractor's QC technician shall use the "one-point" method to establish the correct soil curve for each density test performed. If the soil does not match an established family of curves or a single curve, the Contractor shall establish a new curve for the soil, within a 48 hr. period, based on the time the sample was acquired. If use of the new maximum density curve results in a failing test, the Contractor shall take corrective action and retest until compaction is determined to meet the specifications, prior to construction of a new lift. Backup samples shall be all uncontaminated portions of materials removed from beneath the gauge to perform the “one point”. If the equipment or material changes, the QC technician shall verify by testing that the specified densities are attained. Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). If the soil tested does not match the established curves, the Contractor shall establish a new curve from the soil at the test location and provide the test results within a 48 hr. period, based on the time the sample was acquired. Do not add new lifts until compaction is proven to meet the specified densities. The QAC shall notify the contractor and PM of the test results by the end of the work shift for T-99 Method A applications and within a 24 hr. period for T-99 Method D applications, based on the time the test information was collected in the field. 5 If the density test fails, the Contractor shall identify the limits of failing compaction, take corrective action, and notify the PM. The PM will schedule a new Verification test. Do not add new lifts until the Verification tests demonstrate that specified densities exist. Independent Assurance All parties involved in the testing process shall employ ODOT-approved technicians, use ODOT-certified labs, and use ODOT-calibrated or calibration verified by ODOT, nuclear density gauge(s). 6 CONCRETE Sections 00440, 00540, 00558, 00559, 00660, 00755, 00756 AGGREGATE PRODUCTION Quality Control Required Verification Required Independent Assurance Required See Aggregate Production See Aggregate Production See Aggregate Production details, page 29. details, page 29. details, page 29. Not required for commercial Not required for commercial Not required for commercial grade concrete or Minor grade concrete or Minor grade concrete or Minor Structure Concrete Structure Concrete Structure Concrete MIXTURE Quality Control Verification Independent Assurance Required Required Required Quality Control The Contractor’s QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results, of the plastic properties of the concrete, to the PM by the end of the work shift. Concrete Strength test results shall be delivered to the PM within 24 hrs. after the specified break date. The Contractor’s Quality Control (QC) plan shall identify the method used for standard curing, the type of capping system used in the strength testing of concrete cylinders and the size of cylinders to be cast. Verification (not required for Section 00440 mixtures) The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). Cylinders cast shall be of the same size identified in the QC plan. Strength testing shall use the same capping methods identified in the QC plan. Cylinders cast for strength verification will be delivered to the ODOTCL for further testing. If Verification testing fails to meet the specifications, the QAC will immediately notify the PM. The PM will evaluate the results and resolve the discrepancy. 7 Independent Assurance All parties involved in the testing process shall employ ODOT-approved technicians and use ODOT-certified laboratories. The PM will perform random inspections to ensure that the contractor’s Quality Control plan is followed. The Contractor’s QC technician shall test the same load and portion of load from which the Verification samples are taken. This testing will be for plastic properties and strength testing. QC technician shall immediately report the results of the plastic properties testing to the QAC. The QAC will verify that the contractor’s plastic properties test results and the QAC’s plastic properties test results are within IA parameters. If the Contractor’s plastic properties test results and the QAC’s plastic properties test results for the Verification sample are not within IA parameters, the QAC will evaluate the results, resolve the discrepancy and notify the PM of the resolution. The QAC test results, of the plastic properties of the concrete, or the investigation of IA issues will be given to the PM by the end of the work shift, if an agency representative is available. The Contractor’s QC technician shall make and cure three (3) cylinders of the same size identified in the QC plan. Strength testing of the three concrete cylinders shall be in accordance with AASHTO T-22, using the same capping method identified in the QC plan. The PM shall compare the Contractor’s results for these cylinders to the Verification cylinders and to the on going Quality Control. The PM shall resolve discrepancies. Note: On a single truck placement when Verification/IA is performed by the Region Quality Assurance Lab the contractor’s test results may be used for Normal Quality Control testing. 8 AGGREGATE BASE, SUBBASE, AND SHOULDERS Section 00641 AGGREGATE PRODUCTION Quality Control Required Verification Required Independent Assurance Required See Aggregate Production See Aggregate Production See Aggregate Production details, page 29. details, page 29. details, page 29. ESTABLISHING MAXIMUM DENSITIES Quality Control Verification Independent Assurance Required Not Required Required Quality Control The Contractor's QC technician is responsible for establishing maximum densities and optimum moisture content for each unique aggregate mixture type incorporated into the project. Backup samples shall be a minimum mass of 20 kg (45 lbs). Verification None Required Independent Assurance All parties involved in the testing process shall employ ODOT-approved technicians and use ODOT-certified laboratories. The QAC will test the Contractor's split of the aggregate sample and provide the results to the PM the next day. The PM will verify that the Contractor's test results and the QAC's test results are within IA parameters. If the Contractor's test results and the QAC's test results are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. 9 AGGREGATE MIXTURE Quality Control Required Verification Required Independent Assurance Required Quality Control The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor's QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM by middle of the following work shift. Backup samples shall be a minimum mass shown in Table 1 of T 255 / T 265 and kept in an airtight container. Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). If the moisture content exceeds the limits according to specification, the Contractor shall, take corrective action, and notify the PM. The PM will schedule a new Verification test. Independent Assurance All parties that test materials shall employ ODOT-approved technicians and use ODOT-certified laboratories. If the Contractors test results and the QAC's test results for Verification samples are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. See Appendix E Troubleshooting Guide. 10 COMPACTION Quality Control Required Verification Required Independent Assurance Required Quality Control The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM on the same day the testing is performed. The Contractor's QC technician shall also perform the following: • Use the test procedures applicable for determination of the maximum density for this material indicated in Section 4(D) of the MFTP. • Establish a rolling pattern to provide the specified compaction • Stop placement if the specified densities are not met Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). If the density test fails, the Contractor shall identify the limits of failing compaction, take corrective action, and notify the PM. The PM will schedule a new Verification test. Do not add new lifts until the Verification test demonstrates that the specified densities exist. Independent Assurance All parties involved in the testing process shall employ ODOT-approved technicians, use ODOTcertified laboratories, and use ODOT-calibrated or calibration verified by ODOT, nuclear moisture density gauge(s). 11 EMULSIFIED ASPHALT PRODUCTS/MATERIALS Sections 00710, 00712, 00715 and 00730 AGGREGATE PRODUCTION Quality Control Required Verification Required Independent Assurance Required See Aggregate Production See Aggregate Production See Aggregate Production details, page 29. details, page 29. details, page 29. EMULSIFIED ASPHALT CEMENT Quality Control Verification Independent Assurance Required Not Required Not Required Quality Control Sample all required materials as specified in Sections 4(C) and 4(D). Complete ODOT Sample Data Sheet (Form 734-4000), place in the proper containers and label as specified in Section 4(C), and deliver to the PM by the middle of the following work shift. 12 EMULSIFIED ASPHALT CONCRETE PAVEMENT (EAC) Section 00735 AGGREGATE PRODUCTION Quality Control Required Verification Required Independent Assurance Required See Aggregate Production See Aggregate Production See Aggregate Production details, page 29. details, page 29. details, page 29. MIXTURE PRODUCTION Quality Control Verification Independent Assurance Required Required Required Quality Control The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor's QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM by the middle of the following work shift. Backup samples for aggregates shall be a minimum of ½ the minimum mass shown in Table 1 of AASHTO T 2 for the appropriate Nominal Maximum size aggregate. The Contractor's QC technician is responsible for monitoring plant operation to ensure that specification materials are delivered to the project. Monitoring activities may include, but are not limited to, the following: • • • • Calibrate the asphalt plant Maintain an inventory of materials Control segregation in silo(s) and truck loading operations Reject any mixture that is visually defective. Inform the PM of the quantity and disposition of the rejected material • Sample all required materials as specified in Sections 4(C) and 4(D), (e.g. liquid asphalt, emulsion, cement, tack, etc.), place in the proper container and label as specified in Section 4(C), complete ODOT Sample Data Sheet (Form 734-4000), and deliver to the PM by the middle of the following work shift. 13 Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). A split of the sample taken by QC will be given to the QAC for testing. If Verification testing fails to meet specifications, the QAC will immediately notify the PM. The PM will evaluate the results and resolve the discrepancy. Independent Assurance All parties that test materials shall employ ODOT-approved technicians and use ODOT-certified laboratories. The PM will perform random inspections to ensure that the Contractor's Quality Control plan is followed. The Contractor's QC technician shall test the Contractor's split of Verification samples and provide the results to the PM the next day. The PM will verify that the Contractor’s test results and the QAC's test results are within IA parameters. If the Contractor's test results and the QAC's test results for Verification samples are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. See Appendix E Troubleshooting Guide. COMPACTION Quality Control Verification Independent Assurance Not Required Not Required Not Required See specifications – 00735.46 14 HOT MIXED ASPHALT CONCRETE (HMAC) Section 00745 AGGREGATE PRODUCTION Quality Control Required Verification Required Independent Assurance Required See Aggregate Production See Aggregate Production See Aggregate Production details, page 29. details, page 29. details, page 29. MIXTURE PRODUCTION Quality Control Verification Independent Assurance Required Required Required Quality Control The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor's QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM by the middle of the following work shift. Backup samples shall be a minimum mass of 20 kg (45 lbs) or for Open Graded HMAC, accepted under the Cold Feed Method, a backup sample of ½ the minimum mass shown in Table 1 of AASHTO T 2 for the appropriate Nominal Maximum size aggregate can be used. The Contractor's QC technician is responsible for monitoring plant operation to ensure that specification materials are delivered to the project. Monitoring activities may include, but are not limited, to the following: • • • • • Calibrate the asphalt plant Maintain an inventory of materials Control segregation in silo(s) and truck loading operations Monitor mix temperature Reject any mixture that is visually defective (e.g. graybacks, overheated, contamination, slumping loads etc.) Inform the PM of the disposition and quantity of rejected material 15 • Sample all required materials as specified in Sections 4(C) and 4(D) (e.g. liquid asphalt, emulsion, cement, tack, etc.), place in the proper container and label as specified in Section 4(C), complete ODOT Sample Data Sheet (Form 734-4000), and deliver to the PM by the middle of the following work shift. Verification The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). A split of the sample taken by QC will be given to the QAC for testing. If Verification testing fails to meet the specifications, the QAC will immediately inform the PM. The PM will evaluate the results and resolve the discrepancy. Independent Assurance All parties that test materials shall employ ODOT-approved technicians and use ODOT-certified laboratories. The PM will perform random inspections to ensure that the Contractor's Quality Control plan is followed. The Contractor's QC technician shall test the Contractor's split of Verification samples and provide the results to the PM the next day. The PM will verify that the Contractor’s test results and the QAC's test results are within IA parameters. If the Contractors test results and the QAC's test results for Verification samples are not within IA parameters, the PM will evaluate the results and resolve the discrepancy. See Appendix E Troubleshooting Guide. 16 COMPACTION Quality Control Verification Independent Assurance Required Required Required Quality Control Dense Graded: The Contractor's QC technician shall establish a random sampling and testing program and submit it to the PM prior to the start of production. The Contractor’s QC technician shall perform Quality Control sampling and testing required to ensure a quality product at the frequencies indicated in Section 4(D) of the MFTP. The Contractor shall deliver the test results to the PM on the same day the test is completed. The Contractor's QC technician shall also perform the following: (activities listed below are not exhaustive and are considered minimums). • • • • • • • • Establish a rolling pattern according to (TM-306) to provide the specified compaction Notify PM if rolling pattern is not being maintained Notify the PM if the specified densities are not achieved Monitor the mix temperature during laydown and compaction to keep the mix within the specifications Coordinate with the plant technician when changing lots Notify the Region QAC and PM when performing Core Correlations Notify the CAT-II of Control Strip Results Notify PM, CAT-I and CAT-II if any density results exceed 95% Open Graded: Compaction to a specified density is not required. specifications. See 00745.49 in the Verification Dense Graded: The QAC performs Verification tests, taken randomly, according to the Manual of Field Test Procedures Acceptance Guide (Section 4(D)). The QAC selects random numbers for the test locations within the contractor's sublot or sublot’s. If Verification testing fails to meet the specifications, the QAC will immediately notify the PM. The PM will evaluate the results and resolve the discrepancy. Open Graded: None Required 17 Independent Assurance Dense Graded: All parties involved in the testing process shall employ ODOT-approved technicians, use ODOT-certified labs and use ODOT-calibrated or calibration verified by ODOT, nuclear density gauge(s). Open Graded: None Required 18 APPENDIX D ODOT APPROVED COMMERCIAL AGGREGATE PRODUCT PROGRAM ODOT Policy For Aggregate Production Testing of Commercially available Aggregate Products Commercial Aggregate Products—Aggregates not specifically manufactured and stockpiled for use on ODOT or Local Agency projects from a single source. When requested by a supplier and the Region QAC agrees that it is to the benefit of the Department, a product may be put on the ODOT Approved Commercial Aggregate Product Program (OACAPP) using the following guidelines, or as modified and approved. When a commercial aggregate supplier is proposing to produce an Aggregate Base Product(s) as an ODOT Approved Commercial Product, a plan may be submitted for performing AASHTO T 99. This plan shall replace the requirements in the FTMAG for that source. A commercial aggregate supplier shall have an ODOT-certified QC technician sample, on a random basis, each stockpile being manufactured by the supplier and test the sample in an ODOT- certified laboratory. The commercial aggregate supplier shall submit to the Region QAC, in the Region the source is located, a Quality Control Plan. The Region QAC is responsible for reviewing and approving that Quality Control Plan. The products covered by the approved Quality Control Plan are classified as ODOT Approved Commercial Products. The supplier's QC technician shall perform all sampling and testing for each product at the minimum frequencies shown in the Field Tested Materials Acceptance Guide (Section 4(D)). When materials are produced at very high production rates, the Region QAC may allow the minimum frequency to be altered after the supplier submits a written proposal to do so. The written proposal shall detail the proposed sampling and testing frequencies and shall describe how uniformity of production will be assured. The supplier shall retain backup samples, for the previous 10 sublots, until the test results are verified by the Region QA group or as required by the Region QAC. The supplier shall obtain under the supervision of the Region QAC, at the minimum required frequency: samples for product compliance and then the Region QAC shall submit them for testing at the Central Materials Laboratory. The supplier shall send requests to waive tests, as allowed by the specifications, to the Region QAC, who will notify the appropriate people of any waivers granted. Waivers will apply to all projects which are supplied from that source. When a waiver requires periodic testing by the 19 supplier, the test results shall be sent to the Region QAC. All specified tests shall be performed for Verification and Independent Assurance Testing. The supplier shall submit all requests for changes in production sizes to the Region QAC, who will obtain the approval of the discipline specific engineer. If approved, changes in produced sizes will apply to all projects which are supplied from that source. The commercial supplier shall maintain files of all QC tests for each stockpile. It shall enter the test results into the ODOT Stat. Spec. program to calculate the Quality Level for each stockpile. The QL for gradation shall meet the requirements of Section 00165 of the Oregon Standard Specifications For Construction. Other required test results shall be shown in columns to the right in the program. The Region QAC may, with approval of the QAE, accept alternate means of statistical analysis for the supplier’s product. The supplier shall deliver weekly or at an interval determined by the Region QAC, copies of the ongoing sublot test results, along with the ongoing QL (Quality Levels). The supplier shall keep the Region QAC informed about production schedules so that Verification testing can be scheduled. The Region QA group will obtain Verification samples on a random basis and the split of this Verification sample shall be ran by the supplier’s QC technician to test for Independent Assurance. The test results shall be available within 24 hours of the time of sampling. If the test results indicate that the produced material meets quality requirements and the results are within IA parameters, the QAC may allow all backup QC samples prior to the Verification sample to be discarded. The Region QAC will randomly audit the QC files to verify that the Quality Levels reflect actual test results. The Region QAC will retain QL information for each stockpile along with Verification and IA test results. When requested by the Project Manager, the Region QAC will send a memo to the PM verifying and identifying what materials where produced under the ODOT APPROVED COMMERCIAL AGGREGATE PRODUCT PROGRAM and meet the required specifications. If Verification test results, for tests other than gradation, do not meet the quality requirements, no material from the stockpile in question will be accepted until the problem has been resolved. The Region QAC will notify each PM, for the projects being supplied from that source, that the material in question shall not be used until the problem has been satisfactorily resolved. The resolution may involve rejection of the stockpile if the investigation confirms non-specification material. If the material test results do not meet IA parameters, the Region QAC will work with the supplier to resolve the problem. If the supplier is not following their Quality Control Plan or product(s) fails to meet compliance testing requirements. The Region QAC may discontinue that suppliers Commercial Product status of those products effected. That product’s status will be returned upon approval of the Region QAC. The Region QAC will provide data to other Regions that are using material considered ODOT Approved Commercial Products. 20 APPENDIX E - TROUBLESHOOTING GUIDE The following information is a guide to assist in evaluation of discrepancies that occur between the contractors QC test results and the Region verification results. The information is only a guide and is not necessarily a complete listing of all potential areas to be investigated. AGGREGATE TESTING 1. Compare both test results for sample initial wet weights, initial dry weights, after wash dry weights, individual sieve weights and any tare weights if used. May point to a transposed or incorrectly recorded weight. May point to a splitting error. 2. Check all mathematics (% passing based on initial dry weight?) 3. Check constant mass calculations if available. 4. Check sieve loss calculations. 5. Check sample size meets minimum requirements. 6. If gradation problems, are the screens overloaded? 7. Is the equipment calibrated correctly, or within specification? 8. Is the equipment operating correctly? Check mechanical sieve shakers by hand sieving procedure. 9. Is the current test procedure being used and followed correctly by both parties? 10. If wash procedure required, check wash loss. May point to error in initial dry weight. 11. Sum the QC and QA individual sieve weights and recalculate the gradation based on the total of the two test results. Does this match closely to on going QL mean values? If so may indicate splitting bias. 12. Re-test the sample. 13. If the original material is saved, exchange samples and re-test. This action might reveal equipment or procedural discrepancies. 14. Re-test the split in the other technician's lab. This action might reveal equipment or procedural discrepancies. 15. Obtain the next sample and observe the sampling, splitting, equipment and testing procedures used by the technician. 16. Compare results to ongoing Quality Levels (or Statspec) mean values? May show a problem with splitting. WOODWASTE TEST 1. 2. 3. 4. 5. Check mathematics. (% Woodwaste based on initial dry weight?) Check constant mass calculations if available. Was material decanted over the #40 screen during the wash process? Was wood or deleterious material returned to the sample prior to shaking? Compare results to ongoing Quality Levels (or Statspec) mean values? May show a problem with splitting. 21 FRACTURE TEST 1. 2. 3. 4. 5. 6. 7. 8. 9. Check mathematics. (% Fracture based on correct weights?) Were the correct specs used for the product being tested (HMAC-Single Fracture and Base Aggregate-Combined Fracture)? Did both parties test the same? (Splitting the sample or not splitting the sample.) If samples not split, do F+Q+N match closely to the retained mass(es) for gradation? Do both parties have approximately the same amounts of F, Q, and N? If not may indicate a difference in interpretation of fractured particles. Swap samples and re-test. This action might reveal procedural discrepancies. If results do not vary from originals, may point to a splitting error. Check electronic balances. Compare results to ongoing Quality Levels (or Statspec) mean values? May show a problem with splitting. FLAT AND ELONGATED TEST 1. Check mathematics. (% FE based on correct weights?) 2. Did both parties test the same? (Based on individual screens during gradation 3. 4. 5. 6. 7. 8. 9. analysis and summed up or material recombined and split out with one evaluation) Does MS closely match the retained masses for gradation (4.75mm (+ No. 4) material) Proper caliper ratio used by both parties? Swap samples and re-test. This action might reveal procedural discrepancies. If results do not vary from originals, may point to a splitting error. Check electronic balances. Check caliper for tight fit between points when closed and smooth operation of armature. Compare results to ongoing Quality Levels (or Statspec) mean values? May show a problem with splitting. SAND EQUIVALENT TEST 1. Check mathematics. (SE based on correct readings? Results rounded up?) 2. Did both parties test at the same moisture content? (Screening and wetting the 3. 4. 5. 6. 7. 8. 9. sample to both parties satisfaction, prior to splitting, is recommended.) Are both methods of shaking the same? (Mechanical versus hand.) Check lab temperatures and SE solution age and temperature. When in doubt observe technician prepare new batch of working solution. Swap samples and re-test. This action might reveal procedural discrepancies. Observe parties cleaning the +4.75mm (No. 4) material insuring fine particles are removed. If results do not vary from originals, may point to a splitting error. Check shaking device for proper throw distance and proper number of strokes. Check irrigation wand to insure good fluid flow from openings. 22 10. All clay materials being flushed into suspension? (Crushed aggregates tend to be more difficult to separate) 11. Check lab to insure SE tube is placed in a stable location free of vibration during the settlement period. 12. Digital timer being used? 13. Weighted foot assembly in good condition and properly lowered? 14. Graduated marks properly read? 15. Compare results to ongoing Quality Levels (or Statspec) mean values? May show a problem with splitting. SOIL/AGGREGATE RELATIVE MAXIMUM DENSITY AND OPTIMUM MOISTURE DETERMINATIONS TEST 1. Check Test Method for Material size. Was correct method (A or D) used? 2. Did both parties use same technique? Was the sample initially oven-dried or air- dried? Separate samples at each point or rescreen and recompact the same sample? Were samples tested immediately or were they “marinated” at different moistures overnight? Were samples compacted manually or mechanically? 3. Check mathematics. Correct mold factor used? 4. Check tare weights on molds/base plates. Collar removed? 5. Check electronic balances. 6. Check surface on which samples were compacted. Concrete or unyielding surface used? 7. Check constant mass on individual samples if available. 8. If available, check planning sheets for correct moisture addition calculations. 9. Check plotting of data. Correct scale used. Dry densities plotted vs. dry basis moistures. Wet and dry side slopes similar? 10. When held up to a light (or placed on a light table) do the two curve shapes match closely? Same shape, but one curve plots higher and too the left, indicates different compaction energy consistently applied to samples. 11. Nickel radius used in the absence of data? 12. Was the passing 4.75 mm (no.4) or 19.00 mm (3/4”) material brushed off of the retained 4.75 mm (no.4) or 19.00 mm (3/4”) material? 13. Swap passing 4.75 mm (no.4) or 19.00 mm (3/4”) observe each party perform the sample preparation and compaction procedure. Correct moisture computed and material properly mixed? Correct layers and layer heights? Hammer dropped from the correct height? Correct number of blows? Correct trimming and cleaning of mold? Moisture samples obtained correctly tested? 23 COARSE AGGREGATE BULK SPECIFIC GRAVITY TEST 1. Check mathematics. Check tare weights. Was empty basket weighed in water or “zeroed” in water? 2. Were samples oven dried prior to soaking? Were samples soaked approximately 3. 4. 5. 6. 7. 8. the same length of time? Do both parties have approximately the same Gsa? This indicates the difference is probably in interpretation of the SSD point. Check constant mass calculations on final dry weight if available. Swap samples and observe each party perform the sample preparation procedure. Include screening over a nested 6.3mm (1/4”) and 4.75mm (No. 4) sieve to check that both parties used the correct screen originally. Significant material passing the 4.75mm (No. 4) indicates too small of a screen was used. No material retained on the 4.75mm (No. 4) may indicate too large of screen was used. Each party use the correct SSD point? Correct tare weights and sample weights? Correct water temperature and water level? Air bubbles shaken out? Basket not touching sides of tank? Suspension device not hanging on scale hole? No loss of material? Final dry sample cooled before weighing? Check balances and thermometers. How do values compare with pit history? COMPACTION OF EMBANKMENTS Verification of compaction is based more on visual acceptance while the physical test validates that what you have observed meets specification. This observation is part of QC acceptance when the technician signs the test report. It is also the duty of the project inspector and the QCCS to observe the operation to assure that they are in agreement with the QC technician. The QAT's testing, as appropriate and possible, validates the quality of the product and the validity of the physical testing and/or the visual deflection conclusions of the QC technician. 1. If isolated soft/pumping areas are noted, inform the project inspector. The project inspector and the Contractor's QC technician should take corrective action. No Verification tests are to be taken until corrections have been made. 2. If the Verification test is taken and the one point proctor does not fit any of the curves used for Quality Control on the project, the QC technician should run a curve on the material from the Verification site so that the compaction can be calculated. 3. If; after calculating the compaction, the site does not meet specification but looks obviously compacted, the QCCS will review the soil curve and bulk density of the plus 4.75 mm (no.4) or 19.00mm (3/4”) material. If this does not resolve the issue, the QCCS may request the QAT to rerun the Contractor's soil curve and bulk density. 24 SOIL DENSITY TESTING 1. Check mathematics. 2. Does the one point fall on the curve used correctly? (2lbs/2% and one point on the 3. 4. 5. 6. 7. 8. 9. dry side of identified curve). Both wet density shots within 2lbs? Coarse Particles fit the rules for Method A or Method D? Was a Corrected Dry Density calculation needed and calculation was based on the original average wet density of the gauge? Was the correct data used from the identified curve (Gsb and Absorption/Moisture)? Observe testing in the field and look for the following: Random Representative location selected? Correct site preparation? Correct drilling of the test hole? Correct placement and seating of the gauge? Correct data recorded? Excavation of test site to full depth of probe? Is moisture uniform in the excavated area? Observe proper fabrication of the one point and look for the following: Proper screening of material? In-place moisture measured prior to addition of additional moisture if needed? Proper compaction of sample in correct mold? Stable surface for compaction of one point? Moisture sample taken from cut face? Proper moisture test performed based on material size? Check equipment. Speedy moisture tester, balances and has density gauge been calibrated and calibration been verified by Region QA lab. PROCESSED AGGREGATE DENSITY TESTING Check mathematics. Is the correct curve being used? Is the correct density information being used? Are the wet density shots within 2 lbs? Observe testing in the field and look for the following: Random Representative location selected? Correct site preparation? Does in-place material appear to be uniform (segregated areas)? Correct drilling of the test hole? Correct placement and seating of the gauge? Correct data recorded? 5. Has the density gauge been calibrated and calibration verified by Region QA? 1. 2. 3. 4. HMAC TESTING The following should be considered in addition to the items listed in the Aggregate section. IGNITION OVEN – AC CONTENT 1. 2. 3. 4. 5. 6. 7. Check mathematics? Was the correct calibration factor used? Were calibration samples batched properly and calculations performed correctly? Same method (A or B) used by both parties? Was companion moisture used or sample dried prior to testing? Sample have a clean burn? Sample achieve constant mass? Check basket weights. Check sample size. 25 8. Check gradation results. The coarse half of a split will have a lower asphalt content than the fine half. 9. Ignition oven calibrated. Exhaust system clean. 10. Is the Oven set at the correct temperature? 11. Does the manufacture scale drift test meet parameters & are the filters cleaned? 12. Was the thermometer removed prior to Initial and Final Weighing? 13. Were the initial and final weights taken at the same temperatures? 14. Was the mix moisture removed from the initial mass reading? RICE GRAVITY TESTING Check mathematics. Check tare weights of pycnometers and lids. Check sample sizes. Check pycnometer calibration numbers. Check equipment. Proper vacuum pressure? Calibrated thermometer? Check balances. 6. Is the “dry back” procedure appropriate for this material? 7. Check gradation results. The coarse half of a split will have a higher Rice Gravity than the fine half. 1. 2. 3. 4. 5. BULK GRAVITY TESTING 1. Check mathematics. 2. Check sample heights. 3. Check measured volumes compared to heights. 4. 5. 6. 7. 8. 9. Tallest specimen should have largest volume. Check equipment. Proper suspension apparatus? Calibrated thermometers? Tank overflow? Damp towel for SSD? Check compaction equipment. Proper gyrations? Proper pressure? Proper angle of gyration? Check gradation results. The coarse half of a split will usually have a lower Bulk Gravity than the fine half. Observe testing. Swap samples and observe performing procedure. Watch for immersion and SSD procedures. Is basket and wire assembly free floating? If results do not vary from originals, may point to a splitting or compaction error. If results vary from originals, may point to a technician or equipment error. 26 HMAC DENSITY TESTING Compaction Once the gauge has been initially calibrated, the QC technician should identify a location close to his/her office that can act as a reference. This site should be an area of flat concrete that can be tested. Test the gauge at this site prior to going to the project to assure that the gauge is still reading accurately. 1. Set the gauge on the flat concrete surface and scribe a line around the case. 2. Take a four-minute test on the site and document the result. (It's a good idea to paint the density on the concrete so that others may use it). Note: Verification is by independent sampling and testing and does not use a split sample. There is not opportunity to rework HMAC; therefore it is imperative to troubleshoot density testing issues immediately. QCCS (Checks) 1. Check mathematics. Correct MAMD used? Core Correlation factor applied if needed? 2. Check equipment. Gauge operating in the correct mode? Correct site preparation? Correct placement and seating of the gauge? Footprint marked? Correct data recorded? Correct rotation of the gauge without touching the handle. 3. Has the Contractor's gauge been calibrated or verified by the Region QA group? 4. Is the Contractor's QC technician following the proper procedures (i.e. points sanded properly, gauge in the proper mode, is the gate-sticking, etc.)? 5. Does the first sublot MDT match the JMF MDT within reasonable parameters? (specification is 50 kg/m3 (3.0 lb/ft3)). This is really a large variation - check the asphalt content of the mixture. 6. If compaction is low, are there sufficient rollers to achieve compaction? 7. Is the rolling pattern compacting the whole panel, not just the center? 8. Is the laydown temperature correct according to the JMF or has temperature changed during production? Has there been a substantial change in lift thickness? 9. Is weather a factor (colder, wetter)? If any problems are found that cannot be resolved, the inspector or QCCS should contact the Region QA group immediately. 27 QAT (Checks) The QAT's duty is to verify compaction using separate, randomly selected sites within a sublot. There is no IA for nuclear density testing. Whether during random Verification testing, or when called by the QCCS, the QAT will: 1. Prior to leaving for the project, or periodically during the construction, perform two 1 min counts on the Region calibration blocks in the backscatter position. 2. On the project, choose two sites at random and perform the normal tests on these sites with both the QC and QA gauges. The average for each gauge when compared to the other should be within 24 kg/m3 (1.5 lb/ft3). 3. If the difference between the two gauges is greater than 24 kg/m3 (1.5 lb/ft3), the Contractor's QC technician should rerun the tests while the QAT observes to detect any procedural errors. 4. If the two gauges are still not in agreement, immediately take both gauges back to the calibration blocks and check their calibration. (Take two one (1) minute counts on each block. The average of the two wet Densities should be within the tolerances given in TM-304 Annual Check). 5. If either gauge is out of calibration, recalibrate prior to project testing. 6. If the gauges are in calibration, run the hot substrate test on both gauges. There may be occasions when several sublots have been completed before Verification shows that the Contractor's results are suspect. In that case, always contact the QAC to work with the Project Manager to resolve. 28 Plastic Concrete Testing General For All Concrete Tests 1. 2. 3. 4. 5. 6. Was the test started within prescribed time limits of obtaining the sample? Were the QA and QC samples taken from the same portion of the load? Was the sample adequately recombined if taken from two parts of the load? Was the concrete covered if ambient conditions were adverse? Was all equipment used within specification/tolerance, clean and damp prior to test? Was excess water removed from the sampling container prior to obtaining the sample? Slump (T-119) 1. Once the test was started was it completed in the allotted 2 ½ minutes and immediately measured? 2. Does Equipment meet specification? 3. Tamping rod w/hemispherical tip 4. Flat, rigid, non-absorbent base, level and on a surface free of vibration or disturbance (not a warped water damaged piece of plywood) 5. Cone that is free of dents, rust damage and concrete build up on the inside 6. Correct amount of layers and quantity/volume in each layer? 7. Was each layer rodded 25 times extending into the preceding layer? 8. On the top layer, was a head kept above the top of the cone at all times? 9. Was the excess concrete cleaned away from the base of the cone prior to lifting? 10. Was the cone pulled too fast/slow? 11. Was the cone pulled straight with no twisting or lateral movement? 12. Was the measurement reading taken from the displaced original center? Note: If mix has 1 ½ inch or larger aggregate it must be removed by the wet sieve method prior to performing the test. Air Content (AASHTO T-152) 1. Was the test started within 5 minutes of obtaining the sample? 2. Has the air meter gauge been calibrated within the last three months? NOTE: The air meter calibration can be checked in the field. 3. Was the bowl filled in approximately equal 1/3 layers? 4. Was each layer rodded 25 times extending into the preceding layer? 5. Were the sides of the bowl tapped 10 to 15 times with a mallet after each layer had been rodded? 6. Was the cover seal moistened and seated properly on the bowl? 7. Was water injected into the petcocks and meter rocked until no air bubbles appeared? 29 8. Was air pumped into the initial air chamber until it passed the initial pressure setting (as determined in the calibration process) and allowed to cool? Was any air noted seeping out of open petcocks at this time? 9. Was initial gauge adjusted to initial air pressure before opening main air valve? 10. Were the sides of the bowl tapped “smartly” during release of main air valve? 11. During release of main air valve was there any air leaking out the sides due to an incomplete seal? Temperature (AASHTO T-309) 1. 2. 3. 4. Has the measuring devise been calibrated or verified for accuracy within the last year? Was there adequate concrete cover around the measuring device sensor? Was the concrete pressed around the measuring device at the surface? Was the temperature recorded after a minimum of 2 minutes and the measuring device allowed to stabilize? Unit Weight (AASHTO T-121) Since the unit weight test is usually performed in conjunction with the air content test, see steps 3, 4 and 5 under the air content portion of this guide. 1. 2. 3. 4. 5. Check math Was the dry mass of the measure accurately recorded? Has the measure’s volume been accurately calibrated? Was a strike off plate used to create a smooth surface free of voids and level with the rim? Is the scale accurate? Cross check QA and QC scales to field verify accurate measurement. 30 APPENDIX F OREGON DEPARTMENT OF TRANSPORTATION CONSTRUCTION SECTION TECHNICIAN COMPLAINT PROCESS The Oregon Department of Transportation’s Technician Certification program is intended to assure qualified personnel are performing all materials testing for ODOT construction projects. In addition to certified technicians, we need a means to address concerns that are raised regarding those technicians not following approved procedures. The Technician Complaint Process will provide guidance on how to deal with these concerns. It should be understood that the intent of the process is to resolve differences of opinion on appropriate procedures at the lowest possible level. Technicians are encouraged to work together to resolve any differences they might have. Only when those issues can not be resolved at the project level should they be raised to the level of filling an official complaint. It should be understood that in no way is the formal complaint process intended to remove any authority the Project Manager may have under an existing contract. Any individual may file a complaint regarding testing procedures or practices. The first step when filling a complaint is to decide whether the issue is a case of “Neglect” or “Abuse”. “Neglect” is defined as unintentional deviations from approved procedures, while “abuse” is defined as intentional deviations from approved procedures. Once a decision is made on the type of offence, the appropriate process for dealing with the issue will be followed. Processes for dealing with both Abuse and Neglect are outlined below: Complaint Process for Abuse Because abuse is defined as intentional, the process for dealing with instances of abuse will be more formal and penalties more severe than for instances of neglect. Step 1: When an instance of abuse is suspected, the issue shall be raised immediately to the ODOT Quality Assurance Engineer (QAE). The QAE will investigate the issue and make a preliminary determination on whether it actually should be considered abuse or neglect. If the issue is determined to be abuse, move to step 2 below. If it is determined to actually be a case of neglect, move to step 1 of the process for dealing with neglect. Step 2: The QAE will gather information regarding the incident from both the technician involved as well as the individual filing the complaint. The QAE will review the 31 information and determine whether the incident is significant to warrant review by the Certification Advisory Committee (CAC). This review will be completed within 60 day of receipt of the complaint. If the incident is determined to be “significant”, (insignificant issues will be handled directly by the QAE) a summary of the incident will be submitted to the CAC for their review. The issue will be put on the agenda for the next CAC meeting. Both the technician and the individual filling the complaint will be invited to attend the meeting to present any appropriate information. Step 3: The CAC will determine the merits of the complaint and also the severity level of the abuse. Abuse will be identified as one of two different levels of severity. Level 1 being identified as the least severe form of abuse. This level would typically be identified as intentional deviations from approved procedures with no intent to misrepresent the quality of material being incorporated in the project. This level of abuse could result in up to a 180 day suspension of all certifications held by the technician. The exact duration of the suspension will be set by the CAC depending on the circumstances encountered. A second instance (within a three year period) of Level 1 abuse would result in a minimum 180 day suspension of all certifications. Level 2 abuse is much more severe and is identified by intentional deviations from approved procedures with the intent to misrepresent the quality of material being tested. This level of abuse will be dealt with by a 1-year suspension of all certifications for the technician. A second instance of level 2 abuse will result in permanent revocation of all certifications. In all cases, the CAC will conduct the investigation into the allegations and make a recommendation to the ODOT Construction Engineer as to appropriate sanctions against the technician. All final decisions regarding suspension of certifications will be up to the ODOT Construction Engineer. Complaint Process for Neglect Again, neglect is much less severe than abuse and individuals are encouraged to resolve their differences at the project level so the project can continue forward in a positive fashion. The complaint process for neglect is intended primarily to allow a means of tracking the types of problems being encountered and also to look out for technicians who seem to have repeated instances of neglect. Step 1: When an individual discovers a significant problem with a technician’s procedures or testing process, that individual will personally point out the concern to the technician. The two individuals will work together to try to resolve the issue. They may need to refer to the Manual of Field Test Procedures or other contract documents to verify proper procedures. 32 If the two can agree on corrective action, the issue can be resolved at their level. If not, the Region QAC should be contacted for clarification. If discrepancies on correct procedures still exist, the issue will be brought to the ODOT Quality Assurance Engineer (QAE) for resolution. Step 2: Once the problem is resolved, the individual who discovered the problem will send a short memo to the QAE describing the issue and the resolution. The QAE will maintain a file of these incidents. If only one report is received for a specific technician, nor further action would be taken. Step 3: If a second significant incident is reported within a one year period for a specific technician, the QAE will discuss the issues with the technician and their employer and establish a corrective action plan to help the technician avoid further complaints. The QAE will also send out notice to all ODOT Quality Assurance staff of the issue. This notification is intended to help put ODOT staff on notice of particular problems being encountered. Step 4: If a third instance of neglect is reported within one year from the previous instance, the specific technician and his/her employer must meet with representatives from the Certification Advisory Committee (CAC) to discuss the issues. The technician will be responsible for providing a plan of how they will correct their deficiencies and assure no further instances will occur. The CAC may gather further information to substantiate the claims. The CAC will review the information and could impose up to a 30 day suspension of the certification in question. Step 5: If, after any suspension is lifted, another problem is reported (within one year from the last instance) and verified, the CAC will suspend the technician’s certification for 180 days. In addition, the CAC could require the technician to attend additional training and retake the particular certification exam before reinstatement as a certified technician. Step 6: Any further incidents of neglect could result in permanent revocation of one or more certifications It should be noted that because of the potential for repeated offences of neglect, the CAC could at any point in the process make a determination that the successive instances no longer fit as neglect, but because of the repeated nature of an offense, may become an instance of abuse. If this occurs, the issue would be dealt with through the complaint process for abuse. 33 34 APPENDIX G Contractor Quality Control Plan This plan is intended to provide a description of the personnel involved in the testing activities and identify the system or process for material Quality Control. The Quality Control Plan must contain at a minimum the following information. • Include: Project Name, Contract Number and date of anticipated use and author of submitted plan. • Provide office telephone, cellular phone & fax numbers for contractor’s superintendent & quality control manager. • Describe personnel & methods to deliver accurate, legible & complete test results to designated agency representative, within required time limits. • Designate who will provide required QL analysis. • Describe location and methods for backup sample storage. • Provide random numbers and include examples of your method for applying, to provide representative samples. • Provide identification and certification numbers for all equipment, laboratories, & technicians used to perform testing on and offsite for the project. • Provide current Scale License and Certification for all weighting devices used on the project. Identify the location of the scales and type of scale i.e. platform, silo etc • For every material that has tolerances or limits for tests listed in the Manual of Field Test Procedures, provide: o o o o • Bid item & Specification Section number(s) for product to be used. Source and supplier of material Proposed production rate, methods & source of testing Anticipated earliest date of use For each material supplier & subcontractor, provide: o Company name, address, & physical location. o Quality control contact name and telephone #. o Location, type, & quantity of materials to be used. 35 ODOT Quality Assurance Program SAMPLE AND TEST REPORT FORMS This Section includes a sample of each of the ODOT forms used for submitting samples and reporting test results. The forms can accommodate two different formats, Metric and English. At the top of the form is an area that allows the user to switch between the different units. Examples of completed reports in both formats are also included. If a certified technician elects to use forms other then ODOT, then the modified form must contain the same information and be presented in a similar format to the existing ODOT form. The technician must obtain the approval of the Project Manager prior to using different forms. When submitting material for testing to the Salem Materials Laboratory, the appropriate ODOT form must be utilized. These forms are available electronically. They may be downloaded from our webpage in FTP format. The URL address is: http://www.oregon.gov/ODOT/HWY/CONSTRUCTION/ConstForms1.shtml Submittals of form 734-4000, 734-4000C or 734-4000 NFTM requires a unique data sheet number that is referenced to a submitted sample in chronological order. The data sheet number is a unique value assigned by the submitting party. Example: F-40123-001, the F is generic on all form 4000’s, the next set of numbers, in this example, is the technician’s certification number and the last series of values indicates the sequential order of submitted samples, 001, 002, 003, etc. If a technician certification number is not available contact the Salem Materials Laboratory at (503-986-6626) and a unique number will be assigned to the user. This eliminates duplicate data sheet numbers, maintains the integrity of the data base and provides for efficient retrieval of information. The Contractor shall submit copies of the test results to the specified ODOT personnel within the timeframes set forth in the QA program and the project contract. Either the copy of the results or a facsimile of the results will be accepted. The Contractor shall retain the original results for at least three years after ODOT formally accepts the project. 2 October 2006 ODOT Quality Assurance Program Oregon Department of Transportation Field Tested Materials Forms and Examples ODOT Form Number N/A 734-1792 734-1793 A 734-1793 S 734-1793 B 734-1972 734-2043 734-2050 734-2050 GV 734-2050 GVS 734-2050 TSR 734-2084 734-2091 734-2277 734-2327 734-2327 CB 734-2327 IC 734-2401 734-3468 734-3468 FC 734-3573 WS 734-4000 734-4000 C 734-4000 NFTM 734-4040 Description Description of Worksheets & Calculation Explanations Field Worksheet for Aggregate Nuclear Compaction Report For HMAC Nuclear Compaction Report For Soil Nuclear Compaction Report For Base Aggregate Random Sample Locations by Station Random Units Table Daily Asphalt Cement Report Specific Gravity and Maximum Density of HMAC Voids Worksheet Gyratory – Multiple Voids Worksheet Gyratory – Single Tensile Stripping Strength (TSR) Worksheet Control Strip Method of Compaction Testing Cement Treated Base Relative Maximum Density Field Worksheet for HMAC (Plant Report) Nuclear-- Core Correlation Worksheet Calibration Batch Form HMAC Incinerator Oven Calibration Worksheet Daily Asphalt Plant Production Maximum Density of Construction Materials Family of Curves Concrete Yield and WIC Ratio Worksheet Sample Data Sheet Sample Data Sheet for Concrete Cylinders Sample Data Sheet for Non-Field Tested Materials QC/QA Testing Investigation These forms may be photocopied for your use. They are also available in Microsoft Excel file format on the Construction Section webpage at the following address: http://www.oregon.gov/ODOT/HWY/CONSTRUCTION/ConstForms1.shtml To copy or move sheets within or between workbooks use the following procedure: • Save desired forms from the address above and open all files intended for the workbook. • Right click the work sheet tab to be moved or copied. • From the pop-up window, left click “Move or Copy…” • From the pop-up window, left click drop down button from the “To Book:” box. • Select desired workbook or (new book). • Select location in workbook to copy or move sheet in the “Before sheet” box. • To keep a copy in the original book and move select “Create copy”, otherwise leave blank. • Click OK. 2 October 2006 Description of Worksheet & Calculation Explanations General Instructions All forms, with the exception of the 2327 IC, 2401, 4000, and the 4000 NFT forms, have an English (E) or Metric (M) toggle box in the upper right corner of the form. The default setting when left blank will show dual units on each form. For field use the forms may be printed in dual units by leaving the box blank, entering (E) for English units, or entering (M) Metric units. Computer generated forms must have either an (E) or (M) entered in the box. The forms will then convert to English or Metric and calculate accordingly. 1792 FIELD WORKSHEET FOR AGGREGATES Enter either (E) for English or (M) for Metric. Enter sieve weights from the PAN cell up for washed gradations and from the top down for dry gradations. This will allow .075mm (#200) specifications to be taken to one decimal place. For dry gradations enter the dry mass and pan in the after wash dry mass and pan cell for the sieve loss to calculate. Enter the specification for either Method 1 (Combined) or Method 2 (Individual) for Fracture to calculate. Manually enter Cumulative % Retained (100-% Passing) for Fineness Modulus to calculate. 1793 A NUCLEAR COMPACTION TEST REPORT FOR HMAC Enter either (E) for English or (M) for Metric. Enter correlation factor from Form 2327 in the core to nulear correlation box if applicable, otherwise leave blank. Form will calculate percent compaction for each test and the average of the five tests. 1793 B NUCLEAR COMPACTION TEST REPORT FOR BASE Enter either (E) for English or (M) for Metric. Enter shot data for wet densities and moistures. Form will average shots and compute dry density, percent moisture, and percent compaction for each individual test. 1793 S NUCLEAR COMPACTION TEST REPORT FOR SOIL Enter either (E) for English or (M) for Metric. This is not a calculating form. 1972 RANDOM SAMPLE LOCATIONS Enter either (E) for English or (M) for Metric. This is not a calculating form. 2043 DAILY ASPHALT CEMENT REPORT Enter either (E) for English or (M) for Metric. Some portions of this form are automatically calculated. Volumes in Tank and Temperature Corrections Factors need to be hand entered. The quantities will need to be carried forward to the next report in order to maintain a running total. 2050 SPECIFIC GRAVITY AND MAXIMUM DENSITY OF HMAC Enter either (E) for English or (M) for Metric. This form is designed for daily, first sample calculation of MAMD for compaction. The MAMD will not calculate but the MDT will self calculate. 2050 GV VOIDS WORKSHEET GYRATORY Enter either (E) for English or (M) for Metric. Enter Design Gsb and Asphalt Gb, test result P#200, test Pb, and Specimen Height for each test sample. Enter previous form results for running average calculation. 2050 GVS VOIDS WORKSHEET GYRATORY Enter either (E) for English or (M) for Metric. Enter design Gsb and Asphalt Gb, test P#200, and test Pb in center of form. Enter previous form results and current test results at bottom for running average calculation. 2050 TSR TENSILE STRIPPING STRENGTH Enter either (E) for English or (M) for Metric. In test condition cell enter Wet for saturated specimens and leave blank for dry specimens. 2084 CONTROL STRIP METHOD OF COMPACTION TESTING Enter either (E) for English or (M) for Metric. This is not a calculating form. 1 October 2006 Description of Worksheet & Calculation Explanations 2091 CEMENT TREATED BASE RELATIVE MAXIMUM DENSITY Enter either (E) for English or (M) for Metric. This is not a calculating form. 2277 FIELD WORKSHEET FOR HMAC (PLANT REPORT) Enter either (E) for English or (M) for Metric. Enter the exact term, EAC or HMAC in the heading cell. Enter Sieves from the pan up. When applying correction factors for aggregate gradation and/or asphalt (Cf) from Form 2327 IC, they should be entered as they appear on that form (e.g. + or –). Enter dry washed mass with pan tare for sieve loss calculation. The total asphalt (O) cell is the sub total multiplied by the asphalt meter correction cell, if needed. If the plant reads in Tons leave the asphalt meter correction blank. If Ultrapave is used, convert to dry Tons/Mg and enter those values for beginning and ending antistrip. 2327 NUCLEAR - CORE CORRELATION WORKSHEET Enter either (E) for English or (M) for Metric. This form calculates the information to the ratio used cells. Check the unwanted ratios and the form will automatically adjust the overall correlation. 2327 IC HMAC INCINERATOR OVEN CALIBRATION WORKSHEET If the blank and RAP are combined prior to washing, enter the combined weights in the center of the form for wet, dry, and after washed dry masses. If performed separately, use the RAP sample section in the upper right portion of the form and use the center portion for the Blank only. 2401 DAILY ASPHALT PLANT PRODUCTION Enter the exact term EAC or HMAC in the material type cell. The asphalt deductions (k) box is only for material removed from the oil tank during production and not incorporated into the mix (material removed and used for other purposes). It is not to be used to deduct asphalt in mix waste based on the 2043 form. 3468 MAXIMUM DENSITY OF CONSTRUCTION MATERIALS Enter either (E) for English or (M) for Metric. This form has a Material Description box in the heading area to give a visual description (dark brown, gravely clay). The companion form will compute the coarse particle corrections based on the rules established under T 99/180 and T 224. For Base Aggregate, enter the stockpile AVE Pc for calculations of relative max dry density and combined optimum moisture content. 3468 FC FAMILY OF CURVES Enter either (E) for English or (M) for Metric. This is not a calculating form. 3573ws CONCRETE YIELD AND W/C RATIO WORKSHEET Enter either (E) for English or (M) for Metric. The pot calibration is a divisor number, not a multiplier. The number for ¼ cubic foot pots should resemble 0.2497 for English and 0.007070 for Metric. 4000 SAMPLE DATA SHEET In the Data Sheet Number cell the “F” number is the card number and one plus number of data sheets submitted prior to it. Also remember to include your Phone Number. 4000 C SAMPLE DATA SHEET FOR CONCRETE CYLINDERS This form does the same calculations the 3573wc form. The NET WEIGHT is the weight of the concrete only and does not include the weight of the pot. In the slots with the capitol letters “A through H” there should be a number to represent the number of days for the break. The “F” number is the card number and one plus number of data sheets submitted prior to it. Also remember to include your Phone Number. 4000NFTMSAMPLE DATA SHEET FOR NON-FIELD TESTED MATERIALS This form is for submittals of materials not field tested and include items like steel, bolts, washers etc. 4040 QA/QC TESTING INVESTIGATION This form is for data collection during the investigation phase outlined in the Quality Assurance Program under Appendix C. Remember submit copies of the report according to the distribution list. 2 October 2006 FIELD WORKSHEET FOR AGGREGATE English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER SOURCE NAME SOURCE NUMBER MATERIAL SIZE TEST NO. SIEVE SIZE DATE TIME SAMPLED AT SPECS. SIEVE ANALYSIS LIMITS MASS 1 MASS 2 PAN B = INITIAL DRY MASS: SIEVE SIZE MASS 3 AASHTO T27/11 MASS 4 FM TOTAL MASS % RET CUMULATIVE % RETAINED % PASS D =MASS AFTER SIEVING: FRACTURE % METHOD 2 TP-61 SPECS. LIMITS TO BE USED IN FRAC MASS (F) QUESTIONABLE MASS (Q) NON FRAC MASS (N) INDIVIDUAL FRAC % SE T 176 ELONGATED PIECES TEST ELONG MASS MASS 1 3 2 Sample Clay Sand S.E. AVG. PAN TARE SPEC WET MASS & PAN DRY MASS & PAN AFTER WASH DRY MASS & PAN C = AFTER WASH DRY MASS & PAN DRY B = DRY MASS & PAN - PAN RESULT A = WET MASS & PAN - PAN Fracture % Method 1 TP- 61 Wood Waste TM225 CleannessValue TM 227 Flat & Elongated TM 229 Fineness Modulus T 27/T11 MOISTURE %={(A-B) / B} X 100 SIEVE LOSS %={(C-D) / C} X 100 SPEC Round WET Square WAQTC AASHTO Rectangle T-27/T11 Size R E M A R K S (№10 / 1/4”) or (2.00 / 6.3) x 100 QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-1792 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE DATE FIELD WORKSHEET FOR AGGREGATE E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER Sean Parker ODOT Forms SOURCE NAME 1 SIEVE SIZE 1" 3/4" 1/2" 3/8" 1/4" #4 #6 #10 DATE TIME 10/18/2006 10-123-3 Final Belt SIEVE ANALYSIS MASS 2 0.0 88.3 446.3 223.8 311.8 252.7 298.8 287.4 0.0 170.2 381.5 247.7 347.7 193.6 165.1 222.1 PAN 864.8 B = INITIAL DRY MASS: 857.5 5361.1 SIZE 1" 3/4" 1/2" 3/8" 1/4" LIMITS MASS 3 QUESTIONABLE MASS (Q) NON FRAC MASS (N) 0.0 248.1 765.7 436.9 659.5 0.0 0.0 0.0 0.0 0.0 0.0 10.4 62.1 34.6 0.0 95% 70-100 MOISTURE %={(A-B) / B} X 100 5.0% 0.0% 54% 0.3 Max 40-60 SIEVE LOSS %={(C-D) / C} X 100 (№10 / 1/4”) x 100 QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1792 (10-2006) INDIVIDUAL FRAC % X Round FM TOTAL MASS % RET % PASS 0.0 258.5 827.8 471.5 659.5 446.3 463.9 509.5 0.0 0.0 0.0 1722.3 5359.3 0.0 4.8 15.4 8.8 12.3 8.3 8.7 9.5 0.0 0.0 0.0 32.1 100 95 80 71 59 50 42 32 32 32 32.2 ELONGATED PIECES TEST ELONG MASS MASS X DRY SPEC Fracture % Method 1 TP- 61 Wood Waste TM225 CleannessValue TM 227 Flat & Elongated TM 229 Fineness Modulus T 27/T11 X MASS 4 D =MASS AFTER SIEVING: FRAC MASS (F) C = DRY MASS AND PAN AFTER WASH - PAN A = WET MASS & PAN - PAN RESULT Base Aggregate AASHTO T27/11 FRACTURE % METHOD 2 TP-61 SPECS. 3/4" TO BE USED IN 9:30am SPECS. LIMITS 100 90-100 --55-75 40-60 ------- MATERIAL SIZE SAMPLED AT MASS 1 SIEVE 123 SOURCE NUMBER Good Rock Bar TEST NO. BID ITEM NUMBER SE T 176 3 Samp 6.4 Clay 3.3 Sand 52 S.E. SPEC 30 2516.3 8145.4 WET MASS & PAN 7877.4 DRY MASS & PAN 7877.4 AFTER WASH DRY MASS & PAN 1 2 6.9 6.7 3.4 3.4 50 51 AVG. 51 PAN TARE WET Square CUMULATIVE % RETAINED WAQTC AASHTO Rectangle T-27/T11 12 inch Size R E M A R K S INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 FIELD WORKSHEET FOR AGGREGATE E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER Sean Parker ODOT Forms SOURCE NAME 1 SIEVE SIZE DATE TIME 10/18/2006 SIZE MASS 1 Stockpile MASS 2 1041.8 MASS 3 QUESTIONABLE MASS (Q) PCC Sand AASHTO T27/11 MASS 4 D =MASS AFTER SIEVING: FRACTURE % METHOD 2 TP-61 FRAC MASS (F) #4-0 TO BE USED IN SIEVE ANALYSIS SPECS. LIMITS 10-123-3 9:30am SPECS. LIMITS MATERIAL SIZE SAMPLED AT 3/8" 100 0.0 #4 90-100 1.3 #8 70-100 133.7 #16 50-85 192.4 25-60 281.9 #30 #50 5-30 260.9 0-10 104.4 #100 0-4.0 38.9 #200 PAN 3.5 B = INITIAL DRY MASS: SIEVE 123 SOURCE NUMBER Good Rock Bar TEST NO. BID ITEM NUMBER NON FRAC MASS (N) INDIVIDUAL FRAC % FM TOTAL MASS % RET % PASS 0.0 0.0 0.0 0.0 1.3 133.7 192.4 281.9 260.9 104.4 38.9 3.5 1017.0 0.0 0.0 0.0 0.0 0.1 12.8 18.5 27.1 25.0 10.0 3.7 0.3 100 100 100 100 100 87 69 42 17 7 2.8 ELONGATED PIECES TEST ELONG MASS MASS CUMULATIVE % RETAINED 0 0 13 31 58 83 93 SE T 176 1 2 4.5 4.6 3.5 3.6 78 79 AVG. 79 PAN TARE 3 Samp Clay Sand S.E. SPEC 68 1303.4 2418 WET MASS & PAN 2345.2 DRY MASS & PAN 2320.4 AFTER WASH DRY MASS & PAN C = DRY MASS AND PAN AFTER WASH - PAN A = WET MASS & PAN - PAN RESULT Fracture % Method 1 TP- 61 Wood Waste TM225 CleannessValue TM 227 Flat & Elongated TM 229 Fineness Modulus T 27/T11 MOISTURE %={(A-B) / B} X 100 SIEVE LOSS %={(C-D) / C} X 100 2.78 7.0% 0.0% DRY SPEC 2.60-3.00 0.3 Max X Round X WET Square WAQTC AASHTO Rectangle T-27/T11 12 inch Size R E M A R K S (№10 / 1/4”) x 100 X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1792 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 FIELD WORKSHEET FOR AGGREGATE M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER Sean Parker ODOT Forms SOURCE NAME 1 SIEVE SIZE DATE TIME 10/18/2006 SIZE Two 19.0 12.5 One 4.75 10-123-3 Stockpile SIEVE ANALYSIS MASS 1 LIMITS Faces 75-100 75-100 Face 75-100 MASS 2 2312.5 MASS 3 MASS 4 QUESTIONABLE MASS (Q) NON FRAC MASS (N) 0.0 200.7 0.0 0.0 0.0 17.5 0.0 C = DRY MASS AND PAN AFTER WASH - PAN A = WET MASS & PAN - PAN RESULT Fracture % Method 1 TP- 61 Wood Waste TM225 CleannessValue TM 227 Flat & Elongated TM 229 Fineness Modulus T 27/T11 MOISTURE %={(A-B) / B} X 100 SIEVE LOSS %={(C-D) / C} X 100 41.2 INDIVIDUAL FRAC % 92% % RET % PASS 0.0 0.0 0.0 0.0 218.2 1059.0 951.7 45.3 5.3 1.3 3.7 4.6 2289.1 0.0 0.0 0.0 0.0 9.4 45.8 41.2 2.0 0.2 0.1 0.2 0.2 100 100 100 100 91 45 4 2 1 1 1.1 0.0 218.2 1059.0 951.7 45.3 0.00% 0-0.10% 2.4% 0-10.0% 2.2% 0.1% 0.3 Max Round 1 2 3 Samp Clay Sand 21.3 31.1 2.4 98% X CUMULATIVE % RETAINED SE T 176 ELONGATED PIECES TEST ELONG MASS MASS DRY SPEC FM TOTAL MASS D =MASS AFTER SIEVING: FRAC MASS (F) 2014.8 HMAC AASHTO T27/11 FRACTURE % METHOD 2 TP-61 SPECS. 12.5-4.75 TO BE USED IN 9:30am SPECS. LIMITS MATERIAL SIZE SAMPLED AT 0.0 3/4 99-100 12.5 218.2 90-100 9.5 1059.0 40-56 6.3 951.7 --45.3 4.75 0-12 5.3 2.36 0-7 0-5 1.3 .600 0.2-2.2 3.7 .075 PAN 4.6 B = INITIAL DRY MASS: SIEVE 123 SOURCE NUMBER Good Rock Bar TEST NO. BID ITEM NUMBER S.E. SPEC 68 1284.6 3648.5 WET MASS & PAN 3597.1 DRY MASS & PAN 3575.9 AFTER WASH DRY MASS & PAN AVG. PAN TARE X WET Square WAQTC AASHTO Rectangle T-27/T11 300mm Size R E M A R K S (2.00 / 6.3) x 100 X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1792 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 FIELD WORKSHEET FOR AGGREGATE M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER Sean Parker ODOT Forms SOURCE NAME 1 SIEVE SIZE DATE TIME 10/18/2006 SIZE MASS 1 Stockpile MASS 2 0.0 27.6 927.2 792.9 1040.7 58.0 18.9 6.9 8.0 8.3 3.5 5555.1 MASS 3 QUESTIONABLE MASS (Q) PCC Coarse AASHTO T27/11 MASS 4 D =MASS AFTER SIEVING: FRACTURE % METHOD 2 TP-61 FRAC MASS (F) 19.0-4.75 TO BE USED IN SIEVE ANALYSIS SPECS. LIMITS 10-123-3 9:30am SPECS. LIMITS MATERIAL SIZE SAMPLED AT 0.0 25.0 100 10.5 19.0 90-100 12.5 --747.1 9.5 20-55 751.3 6.3 --990.4 4.75 0-10 91.7 --22.1 3.35 2.36 0-5 5.4 --3.3 .600 0-1.0 2.3 .075 PAN 1.7 B = INITIAL DRY MASS: SIEVE 123 SOURCE NUMBER Good Rock Bar TEST NO. BID ITEM NUMBER NON FRAC MASS (N) INDIVIDUAL FRAC % FM TOTAL MASS % RET % PASS 0.0 0.0 38.1 1674.3 1544.2 2031.1 149.7 41.0 12.3 11.3 10.6 5.2 5517.8 0.0 0.0 0.7 30.1 27.8 36.6 2.7 0.7 0.2 0.2 0.2 0.1 100 100 99 69 41 5 2 1 1 1 0.8 CUMULATIVE % RETAINED SE T 176 ELONGATED PIECES TEST ELONG MASS MASS 1 2 3 Samp Clay Sand S.E. SPEC 68 1329.3 7060.6 WET MASS & PAN 6884.4 DRY MASS & PAN 6848.2 AFTER WASH DRY MASS & PAN AVG. PAN TARE C = DRY MASS AND PAN AFTER WASH - PAN A = WET MASS & PAN - PAN RESULT Fracture % Method 1 TP- 61 Wood Waste TM225 CleannessValue TM 227 Flat & Elongated TM 229 Fineness Modulus T 27/T11 MOISTURE %={(A-B) / B} X 100 SIEVE LOSS %={(C-D) / C} X 100 DRY SPEC 0.01% 0.05% 3.2% 0.0% 0.3 Max X Round X WET Square WAQTC AASHTO Rectangle T-27/T11 300mm Size R Wood Waste = 0.8 grams E M A R K S (2.00 / 6.3) x 100 X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1792 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 NUCLEAR COMPACTION TEST REPORT FOR HMAC English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER ODOT MIX DESIGN NO. JMF PLACEMENT TEMP MEASURED PLACEMENT TEMP LIFT THICKNESS PANEL WIDTH PROJECT MANAGER BID ITEM NUMBER TYPE GAUGE-SERIAL NUMBER MIX NOMINAL MAX SIZE CONTROL STRIP NO. LOT-SUBLOT LIFT DATE CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN TS - TANDEM STEEL 3WS - THREE WHEEL STEEL INTERMEDIATE SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY FINISH TEST NUMBER DATE OF TEST TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE FEET or METERS DIST BELOW LIFT LIFT GRADE THICKNESS DENSITY Max difference 2.5 lb/ft³ or 40 kg/m³ AVERAGE DENSITY (LINE 1 + LINE 2) / 2 CORE TO NUCLEAR LINE 3 X CORRELATION MAMD TARGET DENSITY % COMPACTION FOR INDIVIDUAL TESTS (LINE 3 OR 4 / LINE 5) X 100 SUBLOT OR SECTION LINE 6 AVERAGE FROM STATION FROM OFFSET REMARKS QUALITY CONTROL 1 2 3 4 5 6 % REQUIRED REPRESENTS MATERIAL INCORPORATED TO STATION TO OFFSET VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-1793_A (10-2006) COMPANY NAME SIGNATURE DATE E NUCLEAR COMPACTION TEST REPORT FOR HMAC English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example PROJECT MANAGER C0NTRACTOR OR SUPPLIER ODOT Forms ODOT MIX DESIGN NO. JMF PLACEMENT TEMP 06-MD0001 LIFT THICKNESS TYPE GAUGE-SERIAL NUMBER 2 inch °F 290 123 Sean Parker °F 288-297 MEASURED PLACEMENT TEMP BID ITEM NUMBER MIX NOMINAL MAX SIZE Humboldt 5001c #1234 PANEL WIDTH CONTROL STRIP NO. 13 ft 1 LOT-SUBLOT L3 1/2" D DATE LIFT 1-1 1st 10/18/2006 CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN Cat PF - 300B - 25ton - P INTERMEDIATE IR DD130 - 14ton - DDV FINISH Dynapac CC412 - 10ton - DDV TS - TANDEM STEEL 3WS - THREE WHEEL STEEL SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY TEST NUMBER 1-1-1 1-1-2 1-1-3 1-1-4 1-1-5 DATE OF TEST 10/18/2006 10/18/2006 10/18/2006 10/18/2006 10/18/2006 24+98 25+32 64+99 67+21 67+50 6.5' Rt 7.6' Rt 10.0' Rt 2.1' Rt 4.1' Rt 1 2 1st - 2" - 2" 148.7 150 1st - 2" - 2" 152.6 154.6 1st - 2" - 2" 154.2 154.8 1st - 2" - 2" 151.2 151.4 1st - 2" - 2" 154.3 152.3 3 149.4 153.6 154.5 151.3 153.3 5 162.6 162.6 162.6 162.6 162.6 6 91.9% 94.5% 95.0% 93.1% 94.3% TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE FEET DIST BELOW LIFT GRADE LIFT THICKNESS DENSITY lb/ft³ Max difference 2.5 lb/ft³ AVERAGE DENSITY (LINE 1 + LINE 2) / 2 CORE TO NUCLEAR CORRELATION X MAMD TARGET DENSITY LINE 3 X 4 lb/ft³ % COMPACTION FOR INDIVIDUAL TESTS (LINE 3 OR 4 / LINE 5) X 100 SUBLOT OR SECTION LINE 6 AVERAGE FROM STATION FROM OFFSET REMARKS X QUALITY CONTROL % 91.0 93.8% REPRESENTS MATERIAL INCORPORATED 15+00 TO STATION 72+00 centerline TO OFFSET 13' Rt REQUIRED VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1793_A (10-2006) COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 M NUCLEAR COMPACTION TEST REPORT FOR HMAC English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example PROJECT MANAGER C0NTRACTOR OR SUPPLIER ODOT Forms ODOT MIX DESIGN NO. JMF PLACEMENT TEMP 06-MD0001 LIFT THICKNESS TYPE GAUGE-SERIAL NUMBER 50mm °C 143 123 Sean Parker °C 144-148 MEASURED PLACEMENT TEMP BID ITEM NUMBER MIX NOMINAL MAX SIZE Humboldt 5001c #1234 PANEL WIDTH CONTROL STRIP NO. 5.5m 1 LOT-SUBLOT L3 19.0mm D DATE LIFT 1-1 1st 10/18/2006 CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN Cat PF - 300B - 25ton - P INTERMEDIATE IR DD130 - 14ton - DDV FINISH Dynapac CC412 - 10ton - DDV TS - TANDEM STEEL 3WS - THREE WHEEL STEEL SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY TEST NUMBER 1-1-1 1-1-2 1-1-3 1-1-4 1-1-5 DATE OF TEST 10/18/2006 10/18/2006 10/18/2006 10/18/2006 10/18/2006 9+354 9+322 9+648 9+065 9+329 1.3m Rt 0.4m Rt 1.6m Rt 1.0m Rt 0.9m Rt TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE METERS DIST BELOW LIFT GRADE LIFT THICKNESS DENSITY kg/m³ Max difference 40 kg/m³ AVERAGE DENSITY (LINE 1 + LINE 2) / 2 CORE TO NUCLEAR CORRELATION X MAMD TARGET DENSITY 1 2 FROM STATION FROM OFFSET REMARKS X QUALITY CONTROL 3 2328 2321 2337 2331 2336 4 2365 2358 2374 2368 2373 5 2578 2578 2578 2578 2578 6 91.7% 91.5% 92.1% 91.9% 92.0% LINE 3 X 1.0159 kg/m³ % COMPACTION FOR INDIVIDUAL TESTS (LINE 3 OR 4 / LINE 5) X 100 SUBLOT OR SECTION LINE 6 AVERAGE 1st - 100 - 50 1st - 100 - 50 1st - 100 - 50 1st - 100 - 50 1st - 100 - 50 2320 2340 2326 2337 2325 2334 2336 2335 2331 2322 % 91.8% 91.0 REPRESENTS MATERIAL INCORPORATED 8+950 TO STATION 10+480 centerline TO OFFSET 5.5m Rt REQUIRED VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1793_A (10-2006) COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 NUCLEAR COMPACTION TEST REPORT English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER CODES FOR ROLLER TYPES SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY BID ITEM NUMBER ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC SF- SHEEP FOOT GR - GRID ROLLER REPRESENTS MATERIAL / AREA INCORPORATED From Station Off Set Off Set To Station Check Appropriate Distance Below Grade Distance Below Grade Material did not deflect under loaded equipment Material deflected under loaded equipment TEST NUMBER DATE OF TEST TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE DIST BELOW GRADE LIFT AASHTO T 310 SOURCE DEPTH LIFT THICKNESS Wet Density Moisture Dry Density Shot 1 Shot 2 Average Percent Moisture WD - M WD (shots within 2 lb/ft³ or 32 kg/m³) №4 or 4.75 ¾ or 19.0 AASHTO T 99 A D MASS OF MOLD AND MATERIALS MASS OF MOLD % Coarse COARSE FINE % Coarse WET DENSITY SPEEDY MOISTURE % (A) WET (B) DRY (C) (B) 100 - (B) (C)= X100 DRY DENSITY AASHTO T 224 5.6% %M FINE SPEEDY MOISTURE % ( C ) = unaltered one-point Moist. For In-Place Combined Moist. DD COARSE MASS OF WET MATERIAL (M) 4 inch MOLD (WD) = (M) x 0.06614 101.6mm MOLD (WD = (M) x 1.060 6 inch MOLD (WD) = (M) x 0.02939 152.4mm MOLD (WD = (M) x 0.471 M (M / DD) X 100 CURVE NO. Df AASHTO T 255 / T 265 MOISTURE % WET(a) DRY(b) % M (C) (a) - (b) (b) OPTIMUM MOISTURE X100 (D)= (A) (C)+100 (Gsb x 62.4) or (Gsb x 1000) k MCf DRY DENSITY (D) DRY DENSITY T 255 / T 265 MOISTURE % (C)= 15% 2% X100 MCc Pf = 100 - Pc COMBINED IN-PLACE MOISTURE CORRECTED DRY DENSITY W = ( (C)Pf + MC cPc ) / 100 + Within 1 % of T 310 % Moisture? DD W= If not Correct T 310 DD DD = WD / (1+(W/100)) /100 COMBINED OPTIMUM MOISTURE ( MC T = ( MCfPf + MC cPc ) / 100 + /100 MCT ) MCT= Based on Curve Info. RELATIVE Dd 100 100 Dd = Pf Pc = + MAXIMUM DRY + Df DENSITY k Check appropriate based on spec. Moisture is within specification WD = 1+(W/100) / PERCENT COMPACTION Original or Corrected ( DD / Dd) x 100 Percent PERCENT Required OBTAINED Moisture is not within specification REMARKS QUALITY CONTROL 734-1793_S (10-2006) TYPE GAUGE-SERIAL NUMBER: VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME SIGNATURE DATE E NUCLEAR COMPACTION TEST REPORT English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER ODOT Forms 123 Sean Parker CODES FOR ROLLER TYPES SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC SF- SHEEP FOOT GR - GRID ROLLER Tampo - 10 ton - Sheepsfoot REPRESENTS MATERIAL / AREA INCORPORATED From Station "LN" 5+52 To Station Check Appropriate Off Set Off Set 20' Rt 20' Lt "LN" 9+24 Material deflected under loaded equipment Distance Below Grade 2.5' Distance Below Grade 1.5' Material did not deflect under loaded equipment X TEST NUMBER DATE OF TEST TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE DIST BELOW GRADE LIFT 5th AASHTO T 310 (FEET) 1.5' Wet Density Shot 1 Shot 2 Average №4 ¾ A D MASS OF MOLD AND MATERIALS MASS OF MOLD MASS OF WET MATERIAL (M) 10642.2 5718.1 4924.1 4 inch MOLD (WD) = (M) x 0.06614 6 inch MOLD (WD) = (M) x 0.02939 Moisture lb/ft³ COARSE Dry Density 14.2 13.6 13.9 DD 5390 1940 COARSE SPEEDY MOISTURE % T 255 / T 265 MOISTURE % DRY DENSITY AASHTO T 224 CURVE NO. Pf = 100 - Pc 1 COMBINED IN-PLACE MOISTURE Df 13.6 W = ( (C)Pf + MC cPc ) / 100 1139 Within 1 % of T 310 % Moisture? 39 + COMBINED OPTIMUM MOISTURE ( MC T = ( MCfPf + MC cPc ) / 100 39 1156 + /100 MCT ) MCT= 12.0 Based on Curve Info. RELATIVE Dd 100 100 Dd = Pf 15 Pc = + 132.9 MAXIMUM DRY 85 + Df k 128.3 DENSITY lb/ft³ 166.9 Check appropriate based on spec. Moisture is within specification X 13.4 127.6 lb/ft³ (A) (C)+100 (D)= k MCf DRY DENSITY lb/ft³ (D) DRY DENSITY X100 X100 MCc (Gsb x 62.4) 166.9 2.6 CORRECTED DRY DENSITY DD = WD / (1+(W/100)) /100 11.8 W= If not Correct T 310 DD OPTIMUM MOISTURE 128.3 % Coarse 3250.3 (a) - (b) (b) 10.7 42 15 % Coarse AASHTO T 255 / T 265 MOISTURE % WET(a) DRY(b) % M (C) 3685.8 (C)= (M / DD) X 100 129.6 %M FINE X100 8 inch Percent Moisture 7565 11015 144.7 (B) 100 - (B) lb/ft³ WD - M FINE WET DENSITY SPEEDY MOISTURE % lb/ft³ (A) WET (B) DRY (C) (C)= ( C ) = unaltered one-point Moist. For In-Place Combined Moist. LIFT THICKNESS lb/ft³ 142.9 144 143.5 M WD (shots within 2 lb/ft³) AASHTO T 99 1 10/18/2006 "LN" 7+15 6' Rt SOURCE DEPTH 8 inch DD 128.4 = WD 143.5 1+(W/100) / 1.118 PERCENT COMPACTION Original or Corrected ( DD / Dd) x 100 PERCENT Percent 95 OBTAINED 97 Required Moisture is not within specification REMARKS X QUALITY CONTROL Scott Aker #43048 734-1793_S (10-2006) TYPE GAUGE-SERIAL NUMBER: VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Humboldt 5001c #1234 SIGNATURE ODOT DATE 10/18/2006 M NUCLEAR COMPACTION TEST REPORT English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER ODOT Forms 123 Sean Parker CODES FOR ROLLER TYPES SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC SF- SHEEP FOOT GR - GRID ROLLER Tampo - 10 ton - Sheepsfoot REPRESENTS MATERIAL / AREA INCORPORATED From Station "LN" 10+152 To Station Check Appropriate Off Set Off Set 10m Rt 10m Lt "LN" 13+224 Material deflected under loaded equipment Distance Below Grade 3.0m Distance Below Grade 2.8m Material did not deflect under loaded equipment X TEST NUMBER DATE OF TEST TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE DIST BELOW GRADE LIFT 3rd AASHTO T 310 (METERS) 2.8m LIFT THICKNESS Wet Density kg/m³ Shot 1 Shot 2 Average 4.75 19.0 A D MASS OF MOLD AND MATERIALS MASS OF MOLD MASS OF WET MATERIAL (M) 10318.7 6082.4 4236.3 101.6mm MOLD (WD) = (M) x 1.060 152.4mm MOLD (WD) = (M) x 0.471 kg/m³ COARSE Dry Density 159 157 158 DD 5568 1842 COARSE SPEEDY MOISTURE % T 255 / T 265 MOISTURE % DRY DENSITY AASHTO T 224 CURVE NO. Pf = 100 - Pc family COMBINED IN-PLACE MOISTURE Df 15.5 W = ( (C)Pf + MC cPc ) / 100 1190 Within 1 % of T 310 % Moisture? 46.5 + COMBINED OPTIMUM MOISTURE ( MC T = ( MCfPf + MC cPc ) / 100 46.5 1317.5 + /100 MCT ) MCT= 13.6 Based on Curve Info. RELATIVE Dd 100 100 Dd = Pf 15 Pc = 85 + MAXIMUM DRY 1870 + Df DENSITY kg/m³ k 1780 2626 Check appropriate based on spec. Moisture is within specification X 14 1750 kg/m³ (A) (C)+100 (D)= k MCf DRY DENSITY kg/m³ (D) DRY DENSITY X100 X100 MCc (Gsb x 1000) 2626 3.1 CORRECTED DRY DENSITY DD = WD / (1+(W/100)) /100 12.4 W= If not Correct T 310 DD OPTIMUM MOISTURE 1780 % Coarse 542.1 (a) - (b) (b) 8.6 45 15 % Coarse AASHTO T 255 / T 265 MOISTURE % WET(a) DRY(b) % M (C) 618 (C)= (M / DD) X 100 1832 %M FINE X100 200mm Percent Moisture 6796 10522 1995 (B) 100 - (B) kg/m³ WD - M FINE WET DENSITY SPEEDY MOISTURE % kg/m³ (A) WET (B) DRY (C) (C)= ( C ) = unaltered one-point Moist. For In-Place Combined Moist. Moisture 1986 1993 1990 M WD (shots within 32 kg/m³) AASHTO T 99 1 10/18/2006 "LN" 12+115 3m Rt 200mm SOURCE DEPTH DD 1770 = WD 1990 1+(W/100) / 1.124 PERCENT COMPACTION Original or Corrected ( DD / Dd) x 100 PERCENT Percent 95 OBTAINED 95 Required Moisture is not within specification REMARKS X QUALITY CONTROL Scott Aker #43048 734-1793_S (10-2006) TYPE GAUGE-SERIAL NUMBER: VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Humboldt 5001c #1234 SIGNATURE ODOT DATE 10/18/2006 English (E) or Metric (M) NUCLEAR COMPACTION TEST REPORT FOR BASE AGGREGATE PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER CONTROL STRIP NO. PANEL WIDTH LIFT THICKNESS PROJECT MANAGER BID ITEM NUMBER TYPE GAUGE-SERIAL NUMBER MIX NOMINAL SIZE ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) TEST NUMBER DATE OF TEST TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE (FEET OR METERS) SOURCE POSITION DIST BELOW GRADE LIFT WET DENSITY MAX DIFFERENCE 2 lb/ft³ or 32 kg/m³ MOISTURE AVE. WET DENSITY AVE. MOISTURE DRY DENSITY(AD - AM) % MOISTURE (AM / DD) x 100 1D 2D 1M 2M AD AM DD %M Curve # - Source # RELATIVE MAXIMUM DRY DENSITY RD Combined Optimum Moisture % COMPACTION FOR INDIVIDUAL TESTS ( DD / RD ) X 100 Check Appropriate 100 % REQ Material deflected under loaded equipment REPRESENTS MATERIAL INCORPORATED Material did not deflect under loaded equipment FROM STATION TO STATION FROM OFFSET TO OFFSET REMARKS QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-1793_B (10-2006) COMPANY NAME SIGNATURE DATE wet average 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RE #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! M #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! RM #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! E M moist average E M 0 0 0 dry density E M 0 0 % moisture E 734-1793_B (10-2006) E NUCLEAR COMPACTION TEST REPORT FOR BASE AGGREGATE English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 BID ITEM NUMBER PROJECT MANAGER ODOT Forms CONTROL STRIP NO. Sean Parker PANEL WIDTH LIFT THICKNESS 13 ft 123 MIX NOMINAL SIZE TYPE GAUGE-SERIAL NUMBER 6 inch Humboldt 5001c #1234 3/4"-0 ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) Ingersoll rand - SDV - 10 ton TEST NUMBER 1-1-1 1-1-2 1-1-3 1-1-4 1-1-5 DATE OF TEST 10/18/2006 10/18/2006 10/18/2006 10/18/2006 10/18/2006 135+15 142+50 148+30 155+45 161+00 5' Rt 2' Rt 10' Rt 9' Rt 3' Rt 6 inch 6 inch 6 inch 6 inch 6 inch 1st 6" 145.6 145.3 7.9 7.7 145.5 7.8 137.7 5.7% #1 10-001-3 135.4 1st 6" 147 147.2 8.1 8.3 147.1 8.2 138.9 5.9% #1 10-001-3 135.4 1st 6" 146.5 146.5 7.4 7.3 146.5 7.4 139.1 5.3% #1 10-001-3 135.4 1st 6" 145.7 145.9 7.6 7.7 145.8 7.7 138.1 5.6% #1 10-001-3 135.4 7.3% 7.3% 7.3% 7.3% 102% 103% 103% 102% TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE (FEET) SOURCE POSITION DIST BELOW GRADE 1st 6" 144.4 1D MAX DIFFERENCE 2 lb/ft³ 143.8 2D 7.2 MOISTURE lb/ft³ 1M 7.1 2M 144.1 AVE. WET DENSITY lb/ft³ AD 7.2 AVE. MOISTURE lb/ft³ AM DRY DENSITY(AD - AM) lb/ft³ DD 136.9 5.3% % MOISTURE (AM / DD) x 100 %M Curve # - Source # #1 10-001-3 135.4 RELATIVE MAXIMUM DRY DENSITY RD Combined Optimum Moisture 7.3% LIFT WET DENSITY % COMPACTION FOR INDIVIDUAL TESTS ( DD / RD ) X 100 Check Appropriate FROM STATION lb/ft³ 100 % REQ 101% Material deflected under loaded equipment TO STATION FROM OFFSET TO OFFSET X Material did not deflect under loaded equipment 120+00 centerline 162+00 13' Rt REMARKS X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1793_B (10-2006) COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 M NUCLEAR COMPACTION TEST REPORT FOR BASE AGGREGATE English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 BID ITEM NUMBER PROJECT MANAGER ODOT Forms CONTROL STRIP NO. Sean Parker PANEL WIDTH LIFT THICKNESS Varies 123 MIX NOMINAL SIZE TYPE GAUGE-SERIAL NUMBER 150mm Humboldt 5001c #1234 19.0mm-0 ROLLER TYPE AND DESCRIPTION ( MANUFACTURE, WEIGHT, ETC) Ingersoll rand - SDV - 10 ton TEST NUMBER 1-1-1 1-1-2 1-1-3 1-1-4 1-1-5 DATE OF TEST 10/18/2006 10/18/2006 10/18/2006 10/18/2006 10/18/2006 0+065 0+087 0+130 0+156 0+172 1.5m Rt 2.3m Rt 2.1m Rt 3.0m Rt 1.9m Rt 150mm 150mm 150mm 150mm 150mm 1st top 2226 2234 189 192 2230 191 2039 9.4% #1 10-001-3 1994 1st top 2278 2284 171 170 2281 171 2110 8.1% #1 10-001-3 1994 1st top 2301 2296 184 189 2299 187 2112 8.9% #1 10-001-3 1994 1st top 2259 2269 179 175 2264 177 2087 8.5% #1 10-001-3 1994 9.7% 9.7% 9.7% 9.7% 102% 106% 106% 105% TEST LOCATION (STATION) DISTANCE LT. OR RT. OF CENTERLINE (METERS) SOURCE POSITION DIST BELOW GRADE 1st top 2207 1D MAX DIFFERENCE 32 kg/m³ 2211 2D 201 MOISTURE kg/m³ 1M 197 2M 2209 AVE. WET DENSITY kg/m³ AD 199 AVE. MOISTURE kg/m³ AM DRY DENSITY(AD - AM) kg/m³ DD 2010 9.9% % MOISTURE (AM / DD) x 100 %M Curve # - Source # #1 10-001-3 1994 RELATIVE MAXIMUM DRY DENSITY RD Combined Optimum Moisture 9.7% LIFT WET DENSITY % COMPACTION FOR INDIVIDUAL TESTS ( DD / RD ) X 100 Check Appropriate FROM STATION kg/m³ 100 % REQ 101% Material deflected under loaded equipment TO STATION FROM OFFSET TO OFFSET X Material did not deflect under loaded equipment 0+000 centerline 0+250 6.5m Rt REMARKS X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1793_B (10-2006) COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 RANDOM SAMPLE LOCATIONS English (E) or Metric (M) CONTRACT NUMBER PROJECT NAME (SECTION) C0NTRACTOR OR SUPPLIER (A) LOT SUBLOT TEST FIVE DIGIT RANDOM NUMBER THREE RANDOM DIGITS X .001 (B) Ton, Mg (C) TEST LOCATION (D) (E) TEST LOCATION BEGINNING STATION or or STATION OR Ton, Mg Ton, Mg (A X B) ± C WIDTH MATERIAL COVERS DISTANCE FROM DISTANCE COVERED TWO RANDOM DIGITS X .01 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-1972 (10-2006) BID ITEM NUMBER PROJECT MANAGER COMPANY NAME SIGNATURE RIGHT EDGE ((E - 2) X D) + 1 ((E - 0.6) X D) + 0.3 DATE E RANDOM SAMPLE LOCATIONS PROJECT NAME (SECTION) English (E) or Metric (M) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 ODOT Forms (A) LOT SUBLOT TEST FIVE DIGIT RANDOM NUMBER THREE RANDOM DIGITS X .001 1-1-1 2 3 4 5 1-2-1 2 3 4 5 1-3-1 2 3 4 5 .17550 .92128 .18160 .91610 .87782 .69103 .26825 .95215 .63932 .88997 .14741 .81213 .09007 .70847 .34421 0.175 0.921 0.181 0.916 0.877 0.691 0.268 0.952 0.639 0.889 0.147 0.812 0.090 0.708 0.344 Sean Parker Scott Aker #43048 123 (B) Ton (C) TEST LOCATION (D) (E) TEST LOCATION BEGINNING STATION or STATION OR Ton DISTANCE COVERED Ton (A X B) ± C TWO RANDOM DIGITS X .01 WIDTH MATERIAL COVERS DISTANCE FROM or 5700 15+00 5700 72+00 5750 129+00 24+98 67+50 25+32 67+21 64+99 118+32 92+47 134+27 115+14 130+42 145+65 183+89 142+38 177+91 156+98 0.50 0.28 0.60 0.10 0.82 0.03 0.25 0.15 0.32 0.97 0.41 0.13 0.07 0.47 0.21 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 6.5' 4.1' 7.6' 2.1' 10.0' 1.3' 2.8' 2.7' 4.5' 11.7' 6.3' 2.7' 1.9' 7.1' 3.7' 5750 186+50 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-1972 (10-2006) BID ITEM NUMBER PROJECT MANAGER COMPANY NAME SIGNATURE ODOT RIGHT EDGE ((E - 2) X D) + 1 DATE 10/18/2006 M RANDOM SAMPLE LOCATIONS PROJECT NAME (SECTION) English (E) or Metric (M) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 BID ITEM NUMBER PROJECT MANAGER ODOT Forms (A) Sean Parker (C) TEST LOCATION (D) (E) TEST LOCATION TWO RANDOM DIGITS X .01 WIDTH MATERIAL COVERS DISTANCE FROM LOT SUBLOT TEST FIVE DIGIT RANDOM NUMBER THREE RANDOM DIGITS X .001 BEGINNING STATION or or STATION OR Mg DISTANCE COVERED Mg (A X B) ± C 1-1 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 1-17 1-18 1-19 1-20 .16897 .16066 .85075 .92639 .35721 .40489 .44342 .48339 .78149 .53975 .47291 .34542 .07353 .70361 .33361 .12998 .29623 .94859 .68417 .11826 0.168 0.160 0.850 0.926 0.357 0.404 0.443 0.483 0.781 0.539 0.472 0.345 0.073 0.703 0.333 0.129 0.296 0.948 0.684 0.118 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 0 1500 3000 4500 6000 7500 9000 10500 12000 13500 15000 16500 18000 19500 21000 22500 24000 25500 27000 28500 252 1740 4275 5889 6536 8106 9665 11225 13172 14309 15708 17018 18110 20555 21500 22694 24444 26922 28026 28677 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-1972 (10-2006) 123 (B) Mg COMPANY NAME SIGNATURE ODOT RIGHT EDGE ((E - 0.6) X D) + 0.3 DATE 10/18/2006 Random Number Table Line/Col. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 16897 16066 85075 92639 35721 40489 44342 48339 78149 53975 47291 34542 07353 70361 33361 12998 29623 94859 68417 11826 85532 09588 99396 78462 98696 16881 03723 44878 30948 37005 59044 01656 55094 23513 05987 70452 53478 34902 33031 61660 73394 44833 35317 40318 65897 33390 86051 93908 91590 01557 22931 89146 72033 57302 49818 89605 85330 00436 40239 19104 34590 24010 98261 17937 86771 24693 25355 68957 85951 95213 48065 27474 91658 31144 06498 30360 22426 58248 81544 86207 35282 48692 05613 08012 37420 31785 23177 40943 83411 02004 34225 29022 47114 46929 07860 62862 46612 93214 91250 39892 86899 63867 77069 63775 62735 26421 24303 45626 07515 24813 85351 47320 21138 03889 01567 42333 41902 24840 07799 14082 93745 94954 79134 85550 02702 51400 63506 18971 52944 44649 01022 00857 16491 30771 05085 54591 47810 20089 16309 06219 69609 42322 73777 11666 23312 87022 66084 00272 11080 52858 15815 17781 39182 80353 23672 61386 37624 78652 22169 57626 59692 63102 18299 94376 97827 53915 67751 87089 94557 72457 68944 28031 89581 97373 36984 41234 49403 30082 63289 06383 92737 26026 60998 42811 68003 55567 42071 39147 88326 75885 18304 04941 17554 69499 17117 18825 11486 92129 63397 45515 81861 04287 56504 86249 04114 87214 24111 80789 65528 81529 45079 01144 87712 69494 90188 82164 42039 15613 73074 27707 96608 26895 23926 39601 21716 82040 20424 46566 75673 28132 45817 11525 51080 69258 15681 45751 52342 40470 20471 56494 56042 86077 59887 78549 33332 12332 56861 01510 43019 92369 35678 07348 42681 09155 05908 91765 09849 74835 08210 28910 40201 74604 72981 67255 52163 12097 87066 68990 50198 76374 31279 49260 55723 09742 81682 DAILY ASPHALT CEMENT REPORT English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR PROJECT MANAGER REPORT NUMBER SUPPLIER DATE ASPHALT INVENTORY METHOD PREVIOUS ENDING TANK STICK INVOICE NO. SMALL QUANTITY METHOD 1 LINE 8 FROM PREVIOUS REPORT DELIVERIES BEFORE BEGINNING TANK STICK Tons(Mg) INVOICE NO. Tons(Mg) INVOICE NO. Tons(Mg) ASPHALT TARGET % FROM JOB MIX FORMULA Tons(Mg) MIX THIS DATE C C 100 X ASPHALT CEMENT INCORPORATED = 10 BATCH MASS METHOD 2 TOTAL DELIVERIES BATCH TICKET NO. 0.00 DEDUCTIONS BEFORE BEGINNING INVENTORY EXPLAIN BELOW OR ON ATTACHMENT EXPLANATION ASPHALT CEMENT INCORPORATED 3 BEGINNING INVENTORY 11 ASPHALT CEMENT SUMMARY 1+2-3 ( ANY DIFFERENCES WITH LINE 5 OTHER THAN MINOR MEASURING DIFFERENCES, MUST BE RESOLVED) BEGINNING TANK STICK TANK TEMP TANK VOLUME IN TEMP. CORR. STICK TANK FACTOR NO. 4 X X B.I. NO. 0.00 SPECIFIC GRAVITY ASPHALT CEMENT IN MIX /239.9=Tons /1000=Mg PREVIOUS REPORT LINE 14 THIS LINE REPORT ASPHALT CEMENT IN MIXTURE TO DATE 1 2 3 5 BEGINNING TANK STICK TOTAL INVOICE NO. DELIVERIES AFTER BEGINNING INVENTORY Tons(Mg) INVOICE NO. Tons(Mg) 12 9, 10, OR 11 13 12 + 13 14 ASPHALT MIXTURE SUMMARY B.I. NO. INVOICE NO. Tons(Mg) CLASS HMAC PREVIOUS REPORT LINE 17 MATERIAL RECEIPT TOTAL FOR THIS DATE 6 TOTAL DELIVERIES DEDUCTIONS AFTER BEGINNING INVENTORY (TACK, WASTE, REJECT, SOLD TO OTHERS ETC.) EXPLAIN BELOW OR ON ATTACHMENT ENDING TANK STICK TANK TEMP NO. ASPHALT MIXTURE TO DATE 15+16 0.00 15 16 17 B.I. NO. CLASS 7 HMAC TANK STICK VOLUME IN TANK X TEMP. CORR. FACTOR X SPECIFIC GRAVITY 1 2 3 /239.9=Tons /1000=Mg PREVIOUS REPORT LINE 20 MATERIAL RECEIPT TOTAL FOR THIS DATE ASPHALT MIXTURE TO DATE 18+19 ENDING TANK STICK TOTAL ASPHALT CEMENT LINES 4 or 5 + 6 - 7 - 8 WASTE DEDUCTION CALCULATION 18 19 20 8 9 Remarks From Form 2401 e g TOTAL DRY MIX NOT ACCEPTED (e / 1+(g/100)) TD BY TANK % Pb HMAC Line "Z" Z WASTE ASPHALT for line 7 deductions (TDxZ)/100 7 TOTAL MIX NOT ACCEPTED DAILY AVERAGE MIX MOISTURE Line "e" Line "g" CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-2043 (10-2006) 0.00 0.00 COMPANY NAME SIGNATURE DATE DAILY ASPHALT CEMENT REPORT E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR PROJECT MANAGER ODOT Forms REPORT NUMBER 123 Sean Parker SUPPLIER DATE Confidential ASPHALT INVENTORY METHOD PREVIOUS ENDING TANK STICK INVOICE NO. SMALL QUANTITY METHOD 1 LINE 8 FROM PREVIOUS REPORT 10/18/2006 95.94 DELIVERIES BEFORE BEGINNING TANK STICK Tons INVOICE NO. Tons INVOICE NO. Tons ASPHALT TARGET % FROM JOB MIX FORMULA Tons MIX THIS DATE C C 100 X ASPHALT CEMENT INCORPORATED = 0 10 BATCH MASS METHOD TOTAL DELIVERIES 2 0.00 BATCH TICKET NO. 3 0.09 ASPHALT CEMENT INCORPORATED 4 95.85 DEDUCTIONS BEFORE BEGINNING INVENTORY EXPLAIN BELOW OR ON ATTACHMENT EXPLANATION BEGINNING INVENTORY ( ANY DIFFERENCES WITH LINE 5 OTHER THAN MINOR MEASURING DIFFERENCES, MUST BE RESOLVED) BEGINNING TANK STICK TANK TEMP TANK VOLUME IN TEMP. CORR. NO. TANK FACTOR STICK X 1 320 11 ASPHALT CEMENT SUMMARY 1+2-3 24699 27.5" X 0.9118 SPECIFIC GRAVITY 1.021 B.I. NO. ASPHALT CEMENT IN MIX /239.9=Tons 95.85 2 3 0.00 0.00 5 BEGINNING TANK STICK TOTAL INVOICE NO. V09586 V09587 V09588 DELIVERIES AFTER BEGINNING INVENTORY Tons INVOICE NO. Tons 24.95 23.51 23.66 (TACK, WASTE, REJECT, SOLD TO OTHERS ETC.) EXPLAIN BELOW OR ON ATTACHMENT 325 13 147.23 12 + 13 14 678.89 B.I. NO. INVOICE NO. Tons CLASS 124 HMAC PREVIOUS REPORT LINE 17 6 DEDUCTIONS AFTER BEGINNING INVENTORY 1 2 3 531.66 MATERIAL RECEIPT TOTAL FOR THIS DATE TOTAL DELIVERIES ENDING TANK STICK TANK TEMP NO. 12 9, 10, OR 11 ASPHALT MIXTURE SUMMARY 95.85 24.40 23.49 V09589 V09590 PREVIOUS REPORT LINE 14 THIS LINE REPORT ASPHALT CEMENT IN MIXTURE TO DATE 123 ASPHALT MIXTURE TO DATE 15+16 120.01 7 15 16 17 10006.45 2735.78 12742.23 B.I. NO. CLASS 0.27 HMAC TANK STICK 49.25" VOLUME IN TANK X TEMP. CORR. FACTOR 17648 X 0.9101 ENDING TANK STICK TOTAL ASPHALT CEMENT LINES 4 or 5 + 6 - 7 - 8 WASTE DEDUCTION CALCULATION SPECIFIC GRAVITY 1.021 8 9 /239.9=Tons 68.36 0.00 0.00 PREVIOUS REPORT LINE 20 MATERIAL RECEIPT TOTAL FOR THIS DATE ASPHALT MIXTURE TO DATE 18+19 18 19 20 68.36 147.23 EXPLANATION From Form 2401 e g TOTAL DRY MIX NOT ACCEPTED (e / 1+(g/100)) TD BY TANK % Pb HMAC Line "Z" Z WASTE ASPHALT for line 7 deductions (TDxZ)/100 7 TOTAL MIX NOT ACCEPTED DAILY AVERAGE MIX MOISTURE Line "e" Line "g" CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2043 (10-2006) 5.00 0.27 4.99 5.40 0.27 COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 DAILY ASPHALT CEMENT REPORT M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR PROJECT MANAGER ODOT Forms REPORT NUMBER 123 Sean Parker SUPPLIER DATE Confidential ASPHALT INVENTORY METHOD PREVIOUS ENDING TANK STICK INVOICE NO. SMALL QUANTITY METHOD 1 LINE 8 FROM PREVIOUS REPORT 10/18/2006 87.04 DELIVERIES BEFORE BEGINNING TANK STICK Mg INVOICE NO. Mg INVOICE NO. Mg ASPHALT TARGET % FROM JOB MIX FORMULA Mg MIX THIS DATE C C 100 X ASPHALT CEMENT INCORPORATED = 0 10 BATCH MASS METHOD 2 TOTAL DELIVERIES BATCH TICKET NO. 0.00 DEDUCTIONS BEFORE BEGINNING INVENTORY EXPLAIN BELOW OR ON ATTACHMENT EXPLANATION BEGINNING INVENTORY 4 X 160 11 ASPHALT CEMENT SUMMARY 1+2-3 ( ANY DIFFERENCES WITH LINE 5 OTHER THAN MINOR MEASURING DIFFERENCES, MUST BE RESOLVED) BEGINNING TANK STICK TANK TEMP TANK VOLUME IN TEMP. CORR. NO. TANK FACTOR STICK 1 ASPHALT CEMENT INCORPORATED 3 93496 70 X 0.9118 B.I. NO. 87.04 SPECIFIC GRAVITY 1.021 ASPHALT CEMENT IN MIX /1000 = Mg 87.04 2 3 0.00 0.00 5 BEGINNING TANK STICK TOTAL INVOICE NO. V09586 V09587 V09588 DELIVERIES AFTER BEGINNING INVENTORY Mg INVOICE NO. Mg 27.45 25.86 26.03 13 104.53 12 + 13 14 749.11 ASPHALT MIXTURE SUMMARY 87.04 B.I. NO. INVOICE NO. Mg CLASS 124 HMAC MATERIAL RECEIPT TOTAL FOR THIS DATE 6 (TACK, WASTE, REJECT, SOLD TO OTHERS ETC.) EXPLAIN BELOW OR ON ATTACHMENT 163 644.58 PREVIOUS REPORT LINE 17 DEDUCTIONS AFTER BEGINNING INVENTORY 1 2 3 12 9, 10, OR 11 26.84 V09589 TOTAL DELIVERIES ENDING TANK STICK TANK TEMP NO. PREVIOUS REPORT LINE 14 THIS LINE REPORT ASPHALT CEMENT IN MIXTURE TO DATE 123 ASPHALT MIXTURE TO DATE 15+16 106.18 7 15 16 17 14166.52 2196.54 16363.06 B.I. NO. CLASS 26.61 HMAC TANK STICK 125 VOLUME IN TANK X TEMP. CORR. FACTOR 66805 X 0.9101 ENDING TANK STICK TOTAL ASPHALT CEMENT LINES 4 or 5 + 6 - 7 - 8 WASTE DEDUCTION CALCULATION SPECIFIC GRAVITY 1.021 8 9 /1000 = Mg 62.08 0.00 0.00 PREVIOUS REPORT LINE 20 MATERIAL RECEIPT TOTAL FOR THIS DATE ASPHALT MIXTURE TO DATE 18+19 18 19 20 62.08 104.53 EXPLANATION From Form 2401 e g TOTAL DRY MIX NOT ACCEPTED (e / 1+(g/100)) TD BY TANK % Pb HMAC Line "Z" Z WASTE ASPHALT for line 7 deductions (TDxZ)/100 7 TOTAL MIX NOT ACCEPTED DAILY AVERAGE MIX MOISTURE Line "e" Line "g" CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2043 (10-2006) 559.86 0.14 559.08 4.76 26.61 COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 SPECIFIC GRAVITY AND MAXIMUM DENSITY OF English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER ODOT MIX DESIGN NO. PYCNOMETER MIX NOMINAL SIZE JMF MAX SPECIFIC GRAVITY 1 PYCNOMETER + LID + MIX 2 PYCNOMETER + LID A MASS OF DRY SAMPLE A SSD MASS OF SSD SAMPLE DATE DATE DATE DATE DATE TIME TIME TIME TIME TIME LOT & SUBLOT LOT & SUBLOT LOT & SUBLOT LOT & SUBLOT LOT & SUBLOT (1-2) (uncoated porous agg.) D PYCNOMETER + LID + WATER E PYCNOMETER + LID + WATER + MIX G H I Gmm ( pre) = A / (A + D - E) Gmm SSD =A/(A SSD + D - E) J THE PREVIOUS MAMD K THE DIFFERANCE BETWEEN I & J (uncoated porous agg.) MAX DENSITY = G or H x 62.4(ENGLISH) 1000(METRIC) THE MOVING AVERAGE MAXIMUM DENSITY (MAMD) MDT'S Previous Form MDT TEST NO QUALITY CONTROL REMARKS VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2050 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE DATE SPECIFIC GRAVITY AND MAXIMUM DENSITY OF E English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. Sean Parker JMF MAX SPECIFIC GRAVITY 06-MD0001 123 PYCNOMETER 2.556 MIX NOMINAL SIZE 1122 DATE DATE 10/18/06 TIME 10/19/06 TIME DATE 10/20/06 TIME 6:00am 6:30am LOT & SUBLOT LOT & SUBLOT 1-10 L3 1/2in D DATE DATE 10/21/06 TIME 7:30am LOT & SUBLOT 10/22/06 TIME 6:00am LOT & SUBLOT 8:00am LOT & SUBLOT 1-11 1-12 1-13 1-14 1 PYCNOMETER + LID + MIX 4621.3 4715.7 4599.5 4682.3 4542.2 2 PYCNOMETER + LID 2924.4 2924.4 2924.4 2924.4 2924.4 A MASS OF DRY SAMPLE 1696.9 1791.3 1675.1 1757.9 1617.8 A SSD MASS OF SSD SAMPLE (1-2) (uncoated porous agg.) D PYCNOMETER + LID + WATER 7327.8 7327.8 7327.8 7327.8 7327.8 E PYCNOMETER + LID + WATER + MIX 8369.0 8421.3 8354.3 8399.9 8319.2 G H I Gmm ( pre) = A / (A + D - E) 2.588 2.567 2.583 2.563 2.583 Gmm SSD =A/(A SSD + D - E) 161.5 160.2 161.2 159.9 161.2 J THE PREVIOUS MAMD 160.8 160.6 160.7 160.6 160.4 K THE DIFFERANCE BETWEEN I & J 0.7 -0.4 0.5 -0.7 0.8 160.6 160.7 160.6 160.4 160.8 (uncoated porous agg.) MAX DENSITY = G or H x 62.4 THE MOVING AVERAGE MAXIMUM DENSITY (MAMD) MDT'S Previous Form MDT TEST NO 1-5 1-6 1-7 1-8 1-9 X BID ITEM NUMBER REMARKS 162.6 159.9 161.4 160.9 159.4 QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2050 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE ODOT DATE 10/22/2006 SPECIFIC GRAVITY AND MAXIMUM DENSITY OF M English (E) or Metric(M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. Sean Parker JMF MAX SPECIFIC GRAVITY 06-MD0001 DATE 10/18/06 TIME 6:30am LOT & SUBLOT LOT & SUBLOT 1-10 1-11 5448.1 5060.3 2 PYCNOMETER + LID 2919.2 2919.2 A MASS OF DRY SAMPLE 2528.9 2529.5 2141.1 2142.3 (uncoated porous agg.) D PYCNOMETER + LID + WATER 7324.5 7324.5 E PYCNOMETER + LID + WATER + MIX 8875.1 8635.6 G H I Gmm ( pre) = A / (A + D - E) Gmm SSD =A/(A SSD + D - E) 2.585 2.583 2583 2.580 2.576 2576 J THE PREVIOUS MAMD 2578 2578 K THE DIFFERANCE BETWEEN I & J 5 -2 2578 2578 (uncoated porous agg.) 1000 THE MOVING AVERAGE MAXIMUM DENSITY (MAMD) 1-5 1-6 1-7 1-8 1-9 X TIME 6:00am PYCNOMETER + LID + MIX (1-2) L3 19mm D DATE DATE DATE TIME TIME TIME LOT & SUBLOT LOT & SUBLOT LOT & SUBLOT 10/19/06 1 MDT'S Previous Form MDT TEST NO MIX NOMINAL SIZE 1122 DATE MAX DENSITY = G or H x 123 PYCNOMETER 2.578 A SSD MASS OF SSD SAMPLE BID ITEM NUMBER REMARKS 2587 2572 2577 2582 2574 QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2050 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE ODOT DATE 10/19/2006 VOIDS WORKSHEET GYRATORY English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER ODOT MIX DESIGN NO. PROJECT MANAGER DESIGN Gsb COMPACTOR MAKE SERIAL NUMBER BID ITEM NUMBER DESIGN Gmm DESIGN VMA DESIGN Va AC BRAND AC GRADE AC Gb @ 77°F(25°C) MATERIAL TYPE DESIGN Pb NUMBER GYRATIONS PLACEMENT TEMP RANGE RUNNING AVERAGE DATE T E S T Test Pb Test P75um Test P#200 Gse Pba P75um/Pbe P#200/Pbe Va VMA height (C) MASS IN (B) MASS WATER SSD AIR Temperature Pba P75um/Pbe P#200/Pbe Va VMA VFA VMA VFA VMA VFA PYCNOMETER + LID + MIX Gmb Test № specimen COMPACTED (A) MASS IN VFA A B-C PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O REMARKS TIME SAMPLED: TIME COMPACTED: PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm AVE RUNNING AVERAGE DATE T E S T Test Pb Test P75um Test P#200 Gse Pba P75um/Pbe P#200/Pbe Va VMA height (C) MASS IN (B) MASS WATER SSD AIR Temperature Pba P75um/Pbe P#200/Pbe Va PYCNOMETER + LID + MIX Gmb Test № specimen COMPACTED (A) MASS IN VFA A B-C PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O REMARKS TIME SAMPLED: TIME COMPACTED: PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm AVE RUNNING AVERAGE DATE T E S T Test Pb Test P75um Test P#200 Gse Pba P75um/Pbe P#200/Pbe Va VMA height (C) MASS IN (B) MASS WATER SSD AIR Temperature P75um/Pbe P#200/Pbe Va PYCNOMETER + LID + MIX Gmb Test № specimen COMPACTED (A) MASS IN Pba VFA A B-C PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O REMARKS TIME SAMPLED: TIME COMPACTED: AVE PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm Previous Forms Results Test № Pba P75um/Pbe P#200/Pbe Quality Control Va REMARKS VMA Verification CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2050_GV (10-2006) VFA COMPANY NAME SIGNATURE DATE E VOIDS WORKSHEET GYRATORY English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Form Sample C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. DESIGN Gsb 2.724 COMPACTOR MAKE SERIAL NUMBER Brovold 59902 123 Sean Parker DESIGN Gmm 06-MD0001 BID ITEM NUMBER DESIGN VMA 2.556 DESIGN Va 14.8 AC BRAND 4.4 AC GRADE Albina 5.30% AC Gb @ 77°F PG64-28 MATERIAL TYPE DESIGN Pb L3 1/2" Dense NUMBER GYRATIONS PLACEMENT TEMP RANGE 100 1.039 288-297 RUNNING AVERAGE DATE Test Pb Test P75um Gse Pba P75um/Pbe Va VMA VFA 10/18/06 5.36 5.3 2.807 1.13 1.23 5.8 15.8 63 T E S T 1 2 1-1 Test № height Temperature 115.2 115.5 295 293 REMARKS (C) MASS IN (B) MASS WATER 2847.4 2840.4 SSD 4831.0 4847.4 AIR 4828.3 4840.5 7:00 TIME SAMPLED: TIME COMPACTED: 8:30 Va P75um/Pbe A B-C 2.434 2.412 2.423 AVE VMA VFA 5599.6 2924.4 2675.2 PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN Pba PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm 7327.8 8962.8 2.572 RUNNING AVERAGE DATE Test Pb Test P75um Gse Pba P75um/Pbe Va VMA VFA 10/18/06 5.42 5.1 2.817 1.26 1.21 4.5 14.6 69 T E S T 1 2 1-2 Test № height Temperature 115.9 116.2 296 296 REMARKS (C) MASS IN (B) MASS WATER 2878.6 2873.1 SSD 4842.8 4831.9 AIR 4832.3 4822.1 11:00 TIME SAMPLED: TIME COMPACTED: 12:30 Va P75um/Pbe A B-C 2.460 2.462 2.461 AVE VMA VFA 5579.6 2924.4 2655.2 PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN Pba PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm 7327.8 8953.1 2.578 RUNNING AVERAGE DATE Test Pb Test P75um Gse Pba P75um/Pbe Va VMA VFA 10/18/06 5.33 5.8 2.801 1.05 1.34 5.0 15.2 67 T E S T 1 2 1-3 Test № height Temperature 115 114.4 292 294 REMARKS TIME SAMPLED: (C) MASS IN (B) MASS WATER 2860.4 2857.4 SSD 4847.4 4831.0 AIR 4840.5 4828.3 3:00 TIME COMPACTED: 4:45 AVE A B-C 2.436 2.446 2.441 PYCNOMETER + LID MASS OF DRY SAMPLE Test № X Pba P75um/Pbe Quality Control Va VFA 5049.8 2924.4 2125.4 PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX Gmm 7327.8 8625.8 2.569 REMARKS VMA VFA Verification CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2050_GV (10-2006) VMA MASS OF SSD SAMPLE SSD Gmm Previous Forms Results Va P75um/Pbe PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN Pba COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 M VOIDS WORKSHEET GYRATORY English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Form Sample C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. DESIGN Gsb 2.747 COMPACTOR MAKE SERIAL NUMBER Brovold 59902 123 Sean Parker DESIGN Gmm 06-MD0002 BID ITEM NUMBER DESIGN VMA 2.578 DESIGN Va 14.0 AC BRAND 4.0 AC GRADE McCall 4.90% AC Gb @ 25°C PG64-28 MATERIAL TYPE DESIGN Pb L3 19mm D NUMBER GYRATIONS PLACEMENT TEMP RANGE 100 1.031 144-148 RUNNING AVERAGE DATE Test Pb Test P#200 Gse Pba P#200/Pbe Va VMA VFA Pba P#200/Pbe Va VMA VFA 10/18/06 5.00 5.9 2.794 0.63 1.34 4.2 14.8 71 0.66 1.4 4.1 14.5 71 Test № 2-10 T E S T 1 2 height Temperature 115.2 115.5 147 146 REMARKS (C) MASS IN (B) MASS WATER 2829.4 2831.3 SSD 4757.5 4751.1 AIR 4744.0 4742.3 6:00 TIME SAMPLED: 7:45 TIME COMPACTED: 5329.0 2919.2 2409.8 2411.4 7324.5 8799.6 2.578 PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN A B-C 2.460 2.470 2.465 AVE PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm 2.574 RUNNING AVERAGE DATE Test Pb Test P#200 Gse Pba P#200/Pbe Va VMA VFA Pba P#200/Pbe Va VMA VFA 10/18/06 4.89 6.3 2.797 0.67 1.48 4.3 14.5 70 0.65 1.4 4.2 14.5 71 Test № 2-11 T E S T 1 2 height Temperature 116.1 115.9 146 146 REMARKS (C) MASS IN (B) MASS WATER 2833.1 2836.9 SSD 4753.6 4757.6 AIR 4737.9 4745.3 10:45 TIME SAMPLED: 11:30 TIME COMPACTED: 5178.9 2919.2 2259.7 2260.5 7324.5 8709.6 2.584 PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN A B-C 2.467 2.471 2.469 AVE PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX Gmm SSD Gmm 2.581 RUNNING AVERAGE DATE Test Pb Test P#200 Gse Pba P#200/Pbe Va VMA VFA Pba P#200/Pbe Va VMA VFA 10/18/06 4.77 6.6 2.794 0.63 1.58 4.5 14.4 69 0.64 1.4 4.2 14.6 71 Test № 2-12 T E S T 1 2 height Temperature 115.5 114.7 146 145 REMARKS PYCNOMETER + LID + MIX Gmb specimen COMPACTED (A) MASS IN (C) MASS IN (B) MASS WATER 2821.4 2825.4 SSD 4733.4 4746.4 AIR 4722.5 4737.1 2:00 TIME SAMPLED: 3:15 TIME COMPACTED: AVE A B-C 2.470 2.466 2.468 PYCNOMETER + LID MASS OF DRY SAMPLE MASS OF SSD SAMPLE PYCNOMETER + LID+H2O PYCNOMETER+ LID+H2O+MIX SSD Gmm Previous Forms Results X Pba P#200/Pbe Va VMA VFA 2-7 2-8 2-9 0.71 0.65 0.64 1.4 1.5 1.3 3.9 4.6 3.8 14.4 14.3 14.5 72 68 73 Verification CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2050_GV (10-2006) Gmm REMARKS Test № Quality Control 2.583 5448.1 2919.2 2528.9 2529.5 7324.5 8875.1 2.585 COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 TENSILE STRIPPING STRENGTH (TSR) English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER ODOT MIX DESIGN NO. Sample # D. diameter, in(mm) t. thickness, in(mm) A. WT. in air, g B. SSD. WT. g C. WT. in H2O, g E. Volume (B-C) F. Bulk SpSg A/E H. % voids I. Vol of air voids Test Cond. wet X. Desired Wt. gain Target SSD Wt. B' SSD Wt. after Sat. J' Vol absorbed H20 % saturation MAX SPECIFIC GRAVITY 1 2 % ASPHALT 3 4 5 PROJECT MANAGER BID ITEM NUMBER NUMBER OF BLOWS MIX NOMINAL SIZE 6 7 8 P. Load for dry sample AVG Std = 2P / (txDx3.14) Std = 2000P / (txDx3.14) P' Load for wet sample AVG Stm = 2P / (txDx3.14) Stm = 2000P / (txDx3.14) Tensile Strength Ratio = (Stm / Std) 100 Remarks CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME 734-2050_TSR (10-2006) SIGNATURE DATE TENSILE STRIPPING STRENGTH (TSR) E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample 12345 C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. 06-MD0001 Sample # D. diameter, in t. thickness, in A. WT. in air, g B. SSD. WT. g C. WT. in H2O, g E. Volume (B-C) F. Bulk SpSg A/E H. % voids I. Vol of air voids Test Cond. wet X. Desired Wt. gain Target SSD Wt. B' SSD Wt. after Sat. J' Vol absorbed H20 % saturation P. Load for dry sample Std = 2P / (txDx3.14) Sean Parker MAX SPECIFIC GRAVITY % ASPHALT NUMBER OF BLOWS 2.497 5.7 35 1 4.001 2.481 1201.9 1205.6 687.5 518.1 2.320 7.1 36.79 2 4.001 2.481 1202.5 1207.9 688.9 519.0 2.317 7.2 37.37 Wet 28.0 1230.5 1229.1 26.6 71.2 BID ITEM NUMBER 3 4.001 2.481 1202.3 1207.0 687.3 519.7 2.313 7.4 38.46 4 4.001 2.481 1205.6 1211.2 689.2 522.0 2.310 7.5 39.15 Wet 29.4 1235.0 1236.1 30.5 77.9 5 4.001 2.481 1205.6 1209.9 688.7 521.2 2.313 7.4 38.57 6 4.001 2.481 1204.6 1209.6 690.2 519.4 2.319 7.1 36.88 Wet 27.7 1232.3 1232.9 28.3 76.7 123 MIX NOMINAL SIZE L3 1/2" Dense 7 4.001 2.481 1205.6 1210.6 689.0 521.6 2.311 7.4 38.60 8 4.001 2.481 1202.2 1206.8 690.1 516.7 2.327 6.8 35.14 Wet 26.4 1228.6 1228.3 26.1 74.3 1325 1425 1420 1422 AVG 85.0 91.4 91.1 91.2 89.7 P' Load for wet sample Stm = 2P / (txDx3.14) 1335 1310 1305 1330 AVG 85.7 84.1 83.7 85.3 84.7 Tensile Strength Ratio = (Stm / Std) 100 94.4 Remarks CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Scott Aker #43048 734-2050_TSR (10-2006) SIGNATURE ODOT DATE 10/18/2006 TENSILE STRIPPING STRENGTH (TSR) M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Sample 12345 C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. 06-MD0001 Sample # D. diameter, mm t. thichness, mm A. WT. in air, g B. SSD. WT. g C. WT. in H2O, g E. Volume (B-C) F. Bulk SpSg A/E H. % voids I. Vol of air voids Test Cond. wet X. Desired Wt. gain Target SSD Wt. B' SSD Wt. after Sat. J' Vol absorbed H20 % saturation P. Load for dry sample Std = 2000P / (txDx3.14) Sean Parker MAX SPECIFIC GRAVITY % ASPHALT NUMBER OF BLOWS 2.497 5.7 35 1 101.6 63.1 1201.9 1205.6 687.5 518.1 2.320 7.1 36.79 2 101.6 63.1 1202.5 1207.9 688.9 519.0 2.317 7.2 37.37 Wet 28.0 1230.5 1229.1 26.6 71.2 BID ITEM NUMBER 3 101.6 63.1 1202.3 1207.0 687.3 519.7 2.313 7.4 38.46 4 101.6 63.1 1205.6 1211.2 689.2 522.0 2.310 7.5 39.15 Wet 29.4 1235.0 1236.1 30.5 77.9 5 101.6 63.1 1205.6 1209.9 688.7 521.2 2.313 7.4 38.57 6 101.6 63.1 1204.6 1209.6 690.2 519.4 2.319 7.1 36.88 Wet 27.7 1232.3 1232.9 28.3 76.7 123 MIX NOMINAL SIZE L3 12.5mm D 7 101.6 63.1 1205.6 1210.6 689.0 521.6 2.311 7.4 38.60 8 101.6 63.1 1202.2 1206.8 690.1 516.7 2.327 6.8 35.14 Wet 26.4 1228.6 1228.3 26.1 74.3 5895 6340 6320 6320 AVG 585.7 629.9 627.9 627.9 617.9 P' Load for wet sample Stm = 2000P / (txDx3.14) 5940 5830 5805 5920 AVG 590.2 579.2 576.7 588.2 583.6 Tensile Strength Ratio = (Stm / Std) 100 94.4 Remarks CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Scott Aker #43048 734-2050_TSR (10-2006) SIGNATURE ODOT DATE 10/18/2006 DEVELOPMENT OF ROLLER PATTERN CONTROL STRIP METHOD OF COMPACTION English (E) or Metric (M) CONTRACT NUMBER PROJECT NAME (SECTION) C0NTRACTOR OR SUPPLIER ODOT MIX DESIGN NO. JMF PLACEMENT TEMP °F (°C) MEASURED PLACEMENT TEMP °F (°C) LIFT THICKNESS PANEL WIDTH PROJECT MANAGER BID ITEM NUMBER TYPE GAUGE-SERIAL NUMBER MIX NOMINAL SIZE CONTROL STRIP NO. LOT-SUBLOT LIFT DATE CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURER, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN TS - TANDEM STEEL 3WS - THREE WHEEL STEEL INTERMEDIATE SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY FINISH NOTE: LENGTH OF CONTROL STRIP IS ALWAYS THE LENGTH OF CONTRACTOR'S ROLLING PATTERN (MAXIMUM 500ft) DENSITY TEST CANNOT BE TAKEN BEHIND PNEUMATIC ROLLER WHEN USED IN THE BREAKDOWN POSITION. INDICATE IF VIBRATION USED AND DIRECTION BY CIRCLING (F) FORWARD OR (B) BACK. ROLLER Î PASSES Ð MIX TEMP °F (°C) DENSITY MIX TEMP °F (°C) DENSITY F B F B F B F B 1 2 3 4 MIX TEMP °F (°C) DENSITY F B F B F B F B "INITIAL POINT" (SANDED) DENSITY READING MIX TEMP °F (°C) 1 2 F B F B F B F B lb/ft³ (kg/m³) lb/ft³ (kg/m³) AVE NOTE: IF A IS LESS THAN C , MOVE AHEAD, CHANGE ROLLING PATTERN AND START OVER. 1.0 Ft from LEFT 0.3 m from LEFT CENTER MIDPOINT LEFT DENSITY F B F B F B F B MIDPOINT RIGHT =A= lb/ft³ (kg/m 1.0 Ft from LEFT 0.3 m from LEFT STATION 1 2 DENSITY lb/ft³(kg/m³) DENSITY lb/ft³(kg/m³) 3 AVERAGE DENSITY (DENS 1+ DENS 2) / 2 4 % COMPACTION TARGET DENSITY / MAMD AVE = B1 = lb/ft³ (kg/m AVE = B2 = % Note: If any single value in row 4 is above 95% of MAMD contact the Project Manager MAMD lb/ft³ (kg/m³) X PERCENT COMPACTION REQUIRED REMARKS % = C = CONTROL STRIP IS VALID ONLY IF: 1. B1 is => C 2. Individual Results in Row 4 are all within ± 1.5 of B2 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-2084 (10-2006) lb/ft³ (kg/m COMPANY NAME SIGNATURE YES NO YES NO DATE m³) m³) m³) 734-2084 (10-2006) DEVELOPMENT OF ROLLER PATTERN E CONTROL STRIP METHOD OF COMPACTION English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 ODOT Forms ODOT MIX DESIGN NO. Sean Parker JMF PLACEMENT TEMP °F 06-MD0001 BID ITEM NUMBER PROJECT MANAGER 288-297 123 TYPE GAUGE-SERIAL NUMBER LIFT THICKNESS 2 inch MIX NOMINAL SIZE Humbold 5001c #1234 MEASURED PLACEMENT TEMP °F PANEL WIDTH CONTROL STRIP NO. 290 13 ft 1 LOT-SUBLOT L3 1/2 D LIFT DATE 1/1 10/18/2006 1st CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURER, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN Cat PF 300B - 25 ton - P INTERMEDIATE IR DD130 - 14 ton - DDV FINISH Dynapac CC412 - 10 ton - DDV TS - TANDEM STEEL 3WS - THREE WHEEL STEEL SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY NOTE: LENGTH OF CONTROL STRIP IS ALWAYS THE LENGTH OF CONTRACTOR'S ROLLING PATTERN (MAXIMUM 500ft) DENSITY TEST CANNOT BE TAKEN BEHIND PNEUMATIC ROLLER WHEN USED IN THE BREAKDOWN POSITION. INDICATE IF VIBRATION USED AND DIRECTION BY CIRCLING (F) FORWARD OR (B) BACK. CAT PT 300B ROLLER Î PASSES Ð MIX TEMP °F IR DD130 DENSITY 1 288 --- 2 281 --- 3 277 --- 4 MIX TEMP °F F B F B F B F B Dynapac CC412 DENSITY 251 145.1 245 147.5 241 147.3 "INITIAL POINT" (SANDED) DENSITY READING MIX TEMP °F F B F B F B F B 1 2 180 148.1 175 148.8 172 149.1 151.1 151.4 Dynapac CC 412 DENSITY MIX TEMP °F F B F B F B F B DENSITY 160 149.9 158 150.2 F B F B F B F B lb/ft³ lb/ft³ AVE NOTE: IF A IS LESS THAN C , MOVE AHEAD, CHANGE ROLLING PATTERN AND START OVER. =A= 151.3 lb/ft³ 1.0 Ft from LEFT MIDPOINT LEFT CENTER MIDPOINT RIGHT 1.0 Ft from LEFT STATION 16+00 17+53 17+01 17+42 17+86 DENSITY lb/ft³ 151.3 153.3 153.2 151.6 149.2 DENSITY lb/ft³ 150.9 152.8 153.2 151.8 149.9 3 AVERAGE DENSITY (DENS 1+ DENS 2) / 2 151.1 153.1 153.2 151.7 149.6 AVE = B1 = 151.7 lb/ft³ 4 % COMPACTION 92.9 94.2 94.2 93.3 92.0 AVE = B2 = 93.3 % 149.6 lb/ft³ 1 2 DENSITY / MAMD TARGET Note: If any single value in row 4 is above 95% of MAMD contact the Project Manager MAMD 162.6 lb/ft³ X PERCENT COMPACTION REQUIRED REMARKS 92.0 % = C = CONTROL STRIP IS VALID ONLY IF: YES 1. B1 is => C 2. Individual Results in Row 4 are all within ± 1.5 of B2 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2084 (10-2006) COMPANY NAME ODOT SIGNATURE NO X YES NO X DATE 10/18/2006 DEVELOPMENT OF ROLLER PATTERN M CONTROL STRIP METHOD OF COMPACTION English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR OR SUPPLIER 12345 ODOT Forms ODOT MIX DESIGN NO. Sean Parker JMF PLACEMENT TEMP °C 06-MD0001 BID ITEM NUMBER PROJECT MANAGER 144-148 123 TYPE GAUGE-SERIAL NUMBER LIFT THICKNESS 50mm MIX NOMINAL SIZE Humbold 5001c #1234 MEASURED PLACEMENT TEMP °C PANEL WIDTH CONTROL STRIP NO. 146 5.5m 1 LOT-SUBLOT L3 19.0mm D LIFT DATE 1/1 1st 10/18/2006 CODES FOR ROLLER TYPES ROLLER TYPE AND DESCRIPTION ( MANUFACTURER, WEIGHT, ETC) P - PNEUMATIC BREAKDOWN Cat PF 300B - 25 ton - P INTERMEDIATE IR DD130 - 14 ton - DDV FINISH Dynapac CC412 - 10 ton - DDV TS - TANDEM STEEL 3WS - THREE WHEEL STEEL SDV-SINGLE DRUM VIBRATORY DDV-DOUBLE DRUM VIBRATORY NOTE: LENGTH OF CONTROL STRIP IS ALWAYS THE LENGTH OF CONTRACTOR'S ROLLING PATTERN (MAXIMUM 500ft) DENSITY TEST CANNOT BE TAKEN BEHIND PNEUMATIC ROLLER WHEN USED IN THE BREAKDOWN POSITION. INDICATE IF VIBRATION USED AND DIRECTION BY CIRCLING (F) FORWARD OR (B) BACK. CAT PT 300B ROLLER Î PASSES Ð MIX TEMP °C IR DD130 DENSITY 1 144 --- 2 140 --- 3 138 --- 4 MIX TEMP °C F B F B F B F B Dynapac CC412 DENSITY 119 2301 117 2329 112 2328 "INITIAL POINT" (SANDED) DENSITY READING MIX TEMP °C F B F B F B F B 1 2 93 2330 92 2341 89 2350 88 2378 2376 2368 Dynapac CC 412 DENSITY MIX TEMP °C F B F B F B F B 82 DENSITY F B F B F B F B 2371 kg/m³ kg/m³ AVE NOTE: IF A IS LESS THAN C , MOVE AHEAD, CHANGE ROLLING PATTERN AND START OVER. =A= 2372 kg/m³ 0.3 m from LEFT MIDPOINT LEFT CENTER MIDPOINT RIGHT 0.3 m from LEFT STATION 9+100 9+115 9+130 9+145 9+160 DENSITY kg/m³ 2331 2365 2370 2374 2340 DENSITY kg/m³ 2329 2355 2368 2371 2332 3 AVERAGE DENSITY (DENS 1+ DENS 2) / 2 2330 2360 2369 2373 2336 AVE = B1 = 2354 kg/m³ 4 % COMPACTION 90.1 91.2 91.6 91.7 90.3 AVE = B2 = 91.0 % = C = 2354 kg/m³ 1 2 DENSITY / MAMD TARGET Note: If any single value in row 4 is above 95% of MAMD contact the Project Manager MAMD 2587 kg/m³ X PERCENT COMPACTION REQUIRED REMARKS 91.0 % CONTROL STRIP IS VALID ONLY IF: YES 1. B1 is => C 2. Individual Results in Row 4 are all within ± 1.5 of B2 CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2084 (10-2006) COMPANY NAME ODOT SIGNATURE NO X YES NO X DATE 10/18/2006 CEMENT TREATED BASE RELATIVE MAXIMUM English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER MIX DESIGN NO. BID ITEM NUMBER PROJECT MANAGER JMF RELATIVE MAX DENSITY MIX NOMINAL SIZE DATE DATE DATE DATE DATE LOT NO. SUBLOT OR TEST NO. QUANTITY REPRESENTED SAMPLED AT TIME DAILY QUANTITY AT TIME OF TEST MOISTURE SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER A WET MASS OF SAMPLE DRY MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER DRY MASS OF SAMPLE B % MOISTURE C ((A - B) / B) X 100 DENSITY SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER WET MASS OF SAMPLE D DRY MASS OF SAMPLE D/ (C+100) X 100 E COMPACTED SAMPLE HEIGHT RELATIVE MAX DENSITY in (xx.xx) mm (xxx.x) F 0.303 x E/F (123.26 x E/F) G MOVING AVERAGE MAXIMUM DENSITY (MAMD) NO. OF RMD'S AVERAGED MAMD (USEING RMD FROM "G") lb/ft³ (kg/m³) REMARKS QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2091 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE DATE E CEMENT TREATED BASE RELATIVE MAXIMUM English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Example C0NTRACTOR OR SUPPLIER 12345 ODOT Forms MIX DESIGN NO. BID ITEM NUMBER PROJECT MANAGER Sean Parker 123 JMF RELATIVE MAX DENSITY 06-001234 MIX NOMINAL SIZE 134.8 19mm DATE DATE DATE DATE 10/18/2006 10/18/2006 10/18/2006 LOT NO. SUBLOT OR TEST NO. DATE 10/18/2006 1-1-1 1-1-2 1-1-3 1-1-4 10+50 11+75 12+91 15+14 8:00am 8:00am 8:00am 8:00am 1512.7 326.3 1512.7 326.3 1512.7 326.3 1512.7 326.3 1186.4 1186.4 1186.4 1186.4 1404.4 1404.4 1404.4 1404.4 326.3 326.3 326.3 326.3 1078.1 10.0 1078.1 10.0 1078.1 10.0 1078.1 10.0 2400.1 468.7 2409.6 468.5 2412.8 468.5 2412.5 468.7 QUANTITY REPRESENTED SAMPLED AT TIME DAILY QUANTITY AT TIME OF TEST MOISTURE SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER A WET MASS OF SAMPLE DRY MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER DRY MASS OF SAMPLE B % MOISTURE C ((A - B) / B) X 100 DENSITY SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER WET MASS OF SAMPLE D 1931.4 1941.1 1944.3 1943.8 DRY MASS OF SAMPLE D/ (C+100) X 100 E 1755.1 1763.9 1755.1 1766.4 in (xx.xx) F 3.91 136 3.97 134.6 4.02 132.3 4.01 133.5 COMPACTED SAMPLE HEIGHT RELATIVE MAX DENSITY G 0.303 x E/F MOVING AVERAGE MAXIMUM DENSITY (MAMD) NO. OF RMD'S AVERAGED MAMD (USEING RMD FROM "G") lb/ft³ REMARKS X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 2091 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE ODOT DATE 10/18/2006 M CEMENT TREATED BASE RELATIVE MAXIMUM English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Example C0NTRACTOR OR SUPPLIER 12345 ODOT Forms MIX DESIGN NO. BID ITEM NUMBER PROJECT MANAGER Sean Parker 123 JMF RELATIVE MAX DENSITY 06-001234 MIX NOMINAL SIZE 2160 19mm DATE DATE DATE DATE 10/18/2006 10/18/2006 10/18/2006 1-1-1 1-1-2 1-1-3 1-1-4 SAMPLED AT 15+015 16+210 16+915 18+552 TIME 8:00am 8:00am 8:00am 8:00am 1512.7 326.3 1512.7 326.3 1512.7 326.3 1512.7 326.3 1186.4 1186.4 1186.4 1186.4 1404.4 1404.4 1404.4 1404.4 326.3 326.3 326.3 326.3 1078.1 10.0 1078.1 10.0 1078.1 10.0 1078.1 10.0 2400.1 468.7 2409.6 468.5 2412.8 468.5 2412.5 468.7 LOT NO. SUBLOT OR TEST NO. DATE 10/18/2006 QUANTITY REPRESENTED DAILY QUANTITY AT TIME OF TEST MOISTURE SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER A WET MASS OF SAMPLE DRY MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER DRY MASS OF SAMPLE B % MOISTURE C ((A - B) / B) X 100 DENSITY SAMPLE WET MASS OF SAMPLE AND CONTAINER (-)MASS OF CONTAINER WET MASS OF SAMPLE D 1931.4 1941.1 1944.3 1943.8 DRY MASS OF SAMPLE D/ (C+100) X 100 E 1755.1 1763.9 1755.1 1766.4 F 99.3 2179 100.8 2157 102.1 2119 101.9 2137 mm (xxx.x) COMPACTED SAMPLE HEIGHT RELATIVE MAX DENSITY G 123.26 x E/F MOVING AVERAGE MAXIMUM DENSITY (MAMD) NO. OF RMD'S AVERAGED MAMD (USEING RMD FROM "G") kg/m³ REMARKS X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 2091 (10-2006) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE ODOT DATE 10/18/2006 FIELD WORKSHEET FOR HMAC (PLANT REPORT) PROJECT NAME (SECTION) English (E) Metric (M) ODOT MIX DESIGN NO. C0NTRACTOR OR SUPPLIER PROJECT MANAGER DATE SOURCE NAME SOURCE NUMBER TIME PLANT / MODEL TO BE USED IN SIZE TYPE SIEVE ANALYSIS SIEVE SIZE MASS 1 MASS 2 TOTAL MASS INCINERATOR CORRECTION % PASS FACTOR % RET 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 INITIAL DRY MASS METER READINGS PAN ASPHALT JOB MIX FORMULA % PASSING TARGET TOLERANCE % ASPHALT , Pb MIX MASS & BASKET A ENDING AGG MASS & BASKET B COOL AGG & BASKET MIX MOISTURE %M 0.00 0.00 % O 0.00 Tons Mg A 0.00 ASPHALT METER CORRECTION Tons Mg % ASPHALT= HMAC PLANT MOISTURE AND DRY READINGS % % ÍAGG RAPÎ B 0.00 % RAP = Tons Mg 0.00 % C 0 FIBER 0.00 % Tons Mg D Tons Mg 0.00 % E 0.00 Tons Mg X100= O+A B X100= A+B % C ANTISTRIP A-C % FILLER % FIBER % X100= ASPHALT= EAC COMPANY NAME D X100= COLD FEED MOISTURE (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE MOISTURE %={(A-B)/ (B-T)} X 100= MIX MOISTURE WET TEMP DRY TEMP (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE MOISTURE %= [(A-B)/(B-T)] X 100= RAP MOISTURE (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE MOISTURE %= [(A-B)/(B-T)] X 100= SIEVE LOSS (T) DRY WASHED MASS (C) Mass After Sieve (D) PAN TARE SIEVE LOSS %={(C-T-D)/C-T)}X 100= (Mi) =(A-T)/(1+(%M/100)) (Mf) = (B - T) Mi REMARKS: Mf B %I = [(Mi -Mf) / (Mi)] x 100 % INCINERATED X100= O+A+B+D+E O MIX TEMP A A+B+D E MIX NOMINAL SIZE TEMP TEMP O CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-2277 (10-2006) FILLER 0 % SIZE 0 0 0 0 0 0 0 0 0 0 0 ASPHALT BEGINING 0.00 SIEVE INCINERATOR ANTISTRIP BID ITEM NUMBER JMF MIX TEMP. T SUB TOTAL MOISTURE WET RAP (EAC OR HMAC) SAMPLED AT CORRECTED CONTRACT NUMBER AMOUNT REPRESENTED BASKET TARE TOTAL WET AGG TEST NO. CORRECTION FACTOR %I Cf % AC, Pb=(% I - Cf) % AC, Pb X100= A SIGNATURE DATE QUALITY CONTROL VERIFICATION INDEPENDENT ASSURANCE FIELD WORKSHEET FOR HMAC (PLANT REPORT) PROJECT NAME (SECTION) E ODOT MIX DESIGN NO. Forms Sample C0NTRACTOR OR SUPPLIER ODOT Forms Sean Parker Gencore Drum 3/4 1/2 3/8 1/4 #4 #8 #30 #200 PAN MASS 1 MASS 2 ASPHALT WET AGG 2.92 6.56 3.64 53.92 120.42 66.50 2.90 % ENDING SUB TOTAL MOISTURE O 3.64 A Tons Tons % ÍAGG RAPÎ 0.00 % 0.00 % ASPHALT= HMAC PLANT MOISTURE AND DRY READINGS WET RAP B 64.63 ASPHALT METER CORRECTION % 3.1 52.30 116.80 % RAP = FILLER 29.91 29.36 0.55 % TARGET TOLERANCE 100 100 100 100 95 78 60 48 29 13 5.3 100 95 77 --50 27 14 5.5 95-100 90-100 ----45-55 23-31 10-18 3.5-7.5 % ASPHALT , Pb 5.50 FIBER 0.00 0.00 % D C Tons 0.55 X100= 5.33 % FILLER O+A B Tons % E 0.00 % FIBER X100= A+B % C ANTISTRIP A-C Scott Aker #43048 ANTISTRIP % PASSING Tons 0.00 D BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET MIX MOISTURE %M E 0.858 EAC COMPANY NAME ODOT O (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE 0.0 2465.7 2397.1 2.9 MOISTURE %={(A-B)/ (B-T)} X 100= MIX MOISTURE WET TEMP 220 DRY TEMP (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE MOISTURE %= [(A-B)/(B-T)] X 100= RAP MOISTURE (T) WET MASS + PAN (A) DRY MASS + PAN (B) MOISTURE %= [(A-B)/(B-T)] X 100= 3033.2 4729.3 4628.8 4629.5 0.27 SIEVE LOSS (T) 0.0 DRY WASHED MASS (C) 1527.6 Mass After Sieve (D) 1527.4 PAN TARE SIEVE LOSS %={(C-T-D)/C-T)}X 100= (Mi) =(A-T)/(1+(%M/100)) (Mf) = (B - T) 315 1691.5 Mi 310 REMARKS: 1595.6 Mf % INCINERATED X100= CORRECTION FACTOR 5.67 0.31 %I Cf % AC, Pb=(% I - Cf) % AC, Pb X100= A SIGNATURE 0.27 PAN TARE A B 226 356.2 1412.8 1410.0 %I = [(Mi -Mf) / (Mi)] x 100 O+A+B+D+E ASPHALT= ASPHALT 320 COLD FEED MOISTURE TEMP Tons A+B+D % X100= X100= SIZE 0 0 0 3/4 1/2 3/8 1/4 #4 #8 #30 #200 5.0-6.0 INCINERATOR MIX TEMP 305-322 SIEVE JOB MIX FORMULA CORRECTED 1/2 inch JMF MIX TEMP. Drum Discharge TEMP O CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-2277 (10-2006) % RET INCINERATOR CORRECTION % PASS FACTOR MIX NOMINAL SIZE HMAC SAMPLED AT L3 1/2" Dense 0.0 0.0 100.0 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 82.9 5.2 94.8 261.6 16.4 78.4 298.9 18.7 59.7 11.6 48.1 185.4 18.7 297.8 29.4 13.2 16.2 259.3 125.7 7.9 5.3 15.8 1.0 INITIAL DRY MASS 1596.3 METER READINGS 0.0 82.9 261.6 298.9 185.4 297.8 259.3 125.7 15.8 BEGINING TOTAL TOTAL MASS TO BE USED IN 350 SIEVE ANALYSIS SIEVE SIZE SIZE 123 (EAC OR HMAC) 8:00pm 10-123-3 TYPE BID ITEM NUMBER 1000 TIME Good Rock Bar PLANT / MODEL 12345 AMOUNT REPRESENTED 10/18/2006 SOURCE NUMBER CONTRACT NUMBER 1 DATE PROJECT MANAGER SOURCE NAME TEST NO. 06-MD0001 English (E) Metric (M) 5.36 DATE 10/18/2006 X QUALITY CONTROL VERIFICATION INDEPENDENT ASSURANCE 0.0 FIELD WORKSHEET FOR HMAC (PLANT REPORT) PROJECT NAME (SECTION) M ODOT MIX DESIGN NO. Forms Sample C0NTRACTOR OR SUPPLIER ODOT Forms Sean Parker Gencore 25.0 19.0 12.5 9.5 6.3 4.75 2.36 .600 .075 PAN MASS 1 MASS 2 0.0 87.9 316.3 220.7 425.1 197.0 292.8 254.3 143.7 31.3 0.0 100.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 87.9 4.2 95.8 316.3 15.3 80.5 220.7 10.7 69.8 425.1 20.5 49.3 197.0 9.5 39.8 14.1 292.8 25.7 254.3 12.3 13.4 143.7 6.9 6.5 31.3 1.5 INITIAL DRY MASS 2069.6 METER READINGS TOTAL MASS ASPHALT WET AGG WET RAP ANTISTRIP 2.90 4.70 1.80 70.17 109.30 39.13 3.80 % 14.62 23.95 9.33 3.59 % 0.0491 0.063 0.0139 % ENDING SUB TOTAL MOISTURE O 1.80 A Mg B 37.70 ASPHALT METER CORRECTION Mg ÍAGG RAPÎ % 3.7 14.10 23.10 9.01 % ASPHALT= HMAC PLANT MOISTURE AND DRY READINGS % 3.5 67.80 105.60 % RET INCINERATOR CORRECTION % PASS FACTOR % RAP = X100= O+A B X100= A+B C ANTISTRIP A-C CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-2277 (10-2006) 0.0139 TARGET TOLERANCE 100 100 100 96 81 70 49 40 26 13 6.5 100 97 82 70 --45 30 14 5.9 95-100 90-100 77-87 ----40-50 26-34 10-18 3.9-7.9 % ASPHALT , Pb 4.9 FIBER 0.00 0.00 % D C Mg % PASSING E 0.00 Mg % Mg 0.00 D 4.56 % FILLER 19.3 % FIBER BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET MIX MOISTURE %M 0.037 ASPHALT= E EAC COMPANY NAME ODOT (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE 1216.6 7472.6 7244.8 3.8 MOISTURE %={(A-B)/ (B-T)} X 100= MIX MOISTURE WET TEMP 132 DRY TEMP (T) WET MASS + PAN (A) DRY MASS + PAN (B) PAN TARE MOISTURE %= [(A-B)/(B-T)] X 100= RAP MOISTURE (T) 382.0 2651.0 WET MASS + PAN (A) 2572.4 DRY MASS + PAN (B) SIEVE LOSS %={(C-T-D)/C-T)}X 100= (Mi) =(A-T)/(1+(%M/100)) (Mf) = (B - T) Mi 125 2183 124 REMARKS: 2067.5 Mf % INCINERATED X100= CORRECTION FACTOR 5.29 0.55 %I Cf % AC, Pb=(% I - Cf) % AC, Pb X100= A SIGNATURE 4.74 DATE 10/18/2006 3.59 SIEVE LOSS PAN TARE (T) 0.0 DRY WASHED MASS (C) 1969.5 Mass After Sieve (D) 1969.1 A B 0.13 PAN TARE MOISTURE %= [(A-B)/(B-T)] X 100= 3055.6 5241.4 5123.1 5125.2 0.13 133 373.8 2432.3 2429.6 %I = [(Mi -Mf) / (Mi)] x 100 O+A+B+D+E O ASPHALT 155 COLD FEED MOISTURE TEMP Mg A+B+D % X100= X100= SIZE 0 0 25.0 19.0 12.5 9.5 6.3 4.75 2.36 .600 .075 4.4-5.4 INCINERATOR MIX TEMP 154-159 SIEVE JOB MIX FORMULA TEMP O % Scott Aker #43048 FILLER 19.0mm JMF MIX TEMP. Drum Discharge CORRECTED MIX NOMINAL SIZE HMAC SAMPLED AT L3 19.0mm Dense 123 (EAC OR HMAC) 8:00pm TO BE USED IN 350 SIEVE ANALYSIS BEGINING TOTAL SIZE Drum SIEVE SIZE 10-123-3 TYPE BID ITEM NUMBER 1000 TIME Good Rock Bar PLANT / MODEL 12345 AMOUNT REPRESENTED 10/18/2006 SOURCE NUMBER CONTRACT NUMBER 1 DATE PROJECT MANAGER SOURCE NAME TEST NO. 06-MD0001 English (E) Metric (M) X QUALITY CONTROL VERIFICATION INDEPENDENT ASSURANCE 0.0 NUCLEAR - CORE CORRELATION WORKSHEET English (E) Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT MIX DESIGN NO. LIFT LOT SUBLOT OR TEST NUMBER TYPE GAUGE - SERIAL NUMBER NUCLEAR T E S T BID ITEM NUMBER DEPTH OF LIFT MATERIAL TYPE CORE DENSITY DENSITY AVERAGE CORE THICKNESS (A) MASS IN AIR (C) MASS IN WATER (B) SSD MASS A B-C X 62.4 or 1000 1 2 3 4 5 6 7 8 9 10 CORRELATION FACTOR T E S T CORE RATIO NUCLEAR RATIOS NOT USED 1 2 3 4 5 6 7 8 9 10 (TO FOUR DECIMAL PLACES) a. If 9 or 10 ratios throw out high and low values and average remaining b. If 8 ratios, average all ratios. c. If less then 8, obtain more cores. TOTAL QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN CDT (PLEASE PRINT) AND CARD NUMBER COMPANY NAME SIGNATURE DATE CERTIFIED TECHNICAN CAT 1(PLEASE PRINT) AND CARD NUMBER COMPANY NAME SIGNATURE DATE CERTIFIED TECHNICAN QCCS (PLEASE PRINT) AND CARD NUMBER COMPANY NAME SIGNATURE DATE 734-2327 (10-2006) E NUCLEAR - CORE CORRELATION WORKSHEET English (E) Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. LOT SUBLOT LIFT Humboldt 5001c #1234 DEPTH OF LIFT 2nd NUCLEAR OR TEST NUMBER T E S T 2-1 2-2 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 1 2 3 4 5 6 7 8 9 10 123 Sean Parker TYPE GAUGE - SERIAL NUMBER 06-MD-0001 BID ITEM NUMBER MATERIAL TYPE 2 inch L3 1/2" D CORE DENSITY DENSITY AVERAGE 140 138.8 139.4 139.1 140.3 137.9 138.5 145.6 142.9 142.9 CORE THICKNESS 1.8 1.5 1.6 1.7 1.7 1.7 1.9 2.5 2.1 2.1 (A) MASS IN AIR 1867.3 1371.2 1625.3 1641.4 1700.9 1698.0 1943.3 3241.2 2291.5 2285.3 (C) MASS IN WATER 1073.1 782.9 928.4 941.4 965.6 988.6 1127.3 1883.2 1325.2 1325.3 (B) SSD MASS 1885.7 1384.2 1639.9 1660.4 1716.9 1725.9 1974.9 3250.9 2308.1 2309.3 A B-C 2.298 2.280 2.284 2.283 2.264 2.303 2.293 2.370 2.331 2.322 X 62.4 143.4 142.3 142.5 142.5 141.3 143.7 143.1 147.9 145.5 144.9 CORRELATION FACTOR CORE T E S T RATIO NUCLEAR 1.0243 1.0252 1.0222 1.0244 1.0071 1.0421 1.0332 1.0158 1.0182 1.0140 1 2 3 4 5 6 7 8 9 10 RATIOS NOT USED 1.0222 (TO FOUR DECIMAL PLACES) a. If 9 or 10 ratios throw out high and low values and average remaining x x b. If 8 ratios, average all ratios. c. If less then 8, obtain more cores. TOTAL 8.1773 X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN CDT (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 CERTIFIED TECHNICAN CAT 1(PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 CERTIFIED TECHNICAN QCCS (PLEASE PRINT) AND CARD NUMBER Sean Parker #12345 734-2327 (10-2006) COMPANY NAME SIGNATURE ODOT COMPANY NAME 10/18/2006 SIGNATURE ODOT COMPANY NAME ODOT DATE DATE 10/18/2006 SIGNATURE DATE 10/18/2006 M NUCLEAR - CORE CORRELATION WORKSHEET English (E) Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Form Sample C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms ODOT MIX DESIGN NO. LOT SUBLOT LIFT Humboldt 5001c #1234 DEPTH OF LIFT 1st NUCLEAR OR TEST NUMBER T E S T 1-1 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1 2 3 4 5 6 7 8 9 10 123 Sean Parker TYPE GAUGE - SERIAL NUMBER 06-MD0001 BID ITEM NUMBER 50mm MATERIAL TYPE L3 12.5mm D CORE DENSITY DENSITY AVERAGE 2330 2360 2369 2373 2336 2328 2321 2337 2331 2336 CORE THICKNESS 52 49 53 48 45 56 52 52 48 52 (A) MASS IN AIR 2293.3 2284.0 2312.1 2275.8 2271.3 2324.1 2300.8 2305.6 2284.1 2299.4 (C) MASS IN WATER 1341.6 1335.4 1354.3 1333.9 1328.9 1348.1 1341.4 1340.3 1333.3 1330.7 (B) SSD MASS 2301.6 2292.3 2320.4 2284.1 2279.6 2332.4 2309.1 2313.9 2292.4 2307.7 A B-C 2.389 2.387 2.393 2.395 2.389 2.361 2.378 2.368 2.382 2.354 X 1000 2389 2387 2393 2395 2389 2361 2378 2368 2382 2354 CORRELATION FACTOR CORE T E S T RATIO NUCLEAR 1.0253 1.0114 1.0101 1.0093 1.0227 1.0142 1.0246 1.0133 1.0219 1.0077 1 2 3 4 5 6 7 8 9 10 RATIOS NOT USED x 1.0159 (TO FOUR DECIMAL PLACES) a. If 9 or 10 ratios throw out high and low values and average remaining b. If 8 ratios, average all ratios. c. If less then 8, obtain more cores. x TOTAL 8.1275 X QUALITY CONTROL VERIFICATION CERTIFIED TECHNICAN CDT (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 CERTIFIED TECHNICAN CAT 1(PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 CERTIFIED TECHNICAN QCCS (PLEASE PRINT) AND CARD NUMBER Sean Parker #12345 734-2327 (10-2006) COMPANY NAME SIGNATURE ODOT COMPANY NAME 10/18/2006 SIGNATURE ODOT COMPANY NAME ODOT DATE DATE 10/18/2006 SIGNATURE DATE 10/18/2006 CALIBRATION BATCH FORM English (E) or Metric (M) SAMPLE No. PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER MIX DESIGN NO. DESIGN RAP % DESIGN ANTISTRIP % DESIGN ASPHALT % AGG SOURCE No. RAP SOURCE ANTISTRIP SUPPLIER AC SUPPLIER AGG % Absorbtion RAP % ASPHALT ANTISTRIP % Solids AC GRADE MATERIAL TYPE MIXING TEMP RANGE MASS OF SAMPLE Grams Mass of Sample X DESIGN ASPHALT % / 100 Mass of Asphalt Cement = Mass of Aggregate = Mass of Sample - Asphalt Cement Mass of Aggregate X DESIGN RAP % / 100 Mass of RAP = Mass of Asphalt Cement in RAP = Mass of RAP X RAP % ASPHALT / 100 Mass of Aggregate in RAP = Mass of RAP - Mass of Asphalt Cement in RAP Mass of Virgin Aggregate = Mass of Aggregate - Mass of Aggregate in RAP Mass of Virgin Aggregate without Antistrip = Mass of Virgin Aggregate / 100 + DESIGN ANTISTRIP % X 100 Mass of Antistrip in Virgin Aggregate = Mass of Virgin Aggregate - Mass of Virgin Aggregate without Antistrip Mass of Asphalt Cement - Mass of Asphalt Cement in RAP Mass of Virgin Asphalt Cement = (Pb) Virgin Asphalt Cement Percentage = Sieve JMF % Pass RAP % Pass Mass of Virgin Asphalt Cement Mass of Virgin Aggregate + Mass of Virgin Asphalt Cement Verify Batching Detail With CMDT Virgin AGG Target DRY VIRGIN AGGREGATE BATCHING WEIGHTS Accumulative % Pass Individual Actual % Retain 1 in (25.0mm) ¾ in (19.0mm) ½ in (12.5mm) ⅜ in (9.5mm) ¼ in (6.3mm) № 4 (4.75mm) № 8 (2.36mm) № 30 (600um) № 200 (75um) Without ANTISTRIP Mix Designs Follow TM 316 (ADDING ANTI-STRIP ADDITIVES OR LIME TO MIX DESIGN SAMPLES) TM 323 Add 0.1% More Moisture than AGG Moisture % Absorbtion MIX add lime MIX AGAIN ANTISTRIP Accumulative Actual All Ingredients and Utensils are Weighed in Hot Condition BUTTERED MIXING BOWL and SPOON Aggregate Mass of DRY AGG, ANTISTRIP, BOWL & SPOON Actual Mass of DRY AGG X Pb / 100 - Pb Asphalt Weigh the Sample after mixing before transferring to another container RAP BUTTERED MIXING BOWL and SPOON With in 1 Gram of Previous Tare weight SAMPLE OF HMAC Pan ACTUAL RAP AGG ACTUAL VIRG AGG ACTUAL AGG TOTAL QUALITY CONTROL ACTUAL RAP ASPHALT ACTUAL VIRG ASPHALT ACTUAL ASPHALT TOTAL CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2327_CB (10-2006) % ASPHALT VERIFICATION COMPANY NAME SIGNATURE DATE CALIBRATION BATCH FORM SAMPLE No. 3 E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Example C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms MIX DESIGN NO. BID ITEM NUMBER Sean Parker DESIGN RAP % DESIGN ANTISTRIP % 06-MD0001 20 0.375 5.5 AGG SOURCE No. 10-001-3 RAP SOURCE Hwy 20 ANTISTRIP SUPPLIER AC SUPPLIER AGG % Absorbtion RAP % ASPHALT ANTISTRIP % Solids AC GRADE 2.3 123 DESIGN ASPHALT % Ultrapave MATERIAL TYPE L3 3/4" Dense MIXING TEMP RANGE Albina 300-304 MASS OF SAMPLE 6.3 69 PG 70-28 2100 Grams 115.5 Mass of Sample X DESIGN ASPHALT % / 100 Mass of Asphalt Cement = 1984.5 Mass of Aggregate = Mass of Sample - Asphalt Cement 396.9 Mass of Aggregate X DESIGN RAP % / 100 Mass of RAP = 25.0 Mass of Asphalt Cement in RAP = Mass of RAP X RAP % ASPHALT / 100 Mass of Aggregate in RAP = Mass of RAP - Mass of Asphalt Cement in RAP 371.9 Mass of Virgin Aggregate = Mass of Aggregate - Mass of Aggregate in RAP 1612.6 Mass of Virgin Aggregate without Antistrip = Mass of Virgin Aggregate / 100 + DESIGN ANTISTRIP % X 100 1606.6 Mass of Antistrip in Virgin Aggregate = Mass of Virgin Aggregate - Mass of Virgin Aggregate without Antistrip 6.0 Mass of Asphalt Cement - Mass of Asphalt Cement in RAP 90.5 Mass of Virgin Asphalt Cement = (Pb) Virgin Asphalt Cement Percentage = Mass of Virgin Asphalt Cement Mass of Virgin Aggregate + Mass of Virgin Asphalt Cement 5.31% Verify Batching Detail With CMDT JMF RAP Virgin AGG Target DRY VIRGIN AGGREGATE BATCHING WEIGHTS Accumulative % Pass % Pass Individual Actual % Retain Sieve % Pass 1 in 100 100.0 100.0 0.0 0 0.0 0.0 ¾ in 80.7 100.0 96 95.0 78.9 5.0 80.7 ½ in 396.8 80 19.7 317.2 98.6 75.2 397.9 ⅜ in 84.6 10.3 165.4 563.5 69 64.9 563.3 ¼ in 54 782.5 63.9 13.6 219.1 51.3 782.5 №4 10.2 163.8 44 946.3 54.5 41.1 946.3 №8 283.7 17.7 25 1230 29.8 23.4 1230.0 № 30 14.2 227.6 11 9.3 1457.6 16.2 1457.6 № 200 4.0 1542.3 5.0 84.7 5.3 7.2 1542.3 Pan 4.0 64.3 1606.6 Without ANTISTRIP 1606.6 Mix Designs Follow TM 316 (ADDING ANTI-STRIP ADDITIVES OR LIME TO MIX DESIGN SAMPLES) TM 323 Add 0.1% More Moisture than AGG 2.4% Moisture 1645.1 38.6 1645.1 % Absorbtion MIX add lime MIX AGAIN ANTISTRIP 0.4% 6.0 1651.2 1651.2 Accumulative Actual All Ingredients and Utensils are Weighed in Hot Condition 1001.2 BUTTERED MIXING BOWL and SPOON 1000.0 2613.5 Aggregate 1612.3 Mass of DRY AGG, ANTISTRIP, BOWL & SPOON 2612.6 2704.2 90.5 Actual Mass of DRY AGG X Pb / 100 - Pb Asphalt 2704.0 3102.3 396.9 Weigh the Sample after mixing before transferring to another container RAP 3100.9 1000.9 BUTTERED MIXING BOWL and SPOON With in 1 Gram of Previous Tare weight 1000.0 SAMPLE OF HMAC 2101.4 2100.9 ACTUAL RAP AGG ACTUAL VIRG AGG ACTUAL AGG TOTAL QUALITY CONTROL 373.0 1612.3 1985.3 ACTUAL RAP ASPHALT ACTUAL VIRG ASPHALT ACTUAL ASPHALT TOTAL % ASPHALT 5.51% VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2327_CB (10-2006) 25.1 90.7 115.8 COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 CALIBRATION BATCH FORM SAMPLE No. 3 M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Form Example C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms MIX DESIGN NO. BID ITEM NUMBER Sean Parker DESIGN RAP % DESIGN ANTISTRIP % 06-MD0001 20 0.375 5.5 AGG SOURCE No. 10-001-3 RAP SOURCE Hwy 20 ANTISTRIP SUPPLIER AC SUPPLIER AGG % Absorbtion RAP % ASPHALT ANTISTRIP % Solids AC GRADE 2.3 123 DESIGN ASPHALT % Ultrapave MATERIAL TYPE L3 3/4" Dense MIXING TEMP RANGE Albina 300-304 MASS OF SAMPLE 6.3 69 PG 70-28 2100 Grams 115.5 Mass of Sample X DESIGN ASPHALT % / 100 Mass of Asphalt Cement = Mass of Aggregate = 1984.5 Mass of Sample - Asphalt Cement Mass of RAP = 396.9 Mass of Aggregate X DESIGN RAP % / 100 Mass of Asphalt Cement in RAP = 25.0 Mass of RAP X RAP % ASPHALT / 100 Mass of Aggregate in RAP = Mass of RAP - Mass of Asphalt Cement in RAP 371.9 Mass of Virgin Aggregate = Mass of Aggregate - Mass of Aggregate in RAP 1612.6 Mass of Virgin Aggregate without Antistrip = Mass of Virgin Aggregate / 100 + DESIGN ANTISTRIP % X 100 1606.6 Mass of Antistrip in Virgin Aggregate = Mass of Virgin Aggregate - Mass of Virgin Aggregate without Antistrip 6.0 Mass of Asphalt Cement - Mass of Asphalt Cement in RAP 90.5 Mass of Virgin Asphalt Cement = (Pb) Virgin Asphalt Cement Percentage = Mass of Virgin Asphalt Cement Mass of Virgin Aggregate + Mass of Virgin Asphalt Cement 5.31% Verify Batching Detail With CMDT JMF RAP Virgin AGG Target DRY VIRGIN AGGREGATE BATCHING WEIGHTS Accumulative % Pass % Pass Individual Actual % Retain Sieve % Pass 25.0mm 100 100.0 100.0 0.0 0 0.0 0.0 19.0mm 80.7 100.0 96 95.0 78.9 5.0 80.7 12.5mm 396.8 19.7 317.2 80 98.6 75.2 397.9 9.5mm 563.5 84.6 10.3 165.4 64.9 69 563.3 6.3mm 54 782.5 63.9 13.6 219.1 51.3 782.5 4.75mm 10.2 163.8 44 946.3 54.5 41.1 946.3 2.36mm 283.7 17.7 1230 25 29.8 23.4 1230.0 600um 14.2 227.6 1457.6 11 9.3 16.2 1457.6 75um 5.0 4.0 1542.3 84.7 5.3 7.2 1542.3 Pan 4.0 64.3 1606.6 Without ANTISTRIP 1606.6 Mix Designs Follow TM 316 (ADDING ANTI-STRIP ADDITIVES OR LIME TO MIX DESIGN SAMPLES) TM 323 Add 0.1% More Moisture than AGG 2.4% Moisture 1645.1 38.6 1645.1 % Absorbtion MIX add lime MIX AGAIN ANTISTRIP 0.4% 6.0 1651.2 1651.2 Accumulative Actual All Ingredients and Utensils are Weighed in Hot Condition 1001.2 BUTTERED MIXING BOWL and SPOON 1000.0 2613.5 Aggregate 1612.3 Mass of DRY AGG, ANTISTRIP, BOWL & SPOON 2612.6 2704.2 90.5 Actual Mass of DRY AGG X Pb / 100 - Pb Asphalt 2704.0 3102.3 396.9 Weigh the Sample after mixing before transferring to another container RAP 3100.9 1000.9 BUTTERED MIXING BOWL and SPOON With in 1 Gram of Previous Tare weight 1000.0 SAMPLE OF HMAC 2101.4 2100.9 ACTUAL RAP AGG ACTUAL VIRG AGG ACTUAL AGG TOTAL QUALITY CONTROL 373.0 1612.3 1985.3 ACTUAL RAP ASPHALT ACTUAL VIRG ASPHALT ACTUAL ASPHALT TOTAL % ASPHALT 5.51% VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2327_CB (10-2006) 25.1 90.7 115.8 COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 HMAC INCINERATOR OVEN CALIBRATION WORKSHEET PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR OR SUPPLIER PROJECT MANAGER INCINERATOR MAKE SERIAL NUMBER BID ITEM NUMBER ODOT MIX DESIGN NO. MATERIAL TYPE PERCENT RAP Incinerator Sample #1 Incinerator Sample #2 Incinerator Sample BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP Mi (A-T) A TEMP Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP Mi (A-T) A TEMP Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP Mi (A-T) A TEMP Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 Sieve Mass PAN % Ret %Pass Sieve 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 Mass PAN Initial Mass % Ret %Pass Sieve 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 Mass PAN Initial Mass AFTER WASH DRY MASS AFTER WASH DRY MASS MASS AFTER SEVE MASS AFTER SEVE MASS AFTER SEVE Sieve loss Sieve loss Sieve loss Mass Blank Only or Combined Blank & RAP PAN TARE WET MASS & PAN DRY MASS & PAN AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss COMBINED BLANK & RAP AFTER WASH DRY MASSES 0 Accumulated Sieve masses PAN SIEVE 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 % Ret %Pass TARGET BLANK #VALUE! VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2327_IC (10-2006) MIX # 2 AVE 1 & 2 Diff TARGET-BLANK 0 % Ret %Pass Initial Mass FACTOR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 PERCENT LOSS %I ACTUAL % A/C or Pb Batched CORRECTION QUALITY CONTROL MIX # 1 Mass PAN Sieve loss Initial Mass Sieve 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 % Ret %Pass Initial Mass AFTER WASH DRY MASS Sieve 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 RAP #VALUE! (Cf) INDEPENDENT ASSURANCE COMPANY NAME SIGNATURE DATE HMAC INCINERATOR OVEN CALIBRATION WORKSHEET PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Form Sample C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms INCINERATOR MAKE ODOT MIX DESIGN NO. 160 MATERIAL TYPE 06-MD0044 L3 12.5mm D 25% Incinerator Sample #1 Incinerator Sample #2 Incinerator Sample BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP 26.7 Mi (A-T) A TEMP 23.9 Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 BASKET TARE T MIX MASS & BASKET A B AGG MASS & BASKET COOL AGG & BASKET TEMP Mi (A-T) A TEMP Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 .600 .075 PAN Mass 0.0 39.8 178.1 346.2 216.2 190.0 141.9 260.4 141.2 12.0 AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss Sieve 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 PAN SIEVE 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 Mass 0.0 51.0 179.1 344.0 207.6 147.2 178.2 263.8 140.2 12.4 1 4613.5 6355.5 6246.6 6246.6 1742.0 1633.1 6.25 % Ret %Pass 0.0 100.0 2.4 97.6 10.9 86.7 21.2 65.5 13.2 52.3 11.6 40.7 8.7 32.0 15.9 16.1 8.6 7.5 Initial Mass 1633.1 1525.7 1525.8 0.0% % Ret %Pass 100.0 0.0 96.9 3.1 86.0 10.9 21.0 65.0 12.7 52.3 9.0 43.3 10.9 32.4 16.1 16.3 8.6 7.7 Initial Mass 1639.0 Sieve 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 PAN 2 4096.7 5836.5 5729.6 5729.6 1739.8 1632.9 6.14 % Ret %Pass 0.0 100.0 97.4 2.6 11.0 86.4 22.1 64.3 12.3 52.0 10.6 41.4 9.2 32.2 16.2 16.0 8.5 7.5 Initial Mass 1632.9 1525.4 1524.9 0.0% PERCENT RAP BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP 24.0 Mi (A-T) A TEMP 24.0 Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 Sieve 19.0 12.5 9.5 6.3 4.75 3.35 2.36 Mass 0.0 43.2 179.6 360.9 201.2 173.3 150.2 263.9 138.9 13.7 AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss Blank Only or Combined Blank & RAP 1288.7 PAN TARE 29277.0 WET MASS & PAN 2927.7 DRY MASS & PAN 1523.5 1523.5 0.0% Sieve loss COMBINED BLANK & RAP AFTER WASH DRY MASSES 1523.5 Accumulated Sieve masses 1523.5 Sieve loss 0.0% AFTER WASH DRY MASS MASS AFTER SEVE Sieve 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 Mass PAN RAP % Ret %Pass Initial Mass AFTER WASH DRY MASS 0 MASS AFTER SEVE Sieve loss Sieve 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 PAN Mass 0.0 51.0 179.1 344.0 207.6 147.2 178.2 263.8 140.2 12.4 % Ret %Pass 0.0 100.0 3.1 96.9 10.9 86.0 21.0 65.0 12.7 52.3 9.0 43.3 10.9 32.4 16.1 16.3 8.6 7.7 Initial Mass 1639.0 TARGET BLANK MIX # 1 MIX # 2 AVE 1 & 2 Diff TARGET-BLANK FACTOR 100 98 85 100.0 96.9 86.0 65.0 52.3 43.3 32.4 16.3 7.7 100.0 97.6 86.7 65.5 52.3 40.7 32.0 16.1 7.5 6.25 5.80 0.45 100.0 97.4 86.4 64.3 52.0 41.4 32.2 16.0 7.5 6.14 5.80 0.34 100.0 97.5 86.6 64.9 52.2 41.1 32.1 16.1 7.5 0.0 1.1 -1.0 0.0 -0.6 -0.6 0.1 0.1 2.2 0.3 0.2 0.2 19.0 12.5 9.5 6.3 4.75 3.35 2.36 .600 .075 0.40 (Cf) 51 32 15 6.2 PERCENT LOSS %I ACTUAL % A/C or Pb Batched CORRECTION X 123 Sean Parker SERIAL NUMBER Troxler 4155 BID ITEM NUMBER QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2327_IC (10-2006) -1.3 -0.4 -1.3 -1.5 INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 HMAC INCINERATOR OVEN CALIBRATION WORKSHEET PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Form Sample C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms INCINERATOR MAKE ODOT MIX DESIGN NO. 160 MATERIAL TYPE 06-MD0001 L3 1/2" Dense 25% Incinerator Sample #1 Incinerator Sample #2 Incinerator Sample BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP 299.0 Mi (A-T) A TEMP 301.0 Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP Mi (A-T) 300.0 A TEMP Mf (B-T) 300.0 B %I = [(Mi -Mf) / (Mi)] x 100 #30 #200 PAN Mass 0.0 0.0 39.7 236.7 313.0 143.9 278.1 275.1 110.4 18.4 AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss Sieve 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 PAN SIEVE 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 Mass 0.0 0.0 28.4 121.7 190.5 174.7 235.4 188.9 125.3 10.5 2 3054.9 4634.1 4536.2 4536.9 1579.2 1481.3 6.20 % Ret %Pass 0.0 100.0 0.0 100.0 2.7 97.3 16.0 81.3 21.1 60.2 9.7 50.5 18.8 31.7 18.6 13.1 7.4 5.7 Initial Mass 1482.0 1414.9 1415.3 0.0% % Ret %Pass 0.0 100.0 0.0 100.0 97.5 2.5 10.8 86.7 16.9 69.8 15.5 54.3 20.8 33.5 16.7 16.8 11.1 5.7 Initial Mass 1129.4 Sieve 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 PAN 1 3035.3 4616.5 4517.4 4517.9 1581.2 1482.1 6.27 % Ret %Pass 0.0 100.0 0.0 100.0 4.3 95.7 15.4 80.3 19.6 60.7 10.0 50.7 18.8 31.9 18.7 13.2 7.4 5.8 Initial Mass 1482.6 1409.8 1409.4 0.0% PERCENT RAP BASKET TARE T MIX MASS & BASKET A AGG MASS & BASKET B COOL AGG & BASKET TEMP 300.0 Mi (A-T) A TEMP 304.0 Mf (B-T) B %I = [(Mi -Mf) / (Mi)] x 100 Sieve 1 3/4 1/2 3/8 1/4 #4 #8 Mass 0.0 0.0 63.3 228.1 290.4 148.1 278.2 276.9 109.5 14.9 AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss Blank Only or Combined Blank & RAP 1216.7 PAN TARE 2348.2 WET MASS & PAN 2346.1 DRY MASS & PAN 1075.1 1075.4 0.0% Sieve loss COMBINED BLANK & RAP AFTER WASH DRY MASSES 1433.6 Accumulated Sieve masses 1434.0 Sieve loss 0.0% AFTER WASH DRY MASS MASS AFTER SEVE Sieve 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 PAN Mass 0.0 0.0 38.1 84.0 77.3 25.4 51.9 57.1 23.3 1.5 AFTER WASH DRY MASS MASS AFTER SEVE Sieve loss Sieve 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 PAN Mass 0.0 0.0 66.5 205.7 267.8 200.1 287.3 246.0 148.6 12.0 RAP 3080.3 3476.6 3453.9 3454.4 396.3 373.6 5.73 % Ret %Pass 0.0 100.0 0.0 100.0 10.2 89.8 22.5 67.3 20.7 46.6 6.8 39.8 13.9 25.9 15.3 10.6 6.2 4.4 Initial Mass 374.1 358.5 358.6 0.0% % Ret %Pass 0.0 100.0 0.0 100.0 4.4 95.6 13.7 81.9 17.8 64.1 13.3 50.8 19.1 31.7 16.4 15.3 9.9 5.4 Initial Mass 1503.5 TARGET BLANK MIX # 1 MIX # 2 AVE 1 & 2 Diff TARGET-BLANK FACTOR 100 96 83 61 51 31 15 6.0 100.0 100.0 95.6 81.9 64.1 50.8 31.7 15.3 5.4 100.0 100.0 97.3 81.3 60.2 50.5 31.7 13.1 5.7 6.20 5.98 0.22 100.0 100.0 95.7 80.3 60.7 50.7 31.9 13.2 5.8 6.27 6.01 0.26 100.0 100.0 96.5 80.8 60.5 50.6 31.8 13.2 5.8 0.0 0.4 1.1 -3.1 0.2 -0.7 -0.3 0.6 0.0 0.0 -0.9 1.1 3.6 0.2 -0.1 2.1 -0.4 1 3/4 1/2 3/8 1/4 #4 #8 #30 #200 0.24 (Cf) PERCENT LOSS %I ACTUAL % A/C or Pb Batched CORRECTION X 123 Sean Parker SERIAL NUMBER Troxler 4155 BID ITEM NUMBER QUALITY CONTROL VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2327_IC (10-2006) INDEPENDENT ASSURANCE COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 DAILY ASPHALT PLANT PRODUCTION CONTRACT NUMBER PROJECT NAME (SECTION) C0NTRACTOR OR SUPPLIER PROJECT MANAGER REPORT NUMBER MATERIAL TYPE DATE ( HMAC OR EAC ) DAILY METER READINGS PLANT DRY AGG BEGIN DAILY PHYSICAL INVENTORY WET AGG BEGIN TRUCK SCALE TOTAL a A PLANT DRY AGG END WET AGG END B PLANT SET AGG MOISTURE PLANT MIX WASTE (WEIGHED) b 0.00 AVERAGE COLD FEED MOISTURE TOTAL DRY AGG (B-A)/(1+(C/100)) d D PLANT DRY RAP BEGIN WET RAP BEGIN e E PLANT DRY RAP END WET RAP END F PLANT SET RAP MOISTURE 0.00 (F-E)/(1+(G/100)) g h 0.00 ASPHALT BEGIN b+c+d 0.00 a+e 0.00 DAILY AVERAGE MIX MOISTURE TANK STICK BEGIN ASPHALT DELIVERED i I ASPHALT END DEDUCTIONS (ASPHALT REMOVED FROM TANK, PRIOR TO METERING) k J ASPHALT TOTAL TOTAL MIX NOT ACCEPTED f AVERAGE RAP MOISTURE H MIX SOLD TO OTHERS TOTAL HMAC PRODUCED G TOTAL DRY RAP REJECTED LOAD MIX WASTE c C ( SHOW METHOD FOR CORRECTION) TANK STICK END m n K ANTISTRIP BEGIN correction 1.00 CORRECTED L h+i-k-m 0.00 ANTISTRIP BEGIN INVENTORY 0.000 p ANTISTRIP DELIVERED 1.00 M 0.000 q 1.00 N 0.000 r 0.000 s ANTISTRIP END ANTISTRIP TOTAL TOTAL BY TANK STICKING ANTISTRIP DELIVERED ANTISTRIP END INVENTORY N-L (meter) or L+M-N (scales) O ANTISTRIP TOTAL p+q-r 0.00 UNCOATED AGG WASTE (WEIGHED) U V Y METERED TOTAL DRY MIX ( D +H + K - U ) (D + K - U ) BY METER % Pb HMAC: (K / V )X100 EAC : ( K / ( V - K ) )X100 % ANTISTRIP (O/(D-O))x100 %RAP Z (H/(D+H))x100 % ERROR TRUCK SCALE vs. TOTAL METER HMAC (( W - V ) / W) x100 EAC ( f- (B - A + K - U) / f x100 ALLOWABLE ±1.0% (HMAC) QUALITY CONTROL f / (1+(g/100)) PHYSICAL TOTAL DRY MIX 0.00 BY TANK % Pb HMAC: ( n / W) x 100 EAC : n/((W-n)/(1+(C/100))) x 100 % ERROR ASPHALT METER vs. TANK MEASURE DAILY DIFFERENCE: TANK vs. METER (( n - K ) / n ) x 100 Z - Y ALLOWABLE ±0.20 VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-2401 (10-2006) W COMPANY NAME SIGNATURE DATE DAILY ASPHALT PLANT PRODUCTION PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms REPORT NUMBER Sean Parker MATERIAL TYPE 123 ( HMAC OR EAC ) DATE HMAC DAILY METER READINGS PLANT DRY AGG BEGIN WET AGG BEGIN 0.00 A PLANT DRY AGG END 2596.28 0.00 b 2676.76 B c (B-A)/(1+(C/100)) d 2601.32 D PLANT DRY RAP BEGIN WET RAP BEGIN e E PLANT DRY RAP END WET RAP END F PLANT SET RAP MOISTURE 0.00 TOTAL MIX NOT ACCEPTED b+c+d 5.00 f 0.00 AVERAGE RAP MOISTURE g (F-E)/(1+(G/100)) h 0.00 H 0.00 MIX SOLD TO OTHERS TOTAL HMAC PRODUCED G TOTAL DRY RAP 5.00 REJECTED LOAD MIX WASTE 2.9 C 2735.78 PLANT MIX WASTE (WEIGHED) AVERAGE COLD FEED MOISTURE 3.1 TOTAL DRY AGG TRUCK SCALE TOTAL a WET AGG END PLANT SET AGG MOISTURE 10/18/2006 DAILY PHYSICAL INVENTORY ASPHALT BEGIN a+e 2740.78 DAILY AVERAGE MIX MOISTURE 0.27 TANK STICK BEGIN 95.85 ASPHALT DELIVERED I i 0 ASPHALT END 120.01 DEDUCTIONS (ASPHALT REMOVED FROM TANK, PRIOR TO METERING) k 147.23 J ASPHALT TOTAL ( SHOW METHOD FOR CORRECTION) TANK STICK END m n 147.23 K ANTISTRIP BEGIN 30.210 correction 1.00 CORRECTED L h+i-k-m 147.50 ANTISTRIP BEGIN INVENTORY 30.210 p ANTISTRIP DELIVERED 0.000 68.36 TOTAL BY TANK STICKING 1.00 M 0.000 q 1.00 N 8.030 r 22.180 s ANTISTRIP END ANTISTRIP DELIVERED ANTISTRIP END INVENTORY 8.030 ANTISTRIP TOTAL N-L (meter) or L+M-N (scales) O ANTISTRIP TOTAL p+q-r 0.00 UNCOATED AGG WASTE (WEIGHED) 5.00 U V Y METERED TOTAL DRY MIX ( D +H + K - U ) (D + K - U ) W 2743.55 BY METER % Pb HMAC: (K / V )X100 EAC : ( K / ( V - K ) )X100 Z 5.37 % ANTISTRIP (O/(D-O))x100 %RAP (H/(D+H))x100 5.40 DAILY DIFFERENCE: TANK vs. METER -0.37 (( n - K ) / n ) x 100 Z - Y ALLOWABLE ±0.20 0.03 VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2401 (10-2006) BY TANK % Pb HMAC: ( n / W) x 100 EAC : n/((W-n)/(1+(C/100))) x 100 0.18 % ERROR TRUCK SCALE vs. TOTAL METER HMAC (( W - V ) / W) x100 EAC ( f- (B - A + K - U) / f x100 ALLOWABLE ±1.0% (HMAC) QUALITY CONTROL 2733.40 % ERROR ASPHALT METER vs. TANK MEASURE 0.86 X f / (1+(g/100)) PHYSICAL TOTAL DRY MIX COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 DAILY ASPHALT PLANT PRODUCTION PROJECT NAME (SECTION) CONTRACT NUMBER 12345 Forms Example C0NTRACTOR OR SUPPLIER PROJECT MANAGER ODOT Forms REPORT NUMBER Sean Parker MATERIAL TYPE 123 ( HMAC OR EAC ) DATE HMAC DAILY METER READINGS PLANT DRY AGG BEGIN WET AGG BEGIN 0.00 A PLANT DRY AGG END 2073.56 0.00 b 2150.28 B c (B-A)/(1+(C/100)) d 2071.56 D PLANT DRY RAP BEGIN WET RAP BEGIN PLANT DRY RAP END WET RAP END F 547.79 PLANT SET RAP MOISTURE g 3.5 (F-E)/(1+(G/100)) h 547.79 H 552.36 TOTAL MIX NOT ACCEPTED b+c+d 559.86 TOTAL HMAC PRODUCED 566.96 G 0.00 MIX SOLD TO OTHERS f AVERAGE RAP MOISTURE 3.5 TOTAL DRY RAP e 0.00 E 7.50 REJECTED LOAD MIX WASTE 3.8 C 2196.54 PLANT MIX WASTE (WEIGHED) AVERAGE COLD FEED MOISTURE 3.7 TOTAL DRY AGG TRUCK SCALE TOTAL a WET AGG END PLANT SET AGG MOISTURE 10/18/2006 DAILY PHYSICAL INVENTORY ASPHALT BEGIN a+e 2756.40 DAILY AVERAGE MIX MOISTURE 0.14 TANK STICK BEGIN 87.04 ASPHALT DELIVERED I i 0 ASPHALT END 106.18 DEDUCTIONS (ASPHALT REMOVED FROM TANK, PRIOR TO METERING) J k 130.98 ASPHALT TOTAL ( SHOW METHOD FOR CORRECTION) TANK STICK END m n 130.98 K ANTISTRIP BEGIN 0.000 correction 1.00 CORRECTED ANTISTRIP BEGIN INVENTORY ANTISTRIP DELIVERED 1.00 M h+i-k-m 131.14 p 0.000 L 62.08 TOTAL BY TANK STICKING q 0.000 ANTISTRIP END 0.00 ANTISTRIP DELIVERED 0.00 ANTISTRIP END INVENTORY 0.891 ANTISTRIP TOTAL 1.00 N r 0.891 N-L (meter) or L+M-N (scales) p+q-r s 0.891 O 0.90 ANTISTRIP TOTAL -0.90 UNCOATED AGG WASTE (WEIGHED) 7.50 U V Y METERED TOTAL DRY MIX ( D +H + K - U ) (D + K - U ) W 2742.83 BY METER % Pb HMAC: (K / V )X100 EAC : ( K / ( V - K ) )X100 Z 4.78 % ANTISTRIP (O/(D-O))x100 %RAP 0.04 (H/(D+H))x100 20.9 4.76 (( n - K ) / n ) x 100 DAILY DIFFERENCE: TANK vs. METER Z - Y ALLOWABLE ±0.20 -0.02 VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-2401 (10-2006) BY TANK % Pb HMAC: ( n / W) x 100 EAC : n/((W-n)/(1+(C/100))) x 100 0.12 0.35 QUALITY CONTROL 2752.55 % ERROR ASPHALT METER vs. TANK MEASURE % ERROR TRUCK SCALE vs. TOTAL METER HMAC (( W - V ) / W) x100 EAC ( f- (B - A + K - U) / f x100 ALLOWABLE ±1.0% (HMAC) X f / (1+(g/100)) PHYSICAL TOTAL DRY MIX COMPANY NAME ODOT SIGNATURE DATE 10/18/2006 MAXIMUM DENSITY OF CONSTRUCTION MATERIALS English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER CONTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER SOURCE NAME SOURCE NUMBER MATERIAL SIZE TEST NO. DATE TIME SAMPLED AT MATERIAL DESCRIPTION TO BE USED IN TEST METHOD T 99 T 180 lb/ft³ kg/m³ A or D SAMPLE + №4(4.75) - №4(4.75) Total Pc lb/ft³ kg/m³ % + ¾(19.0) - ¾(19.0) Total Pc lb/ft³ kg/m³ % MAX DRY DENSITY OF THE FINES lb/ft³ kg/m³ Df OPTIMUM MOISTURE % THE FINES lb/ft³ kg/m³ % MCf BASE AGG % Stock Pile AVE. Pc RELATIVE MAX DRY DENSITY lb/ft³ kg/m³ lb/ft³ kg/m³ Dd COMBINED OPTIMUM MOISTURE % % % TEST NO. MASS OF (M) AND MATERIALS MOLD MASS OF WET (GRAMS) (GRAMS) MATERIAL MASS OF MOLD % (WD) WET DENSITY lb/ft³(kg/m³) % % % OVEN MOISTURE % AASHTO T255 / 265 Pan Tare (t) WET(a) DRY(b) % M (m) % MCT (D) DRY DENSITY lb/ft³(kg/m³) 1 2 3 4 5 6 7 8 Factors: grams to lb/ft³(kg/m³) 4 in MOLD (WD) = (M) X 0.06614 101.6mm MOLD (WD) = (M) X 1.060 6 in MOLD (WD) = (M) X 0.02939 152.4mm MOLD (WD) = (M) X 0.471 OVEN MOISTURE % (m)= (D)= AASHTO T85 SPECIFIC GRAVITY OF (a) - (b) (b) - (t) (WD) (m)+100 X100 X100 Oven Dry Mass SSD Mass Weight in Water Gsb Gsb SSD Gsa ABSORPTION (A) (B) (C) (A) / [(B)-(C)] (B) / [(B)-(C)] (A) / [(A)-(C)] [[(B)-(A)]/(A)]X100 COARSE AGGREGATE AGGREGATES AASHTO T224 COARSE PARTICLE CORRECTION X QUALITY CONTROL Pf = 100 - Pc k = Gsb x 62.4 or 1000 MCc = ABSORPTION OR MOISTURE COMBINED OPTIMUM MOISTURE Dd ( MCf x Pf + MCc x Pc ) + / 100 = = MCT VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-3468 (10-2006) If Material is manufactured use Average Pc from T 27 RELATIVE MAXIMUM DRY DENSITY ( Pf / Df + Pc / k ) 100 / = = / COMPANY NAME SIGNATURE DATE MAXIMUM DENSITY OF CONSTRUCTION MATERIALS PROJECT NAME (SECTION) CONTRACT NUMBER CONTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER SOURCE NAME SOURCE NUMBER MATERIAL SIZE TEST NO. DATE TIME SAMPLED AT MATERIAL DESCRIPTION TO BE USED IN 0-9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20% 21% 22% 23% 24% 25% 26% 27% 28% 29% 30% 31% 32% 33% 34% 35% 36% 37% 38% 39% 40% QUALITY CONTROL ES RTIC L + ( MCf x Pf RSE PA Pf = 100 - Pc MCc x Pc ) / 100 = MCT k = Gsb x 62.4 or 1000 MCc = ABSORPTION OR MOISTURE TEST METHOD T 99 T 180 0-9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20% 21% 22% 23% 24% 25% 26% 27% 28% 29% 30% 31% 32% 33% 34% 35% 36% 37% 38% 39% 40% A or D CURVE COARSE PARTICLES + №4(4.75) % + ¾(19.0) % SOILS MAX DRY DENSITY OF THE FINES Df 0 lb/ft³ kg/m³ OPTIMUM MOISTURE % THE FINES MCf 0.0 MAX DRY DENSITY OF THE COURSE k % lb/ft³ kg/m³ OPTIMUM MOISTURE % THE COURSE MCc % VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER 734-3468 (10-2006) RELATIVE MAXIMUM DRY DENSITY Dd 100 / ( Pf / Df )+( Pc / k ) = COMBINED OPTIMUM MOISTURE COA COM BI MOI NED OP STU RE TIMUM REL AT DEN IVE MA XIM SITY UM COA RSE PA RTIC L ES DRY AASHTO T224 COARSE PARTICLE CORRECTION COMPANY NAME SIGNATURE DATE E MAXIMUM DENSITY OF CONSTRUCTION MATERIALS English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example 12345 PROJECT MANAGER CONTRACTOR OR SUPPLIER BID ITEM NUMBER Sean Parker ODOT Forms SOURCE NAME 123 SOURCE NUMBER MATERIAL SIZE 10-123-3 Hwy Road Bed TEST NO. DATE 1 TIME SAMPLED AT 10/18/2006 8:00am MATERIAL DESCRIPTION 260+50 1"-0 TO BE USED IN Light Brown Sandy Embankment TEST METHOD T 99 T 180 X A or D lb/ft³ 106 A SAMPLE 4098.1 9231.6 + №4 - №4 lb/ft³ 104 lb/ft³ 102 Total Pc 31 % +¾ -¾ 1533.4 11796.3 Total Pc 12 % 13329.7 13329.7 MAX DRY DENSITY OF THE FINES 106.4 Df lb/ft³ OPTIMUM MOISTURE % THE FINES 100 16.4 MCf lb/ft³ % BASE AGG % Stock Pile AVE. Pc RELATIVE MAX DRY DENSITY COMBINED OPTIMUM MOISTURE % 11 % TEST NO. 1 2 3 4 5 6 7 8 13 % MASS OF (M) AND MATERIALS MOLD MASS OF WET (GRAMS) (GRAMS) 5964.80 6032.50 15 % 19 % 17 % 21 % MATERIAL Pan Tare (t) WET(a) DRY(b) % M (m) 4244.1 1720.70 113.8 130.2 358.4 334.0 12.0 101.6 4244.1 1788.40 118.3 127.9 361.8 333.4 13.8 104 6104.20 4244.1 1860.10 123 128.5 382.0 347.4 15.8 106.2 6118.70 4244.1 1874.60 124 128.2 376.7 339.4 17.7 105.4 6090.50 4244.1 1846.40 122.1 129.5 372.2 331.9 19.9 101.8 OVEN MOISTURE % AASHTO T255 / 265 % MCT (WD) WET DENSITY lb/ft³ MASS OF MOLD (D) DRY DENSITY lb/ft³ Factors: grams to lb/ft³ 4 in MOLD (WD) = (M) X 0.06614 6 in MOLD (WD) = (M) X 0.02939 OVEN MOISTURE % (m)= (D)= AASHTO T85 SPECIFIC GRAVITY OF COARSE AGGREGATE AGGREGATES AASHTO T224 COARSE PARTICLE CORRECTION X lb/ft³ Dd lb/ft³ 98 QUALITY CONTROL X100 (b) - (t) (WD) X100 (m)+100 Oven Dry Mass SSD Mass Weight in Water Gsb Gsb SSD Gsa ABSORPTION (A) (B) (C) (A) / [(B)-(C)] (B) / [(B)-(C)] (A) / [(A)-(C)] [[(B)-(A)]/(A)]X100 2498.4 2.541 2.587 2.662 1.8 4001.7 Pf = 100 - Pc 4073.1 k = Gsb x 62.4 If Material is manufactured use Average Pc from T 27 RELATIVE MAXIMUM DRY DENSITY 100 / ( Pf / Df + Pc / k ) = = / MCc = ABSORPTION OR MOISTURE COMBINED OPTIMUM MOISTURE Dd ( MCf x Pf + MCc x Pc ) + / 100 = = MCT VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-3468 (10-2006) (a) - (b) COMPANY NAME SIGNATURE ODOT DATE 10/18/2006 MAXIMUM DENSITY OF CONSTRUCTION MATERIALS PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example CONTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms Sean Parker SOURCE NAME 1 123 SOURCE NUMBER Hwy Road Bed TEST NO. BID ITEM NUMBER DATE TIME MATERIAL SIZE 10-123-3 SAMPLED AT 10/18/2006 8:00am MATERIAL DESCRIPTION 260+50 1"-0 TO BE USED IN Light Brown Sandy Embankment 0-9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20% 21% 22% 23% 24% 25% 26% 27% 28% 29% 30% 31% 32% 33% 34% 35% 36% 37% 38% 39% 40% X 106.4 110 110.4 110.8 111.2 111.5 111.9 112.3 112.7 113.1 113.5 113.9 114.3 114.7 115.1 115.5 115.9 116.4 116.8 117.2 117.6 118.1 118.5 118.9 119.4 119.8 120.3 120.7 121.2 121.6 122.1 122.5 QUALITY CONTROL 16.4 14.9 14.8 14.6 14.5 14.4 14.2 14.1 13.9 13.8 13.6 13.5 13.3 13.2 13.0 12.9 12.8 12.6 12.5 12.3 12.2 12.0 11.9 11.7 11.6 11.4 11.3 11.1 11.0 10.9 10.7 10.6 0 ES RTIC L + ( MCf x Pf MCc x Pc ) RSE PA Pf = 100 - Pc / 100 = MCT k = Gsb x 62.4 MCc = ABSORPTION OR MOISTURE 0-9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20% 21% 22% 23% 24% 25% 26% 27% 28% 29% 30% 31% 32% 33% 34% 35% 36% 37% 38% 39% 40% TEST METHOD T 99 T 180 X 0 A or D A CURVE COARSE PARTICLES + №4 31 % +¾ 12 % SOILS MAX DRY DENSITY OF THE FINES Df 106.4 lb/ft³ OPTIMUM MOISTURE % THE FINES MCf 16.4 % MAX DRY DENSITY OF THE COURSE k 158.6 lb/ft³ OPTIMUM MOISTURE % THE COURSE MCc 1.8 % VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-3468 (10-2006) RELATIVE MAXIMUM DRY DENSITY Dd 100 / ( Pf / Df )+( Pc / k ) = COMBINED OPTIMUM MOISTURE COA COM BI MOI NED OP STU RE TIMUM REL AT DEN IVE MA XIM SITY UM COA RSE PA RTIC L ES DRY AASHTO T224 COARSE PARTICLE CORRECTION COMPANY NAME SIGNATURE ODOT DATE 10/18/2006 m MAXIMUM DENSITY OF CONSTRUCTION MATERIALS English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example 12345 PROJECT MANAGER CONTRACTOR OR SUPPLIER BID ITEM NUMBER Sean Parker ODOT Forms SOURCE NAME MATERIAL SIZE 10-123-3 Best Rock Quarry TEST NO. DATE 1 TIME SAMPLED AT 10/18/2006 8:00am 1950 123 SOURCE NUMBER MATERIAL DESCRIPTION final belt 25mm-0 TO BE USED IN Crushed Aggregate Base Aggregate TEST METHOD T 99 T 180 X A or D kg/m³ D SAMPLE + 4.75mm - 4.75mm 1910 Total Pc kg/m³ % + 19.0mm - 19.0mm 1870 Total Pc kg/m³ % MAX DRY DENSITY OF THE FINES 1978 Df kg/m³ OPTIMUM MOISTURE % THE FINES 1830 9.2 MCf kg/m³ % BASE AGG 15 % Stock Pile AVE. Pc RELATIVE MAX DRY DENSITY 1790 COMBINED OPTIMUM MOISTURE % 4 % 2 % TEST NO. 1 2 3 4 5 6 7 8 6 % 8 % 10 % MASS OF (M) AND MATERIALS MOLD MASS OF WET (GRAMS) (GRAMS) MATERIAL (WD) WET DENSITY kg/m³ WET(a) DRY(b) 9901.10 5667.3 4233.80 1994 538.1 512.0 10044.00 5667.3 4376.70 2061 558.6 10152.10 5667.3 4484.80 2112 630.0 10255.20 5667.3 4587.90 2161 558.4 10269.40 5667.3 4602.10 2168 570.1 MASS OF MOLD 12 % Pan Tare (t) 8.3 MCT AASHTO T85 COARSE AGGREGATE AGGREGATES AASHTO T224 COARSE PARTICLE CORRECTION QUALITY CONTROL Factors: grams to kg/m³ 5.1 1897 101.6mm MOLD (WD) = (M) X 1.060 523.6 6.7 1932 582.1 8.2 1952 509.4 9.6 1972 515.7 10.5 1962 % M (m) 152.4mm MOLD (WD) = (M) X 0.471 OVEN MOISTURE % (m)= (a) - (b) X100 (b) - (t) (WD) X100 (m)+100 Oven Dry Mass SSD Mass Weight in Water Gsb Gsb SSD Gsa ABSORPTION (A) (B) (C) (A) / [(B)-(C)] (B) / [(B)-(C)] (A) / [(A)-(C)] [[(B)-(A)]/(A)]X100 2964.3 2.626 2.706 2.855 3.1 4562.3 Pf = 100 - Pc 4701.9 k = Gsb x 1000 If Material is manufactured use Average Pc from T 27 RELATIVE MAXIMUM DRY DENSITY 100 / ( Pf / Df + Pc / k ) = Dd = 2054 / 100 0.04868 MCc = ABSORPTION OR MOISTURE COMBINED OPTIMUM MOISTURE ( MCf x Pf 782.0 + MCc x Pc ) + 46.5 / 100 = = MCT 8.3 VERIFICATION CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-3468 (10-2006) % (D) DRY DENSITY kg/m³ OVEN MOISTURE % AASHTO T255 / 265 (D)= SPECIFIC GRAVITY OF X kg/m³ 2054 Dd kg/m³ COMPANY NAME SIGNATURE ODOT DATE 10/18/2006 FAMILY OF CURVES English (E) Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER CONTRACTOR OR SUPPLIER PROJECT MANAGER BID ITEM NUMBER lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ lb/ft³ kg/m³ % % % % COMMENTS CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME 734-3468_FC (10-2006) % % % % Gsb (k) = Gsb x 62.4(E) or 1000(M) MCc = Absorption or Moisture SIGNATURE DATE FAMILY OF CURVES E PROJECT NAME (SECTION) English (E) Metric (M) CONTRACT NUMBER Forms Example CONTRACTOR OR SUPPLIER 12345 PROJECT MANAGER BID ITEM NUMBER Sean Parker ODOT Forms 123 lb/ft³ 111 Curve #2 80 % Line lb/ft³ 109 lb/ft³ 107 Curve #3 lb/ft³ 105 lb/ft³ Curve #5 103 lb/ft³ 101 lb/ft³ 99 lb/ft³ 97 10 % 12 % 14 % 16 % 18 % COMMENTS CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Scott Aker #43048 734-3468_FC (10-2006) 20 % 22 % Gsb (k) = Gsb x 62.4 MCc = Absorption or Moisture ODOT SIGNATURE 24 % 164.0 2.2% DATE 10/18/2006 FAMILY OF CURVES M PROJECT NAME (SECTION) English (E) Metric (M) CONTRACT NUMBER Forms Example CONTRACTOR OR SUPPLIER 12345 PROJECT MANAGER BID ITEM NUMBER Sean Parker ODOT Forms 123 kg/m³ 1850 Curve #2 80 % Line kg/m³ 1800 kg/m³ 1750 Curve #3 kg/m³ 1700 kg/m³ Curve #5 1650 kg/m³ 1600 kg/m³ 1550 kg/m³ 1500 10 % 12 % 14 % 16 % 18 % COMMENTS CERTIFIED TECHNICAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME Scott Aker #43048 734-3468_FC (10-2006) 20 % 22 % Gsb (k) = Gsb x 1000 MCc = Absorption or Moisture ODOT SIGNATURE 24 % 2626 3.1% DATE 10/18/2006 CONCRETE YIELD AND W/C RATIO WORKSHEET English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR PROJECT MANAGER BID ITEM NUMBER CONCRETE SUPPLIER SUBMITTED BY QUANTITY REPRESENTED yd³(m³) CONCRETE FOR USE IN (LOCATION OR PLACEMENT) BRIDGE NUMBER SPECIFIED STRENGTH PSI(Mpa) DATA SHEET NUMBER DATE SET NUMBER INVOICE NUMBER BATCH SIZE DAYS TRUCK NO & DRIVER FIELD TESTS BATCH MASSES (lb) CEMENT FLYASH SILICA FUME COARSE AGG. #2 FINE AGG (SAND) WATER BATCHED WATER JOBSITE TOTAL ADD WATER ADMIXTURES lb(kg) lb(kg) lb(kg) lb(kg) lb(kg) lb(kg) Gal(L) Total Water Gal x 8.34 = lb AMBIENT °F(°C) CONCRETE °F(°C) SLUMP in(mm) AIR % CYLINDER CURE LOW Gal(L) Gal(L) oz(ml) Admixtures lb(kg) lb(kg) TOTAL BATCH MASS oz / 16 = lb ml / 1000 = kg HIGH °F(°C) L = kg °F(°C) AGG % FREE MOISTURE COARSE % #2 % SAND % lb(kg) DENSITY lb(kg) lb(kg) lb(kg) CONCRETE + POT - POT MASS CONCRETE MASS= YIELD TOTAL BATCH MASS = lb/ft³ x 27 or DENSITY (kg/m³) = CEMENT CONTENT CEMENT, FLYASH & SILICA = YIELD = WATER CEMENT RATIO BATCH MASS - ( A. AGGREGATE FREE WATER BATCH MASS -( -( -( #2 SAND lb(kg) lb(kg) = lb/ft³ (kg/m³) = yd³ (m³) = lb/yd³ (kg/m³) ) =AGG. FREE WATER W/C RATIO= TOTAL FREE WATER (A+B+C) TOTAL CEMENT & FLYASH )= )= / 1+ )= A. AGGREGATE FREE WATER TOTAL = B. WATER ADDED AT PLANT&JOBSITE = C. ADMIXTURES ADDED = / 1+ / 1+ = W/C RATIO 0 lb(kg) lb(kg) lb(kg) lb(kg) lb(kg) lb(kg) VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-3573 (10-2006) = (FREE MOISTURE FACTOR = % FREE MOISTURE DIVIDED BY 100. EG. : 5.5% = 0.055) (1+ FREE MOISTURE FACTOR) COARSE QUALITY CONTROL ÷ POT CALIBRATION COMPANY NAME SIGNATURE DATE CONCRETE YIELD AND W/C RATIO WORKSHEET E English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Sample C0NTRACTOR 12345 BID ITEM NUMBER PROJECT MANAGER ODOT Forms Sean Parker CONCRETE SUPPLIER 123 SUBMITTED BY QUANTITY REPRESENTED The Best Ready Mix BRIDGE NUMBER F-12345-001 1 5000 28 PSI DATE INVOICE NUMBER BATCH SIZE TRUCK NO & DRIVER 10/18/06 123456 9yd3 #21 T. Driver SET NUMBER yd³ SPECIFIED STRENGTH 1234a Deck DATA SHEET NUMBER 100 Scott Aker CONCRETE FOR USE IN (LOCATION OR PLACEMENT) DAYS FIELD TESTS BATCH MASSES (lb) 4650 CEMENT 2165 FLYASH 288 SILICA FUME 17600 COARSE AGG. #2 10280 FINE AGG (SAND) WATER BATCHED 119 Gal WATER JOBSITE 0 Gal TOTAL ADD WATER 119 992 x 8.34 ADMIXTURES TOTAL OZ 1257 79 / 16 lb lb lb lb lb lb Total Water 67 °F 70 °F AGG % FREE MOISTURE 3.10 % COARSE #2 % 5.58 % SAND Admixtures lb lb HIGH LOW Gal x 8.34 = lb L = kg 36054 TOTAL BATCH MASS 57 AMBIENT °F 70 CONCRETE °F 7 1/2 in SLUMP 5.8 AIR % CYLINDER CURE oz / 16 = lb ml / 1000 = kg lb DENSITY 44.42 7.68 36.74 CONCRETE + POT - POT MASS CONCRETE MASS= YIELD CEMENT CONTENT TOTAL BATCH MASS = lb/ft³ x 27 = = YIELD = BATCH MASS - ( A. AGGREGATE FREE WATER 17600 10280 SAND X QUALITY CONTROL = 0.30 147.1 lb/ft³ = 9.08 yd³ = 782 lb/yd³ ) =AGG. FREE WATER 17600 W/C RATIO= / 1+ TOTAL FREE WATER (A+B+C) TOTAL CEMENT & FLYASH 0.0310 )= )= 10280 0.0558 / 1+ )= A. AGGREGATE FREE WATER TOTAL = = W/C RATIO B. WATER ADDED AT PLANT&JOBSITE = C. ADMIXTURES ADDED = / 1+ 529 0 543 1072 992 79 lb lb lb lb lb lb VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-3573 (10-2006) -( -( -( = (FREE MOISTURE FACTOR = % FREE MOISTURE DIVIDED BY 100. EG. : 5.5% = 0.055) BATCH MASS #2 0.249700 7103 9.08 (1+ FREE MOISTURE FACTOR) COARSE lb lb ÷ POT CALIBRATION 36054 3971.70 CEMENT, FLYASH & SILICA WATER CEMENT RATIO 2143 7103 lb lb lb COMPANY NAME ODOT SIGNATURE DATE CONCRETE YIELD AND W/C RATIO WORKSHEET M English (E) or Metric (M) PROJECT NAME (SECTION) CONTRACT NUMBER Forms Sample C0NTRACTOR 12345 BID ITEM NUMBER PROJECT MANAGER ODOT Forms Sean Parker CONCRETE SUPPLIER 123 SUBMITTED BY QUANTITY REPRESENTED The Best Ready Mix Scott Aker BRIDGE NUMBER CONCRETE FOR USE IN (LOCATION OR PLACEMENT) 1234a Drilled Shaft DATA SHEET NUMBER 1 30 28 MPa DATE INVOICE NUMBER BATCH SIZE TRUCK NO & DRIVER 10/18/06 123456 7.0m3 #21 T. Driver SET NUMBER F-12345-001 75 m³ SPECIFIED STRENGTH DAYS FIELD TESTS BATCH MASSES (lb) 2660 CEMENT 535 FLYASH SILICA FUME 5290 COARSE AGG. 1650 #2 5450 FINE AGG (SAND) WATER BATCHED 829 L WATER JOBSITE 0 L TOTAL ADD WATER 829 829 L= ADMIXTURES TOTAL ML 40831 41 / 1000 kg kg kg kg kg kg Total Water Gal x 8.34 = lb LOW L = kg 20.5 HIGH °C 22 °C AGG % FREE MOISTURE 0.80 % COARSE 0.10 % #2 5.50 % SAND Admixtures kg kg 16455 TOTAL BATCH MASS 12.0 °C AMBIENT 19.0 °C CONCRETE 150 SLUMP mm 1.5 AIR % CYLINDER CURE oz / 16 = lb ml / 1000 = kg kg DENSITY 20.13 3.47 16.66 CONCRETE + POT - POT MASS CONCRETE MASS= YIELD CEMENT CONTENT TOTAL BATCH MASS = DENSITY (kg/m³) = = YIELD = BATCH MASS - ( 5290 1650 5450 SAND X QUALITY CONTROL A. AGGREGATE FREE WATER = ) =AGG. FREE WATER 5290 1650 5450 -( -( -( 0.37 = W/C RATIO 2349 kg/m³ = 7.01 m³ = 456 kg/m³ W/C RATIO= TOTAL CEMENT & FLYASH 0.0080 0.0010 0.0550 )= )= / 1+ )= A. AGGREGATE FREE WATER TOTAL = B. WATER ADDED AT PLANT&JOBSITE = C. ADMIXTURES ADDED = / 1+ / 1+ TOTAL FREE WATER (A+B+C) 42 2 284 328 829 41 kg kg kg kg kg kg VERIFICATION CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER Scott Aker #43048 734-3573 (10-2006) = (FREE MOISTURE FACTOR = % FREE MOISTURE DIVIDED BY 100. EG. : 5.5% = 0.055) BATCH MASS #2 0.007092 3195 7.01 (1+ FREE MOISTURE FACTOR) COARSE kg kg ÷ POT CALIBRATION 16455 2349.00 CEMENT, FLYASH & SILICA WATER CEMENT RATIO 1198 3195 kg kg kg COMPANY NAME ODOT SIGNATURE DATE LABORATORY REPORT NUMBER SAMPLE DATA SHEET CON NO. & EA DATA SHEET NUMBER F - - PROJECT NAME (SECTION) CONTRACT NUMBER PROJECT MANAGER C0NTRACTOR OR SUPPLIER COMPLETE THIS SECTION FOR ALL SAMPLES CREW NUMBER One Data Sheet Per Asphalt Cement Type or Aggregate Size MATERIAL (DESCRIPTION, SIZE, GRADE, BRAND) USE OF MATERIAL SOURCE OF MATERIAL (MANUFACTURER, SUPPLIER, OR SOURCE NO. & NAME FOR NATURAL MATERIALS) SAMPLED AT (LOCATION OR STATION NUMBERS) NUMBER OF SAMPLES (BAGS, BOXES, OTHER) DATE SAMPLED QUANTITY REPRESENTED BY SAMPLE DATE SHIPPED CLASS OF SAMPLE QUALITY CONTROL VERIFICATION THIRD PARTY SOURCE/PRODUCT COMPLIANCE OTHER (SPECIFY IN REMARKS) BID ITEM NUMBER FIELD TESTED OR SUBMITTED BY (PRINT NAME) SIGNATURE COMPANY NAME STREET ADDRESS CREW NUMBER CITY, STATE AND ZIP CODE PHONE NUMBER ASPHALT CEMENT Lot & Subot Date 4000 Blank M 9-05 REMARKS / SPECIAL REQUIREMENTS SAMPLE NUMBER LABORATORY REPORT NUMBER SAMPLE DATA SHEET CON NO. & EA DATA SHEET NUMBER CON01111 F - 43048 - 001 PROJECT NAME (SECTION) CONTRACT NUMBER Form Example 12345 PROJECT MANAGER C0NTRACTOR OR SUPPLIER ODOT Forms CREW NUMBER Sean Parker 1234 One Data Sheet Per Asphalt Cement Type or Aggregate Size COMPLETE THIS SECTION FOR ALL SAMPLES MATERIAL (DESCRIPTION, SIZE, GRADE, BRAND) USE OF MATERIAL PG 64 - 28 Base & Leveling 1/2" HMAC SOURCE OF MATERIAL (MANUFACTURER, SUPPLIER, OR SOURCE NO. & NAME FOR NATURAL MATERIALS) SAMPLED AT (LOCATION OR STATION NUMBERS) Albina Truck at Plant NUMBER OF SAMPLES (BAGS, BOXES, OTHER) QUANTITY REPRESENTED BY SAMPLE 12 cans DATE SAMPLED 10/18/2006 All CLASS OF SAMPLE DATE SHIPPED X QUALITY CONTROL VERIFICATION 10/19/2006 THIRD PARTY SAMPLE NUMBER BID ITEM NUMBER SOURCE/PRODUCT COMPLIANCE FIELD TESTED OR SUBMITTED BY OTHER (SPECIFY IN REMARKS) (PRINT NAME) 570,580 see below SIGNATURE Scott Aker COMPANY NAME ODOT CREW NUMBER STREET ADDRESS 123 Hwy St CITY, STATE AND ZIP CODE Roseburg, OR 97470 ASPHALT CEMENT Lot & Subot Date 1-1 1-2 1-3 1-4 1-5 2-1 1234 PHONE NUMBER 10/16/2006 10/16/2006 10/17/2006 10/17/2006 10/18/2006 10/18/2006 4000 English Example M 9-05 (123)123-1234 REMARKS / SPECIAL REQUIREMENTS Please make sure to label the SAMPLE containers with; Product ID ( CSS 1 Tack or 19 mm Base Agg), Test number ( Lot & Sublot ), Date, and Data Sheet Number. In a manner that will with stand the elements( water, wind, and wild shipping companies). Thank You LABORATORY REPORT NUMBER SAMPLE DATA SHEET CON NO. & EA DATA SHEET NUMBER F - CON01111 3048 - 001 CONTRACT NUMBER PROJECT NAME (SECTION) Forms Example C0NTRACTOR OR SUPPLIER 12345 PROJECT MANAGER ODOT Forms CREW NUMBER 1234 Sean Parker One Data Sheet Per Asphalt Cement Type or Aggregate Size COMPLETE THIS SECTION FOR ALL SAMPLES MATERIAL (DESCRIPTION, SIZE, GRADE, BRAND) USE OF MATERIAL 12.5 - 4.75 Base & Leveling 12.5 mm HMAC SOURCE OF MATERIAL (MANUFACTURER, SUPPLIER, OR SOURCE NO. & NAME FOR NATURAL MATERIALS) SAMPLED AT (LOCATION OR STATION NUMBERS) Final Belt 10-001-3 NUMBER OF SAMPLES (BAGS, BOXES, OTHER) QUANTITY REPRESENTED BY SAMPLE 2 Bags DATE SAMPLED 10/18/2006 5,000 - 10,000 Mg DATE SHIPPED CLASS OF SAMPLE QUALITY CONTROL VERIFICATION 10/18/2006 THIRD PARTY BID ITEM NUMBER X SOURCE/PRODUCT COMPLIANCE FIELD TESTED OR SUBMITTED BY OTHER (SPECIFY IN REMARKS) (PRINT NAME) SAMPLE NUMBER 550,560 2 SIGNATURE Scott Aker COMPANY NAME ODOT CREW NUMBER STREET ADDRESS 123 Hwy St 1234 PHONE NUMBER CITY, STATE AND ZIP CODE Roseburg, OR 97470 ASPHALT CEMENT Lot & Subot Date 4000 Metric Example M 9-05 (123)123-1234 REMARKS / SPECIAL REQUIREMENTS Please make sure to label the SAMPLE containers with; Product ID ( CSS 1 Tack or 19 mm Base Agg), Test number ( Lot & Sublot ), Date, and Data Sheet Number. In a manner that will with stand the elements( water, wind, and wild shipping companies). Thank You SAMPLE DATA SHEET FOR CONCRETE CYLINDERS CON NO. & EA English (E) or Metric (M) LABORATORY REPORT NUMBER DATA SHEET NUMBER F - - PROJECT NAME (SECTION) CONTRACT NUMBER C0NTRACTOR PROJECT MANAGER BID ITEM NUMBER CONCRETE SUPPLIER SUBMITTED BY QUANTITY REPRESENTED yd³(m³) CONCRETE FOR USE IN (LOCATION OR PLACEMENT) BRIDGE NUMBER SPECIFIED STRENGTH DATE SHIPPED CYLINDER SIZE PSI(MPa) REPRESENTED BY SET NUMBER DATE CAST DAYS INVOICE NUMBER NO. OF CYLS. TEST SPECIMENS AT DAYS INDICATED B. A. C. D. E. YIELD F. H. G. yd³(m³) FREE (SURFACE) MOISTURE MIX ODOT DESIGN NO SUPPLIER DESIGN NUMBER DESIGN CEMENT + FLYASH + SILICA CONTENT DESIGN COARSE FIELD TEST CONCRETE TEMP SLUMP AIR CONTENT in mm °F °C CEMENT RESULTS ADDITIVES INITIAL CURE SILICA lb kg LOW TEMP. lb kg HIGH TEMP. °F °C °F °C AMBIENT TEMP. °F °C SAND % CEMENT + ASH + SILICA CONTENT FIELD W/C RATIO lb/ft³ lb/ft³ kg/m³ kg/m³ COARSE #2 SAND % FLYASH oz ml OF CYLINDERS UNIT WEIGHT #2 % lb/ft³(kg/m³) lb kg POT CALIBRATION lb kg BY WT. WATER lb kg NET WEIGHT CURING % lb kg CAPPING gal L WATER AT JOB gal L REMARKS PHONE NUMBER: QUALITY CONTROL VERIFICATION INFORMATION T 23 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER CYLINDER ID DATE OF BREAK AGE DAYS MAXIMUM LOAD FAX NUMBER: COMPANY NAME AND CREW NUMBER LAB USE ONLY BELOW STRENGTH AREA PSI(MPa) SIGNATURE DATE CYLINDER CYLINDER / FRACTURE REMARKS A B C D E F G H AVE COMMENTS DAY PASS FAIL (WHEN MATERIAL ,CYLINDERS OR DATA RECEIVED) QUALITY CONTROL VERIFICATION T 22 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-4000_C (10-2006) CYLINDERS REC'D COMPANY NAME & CREW DATA SHEET RECD SIGNATURE DATE SAMPLE DATA SHEET FOR CONCRETE CYLINDERS CON NO. & EA E CON01234 F - English (E) or Metric (M) LABORATORY REPORT NUMBER DATA SHEET NUMBER 43048 - 001 PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR 12345 PROJECT MANAGER ODOT Forms BID ITEM NUMBER Sean Parker CONCRETE SUPPLIER 123 SUBMITTED BY QUANTITY REPRESENTED The Best Ready Mix Scott Aker CONCRETE FOR USE IN (LOCATION OR PLACEMENT) BRIDGE NUMBER Deck REPRESENTED BY 1234a SET NUMBER 3 NO. OF CYLS. DATE CAST 1 5000 DATE SHIPPED 10/18/06 100 10/19/06 28 PSI CYLINDER SIZE 28 28 B. 28 C. D. E. DAYS INVOICE NUMBER 4" x 8" 123456 TEST SPECIMENS AT DAYS INDICATED A. yd³ SPECIFIED STRENGTH YIELD F. 9.08 H. G. yd³ FREE (SURFACE) MOISTURE MIX DESIGN ODOT DESIGN NO SUPPLIER DESIGN NUMBER 06-00101 BRM 5000 FIELD TEST CONCRETE TEMP 70 RESULTS ADDITIVES °F SLUMP 1257 oz 7 1/2 OF CYLINDERS 67 5.8 in UNIT WEIGHT °F 70 °F 57 288 lb AMBIENT TEMP. COARSE 0 36.74 5.58 % 0.30 lb BY WT. WATER 10280 119 lb CURING CAPPING Tank Pad X QUALITY CONTROL VERIFICATION T 23 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME AND CREW NUMBER Scott Aker #43048 CYLINDER ID DATE OF BREAK AGE DAYS MAXIMUM LOAD FAX NUMBER: INFORMATION 0 gal (123) 123-1234 (123) 123-1234 SIGNATURE DATE ODOT LAB USE ONLY BELOW CYLINDER STRENGTH AREA PSI CYLINDER / FRACTURE REMARKS A B C D E F G H AVE COMMENTS DAY PSI PASS FAIL (WHEN MATERIAL ,CYLINDERS OR DATA RECEIVED) QUALITY CONTROL VERIFICATION T 22 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-4000_C (10-2006) CYLINDERS REC'D COMPANY NAME & CREW DATA SHEET RECD SIGNATURE gal WATER AT JOB REMARKS PHONE NUMBER: % FIELD W/C RATIO SAND NET WEIGHT 0.249700 °F lb SAND % lb/ft³ #2 17600 lb POT CALIBRATION #2 3.10 782 lb/ft³ SILICA 2165 lb HIGH TEMP. COARSE lb/ft³ CEMENT + ASH + SILICA CONTENT 147.1 % FLYASH 4650 LOW TEMP. 792 AIR CONTENT CEMENT INITIAL CURE DESIGN CEMENT + FLYASH + SILICA CONTENT DATE SAMPLE DATA SHEET FOR CONCRETE CYLINDERS CON NO. & EA M CON01234 F - English (E) or Metric (M) LABORATORY REPORT NUMBER DATA SHEET NUMBER 43048 - 001 PROJECT NAME (SECTION) CONTRACT NUMBER Forms Example C0NTRACTOR 12345 PROJECT MANAGER ODOT Forms BID ITEM NUMBER Sean Parker CONCRETE SUPPLIER 123 SUBMITTED BY QUANTITY REPRESENTED The Best Ready Mix Scott Aker CONCRETE FOR USE IN (LOCATION OR PLACEMENT) BRIDGE NUMBER 1234a Drilled Shaft REPRESENTED BY SET NUMBER 3 NO. OF CYLS. 75 DATE CAST 1 30 DATE SHIPPED 10/18/06 10/19/06 28 MPa CYLINDER SIZE 28 28 B. 28 C. D. E. DAYS INVOICE NUMBER 123456 100 x 200mm TEST SPECIMENS AT DAYS INDICATED A. m³ SPECIFIED STRENGTH YIELD F. 7.01 H. G. m³ FREE (SURFACE) MOISTURE MIX DESIGN ODOT DESIGN NO SUPPLIER DESIGN NUMBER FIELD TEST CONCRETE TEMP 19 RESULTS ADDITIVES SLUMP 150 °C 40831 OF CYLINDERS 20.5 1.5 mm UNIT WEIGHT °C 22 °C 12 0 kg AMBIENT TEMP. COARSE SAND 0.10 1650 16.66 5.50 % % FIELD W/C RATIO 0.37 SAND NET WEIGHT 0.007092 °C kg % kg/m³ #2 5290 kg POT CALIBRATION #2 0.80 456 kg/m³ SILICA 535 kg HIGH TEMP. COARSE kg/m³ CEMENT + ASH + SILICA CONTENT 2349 % FLYASH 2660 ml LOW TEMP. 457 AIR CONTENT CEMENT INITIAL CURE DESIGN CEMENT + FLYASH + SILICA CONTENT BRM 30MPa 06-00101 kg BY WT. WATER 5450 829 kg CURING CAPPING Tank Pad L WATER AT JOB 0 L REMARKS PHONE NUMBER: X QUALITY CONTROL VERIFICATION T 23 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER COMPANY NAME AND CREW NUMBER Scott Aker #43048 CYLINDER ID DATE OF BREAK AGE DAYS MAXIMUM LOAD FAX NUMBER: INFORMATION (123) 123-1234 (123) 123-1234 SIGNATURE ODOT LAB USE ONLY BELOW CYLINDER STRENGTH AREA MPa DATE 10/18/06 CYLINDER / FRACTURE REMARKS A B C D E F G H AVE COMMENTS DAY MPa PASS FAIL (WHEN MATERIAL ,CYLINDERS OR DATA RECEIVED) QUALITY CONTROL VERIFICATION T 22 CERTIFIED TECHNICIAN (PLEASE PRINT) AND CARD NUMBER 734-4000_C (10-2006) CYLINDERS REC'D COMPANY NAME & CREW DATA SHEET RECD SIGNATURE DATE LABORATORY REPORT NUMBER SAMPLE DATA SHEET (NONFIELD-TESTED MATERIALS) CON NO. & EA DATA SHEET NUMBER F - - CONTRACT NUMBER PROJECT NAME (SECTION) C0NTRACTOR OR SUPPLIER SUBMITTED BY PROJECT MANAGER (PRINT NAME) CREW NUMBER SIGNATURE COMPANY NAME STREET ADDRESS CREW NUMBER CITY, STATE AND ZIP CODE PHONE NUMBER DATE SHIPPED SUPPORTING WORKSHEETS ATTACHED FAXED MAILED E-MAIL BID ITEM NUMBER CLASS OF SAMPLE QUALITY CONTROL Description Of Item REMARKS / SPECIAL REQUIREMENTS 734-4000NFTM (10-2006) VERIFICATION OTHER (SPECIFY IN REMARKS) Mfg - Source Qty Heat # Lot # LAB USE ONLY LABORATORY REPORT NUMBER SAMPLE DATA SHEET (NONFIELD-TESTED MATERIALS) CON NO. & EA DATA SHEET NUMBER OTIA-S006(44) / 2142B005 43408 - F - 193 CONTRACT NUMBER PROJECT NAME (SECTION) Form Sample C12887 PROJECT MANAGER C0NTRACTOR OR SUPPLIER Project Manager Fought And Company SUBMITTED BY CREW NUMBER (PRINT NAME) 7840 SIGNATURE Inspector COMPANY NAME Oregon DOT STREET ADDRESS CREW NUMBER 7840 800 Airport Rd SE CITY, STATE AND ZIP CODE PHONE NUMBER Salem, OR 97301-4798 503-123-1234 DATE SHIPPED SUPPORTING WORKSHEETS ATTACHED X FAXED MAILED E-MAIL BID ITEM NUMBER CLASS OF SAMPLE QUALITY CONTROL X VERIFICATION OTHER (SPECIFY IN REMARKS) 4006N Description Of Item Mfg - Source Qty Heat # Lot # 2" x 48" Anchor Rod 2" Nut 2" Washer 7/8" x 3" Bolt 7/8" x 3½" Bolt 7/8" x 4¼" Bolt 7/8" Nut 7/8" Washer ¾" x 5" Bolt ¾" Nut ¾" Washer ¾" x 36" U bolt Sheffield Dyson Binder Nucor St Louis Sheffield Unytite Binder North Star Nucor Binder Nucor 24 48 48 53 75 50 137 142 115 115 74 15 510034 51004 1412 911105 14256 5103 74015 H4215 510023 45123 11542 91154 1812 YDAX S7914 D1865 none T123 none X4831 none S5145 XDYA none LAB USE ONLY REMARKS / SPECIAL REQUIREMENTS Industry standard for this type of material is English Units. Do not convert to Metric Units when filling out this form. 734-4000NFTM (10-2006) QC/QA TESTING INVESTIGATION PROJECT NAME (SECTION) CONTRACT NUMBER CONTRACTOR OR SUPPLIER PROJECT MANAGER MATERIAL DESCRIPTION SOURCE NAME & NUMBER IF APPLICABLE QA TEST NUMBER ID. QC TEST NUMBER ID. BID ITEM NUMBER TEST PROCEDURE OR PROCESS UNDER INVESTIGATION FAILED I.A. PARAMETERS QA FAILED VERIFICATION QC FAILED VERIFICATION QUESTIONABLE QC HISTORY INVESTIGATION DESCRIPTION: CONTINUED ON ADDITIONAL SHEETS INVESTIGATION SUMMARY: CONTINUED ON ADDITIONAL SHEETS CONCLUSION / RESOLUTION: CONTINUED ON ADDITIONAL SHEETS COMMENTS OR FOLLOW-UPS: CONTINUED ON ADDITIONAL SHEETS INDIVIDUAL PERFORMING INVESTIGATION (PLEASE PRINT) COMPANY NAME SIGNATURE DATE PROJECT MANAGER or CPM REVIEW/APPROVAL (PLEASE PRINT)COMPANY NAME SIGNATURE DATE Distribution: QAC, QC, PM, CPM, QAE and Project File 734-4040-06 QC/QA TESTING INVESTIGATION PROJECT NAME (SECTION) CONTRACT NUMBER A Bridge Too Far C12889 PROJECT MANAGER CONTRACTOR OR SUPPLIER Black and Sticky John Behold MATERIAL DESCRIPTION 745 SOURCE NAME & NUMBER IF APPLICABLE Level 3, 1/2" Dense Graded HMAC QA TEST NUMBER ID. BID ITEM NUMBER Hard Rock, Source # 2-889-65 QC TEST NUMBER ID. QA-V1 TEST PROCEDURE OR PROCESS UNDER INVESTIGATION QC-V1 HMAC Density Testing FAILED I.A. PARAMETERS X QA FAILED VERIFICATION QC FAILED VERIFICATION QUESTIONABLE QC HISTORY CONTINUED ON ADDITIONAL SHEETS INVESTIGATION DESCRIPTION: On October 15, 2006 Region QA performed verification testing (QA-V1) on a Level3, 1/2" Dense Graded HMAC. The contractor had placed 3005.26 tons of material on this date and had performed density testing for 3 sublots of HMAC. QA testing represented 1000 tons of HMAC and spanned testing performed by QC through sublots 1 & 2. The QC results showed all density measurements meeting and exceeding the contract criteria for a base lift application of (91.0%). QC testing showing an overall average for all 3 sublots to be (91.9%). The QA testing showed failing density in their represented area with an average compaction of 89.2%. QA had shot several of the QC existing locations and still had approximately a 2% difference. QA did indicate the QC technician was performing the testing according to the test procedure. INVESTIGATION SUMMARY: X CONTINUED ON ADDITIONAL SHEETS The Region QAC suggested both gauges be evaluated over the blocks according to TM 304 test procedure to ensure calibration integrity still existed. After completion of the calibration check, the Region gauge met test procedure criteria but the QC gauge failed the high block evaluation and the gauge was reading on the high side giving a false indication of achieving density. Several options were discussed with the PM and it was decided that the sublot's in question would be evaluated through a core analysis. Both parties agreed that 5 cores would be randomly removed from each of the three sublots and the results would replace the current gauge readings for statistical evaluation. It was also decided a core correlation would be performed on 10 of the core locations for future density testing. Prior to the core removals the QC gauge was recalibrated and verified according to TM 304 See Next page for further details CONTINUED ON ADDITIONAL SHEETS CONCLUSION / RESOLUTION: In conclusion, results of the core analysis did show the sublot's in question were failing density requirements. The core results showed an overall average density of 90.4%, which is 0.6% below the 91.0% compaction criteria. The failing results were discussed with the PQE and the sublots in question were placed into a different lot and the statistical analysis (CPF) showed 0.6789. The PM decided to allow the material to remain in place and applied the appropriate price reduction according to section 00165 & 00150.25. The PM and PQE determined the in-place material was suitable for the intended use and 3 subsequent lifts of material were going to be placed over the failing area, so the associated risk of leaving the material in place was minimal. See CCO #5 for allowance of in-place density according to the core method. CONTINUED ON ADDITIONAL SHEETS COMMENTS OR FOLLOW-UPS: A request to the Region QA for additional testing will be made to ensure the QC gauge is holding calibration and specified density is being achieved. INDIVIDUAL PERFORMING INVESTIGATION (PLEASE PRINT) COMPANY NAME Sean P. Parker Distribution: QAC, QC, PM, CPM, QAE and Project File 734-4040-06 DATE SIGNATURE DATE ODOT PROJECT MANAGER or CPM REVIEW/APPROVAL (PLEASE PRINT)COMPANY NAME John Behold SIGNATURE ODOT QC/QA TESTING INVESTIGATION PROJECT NAME (SECTION) CONTRACT NUMBER A Bridge Too Far C12889 PROJECT MANAGER CONTRACTOR OR SUPPLIER Black and Sticky John Behold MATERIAL DESCRIPTION 745 SOURCE NAME & NUMBER IF APPLICABLE Level 3, 1/2" Dense Graded HMAC QA TEST NUMBER ID. BID ITEM NUMBER Hard Rock, Source # 2-889-65 QC TEST NUMBER ID. QA-V1 TEST PROCEDURE OR PROCESS UNDER INVESTIGATION QC-V1 HMAC Density Testing FAILED I.A. PARAMETERS X QA FAILED VERIFICATION QC FAILED VERIFICATION QUESTIONABLE QC HISTORY INVESTIGATION DESCRIPTION: CONTINUED ON ADDITIONAL SHEETS INVESTIGATION SUMMARY: CONTINUED ON ADDITIONAL SHEETS During the re-calibration phase the QA technician discovered the handle was loose and not maintaining a locked position in the backscatter mode. In addition, the block area of the gauge was extremely dirty and difficult to engage and disengage. These problems were corrected and the gauge was placed back in service. CONCLUSION / RESOLUTION: CONTINUED ON ADDITIONAL SHEETS COMMENTS OR FOLLOW-UPS: CONTINUED ON ADDITIONAL SHEETS INDIVIDUAL PERFORMING INVESTIGATION (PLEASE PRINT) COMPANY NAME Sean P. Parker Distribution: QAC, QC, PM, CPM, QAE and Project File 734-4040-06 DATE SIGNATURE DATE ODOT PROJECT MANAGER or CPM REVIEW/APPROVAL (PLEASE PRINT)COMPANY NAME John Behold SIGNATURE ODOT QC/QA TESTING INVESTIGATION PROJECT NAME (SECTION) CONTRACT NUMBER A Bridge Too Far Black and Sticky 745 SOURCE NAME & NUMBER IF APPLICABLE 1/2"- #4 Aggregate for L3 Dense HMAC QC TEST NUMBER ID. QA-V1 X BID ITEM NUMBER John Behold MATERIAL DESCRIPTION QA TEST NUMBER ID. C12889 PROJECT MANAGER CONTRACTOR OR SUPPLIER Hard Rock, Source # 2-889-65 TEST PROCEDURE OR PROCESS UNDER INVESTIGATION QC-V1 HMAC Density Testing FAILED I.A. PARAMETERS QA FAILED VERIFICATION QC FAILED VERIFICATION QUESTIONABLE QC HISTORY CONTINUED ON ADDITIONAL SHEETS INVESTIGATION DESCRIPTION: On October 15, 2006 Region QA performed verification testing (QA-V1) on Level 3 1/2" - #4 HMAC aggregate. The split sample results were within specification for both QC and QA, however, the results were not within I.A. parameters for the #4 sieve. The QC test showed the #4 at 9% passing and the QA test showed the #4 at 15%, a difference of 6%. The I.A. parameter allows 5% maximum difference. CONTINUED ON ADDITIONAL SHEETS INVESTIGATION SUMMARY: Because the results were within specification the investigation was initially restricted to the (QA-V1) original sample. The tested samples were swapped between the QA and QC technicians and passed through the sieves. The original results were verified by the opposite technician. QC got 15% passing on the QA side of the split and QA got 9% passing on the QC side of the split. CONTINUED ON ADDITIONAL SHEETS CONCLUSION / RESOLUTION: The results of the investigation indicate that the difference in the results was due to a bad split on the verification. The ongoing QC results show the average passing the #4 sieve at 12%. As a result of this investigation the ongoing QC results are acceptable. CONTINUED ON ADDITIONAL SHEETS COMMENTS OR FOLLOW-UPS: The project QCCS will be observing the QC technician performing the splitting and testing procedures to ensure that splitting is being done properly ASAP. INDIVIDUAL PERFORMING INVESTIGATION (PLEASE PRINT) COMPANY NAME SIGNATURE DATE PROJECT MANAGER or CPM REVIEW/APPROVAL (PLEASE PRINT)COMPANY NAME SIGNATURE DATE Sean P. Parker John Behold Distribution: QAC, QC, PM, CPM, QAE and Project File 734-4040-06 ODOT Quality Assurance Program SOURCE REVIEW AND PRODUCT COMPLIANCE TESTING FOR AGGREGATE Source Review and Product Compliance testing of aggregate is separate from the Quality Control testing performed by the Contractor during aggregate production. These tests are used to evaluate the durability and soundness of the aggregate. In this section Source Review and Product Compliance are defined, the method of numbering sources is described and sampling frequency is outlined. Source Number ODOT Region geologists assign source identification numbers and monitor State-owned and other commercial sources. The ODOT Central Materials Laboratory maintains a database of test results on samples from each source and establishes the testing frequency. Aggregate sources are identified by a three-part number. The first part indicates the county in which the source is located. The second part is the number of that source in the county. The third part is the ODOT region. For example: 22-001-2. The "22" is Linn County (22nd alphabetically), the "001" indicates that it is the first source identified in Linn County, and the "2" indicates that it is in Region 2. SOURCE REVIEW General Source Review is the testing of unprocessed, uncrushed samples from an aggregate source for the purpose of evaluating the material in the source before it is processed. According to Section 165.04 of the 2002 Standard Specifications a contractor may submit unprocessed aggregate from a maximum of two sources to the ODOT Central Laboratory for testing. This type of testing is optional and is only done at the Contractor’s or supplier’s request to assist in evaluating a source for possible use. The test results are for information only and cannot be used to meet Product Compliance test requirements. Sampling The Contractor or supplier's certified technician shall obtain five 22 kg (50 lb) samples of material. If possible, take each sample from a different area, or depth, of the source from which the Contractor or supplier intends to mine material. Samples shall come from areas that have enough raw materials to produce the quantities required by the project. The technician shall sample the material, properly bag and label it (see Section 4(C)), fill out the Sample Data Sheet (form 734-4000M), and deliver the material to the Project Manager for transmittal to the Central Materials Laboratory. See Section 3, "Report Forms," for examples. After aggregate production begins, the processed aggregate shall also be tested for product compliance. 1 October 2004 ODOT Quality Assurance Program PRODUCT COMPLIANCE General Once a Contractor or supplier establishes a crushing or screening operation the material produced is subject to testing according to the Project contract documents and Section 4(D) of the MFTP. The tests are used to determine compliance with soundness and durability specifications and can include soundness, degrade, abrasion, lightweight pieces, organics and plasticity index. Not all tests are performed on all aggregates. Refer to the specifications for the specific product. Product Compliance testing used to determine compliance with the specifications must be performed by the ODOT Central Laboratory. Sampling frequency is described below. Sample sizes are listed in Section 4(C). Product compliance testing is required for each aggregate source used on a project. Sampling The Contractor or supplier's certified technician shall obtain two 22 kg (50 lb) samples of each stockpile size for testing at the frequency listed below. The technician shall sample the material, properly bag and label it (see Section 4(C)), fill out the Sample Data Sheet (form 734-4000M), and deliver the material to the Project Manager for transmittal to the Central Materials Laboratory. See Section 3, "Report Forms," for examples. Sampling and Testing Frequency AGGREGATE PRODUCTS - except Asphalt Aggregates: For aggregates which require product compliance testing, sample and submit for testing each separated size of aggregate produced at least once every 12 months. This includes concrete aggregate, base aggregate, shoulder aggregate, riprap aggregate and a few others. ASPHALT AGGREGATE: For aggregate to used in Hot Mixed Asphalt Concrete, Emulsified Asphalt Concrete or Chip Seals, sample and submit each separated size of aggregate to the ODOT Central Lab for product compliance testing at the frequency shown in the Region tables of this section. Sampling frequency varies from one sample per 5 000 Mg (Ton) to one sample per 20 000 Mg (Ton) produced. Sources not listed in the tables shall be sampled and tested once per 5 000 Mg (Ton) produced until enough data has been collected to show that the source consistently meets specifications. The ODOT Pavement Materials Engineer will determine when the sampling frequency can be reduced. 2 October 2004 PRODUCT COMPLIANCE TESTING FREQUENCIES FOR AC AGGREGATE SOURCES Listed are current aggregate sources used in Asphalt Concrete for ODOT projects. Source availability may change at any time. Other sources may be available. Testing frequency for sources not identified in this list is one per 5 000 Mg (Ton). Contact the Region Quality Assurance Coordinator for updated source information. REGION 1 AC AGGREGATE SOURCES TESTING FREQUENCIES ODOT REGION 1 1 1 1 1 1 1 1 1 SOURCE NUMBER 03-057-1 03-077-1 03-108-1 05-004-1 05-010-1 05-040-1 14-033-1 WA-020-2 34-080-1 SOURCE NAME Wilhot Quarry (Mollalla) Plaster Quarry Canby Pit Santosh Oak Ranch Quarry Reichold Pit Dukes Valley Ross Island (Avery Source) Baker Rock TESTING FREQUENCY 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) TYPE OF SOURCE QUARRY QUARRY GRAVEL GRAVEL QUARRY GRAVEL QUARRY GRAVEL QUARRY Revised 2004 REGION 2 AC AGGREGATE SOURCES TESTING FREQUENCIES ODOT REGION 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 SOURCE NUMBER 04-010-2 04-011-2 04-018-2 04-028-2 20-045-2 20-046-2 20-048-2 20-193-2 20-204-2 20-235-2 21-002-2 22-001-2 22-002-2 22-009-2 22-013-2 22-031-2 22-042-2 24-002-2 24-023-2 24-032-2 24-038-2 24-040-2 24-042-2 24-044-2 24-045-2 29-009-2 29-024-2 29-040-2 34-098-2 36-005-2 SOURCE NAME H.E. Johnson Quarry Elkhorn Quarry Young Falls Quarry Square Creek Eugene S & G Delta S & G Wildish S & G Plant 2 Willamette Summit Oakridge Sand & Gravel McNutt Quarry Fischer Quarry Builders Supply North Santiam S & G Salmon Pit Hogg Rock Quarry Wodtli Quarry Minto Creek Quarry Hill Roy Pit Reed Pit Alm Quarry Windsor Rock Products Industrial Park Willamette Industries Walling S & G - Turner Turner Lake S & G Johnson Quarry Quarry 190 (CZ) Ogle Pit Stearns Quarry Coffee Is. (Baker/Dayton) TESTING FREQUENCY 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) TYPE OF SOURCE QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL GRAVEL QUARRY GRAVEL GRAVEL QUARRY GRAVEL GRAVEL GRAVEL QUARRY QUARRY QUARRY GRAVEL GRAVEL QUARRY GRAVEL QUARRY QUARRY GRAVEL GRAVEL QUARRY QUARRY QUARRY QUARRY GRAVEL Revised 2004 REGION 3 AC AGGREGATE SOURCES TESTING FREQUENCIES ODOT REGION 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 SOURCE NUMBER 06-027-3 06-107-3 08-021-3 08-038-3 08-070-3 08-094-3 08-108-3 08-116-3 10-001-3 10-027-3 10-029-3 10-037-3 10-071-3 10-216-3 10-236-3 10-265-3 10-272-3 15-010-3 15-028-3 15-163-3 15-174-3 15-192-3 15-215-3 15-218-3 15-219-3 17-011-3 17-023-3 17-036-3 17-074-3 17-086-3 17-100-3 17-101-3 17-102-3 17-103-3 17-186-3 SOURCE NAME Elliot Bar Endicott Creek Prospect Bankus Bar (McKenzie) Elephant Bar Sullivan Quarry Freeman Bar Wahl Pit CCRD Quarry Rattlesnake Quarry Rummel Bar Round Prairie Bar Kummer Bar Umpqua Navigation Newton Creek Quarry Anderson Ranch Starlite Quarry Nickel Mt. Quarry Kendall Bar Hale Quarry Young Hill Quarry Adleman Quarry Meridian Rock Product Kirtland Venable Pit Butte Falls Pit Powell Bar Biencourt Bar (Guth) Ranch Rock Copeland Bar Hyde Bar Noble Bar Indian Hill Gravel Mahannah Pit Boersma Bar Moore Bar TESTING FREQUENCY 1-10000 Mg (Ton) 1-10 000 Mg (Ton) 1-5000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5000 Mg (Ton) 1-5 000 Mg (Ton) TYPE OF SOURCE GRAVEL QUARRY GRAVEL GRAVEL QUARRY GRAVEL GRAVEL QUARRY QUARRY GRAVEL GRAVEL GRAVEL GRAVEL QUARRY Limestone Quarry QUARRY QUARRY GRAVEL QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL QUARRY GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL Revised 2004 REGION 4 AC AGGREGATE SOURCES TESTING FREQUENCIES ODOT REGION 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 SOURCE NUMBER 07-030-4 07-047-4 07-051-4 07-057-4 07-058-4 09-021-4 09-087-4 09-089-4 09-099-4 09-103-4 09-107-4 09-110-4 11-016-4 11-034-4 13-061-4 16-002-4 16-012-4 16-015-4 16-024-4 16-032-4 18-018-4 18-036-4 18-091-4 18-098-4 18-100-4 18-105-4 18-107-4 18-108-4 18-109-4 18-110-4 18-123-4 19-056-4 19-079-4 19-088-4 19-098-4 28-008-4 33-001-4 33-025-4 33-053-4 33-077-4 33-079-4 33-080-4 33-081-4 33-082-4 33-085-4 33-086-4 35-021-4 35-041-4 SOURCE NAME Juniper Rock O’Neil S & G Lone Pine (Butler) Brooks Resource High Desert Paving Finley Butte Kake Pit Lower Bridge Gas Station Quarry Klippel Ranch Moon Pit Hap Taylor Pit (Section 3) Willow Creek Quarry Blaylock Canyon Quarry MP 86 Lyle Gap McPheeters Quarry Greeder Canyon Madras Redi Mix Brissell Rock North Pit Stukel Mt. Bly Flowers Quarry Black Rock --Breitenstein Quarry Farmer S & G Baker Pit Lyon Pit 3-Mile Pit Leavitt Doherty Slide Summit Prairie Quarry Boomerang Ranch Pit China Hollow Cr. Quarry Mosier Quarry Tygh Ridge Quarry Identifier Quarry Justiston Sun Rock (Munson) Dodge Quarry McQuinn Powerline Shaniko Ranch Quarry Priday Ranch Pit David Pit Antone Quarry Service Creek Pit TESTING FREQUENCY 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg(Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5000 Mg (Ton) 1-5 000 Mg (Ton) TYPE OF SOURCE QUARRY GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL QUARRY GRAVEL GRAVEL GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL GRAVEL GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL QUARRY QUARRY GRAVEL Revised 2004 REGION 5 AC AGGREGATE SOURCE TESTING FREQUENCY ODOT REGION 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 SOURCE NUMBER 01-001-5 01-003-5 01-014-5 01-050-5 01-051-5 01-055-5 01-056-5 01-067-5 01-069-5 01-070-5 01-072-5 01-082-5 01-084-5 12-012-5 12-013-5 12-023-5 12-034-5 12-037-5 12-039-5 12-041-5 12-043-5 12-044-5 12-045-5 12-048-5 12-060-5 12-061-5 12-062-5 13-009-5 13-015-5 13-041-5 13-058-5 13-059-5 13-069-5 13-074-5 13-076-5 13-080-5 13-081-5 13-087-5 23-007-5 23-013-5 23-018-5 23-038-5 23-064-5 23-097-5 23-098-5 23-102-5 23-126-5 23-133-5 23-134-5 23-137-5 25-009-5 25-014-5 25-019-5 25-032-5 25-033-5 25-034-5 25-039-5 30-001-5 SOURCE NAME Pleasant Valley Quarry Cinder Butte ----Magpie Butte Sackos Pit Baker Count Tailings Lay Quarry --Summers Harney Rock Pit Stoker Gravel MP 24.7 HWT Lyman, Hwy 26 Austin Quarry Savage Quarry Starr Ridge Long Creek Quarry Silvies Quarry Pine Cr. Quarry Justice Quarry Ritter Butte Quarry Ray Gravel Pit Jolma Quarry Holstrom Pit Terrico Pit King Ranch Browns Harney Rock & Paving Buchanan Hwy. 440 M.P. 68.80 Folley Farms Quarry Hotchiss Quarry Riley Lake 5 Mile Dam Sand Hill GP Laton Point Quarry Choate Pit Hatt Butte Brogan Hill --Namorf Hwy. 442 M.P. 74 Sheaville Ontario Asphalt Ontario Idaho Concrete Crooked Creek Antelope Reservoir MP 31.8 Idaho Concrete Co. Little Valley Ranch Skyline Gravel Pit Lexington Quarry Franklin Hill Cason Canyon Helberg Shockman GP Coyote Springs Albert Wright --- TESTING FREQUENCY 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20000 Mg (Ton) 1-20000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) TYPE OF SOURCE QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL QUARRY QUARRY QUARRY QUARRY GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL QUARRY GRAVEL GRAVEL QUARRY GRAVEL QUARRY QUARRY GRAVEL QUARRY QUARRY QUARRY QUARRY GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL QUARRY QUARRY GRAVEL GRAVEL GRAVEL QUARRY QUARRY QUARRY GRAVEL GRAVEL GRAVEL QUARRY QUARRY REGION 5 AC AGGREGATE SOURCE TESTING FREQUENCY 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 30-003-5 30-015-5 30-019-5 30-027-5 30-043-5 30-048-5 30-049-5 30-055-5 30-060-5 30-066-5 30-068-5 30-090-5 30-092-5 30-093-5 39-098-5 30-102-5 31-032-5 31-047-5 31-049-5 31-050-5 31-054-5 31-063-5 31-064-5 32-016-5 5 5 32-031-5 32-032-5 5 5 5 5 32-039-5 35-008-5 35-044-5 35-045-5 Diagonal Quarry Meacham Quarry Dry Creek Quarry Webb Slough Pit Weston Quarry Struve Quarry Gerking Flat Quarry John - Scott Pendleton Ready Mix Blue Mountain Asphalt Oscar Grubb Patawa Quarry Hatley Quarry County Line Pit Snow Pit Minthorn Quarry Lough Pit Lay Pit Fox Hill Minam Quarry Miller R.D. Mac Wilson Quarry N. Hwy ODOT/Makin/Enterprise North Quarry Wolf Pit/Bell Doug McDannel/Crow Creek Road Pit Turner Quarry Roadside Cut Corn Cob Ranch Kinzua Quarry 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20000 Mg (Ton) 1-5 000 Mg (Ton) QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY GRAVEL GRAVEL QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY QUARRY ----QUARRY QUARRY QUARRY GRAVEL QUARRY QUARRY 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) ----- 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5000 Mg (Ton) QUARRY ----QUARRY Revised 2004 OUT OF STATE AC AGGREGATE SOURCES TESTING FREQUENCIES ODOT REGION X X X X X X X X X X X X X X X X SOURCE NUMBER ID-014-1 ID-038-1 WA-006-1 WA-006-2 WA-006-3 WA-006-4 WA-006-5 WA-006-6 WA-006-7 WA-006-8 WA-020-1 WA-020-2 WA-020-3 WA-020-4 WA-020-5 WA-025-2 SOURCE NAME Old Baker Pit Rock & Roll English Pit Lewis River Pit Fisher Quarry 155th Gravel Pit Tidewater Sand Lewis River Pit Daybreak Pit Storedahl (Woodland Pit) Curtiss Pit Avery Pit Gregory Pit Smithville Pit Biwgen Quarry Naselle Pit TESTING FREQUENCY 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-10 000 Mg (Ton) 1-20 000 Mg (Ton) 1-20 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) 1-5 000 Mg (Ton) TYPE OF SOURCE GRAVEL GRAVEL GRAVEL GRAVEL QUARRY GRAVEL GRAVEL GRAVEL GRAVEL QUARRY GRAVEL GRAVEL GRAVEL GRAVEL QUARRY --Revised 2004 ODOT Quality Assurance Program FIELD TESTED MATERIALS SMALL QUANTITY GUIDELINE This Guideline defines a method for accepting relatively small quantities of field tested materials without following the normal Quality Control sampling and testing frequencies. These quantities are usually less than the sublot amounts shown in the Field Tested Materials Acceptance Guide. The Contractor may request, in writing, that normal QC sampling testing of materials be waived for the quantities listed in the table below. The Project Manager may waive normal QC sampling and testing on the basis of one or more of the following conditions, if the Contractor submits the appropriate documentation with their request. (1) If similar material from the same source has been accepted for use on ODOT projects within the past two years, and was found satisfactory under the Department's QA Program. Include the QC test data with the request. (2) Provide a Quality Compliance Certificate verifying that the material conforms to the contract requirements. (3) Provide other information indicating, by what method or workmanship that the Contractor will assure that all the contract requirements will be met. (4) For Section 00330 (Earthwork) Provide a minimum of one Deflection test (TM 158) per area, performed by an ODOT Certified Density Technician (CDT). The Contractor’s written request must identify the distinct work areas that small quantity acceptance is requested. The Project Manager will report the basis of acceptance for the materials used in the project documents, including references to the appropriate test results and attachments. Small Quantity Table Section Type of Material Approximate Quantity 00330 00330 00345 & 00346 00390 & 00395 00405 00440 00641 & 00642 00680 00730 Earthwork (Embankment) Earthwork (Excavation) Lime & Cement Treated Subgrade RipRap & Rock Gabions Ditch & Trench Excavation, Bedding and Backfill Commercial Grade Concrete Aggregate Sub-base, Base & Shoulders Stockpiled Aggregate Asphalt Tack Coat Emulsified Asphalt Concrete Pavement (includes asphalt cement) Hot Mix Asphalt Concrete (HMAC-each class) (includes asphalt cement) 500 m3 (yd3) 500 m2 (yd2) 2000 m2 (yd2) 100 m3 (yd3) 50 m3 (yd3) 50 m3 (yd3) 2000 Mg (Ton) 2000 m3 (yd3) 50 Mg (Ton) 00735 00744 & 00745 1 2500 Mg (Ton) 2500 Mg (Ton) October 2006 ODOT Quality Assurance Program _________________________________________________________________________ SAMPLES FOR SUBMITTAL TO MATERIALS LABORATORY When sampling materials for transmittal to a laboratory, place the samples in proper, secure containers with adequate labeling and submit with the appropriate paperwork. Please use the following guidelines for samples that are submitted to the ODOT Central Materials Laboratory. Although these guidelines are established for the ODOT Materials Laboratory, they are probably also appropriate for samples submitted to other laboratories. Submit a properly completed Sample Data Sheet (Form 734-4000) with all samples that are delivered to the ODOT Materials Laboratory. Securely attach an identification label to each sample or container which shows: -Contract Number -Sample Data Sheet (Form 734-4000) Number -Source of Material It is also helpful to place a second identifying label inside of the container (bag or bucket) of aggregates or similar material, in the event that the outside label is lost. Do not place the Sample Data Sheet in the bag. Aggregate Sample Containers -Use canvas or other tear-proof bags. Fabric mesh must contain the fine materials in the sample. -19 liter (5 gallon) plastic buckets are also acceptable containers. Be sure that the lids are securely attached. -The maximum weight of each sample container is 22 kg (50 lb). Use additional containers if a larger quantity is being submitted. Properly label each container. -Secure or tie bags with cord or strong string. Do not use wire. Asphalt Cement Containers -Use plastic containers with tight lids for emulsified asphalt cements. Tape the lid onto the container to prevent leakage. -Use metal containers with tight lids for other asphalt cements. Note: Ensure containers are labeled with the following information: Contract #, CON #, Date sample was obtained, Grade of Oil & Supplier and Lot and Sublot the sample represents. Other Sample Containers For other samples, use containers that will adequately contain the enclosed sample and will protect the sample from weather or other elements if needed. 1 October 2006 ODOT Quality Assurance Program _________________________________________________________________________ REQUIRED SAMPLE SIZES MATERIALS AND CONSTITUENTS MIX DESIGN QUALITY CONTROL OR PRODUCT COMPLIANCE SOIL TOPSOIL 10 kg (25 lbs.) 1 bag BASE AGGREGATE AGGREGATE SUB-BASE AGGREGATE 45 kg (100 lbs) 2 bags 45 kg (100 lbs) 2 bags CEMENT TREATED BASE AGGREGATE 110 kg (250 lbs) 5 bags ROCK GABIONS & RIPRAP AGGREGATE [maximum size of individual pieces to be 0.01 cu. M (1/4 cu. Ft.)] 45 kg (100 lbs) 2 bags MSE WALL BACKFILL MATERIAL (ALL TYPES) 68 kg (150 lbs) 3 bags NOTE: Submit a completed Sample Data Sheet (Form 734-4000) with each sample. Properly label each container. See Section 4(A) for samples to be submitted for source/product compliance testing. 2 October 2006 ODOT Quality Assurance Program _________________________________________________________________________ REQUIRED SAMPLE SIZES MATERIALS AND CONSTITUENTS VERIFICATION OF CONTRACTOR MIX DESIGN HMAC PAVEMENT (DENSE GRADED) If JMF verification is requested by ODOT, submit samples to the ODOT Materials Laboratory in Salem according to the guidelines set forth in the “Contractor Mix Design Guidelines for Asphalt Concrete”. Use the guideline version that coincides with the date the contract was advertised. ASPHALT CEMENT HMAC PAVEMENT (OPEN GRADED) ASPHALT CEMENT EAC PAVEMENT EMULSIFIED ASPHALT CEMENT This document can be found on the ODOT website. QUALITY CONTROL OR PRODUCT COMPLIANCE 2-0.95 liter (1 qt) metal containers 2-0.95 liter (1 qt) metal containers 2-0.95 liter (1 qt) plastic containers NOTE: Submit a completed Sample Data Sheet (Form 734-4000) with each sample. Properly label each container See Section 4(A) for samples to be submitted for source/product compliance testing 3 October 2006 ODOT Quality Assurance Program HOW TO USE THE FIELD TESTED MATERIALS ACCEPTANCE GUIDE This guide summarizes the testing requirements for various materials used in the construction of ODOT projects. It indicates what tests must be performed, who must perform them, and how frequently they must be performed. It includes materials which are sampled and tested in the field and materials which are field sampled but sent elsewhere for testing. When a contract requires Quality Control (QC) by the Contractor, samples that must be sent elsewhere for testing are delivered to the Project Manager along with the Sample Data Sheet (Form 734-4000). Examples of this and other test report forms are in Section 3 of this manual. Materials in this guide are listed in the numerical order of the Standard Specifications and the project special provisions. English and Metric unit designations are not direct conversions, use the appropriate designation identified by the Project contract documents. To find the testing requirements for a particular material, first determine what it will be used for and then refer to the appropriate Specifications Section for that product. For example, to look up testing requirements for aggregate to be used in standard asphalt concrete paving, refer to Section 00745. Definitions SOURCE REVIEW/PRODUCT COMPLIANCE TESTING – Refer to Section 4(A) for additional explanation. Certain QC tests on aggregates fall into this category. They are identified in this section by the words “Product Compliance.” SAMPLE SIZES – Refer to Section 4(C) for guidance on material sample sizes, containers, and labeling. Although designed for the ODOT Central Materials Laboratory (ODOT-CML), it is a good guide for samples being sent to any laboratory. ASPHALT CONCRETE MIX DESIGNS – If the ODOT-CML is preparing the AC mix design, submit samples of the materials shown in Section 4(C) of this manual. QUALIFIED PRODUCTS LIST (QPL) – For some materials, this guide will refer to the QPL. This means that the material must be listed in ODOT’s Qualified Products List. In the QPL, there is a column labeled “List.” If there is an “A” in that column for the particular item you are looking up, no sampling or testing is required-it is approved for use. Simply document, in a Field Inspection Report, your recognition of the product and its existence on the Approved “A” list. If there is a “Q” in that column , the product is qualified and is suitable for a use in a specific category. Job Control testing or additional November 2003 ODOT Quality Assurance Program certification may still be necessary. specifications for further information. Consult the ODOT Non-Field Tested Materials Acceptance Guide or the project Materials Not Listed in the (QPL) – Materials that require compliance testing but are not identified in the QPL will need to be submitted to the ODOT Central Lab for testing. Please contact the ODOT central lab receiving area (1-503-986-3057) for information on sample sizes and shipping criteria. November 2003 ODOT Quality Assurance Program TYPES OF TESTS The following types of tests will be performed by the Contractor or Engineer on materials and products required for contract work: 1. Source Review – This test type is addressed in Section 4(A) of this Manual. The Engineer will test unprocessed material from an aggregate source, if requested by the Contractor, to provide information about the quality of material. Tests will involve degradation, soundness, and abrasion, but may involve other tests. Favorable test results do not imply that processed material from the source will comply with specifications after it is processed as required for the project. 2. Product Compliance – This test type is addressed in Section 4(A) of this Manual. The Engineer will test processed material if process control testing indicates that the processed material meets the contract quality requirements. Tests will involve degradation, soundness, abrasion, and lightweight pieces, but may involve other tests. The material shall not be incorporated into the project unless Product Compliance tests show favorable results. 3. Quality Control – The Contractor will perform quality control testing as described in Section 2 and specified in 4(D) of this Manual or as modified by the Special Provisions or Supplemental Standard Specifications. 4. Verification – The Engineer will perform Verification testing as described in Section 2 and specified in Section 4(D) of this Manual. Note: The required 10% testing of Quality Control by the Region QA is considered a minimum frequency and testing may be increased when deemed necessary by the engineer. These tests provide the basis for the Engineer’s decision on acceptance of materials and products. If Independent Assurance is to be done on a material, a split of the Verification sample will be given to the Contractor for testing. 5. Independent Assurance – Where Independent Assurance involves testing, the Engineer will evaluate test results from split samples to assure that Contractor test results meet required parameters. 6. Visual – Visual Inspection: Examination and assessment of construction materials, by OBSERVATION, to determine if the materials appear to meet the contract requirements and are acceptable for incorporation into ODOT construction projects. Visual inspection, when stated in the contract, is a method generally used by the Project Inspector in lieu of normal sampling and testing of field tested materials as defined in section 00165.00 of the Standard Specifications to document quality. Supporting documentation for visual acceptance is, at a minimum, a field inspection report. Consult the construction contract for other acceptance document requirements. November 2003 ODOT Quality Assurance Program November 2003 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION SECTION 00330 - EARTHWORK Stone Embankment Material (See Sec. 330.16(a)) Establishing Maximum Density (for Compaction) Compaction DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control Gradation QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Visual Density Curve T 99 3468 Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC 1/Soil type Deflection Testing TM 158 Nuclear Gauge Coarse Particle Correction Deflection Testing TM 158 1793S T 310 T 224 1793S 1/Project 1/Meter or Yard in depth See Table 00330-1 Below 1793S TABLE 00330-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² or m³ Individual Areas Existing Ground Surface 1 test per 1000 m ² Embankments 1 test per 500 m³ Excavations and Finished Subgrade 1 test per 1000 m ² TABLE 00330-1 Frequency of Quality Control Testing (English) Individual Areas Under 3500 yd² or yd³ Existing Ground Surface 1 test per 1000 yd² 1 test per 500 yd³ Embankments Excavations and Finished Subgrade 1 test per 1000 yd² 10 % of Required QC Over 3000 m² or m³ 1 test per 2500 m² 1 test per 2500 m³ 1 test per 2500 m² Over 3500 yd² or yd³ 1 test per 3000 yd² 1 test per 3000 yd³ 1 test per 3000 yd² Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Select Topsoil (See Section 01040.14) Compliance 4000 Page 1 See Section 4C 1/Source & 1/Type of Soil Submit to Lab FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control SECTION 00331 - SUBGRADE STABILIZATION Aggregate backfill Material must meet the requirements of Section 00331.10 QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Visual Water Material must meet the requirements of Section 00340 Visual Compaction Material must meet the requirements of Section 00331 Visual SECTION 00332 - SURFACING STABILIZATION Material must meet the requirements of Section 00332.10 Aggregate Base Material must meet the requirements of Section 00332 Compaction SECTION 00333 - AGGREGATE DITCH LINING Aggregate Sampling T2 Reducing T 248 Sieve Analysis T 27/T 11 1792 Page 2 Visual Visual 1/Project or 1/Source FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION 00344 -TREATED SUBGRADE Granular Quicklime Sieve Analysis Calcium Hydroxide Content in lime Hydrated Lime Fly Ash Portland Cement Calcium Chloride Sodium Chloride Water (C) Same Frequency for all Tests (Minimums) (Revised October 2006 WAQTC FORM 734- Contractor Quality Control AASHTO T 27 T 219 Compliance Compliance Compliance Compliance Compliance 4000 4000 1/Project or 1/Source QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Submit to Lab 1/Project or 1/Source 4000 (C) Not required if on QPL 4000 See Sec 00340 See Guide Definitions for testing not identified on QPL Establishing Maximum Density (for Compaction) Compaction Density Curve T 99 3468 Maximum Specific Gravity T 85 3468 Nuclear Gauge Coarse Particle Correction T 310 T 224 1793S Individual Areas Finished Subgrade Individual Areas Finished Subgrade 1/Soil type 1/Project See Table 003441 Below 10 % of Required QC TABLE 00344-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² 1 test per 1000 m ² TABLE 00344-1 Frequency of Quality Control Testing (English) Under 3500 yd² 1 test per 1000 yd² Page 3 Over 3000 m² 1 test per 2500 m² Over 3500 yd² 1 test per 3000 yd² FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00360 - Drainage Blankets A sublot equals 1000 Mg or 1000 Tons Granular Drainage Blanket Sand Drainage Blanket Establishing Maximum Density (for Compaction) Sampling Reducing Gradation T2 T 248 T 27/T 11 1792 Sampling Reducing Gradation T2 T 248 T 27/T 11 1792 T 99 3468 Density Curve 1/Project 1/Source and Type T 85 Bulk Specific Gravity Compaction 1/sublot minimum 1/Source per Project Deflection Testing TM 158 Deflection Testing TM 158 Nuclear Gauge Coarse Particle Correction Individual Areas Existing Ground Surface Finished Surfaces Individual Areas Existing Ground Surface Finished Surfaces 3468 1793S 1/Meter or Yard in depth 1793S See Table 00360-1 T 310 Below T 224 1793S TABLE 00360-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² 1 test per 1000 m ² 1 test per 500 m 2 TABLE 00360-1 Frequency of Quality Control Testing (English) Under 3500 yd² 1 test per 1000 yd² 1 test per 1000 yd² Page 4 10 % of Required QC Over 3000 m² 1 test per 2500 m² 1 test per 2500 m 2 Over 3500 yd² 1 test per 3000 yd² 1 test per 3000 yd² FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- Contractor Quality Control AASHTO SECTION 00390 - RIPRAP PROTECTION Fill Material & Riprap Gradation See 00390.11(c)1 Degradation TM 208 Soundness Apparent Specific Gravity & Absorption Filter Blanket Grouted Riprap Sand Soundness Lightweight Pieces Portland Cement Visual 4000 See Section 4(A) T 104 T 85 Gradation See 00390.13 Sampling Reducing Sieve Analysis Submit to Lab See Section 4(A) Visual T 2 T 248 T 27/T 11 T 104 T 113 Compliance 1/Project 1792 4000 See Section 4(A) 4000 (C) (C) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance See Guide Definitions for testing not identified on QPL Page 5 Not required if on QPL Submit to Lab See Section 4(A) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST SECTION 00396 -SHOTCRETE SLOPE STABILIZATION Aggregate Production and Mixture Sampling (1) Reducing QAE may waive after 5 sublots/shifts Sieve Analysis Fineness Modulus (1) Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics Dry Rodded Unit Weight Bulk Specific Gravity & Absorption Portland Cement Admixtures (C) See Guide Definitions for testing not identified on QPL Mixing Water Production Testing (See Section 00396.14) (S) TEST METHOD ODOT WAQTC FORM 734- Contractor Quality Control AASHTO TM 225 1792 T 104 T 96 See Section 4A 4000 TM 208 T 113 T 21 T 19 T 84 & T 85 Compliance Test Panel T 22 Page 6 Submit to Central Lab Start of production and when changes in aggregate occurs (C) Strength 10 % of Required QC 1/Sublot & Start of Production T 176 4000 (S) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 T 27/T 11 3 Cores minimum per Panel Compression Test Cores Same Frequency for all Tests (Minimums) (Revised October 2006 4000C Not required if on QPL See Sec. 02020 Two Test Panels per Mix Design & Two Panels per days Production See Section 00396.14(a)2 1/Set Cores per Test panel Submit to Central Lab See Section 4(A) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00405 - TRENCH EXCAVATION, BEDDING, AND BACKFILL TRENCH FOUNDATION -- Excavation below grade only Selected general backfill Material must meet the requirements of Section 00330.13 Visual Selected granular backfill Material must meet the requirements of Section 00330.14 Visual Selected stone backfill Material must meet the requirements of Section 00330.15 Visual Other approved material Material must meet the requirements of Section 00405.11 Visual Establishing Maximum Density Compaction Density Curve T 99 3468 Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC Nuclear Gauge Coarse Particle Correction T 310 T 224 1793S 1/Soil Type or Aggregate Gradation 1/100 m or 1/300 ft. of Trench Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 7 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Bedding 9.5mm - 0 (3/8" - 0) PCC fine aggregate (See Section 02690.30(h)) DESCRIPTION OF TEST Sampling Reducing Sieve Analysis (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO T2 T 248 T 27/T 11 1792 Same Frequency for all Tests (Minimums) Contractor Quality Control 1/Source or Aggregate Gradation Commercial 19.0mm - 0 (3/4" - 0) Aggregate 2.00mm - 0 (No. 10 - 0) Sand drainage blanket material (See Section 00360.10) Reasonably well graded sand, maximum 9.5mm (3/8") to dust Commercial available 9.5mm - 0 (3/8"-0) or 2.00mm - 0 ( No.10 - 0) sand Continuous cradle of Commercial Grade Concrete (See Section 00440) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Visual Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 1792 1/Source or Aggregate Gradation Visual Visual Material must meet the requirements of Section 00440 Visual Page 8 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Pipe Zone Material Flexible Pipe DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Use the Listed Material requirements under Bedding T2 T 248 T 27 Rigid Pipe: Aggregate Base 25.0mm - 0 (1"- 0) or 19.0mm - 0 (3/4"- 0) aggregate (See Section 02630.10) Rigid Pipe: Commercial 25.0mm - 0 (1"- 0) or 19.0mm - 0 (3/4"- 0) aggregate Sampling Reducing Sieve Analysis Establishing Maximum Density Density Curve T 99 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 3468 Nuclear Gauge T 310 1793B Compaction Same Frequency for all Tests (Minimums) 1792 1/Source or Gradation Visual 3468 1/Source or Aggregate Gradation 1/100 m or 1/300 ft. of Trench and every 0.5 m or 1.5 ft. of Fill Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 9 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Trench Backfill Class A Backfill - Native or Material must meet the requirements of Section 00330.43 common Material Class B Backfill - 25mm - 0 Material must meet the requirements of Section 00641 (1"-0) or 19.0 mm - 0 (3/4"-0) Granular Material Class C Backfill - Clean sand with 100% minus 6.3mm (1/4") material Class D Backfill - Pit run or bar run material with 75mm (3") maximum dimension and well graded from coarse to fine Class E Backfill - Controlled Low Material must meet the requirements of Section 00442 Strength Material (CLSM) Density Curve T 99 3468 Establishing Maximum Density Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Visual Visual 1/Soil Type or Aggregate Gradation (C) Compaction Nuclear Gauge Coarse Particle Correction T 310 T 224 (C) Density testing is based on cumulative lineal meters or feet of pipe placement. 1793S or 1793B 1/100 m or 1/300 ft. of Trench and every 0.5 m or 1.5 ft. of Fill Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 10 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC SECTION 00430 - SUBSURFACE DRAINS Granular Drain Backfill Material Sampling Reducing Sieve Analysis SECTION 00440 - COMMERCIAL GRADE CONCRETE Mixture Sampling Air Content Slump Concrete Temperature Fly Ash Admixtures Same Frequency for all Tests (Minimums) (Revised October 2006 FORM 734- Contractor Quality Control AASHTO A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27 1792 1/Sublot (Minimum 1/ Project) TM 2 T 152 T 119 T 309 Compliance Compliance 3573WS or 4000C (S) 1 per each set of cylinders (C) 4000 Not Required if on QPL (C) See Guide Definitions for Testing not identified on QPL Structural Items Strength T 22 & T 23 4000C Other Items (Except Visual Accept.) Strength T 22 & T 23 4000C (S) 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Page 11 (M) (S) (M) (S) 1 Set/Day 1 Set/20 m 3 or 1 Set/20 yd3 Cumulative (Maximum 1 Set/Day) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC SECTION 00442 - CONTROLLED LOW STRENGTH MATERIALS (CLSM) CLSM Mixture Mix Proportions Trial Batch Strength Fly Ash Admixtures Portland Cement Same Frequency for all Tests (Minimums) (Revised October 2006 FORM 734- Contractor Quality Control AASHTO T 22 & T 23 Compliance Compliance Compliance 4000C 1/Project or Source (C) 4000 Not Required if on QPL (C) See Guide Definitions for Testing not identified on QPL SECTION 00445 - SANITARY, STORM, CULVERT, SIPHON, AND IRRIGATION PIPE - INCLUDED WITH SECTION 00405 SECTION 00450 - STRUCTURAL PLATE PIPE, PIPE ARCH AND ARCH Material must meet the requirements of Section 00440 Commercial Grade Concrete in appurtenances Trenches in Unstable Areas Material must meet the requirements of Section 00510 Granular Structural Backfill Compaction Backfill Material must meet the requirements of Section 00330.43 Material must meet the requirements of Section 00510.48(d) SECTION 00459 - CAST IN PLACE CONCRETE PIPE Material must meet the requirements of Section 00540, with Concrete acceptance in accordance with Section 00540.17 Backfill Material Material must meet the requirements of Section 00405.14 and be incorporated into the project in accordance with Section 00405.46 SECTION 00460 - PAVED CULVERT END SLOPES Material must meet the requirements of Section 00440 Commercial Grade Concrete Page 12 QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00470 - MANHOLES, CATCH BASINS AND INLETS Material must meet the requirements of Section 00440 Commercial Grade Concrete Sump Backfill- Crushed or Uncrushed, well graded from 100mm to 50mm (4" to 2") or 150mm to 50mm (6" to 2") (See Section 00470.17) Base Drain Backfill- Aggregate Base or Selected Granular Backfill Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Visual Visual Excavation, Backfill and Foundation Material must meet the requirements of Section 00405 Stabilization SECTION 00480 - DRAINAGE CURBS Material must meet the requirements of Section 00480.11 Aggregate Gradation Material must meet the requirements of Section 00440 Commercial Grade Concrete Dense Graded HMAC Mixture Material must meet the requirements of Section 00744 Level 2, 12.5mm (1/2") or 9.5mm (3/8") Page 13 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD FORM 734- Same Frequency for all Tests (Minimums) AASHTO Contractor Quality Control Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 1792 1/Sublot (Minimum 1/Project) Sampling Reducing Sieve Analysis T2 T 248 T 27 1792 1/Sublot (Minimum 1/Project) Granular Wall Backfill Granular Structure Backfill Plasticity Index T 90 Establishing Maximum Density Density Curve T 99 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 3468 Nuclear Gauge T 310 1793B ODOT WAQTC QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00510 - STRUCTURE EXCAVATION AND BACKFILL Soils, Soil/Aggregate Mixtures and Graded Aggregates Granular Wall Backfill Granular Structure Backfill Compaction 4000 3468 See Section 4C 1/Source Submit to Lab Minimum 1/Project or 1/Source 1/Soil type or Aggregate Gradation 1/100 m 3 or 1/100 yd 3 minimum 1/project Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicates a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 14 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION 00510 EXCAVATION AND BACKFILL 00512 - STRUCTURE DRILLED SHAFTS Aggregate Production Sampling (1) Reducing QAE may waive (2) after 5 sublots/shifts Sieve Analysis Fineness Modulus (2) TM 225 Perform a minimum of 3 tests (1) Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics Compliance Compliance Compliance Mineral Slurry (See Section 00512.14 for field Requirements) Compliance Grout WAQTC FORM 734- Contractor Quality Control AASHTO 1792 T 176 1792 T 104 T 96 4000 1/Sublot & Start of Production See Section 4A T 113 T 21 4000 T 19 T 84 & T 85 Start of production and when changes in aggregate occurs 4000 (C) Not Required if on QPL 4000 Material must meet the requirements of Section 02080 (C) See Guide Definitions for Testing not identified on QPL Mixing Water QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 T 27/T 11 TM 208 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption Portland Cement Fly Ash Admixtures Same Frequency for all Tests (Minimums) (Revised October 2006 Compliance See Sec. 02020 Page 15 10 % of Required QC Submit to Lab See Section 4(A) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- Contractor Quality Control AASHTO SECTION 00510 EXCAVATION AND BACKFILL 00512 - STRUCTURE DRILLED SHAFTS (CONTINUED) Portland Cement Concrete Sampling Slump Concrete Temperature Yield Water/Cement Ratio Strength (S) TM 2 T 119 T 309 T 121 T 121 T22/23 3573WS or 4000C 4000C (M) (S) 1 per Shaft and Test at minimum frequencies according to table 00512-1. Review specs. QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance QA Testing Metric Projects under 100 m³ all classes 1/Project representing all classes of PCC Projects over 100 m³ all classes 1/400 m ³ per class minimum 1/class QA Testing English Projects under 100 yd³ all classes 1/Project representing all classes of PCC Projects over 100 yd³ all classes 1/500 yd³ per class minimum 1/class 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source TABLE 00512-1 Frequency of Quality Control Testing (Metric) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 1 Set each day 0 to 75 m ³ on a single day Quantity Over 75 m³ 75 to 450 m³ on a single day over 450 m³ on a single day 1 Set per each 75 m 3 or portion thereof 1 Set per each 150 m³ or portion thereof after reaching 450 m 3 TABLE 00512-1 Frequency of Quality Control Testing (English) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 100 yd³ on a single day 1 Set each day Quantity Over 100 yd³ 100 to 600 yd³ on a single day over 600 yd³ on a single day Page 16 1 Set per each 100 yd³ or portion thereof 1 Set per each 200 yd³ or portion thereof after reaching 600 yd³ FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION 00510 EXCAVATION AND BACKFILL 00540 - STRUCTURE CONCRETE BRIDGES Aggregate Production Sampling (1) Reducing QAE may waive (2) after 5 sublots/shifts Sieve Analysis Fineness Modulus (2) TM 225 Perform a minimum of 3 tests (1) Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics WAQTC FORM 734- Contractor Quality Control AASHTO 1792 T 176 1792 T 104 T 96 4000 1/Sublot & Start of Production See Section 4A T 113 T 21 4000 T 19 T 84 & T 85 Compliance Compliance Compliance Start of production and when changes in aggregate occurs 4000 4000 (C) Not required if on QPL (C) See Guide Definitions for Testing not identified on QPL Mixing Water QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 T 27/T 11 TM 208 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption Portland Cement Fly Ash Admixtures Same Frequency for all Tests (Minimums) (Revised October 2006 Compliance See Sec. 02020 Page 17 10 % of Required QC Submit To Lab See Section 4A FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- Contractor Quality Control AASHTO SECTION 00510 EXCAVATION AND BACKFILL 00540 - STRUCTURE CONCRETE BRIDGES (CONTINUED) Portland Cement Concrete Sampling Air Content Slump Concrete Temperature Yield Water/Cement Ratio Strength (S) 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source TM 2 T 152 T 119 T 309 T 121 T 121 T22/23 3573WS or 4000C 4000C (M) (S) Test at minimum frequencies according to table 00540-1. Review specs. QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance QA Testing Metric Projects under 100 m³ all classes 1/Project representing all classes of PCC Projects over 100 m³ all classes 1/400 m ³ per class minimum 1/class QA Testing English Projects under 100 yd³ all classes 1/Project representing all classes of PCC Projects over 100 yd³ all classes 1/500 yd³ per class minimum 1/class TABLE 00540-1 Frequency of Quality Control Testing (Metric) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 75 m ³ on a single day 1 Set each day Quantity Over 75 m³ 75 to 450 m³ on a single day over 450 m³ on a single day 1 Set per each 75 m³ or portion thereof 1 Set per each 150 m³ or portion thereof after reaching 450 m³ TABLE 00540-1 Frequency of Quality Control Testing (English) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 100 yd³ on a single day 1 Set each day Quantity Over 100 yd³ 100 to 600 yd³ on a single day over 600 yd³ on a single day Page 18 1 Set per each 100 yd³ or portion thereof 1 Set per each 200 yd³ or portion thereof after reaching 600 yd³ FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- QAE may waive after 5 sublots/shifts (2) Perform a minimum of 3 tests Sampling Reducing (2) Sieve Analysis Fineness Modulus Sand Equivalent (1) (1) Elongated Pieces Wood Particles Abrasion Degradation Soundness Lightweight Pieces Organics TM 229 TM 225 1792 1/5 Sublots & Start of Production 4000 TM 208 T 104 T 113 T 21 See Section 4(A) 4000 T 84 & T 85 Compliance Compliance Compliance Beginning of production 4000 4000 (C) Not required if on QPL See Guide Definitions for Testing not identified on QPL Compliance See Sec. 02020 Page 19 10 % of Required QC 1792 1792 T 96 1/Sublot & Start of Production (C) Water QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 500 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency. (For preproduced aggregates, 1 shift shall mean 500 Mg (Tons.)) T2 T 248 T 27/T 11 T 27/T 11 T 176 Bulk Specific Gravity & Absorption Portland Cement Admixtures Latex Emulsion Contractor Quality Control AASHTO SECTION 00510 EXCAVATION AND BACKFILL 00558 - STRUCTURE LATEX MODIFIED CONCRETE (LMC) SECTION 00559 - MICROSILICA MODIFIED CONCRETE (MC) Aggregate Production (1) Same Frequency for all Tests (Minimums) (Revised October 2006 Submit to Central Lab See Section 4(A) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT SECTION 00510 EXCAVATION AND BACKFILL 00558 - STRUCTURE LATEX MODIFIED CONCRETE (LMC) SECTION 00559 - MICROSILICA MODIFIED CONCRETE (MC) (CONTINUED) LMC Sampling Air Content Slump Concrete Temperature Yield W/C Ratio Fine Aggregate Moisture WAQTC FORM 734- AASHTO Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance TM 2 T 152 T 119 T 309 T 121 T 121 T 255/ T 265 3573WS or 4000C See Contract Specifications for details 10 % of Required QC 1792 Mixer Calibration MC Sampling Air Content Slump Concrete Temperature Yield W/C Ratio (M) T 152 T 119 T 309 T 121 T 121 3573WS or 4000C See Contract Specifications for details 10 % of Required QC Per Mix Design & Source LMC and MC (S) TM 2 Strength T 22 & T 23 1 Set Represents a minimum of 3 Cylinders Page 20 (M) (S) 4000C 1 Set Cylinders per 35m 3 or 50yd 3 Minimum 1 set/shift 10 % of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00510 EXCAVATION AND BACKFILL 00596 - STRUCTURE RETAINING WALLS Soils, Soil/Aggregate Mixtures and Graded Aggregates A Sublot equals 1000 Mg or 1000 Tons Granular Drain Backfill Material (See Section 00430) Special Filter Material Sampling T2 (See Section 02610 for Grading) Reducing T 248 Sieve Analysis Sand Equivalent T 27 T 176 Gabion Retaining Walls (See Section 00510 Granular Wall Backfill) Metal Bin Retaining Walls (See Section 00510 Granular Structure/Wall Backfill) Leveling Pads (See Section 00510 Granular Structure Backfill) Segmental Retaining Wall Units (See Section 00510 Granular Structure Backfill) Page 21 1/Sublot (Minimum 1/Project) 1792 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00510 EXCAVATION 00596 - STRUCTURE MSE RETAINING WALLS AND BACKFILL Soils, Soil/Aggregate Mixtures and Graded Aggregates A Sublot equals 1000 Mg or 1000 Tons MSE Granular Backfill (Product Compliance) Plasticity Index pH Resistivity Organic Content T 90 T 289 T 288 T 267 4000 4000 See Section 4C & Table 00596-1 Below Submit to Lab See Table 00596-1 Below TABLE 00596-1 Fequency for Product Compliance per Source MSE Testing 1/5000 Mg or 5000 Tons, Minimum 1/Project MSE Granular Backfill Establishing Maximum Density Compaction Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 1792 Density Curve T 99 3468 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 Nuclear Gauge Deflection Testing T 310 TM 158 3468 1793B 1/Sublot (Minimum 1/Project) 1/Soil type or Aggregate Gradation/Per Source 1/100m3 or 1/100yd3 (Minimum 1/day) Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a non-specification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 22 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT SECTION 00635 - GRID-ROLLED AGGREGATE SUBBASE Gradation Abrasion Aggregate Subbase Sand Equivalent WAQTC FORM 734- AASHTO T 96 T2 T 248 T 176 Page 23 Same Frequency for all Tests (Minimums) Contractor Quality Control 4000 1/Source 1792 1/1000 Mg (Tons) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Submit To Central Lab See Section 4(A) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC ROLLEDSUBBASE, AGGREGATE SUBBASE SECTION 00635 00641 - GRID AGGREGATE BASE, AND SHOULDERS Aggregate Production Abrasion Aggregate Subbase Grading (See 00641.10) Aggregate Base and Shoulders Grading Aggregate Base (See 02630) Aggregate Shoulder (See 02640) Open Graded Aggregate Base (See 02630.11) Sampling Reducing Sieve Analysis Sand Equivalent Abrasion Degradation Same Frequency for all Tests (Minimums) (Revised October 2006 FORM 734- AASHTO T 96 T2 T 248 T 27 T 176 4000 See Sec. 4A 1792 1/Project or 1/Source 4000 TM 208 Sampling Reducing (1) Sieve Analysis (2) Sand Equivalent T2 T 248 T 27 T 176 Fracture (Method 1) TP 61 Contractor Quality Control 1792 QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Submit To Central Lab See Section 4(A) Visual See Submit Section 4A to Lab A Sublot equals 2000 Mg or 2000 Tons 1/Sublot & Start of 10 % of Production Required QC (1) Perform at least 3 tests May be waived by QAE PLACEMENT Aggregate Base material only Plant Mix Applications Only Aggregate (Mixture) (2) Establishing Maximum Density & Optimum Moisture (Mix Design) Compaction 1792 1/5 Sublots A Sublot equals 2000 Mg or 2000 Tons Sampling Reducing Moisture T2 T 248 T 255 & T 265 Density Curve Coarse Particle Correction Bulk Specific Gravity Deflection Testing Nuclear Gauge (D) (Individual tests must meet Specification) T 99 T 224 T 85 1792 1/Sublot or minimum 1/Day 10 % of Required QC Each Size per Source 1/Project 3468 3468 (D) TM 158 T 310 Page 24 1793B 5 Tests Per Sublot 10 % of Required QC See Section 4A FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- Contractor Quality Control AASHTO QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00635 ROLLED AGGREGATE SUBBASE 00645 - GRID RECYCLED ASPHALT PRODUCTS IN BASE Compaction Roller Patern TM 306 2084 1/Project or when equipment changes SECTION 00650 - IN-PLACE CEMENT TREATED BASE Aggregate Production (New) Soundness Abrasion Degradation TM 208 T 104 T 96 4000 See Section 4A 4000 Submit to Lab See Section 4A A Sublot equals 1000 Mg or 1000 Tons (1) 1 per 5 Sublots Portland Cement Sampling Reducing Sieve Analysis (1) Fracture Sand Equivalent T2 T 248 T 27 TP 61 T 176 Compliance 1792 1/Sublot & Start of Production 1792 4000 (C) (C) See Guide Definitions for testing not identified on QPL Water Compliance Not required if on QPL See Sec. 02020 Page 25 10 % of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION ROLLED AGGREGATE SUBBASE SECTION 00635 00651 - GRID PLANT MIX CEMENT TREATED BASE Aggregate Production Sampling Reducing (1) (1) 1 per 5 Sublots Fracture Sieve Analysis Sand Equivalent Soundness Abrasion Degradation Plasticity Index Aggregate (prior to Mixing) Portland Cement Fly Ash (C) Same Frequency for all Tests (Minimums) (Revised October 2006 WAQTC FORM 734- Contractor Quality Control AASHTO QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 1000 Mg or 1000 Tons T2 T 248 TP 61 T 27 T 176 T 104 T 96 1792 1/Sublot & Start of Production 10 % of Required QC 4000 See Section 4A TM 208 See Section 4A Submit to Lab T 90 Sampling Reducing Sieve Analysis T2 T248 T 27 Compliance Compliance A Sublot equals 2000 Mg or 2000 Tons 1792 4000 4000 1/Sublot (C) 10 % of Required QC Not required if on QPL See Guide Definitions for testing not identified on QPL Water Compliance Mixture Moisture Establishing Maximum Density Maximum Density Compaction Nuclear Density See Sec. 02020 T 255 & T 265 TM 125 2091 1/Sublot 10 % of Required QC 1/Sublot 10% of Required QC 2091 T 310 Page 26 1793B FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT SECTION ROLLEDAGGREGATES AGGREGATE SUBBASE SECTION 00635 00680 - GRID STOCKPILED Aggregate Base and Shoulders (See Section 00641) Abrasion Degradation TM 208 (1) (2) Perform at least 3 tests May be waived by QAE WAQTC FORM 734- AASHTO Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Sieve Analysis (2) Sand Equivalent T 248 T 27 T 176 1792 See Submit to Lab Section 4A A Sublot equals 1500 Mg or 1500 Tons 1/Sublot & Start of 10 % of Required QC Production Fracture TP 61 1792 1/5 Sublots Sampling Reducing T 96 Same Frequency for all Tests (Minimums) 4000 1792 (1) See Section 4A Aggregate (Sanding Aggregate) Sampling Reducing Sieve Analysis (1) May be waived by QAE (1) Cleanness Value Abrasion Degradation Lightweight Pieces Fracture Elongated Pieces Wood Particles T2 T 248 T 27 TM 227 1792 1792 T 96 A Sublot equals 1000 Mg or 1000 Tons 1/Sublot & 10 % of Required QC Start of Production 4000 See Section 4A TM 208 T 113 4000 TP 61 1792 TM 229 TM 225 1792 Page 27 1/5 Sublots & Start of Production See Section 4A Submit to Lab 10 % of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT SECTION ROLLEDAGGREGATES AGGREGATE SUBBASE SECTION 00635 00680 - GRID STOCKPILED (CONTINUED) Emulsified AC Aggregate Aggregate Production (See Sections 00705, 00706, 00710, 00712 and 00715) Abrasion Degradation TM 208 Soundness Lightweight Pieces (1) QAE may waive after 5 sublots/shifts (2) QAE may waive wet sieve after 5 sublots/shifts if a correlation to dry sieve can be demonstrated (3) (4) (5) May be waived by QAE Not required for Dry Key Material 1/5 Sublots & Start of Production Aggregate (Other) Sampling Reducing (5) Fracture (1) TM 225 Wood Particles (1)(4) Elongated Pieces TM 229 (2) Sieve Analysis (3) TM 227 Cleanness Value Dry Rodded Unit Weight WAQTC FORM 734- AASHTO T 96 T 104 T 113 T2 T 248 TP 61 Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency 4000 See Section See Section 4A Submit to Lab 4A 4000 1792 1/Sublot & Start of Production 10 % of Required QC T27/T 11 1792 T 19 Start of production and when changes in aggregate occurs Use sampling and testing frequencies required for proposed end product use Page 28 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- Compliance T 40 4000 Emulsified Asphalt Cement Emulsified Asphalt Polymer Modified Emulsion Compliance Additives Mineral Filler Compliance Compliance (C) T2 T 248 T 27/T 11 See Section 4C 1/50 Mg (Tons) (Submit All) 4000 4000 Material must meet the requirements of Section 00706.16 Page 29 Submit to Central Lab 1/5 QC Samples (Random) A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency 1/Sublot & Start of Production 4000 See Guide Definitions for testing not identified on QPL Mixture 1792 QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A sublot equals 1000 Mg or 1000 Tons, minimum 1 per shift 1/Sublot & 10 % of Start of Required QC Production 1792 SECTION 00706 - EMULSIFIED ASPHALT SLURRY SEAL SURFACING Aggregate Production Sampling Reducing Sieve Analysis Contractor Quality Control AASHTO SECTION 00705 - ASPHALT PRIME COAT and EMULSIFIED ASPHALT FOG COAT Aggregate Cover Material Aggregate Production Sampling T2 Reducing T 248 Sieve Analysis T 27 Asphalt Prime and Fog Coat Asphalt Cement (Emulsion) Same Frequency for all Tests (Minimums) (Revised October 2006 See Section 4C 1/50 Mg (Tons) (Submit All) (C) Not required if on QPL Submit to Central Lab 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00705 PRIME COATEMULSIFIED d EMULSIFIED ASPHALT FOG COAT 00710 - ASPHALT SINGLE APPLICATION ASPHALT SURFACE TREATMENT SECTION 00712 - DRY KEY EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00715 - MULTIPLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT Aggregate Production Abrasion Degradation Soundness Lightweight Pieces (1) QAE may waive after 5 sublots/shifts (2) QAE may waive wet sieve after 5 sublots/shifts if a correlation to dry sieve can be demonstrated (3) May be waived by QAE (4) (5) T 96 Compliance QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance 4000 See Section 4A T 104 T 113 4000 T2 T 248 TP 61 1792 Submit to Central Lab 1/Sublot & Start of Production See Section 4A 10 % of Required QC T27/T 11 1792 T 19 Start of production and when changes in aggregate occurs Not required for Dry Key Material 1/5 Sublots & Start of Production Asphalt Cement (Emulsion) Contractor Quality Control A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency TM 208 Sampling Reducing (5) Fracture (1) TM 225 Wood Particles (1)(4) Elongated Pieces TM 229 (2) Sieve Analysis (3) TM 227 Cleanness Value Dry Rodded Unit Weight Same Frequency for all Tests (Minimums) T 40 Page 30 4000 1/50 Mg (Tons) Submit All Submit to Lab 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC AASHTO FORM 734- Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATEMULSIFIED d EMULSIFIED ASPHALT FOG COAT 00710 - ASPHALT SINGLE APPLICATION ASPHALT SURFACE TREATMENT SECTION 00712 - DRY KEY EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00715 - MULTIPLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT (CONTINUED) Preproduced Aggregate Compliance of aggregates produced and stockpiled before the award date or notice to proceed of this contract will be determined by the following: 1. Continuing production records meeting the above requirements of Section 00710.10, 710.15, 00712.10, 00712.15, 00715.10 & 715.15, Aggregate Production or Furnish records of testing for the entire stockpile according to Section 00710.10, 710.15 or 715.10, 715.15 Aggregate Production except change sampling Frequency to the following: a. Start of Production means "One Set of Test Per Stockpile". b. One Per 5 sublots means "One Set of Tests Per 5000 Mg (Tons)". c. One Per sublot means "One Set of Tests Per 1000 Mg (Tons)" with a minimum of 3 sets of Sieve Analysis tests per project. d. Provide one stockpile sample for each set of tests required above. Page 31 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00705 PRIMERECYCLED COAT d EMULSIFIED ASPHALT PAVEMENT FOG COAT (CIR) 00720 - ASPHALT COLD IN-PLACE ASPHALT CONCRETE SECTION 00721 - COLD RECYCLED EMULSIFIED ASPHALT CONCRETE PAVEMENT (CRP) Asphalt Cement Compliance T 40 (Emulsified Recycling Agent) 4000 4000 Water Compliance Same Frequency for all Tests (Minimums) Contractor Quality Control See Section 4C 1/50 Mg (Tons) (Submit All) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance 1/5 QC Samples (Random) Submit to Central Lab See Sec.00340.10 A Sublot equals 1000 Mg or 1000 Tons Aggregate Production Choke Aggregate (See 00705) 1792 1/Sublot & Start of Production SECTION 00725 - HOT IN-PLACE RECYCLED (HIR) ASPHALT CONCRETE PAVEMENT The type of recycling agent will be listed in the Special Provisions Recycling Agent Compliance T 40 4000 (See 00745.11) See Section 4C Submit to Lab 1/50 Mg (Tons) Submit to Lab Recycling Agent Sampling Reducing Sieve Analysis Compliance T2 T 248 T 27 T 40 Minimum 1/Project 4000 1/5 QC Samples (Random) 4000 New Asphalt Concrete mixture will meet the requirements of Section 00744 Asphalt Concrete Mixture SECTION 00730 - ASPHALT TACK COAT Tack Compliance T 40 4000 See Section 4C 1/50 Mg (Tons) Page 32 Submit to Lab 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00705 PRIME COAT CONCRETE d EMULSIFIED ASPHALT FOG COAT 00735 - ASPHALT EMULSIFIED ASPHALT PAVEMENT Aggregate production Abrasion T 96 Degradation TM 208 Soundness T 104 Lightweight Pieces T 113 Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance 4000 See Section 4A See Section 4A Submit to Lab 4000 A Sublot equals 1000 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency. (For preproduced aggregates, 1 shift shall mean 1000 Mg (Tons) (1) May be waived by QAE (2) QAE may waive after 5 sublots/shifts Choke Aggregate Sampling Reducing Sieve Analysis (1) Cleanness Value Fracture (2) Elongated Pieces (2) Wood Particles Sieve Analysis T2 T 248 T 27/T 11 1792 TM 227 TP 61 TM 229 TM 225 1/Sublot & Start of Production 10 % of Required QC 1/Sublot 1/Project 1792 T 27 Page 33 1792 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- AASHTO WAQTC SECTION 00705 PRIME COAT CONCRETE d EMULSIFIED ASPHALT FOG COAT 00735 - ASPHALT EMULSIFIED ASPHALT PAVEMENT (CONTINUED) Mixture Acceptance Sampling Reducing Sieve Analysis Moisture Content % Emulsified Asphalt (1) Required at start of production and if meters fail to meet specification Meter Backed by Tank Measure Daily Emulsified Asphalt Cement Compliance Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance A Sublot equals 1000 Mg (Tons) of Mixture T2 T 248 T 27/T 11 T 255 (1) Same Frequency for all Tests (Minimums) TM 321 TM 322 2277 2277 2401 & 2043 Daily Production 1/Project 4000 See Section 4C 1/Sublot (Submit All) Submit to Lab T 40 SECTION 00744 - HOT MIXED ASPHALT (HMAC) CONCRETE See Specifications when Testing is Required by Agency Page 34 10 % of Required QC 1/Sublot 10 % of Required QC 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT Aggregate Production Abrasion T 96 Degradation TM 208 Soundness T 104 (1) Lightweight Pieces T 113 QAE may waive after 5 sublots/shifts Plasticity Index T 90 (4) Coarse Agg +4.75mm (No. 4) Sampling Reducing (2)(4)(5) Sieve Analysis (1)(5) Sand Equivalent T2 T 248 T 27/T 11 T 176 See Section 4A QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance Submit to Lab 1792 A Sublot equals 1000 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency 1/Sublot & Start of Production 10 % of Required QC (1)(3)(4) Elongated Pieces TM 229 Fracture (Method 2) (1)(3)(4) TM 225 Wood Particles (4)(5) TP 61 1792 1/5 Sublots & Start of Production Preproduced Aggregate Compliance of aggregates produced and stockpiled before the award date or notice to proceed of this contract will be determined by the following: 1. Continuing production records meeting the above requirements of Section 00745 Aggregate Production or Furnish records of testing for the entire stockpile according to Section 00745 Agg. Production except change sampling Frequency to the following: a. Start of Production means "One Set of Test Per Stockpile". b. One Per 5 sublots means "One Set of Tests Per 5000 Mg (Tons)". c. One Per sublot means "One Set of Tests Per 1000 Mg (Tons)" with a minimum of 3 sets of Sieve Analysis tests per project. d. Provide one stockpile sample for each set of tests required above. Page 35 See Section 4A 4000 (5) Fine Agg -4.75mm (No. 4) Note: Sample Aggregate during production with approved sampling device before lime treatment. Contractor Quality Control 4000 (2) Perform a minimum of 3 tests (3) Not required for ATPB Mix Same Frequency for all Tests (Minimums) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- AASHTO WAQTC Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC Without RAP (Dense Graded) Gradation (1) Ignition method Calibrate Incinerator TM 323 Ignition method (1) Sampling Reducing 2327GV T 168 TM 5 1/JMF 1/JMF 1/Sublot 10 % of Required QC 1/Sublot 10 % of Required QC Not required if Asphalt Content Accepted by Meter Method (Residual aggregate from AASHTO T 308) Asphalt Content Meter Method Sieve analysis Readings backed by Tank measure & Production Records Daily T 30 TM 321 (2) 2277 2277 TM 322 A Sublot equals 1000 Mg or 1000 Tons 10 % of **1/Sublot or Min. 1/day Required QC 2043 and 2401 Daily Production 2277 1/Sublot 2327GV 1/JMF 1/Project (2) Required at start of production and if meters fail to meet specification Cold Feed Moisture Ignition Method Calibrate Incinerator Ignition Method Sampling Reducing Meter Method is required for HMAC even when acceptance is Asphalt Content by Ignition Method T 255/265 TM 323 T 168 TM 5 T 308 Page 36 2277 1/Sublot or Min. 1/day, **See Section 00745.16 (a)-4 10 % of Required QC 1/JMF 10 % of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT FORM 734- AASHTO WAQTC Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC Without RAP (Dense Graded) Mix Design Verification Testing Fabrication Gyratory Specimen TM 326 Maximum Density Test Max. Specific Gravity T 209 Determination of G mb Bulk Specific Gravity T 166 Stripping Susceptibility Tensile Strength Ratio T 283 2050GV 1/Sublot & according & to Section 2050 00745.16 (b)-1-c 2050tsr Plant Discharge Moisture HMAC Moisture Maximum Density Test Max. Specific Gravity MAMD TM 305 Control Strip TM 306 Performing Control Strip Compaction Asphalt Cement Nuclear Density Compliance 1/JMF See Section 00745.16 (b)-1-a T 329 2277 1/Sublot T 209 2050 1st Sublot Daily or Min. 1/Day See Section 00745.16 (a)-4 2084 Develop Rolling Pattern See Specs. TM 8 1793A T 40 Page 37 4000 10% of Required QC 10 % of Required QC Average 5 tests per Sublot or Min. 1/Day, See Section 00745.49 (b)-2 1/Sublot See Section 4C Submit to Lab 10% of Required QC 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- Contractor Quality Control AASHTO WAQTC QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC Without RAP (Dense Graded) Mix Design Verification Testing Lime or Latex (1) T 219 (1) See Special Provisions for Details Lime or Latex Treatment of Aggregate (Stockpile OR Mixture Production) (2) Required at start of production and if meters fail to meet specification (3) Compliance (3) % Hydrated Lime TM 321 TM 322 See 00165.35 & 00745.11(d) 2277 (2) 1/Sublot 2277 Readings backed by Tank Measure & Production Records Daily 2401 and 2043 Daily Production See JMF for Details Determining Profile Index (when required)--Smoothness See Specs for Details TM 770 Page 38 10% of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- AASHTO WAQTC Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC With RAP (Dense Graded) Gradation Calibrate Incinerator Ignition method Ignition method (Residual aggregate from AASHTO T 308) Asphalt Content Ignition Method Ignition Method TM 323 Sampling Reducing T 168 TM 5 Sampling Reducing Sieve analysis Calibrate Incinerator 1/JMF 1/JMF 1/Sublot 10 % of Required QC 1/Sublot 10 % of Required QC T 168 TM 5 T 30 2277 2327GV TM 323 Sampling Reducing T 168 TM 5 Asphalt Content RAP Percentage 2327GV T 308 TM 321 TM 322 2277 1/JMF A Sublot equals 1000 Mg or 1000 Tons 1/JMF 1/Sublot or Min. 1/day, **See Section 00745.16 (a)-4 10 % of Required QC 1/Sublot or Minimum 1/Day 10% of Required QC 2277 (1) (1) Required at start of production and if meters fail to meet specification RAP Moisture Cold Feed Moisture Readings backed Meter Method is required for by Tank measure HMAC even when acceptance is & Production Records by Ignition Method Daily T 329 T255/T265 TM321 TM 322 2277 2401 & 2043 (1) Page 39 Daily Production 1/Project FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT FORM 734- AASHTO WAQTC Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC With RAP (Dense Graded) Mix Design Verification Testing Fabrication Gyratory Specimen Maximum Density Test Max. Specific Gravity TM 326 T 209 Determination of G mb Bulk Specific Gravity T 166 Stripping Susceptibility Tensile Strength Ratio T 283 2050GV 1/Sublot & according to Section & 00745.16 (b)-1-c 2050 2050tsr Plant Discharge Moisture HMAC Moisture Maximum Density Test Max. Specific Gravity MAMD TM 305 Control Strip TM 306 Performing Control Strip Compaction Asphalt Cement Nuclear Density Compliance 1/JMF See Section 00745.16 (b)-1-a T 329 2277 1/Sublot T 209 2050 1st Sublot Daily or Min. 1/Day See Section 00745.16 (a)-4 2084 Develop Rolling Pattern See Specs. Average 5 tests per Sublot or Min. 1/Day, See Section 00745.49 (b)-2 TM 8 1793A T 40 Page 40 4000 10% of Required QC 1/Sublot See Section 4C 10 % of Required QC Submit to Lab 10% of Required QC 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- Contractor Quality Control AASHTO WAQTC QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC With RAP (Dense Graded) Mix Design Verification Testing Lime or Latex (1) Compliance T 219 See Special Provisions for Details Lime or Latex Treatment of Aggregate (3) % Hydrated Lime TM 321 (2) (2) Required at start of production and if meters fail to meet specification See 00165.35 & 00745.11(d) 2277 1/Sublot TM 322 (Stockpile OR Mixture Production) (3) (1) 2277 Readings backed by Tank Measure & Production Records Daily 2401 and 2043 Daily Production See JMF for Details Determining Profile Index (when required)--Smoothness See Specs for Details TM 770 Page 41 10% of Required QC FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- AASHTO WAQTC Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC (Open Graded) Gradation Sampling Cold Feed Method Reducing Sieve Analysis (1) Ignition method Calibrate Incinerator Ignition method Sampling Reducing T2 T 248 T 27/T 11 (1) 10 % of Required QC 1/JMF 1/JMF 1/Sublot 10 % of Required QC 1/Sublot 10 % of Required QC 2277 2327GV TM 323 1/Sublot T 168 TM-5 Not required if Asphalt Content Accepted by Meter Method (Residual aggregate from AASHTO T 308) Asphalt Content Meter Method Sieve analysis Readings backed by Tank measure & Production Records Daily T 30 TM 321 (2) TM 322 2277 2277 A Sublot equals 1000 Mg or 1000 Tons 10 % of **1/Sublot or Min. 1/day Required QC 2043 and 2401 Daily Production 2327GV 1/JMF 1/JMF 1/Sublot or Min. 1/day, **See Section 00745.16 (a)-4 10 % of Required QC 1/Project 1/Project (2) Required at start of production and if meters fail to meet specification Ignition Method Calibrate Incinerator Ignition Method Sampling Reducing Meter Method is required for Asphalt Content HMAC even when acceptance is by Ignition Method TM 323 T 168 TM-5 T 308 Page 42 2277 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST by Ignition Method SECTION 00705 ASPHALT PRIME COAT (Revised October 2006 TEST METHOD ODOT AASHTO WAQTC d EMULSIFIED ASPHALT FOG COAT Page 43 FORM 734- Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006 DESCRIPTION OF TEST TEST METHOD ODOT FORM 734- Contractor Quality Control AASHTO WAQTC QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance SECTION 00705 PRIME COATCONCRETE d EMULSIFIED ASPHALT FOG COAT 00745 - ASPHALT HOT MIXED ASPHALT (CONTINUED) A Sublot equals 1000 Mg or 1000 Tons Mixture Acceptance - HMAC (Open Graded) Mix Design Verification Testing (1) (1) See JMF & Special Provisions for Details % Fiber Cold Feed Moisture Plant Discharge Moisture 2277 T 329 TM321 (3) TM 322 Asphalt Cement Compliance T 40 Lime or Latex Compliance T 219 2277 1/Sublot 2401 & 2043 Daily Production 4000 1/Sublot (2) See Special Provisions for Details Lime or Latex Treatment of Aggregate (4) % Hydrated Lime TM 321 (3) (3) Required at start of production and if meters fail to meet specification (4) 2401 and 2043 TM 770 Daily Production 1/Project See Specs Page 44 10% of Required QC 10% of Required QC See JMF for Details Determining Profile Index Submit to Lab 1/Sublot 2277 Readings backed by Tank Measure & Production Records Daily 1/Project See 00165.35 & 00745.11(d) 2277 TM 322 (Stockpile OR Mixture Production) 10 % of Required QC 1/Sublot T255/T265 HMAC Moisture Readings backed by Tank measure & Production Records Daily (2) TM 321 TM 322 (3) 1/5 QC Samples (Random) FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST SECTION 00705 ASPHALT PRIME COAT (when required)--Smoothness (Revised October 2006 TEST METHOD ODOT AASHTO WAQTC d EMULSIFIED ASPHALT FOG COAT Page 45 FORM 734- Same Frequency for all Tests (Minimums) Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Contractor Quality Control SECTION 00705 PRIME REINFORCED COAT d EMULSIFIED ASPHALT FOG COAT 00755 - ASPHALT CONTINUOUSLY CONCRETE PAVEMENT SECTION 00756 - PLAIN PORTLAND CEMENT CONCRETE PAVEMENT SECTION 00758 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT REPAIRS Aggregate Production (1) QAE may waive after 5 sublots/shifts (2) Perform a minimum of 3 tests Sampling Reducing Sieve Analysis Fineness Modulus Sand Equivalent (1) Wood Particles Fracture (1) Elongated Pieces Abrasion Degradation Soundness Lightweight Pieces Organics A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 (2) QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance 1792 1/Sublot & Start of Production 10 % of Required QC T 176 TM 225 1792 TP 61 TM 229 T 96 TM 208 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption T 104 T 113 T 21 T 19 T 84 & T 85 Page 46 4000 1/5 Sublots & Start of Production See Section 4A and 02690 Start of production and when changes in aggregate occurs Submit to Central Lab See Section 4A FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006 TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00705 PRIME REINFORCED COAT d EMULSIFIED ASPHALT FOG COAT 00755 - ASPHALT CONTINUOUSLY CONCRETE PAVEMENT SECTION 00756 - PLAIN PORTLAND CEMENT CONCRETE PAVEMENT SECTION 00758 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT REPAIRS (CONTINUED) Portland Cement Compliance Fly Ash Compliance Admixtures Compliance Compliance Curing Compounds Contractor Quality Control QUALITY ASSURANCE Independent Assurance/Verification Project Region Materials Quality Laboratory Manager Assurance 4000 (C)Not required if on QPL 4000 (C) See Guide Definitions for testing not identified on QPL Water Compliance Mixture Sampling Air Content Slump Yield Concrete Temperature Water/Cement Ratio Batching (S) See Sec. 02020 TM 2 . T 152 T 119 T 121 T 309 T 121 3573WS or 4000C 1 Set Represents a minimum of 3 Cylinders (M) See Specs 10 % of Required QC A Sublot equals 300 lane meters or 1000 lane feet of slip formed pavement or 75 m 3 / 100 yd 3 of non-slip formed PCC Per Mix Design & Source Strength Determining Profile Index (Smoothness) Thickness of Pavement Sticking Measure T 22 & T 23 4000C (M) (S) 1 Set of Cylinders per sublot TM 770 See Specs TM 775 See Specs Page 47 10 % of Required QC ODOT Quality Assurance Program HOW TO USE THE FIELD TESTED MATERIALS ACCEPTANCE GUIDE FOR TYPE D OR E PROJECTS ONLY The use of this guide will only be allowed when specifically called out in Section 00165. 10 (a) of the project Special Provisions This guide summarizes the testing requirements for various materials used in the construction of ODOT/ Local Agency projects. It indicates what tests must be performed, who must perform them, and how frequently they must be performed. It includes materials which are sampled and tested in the field and materials which are field sampled but sent elsewhere for testing. When a contract requires Quality Control (QC) by the Contractor, samples that must be sent elsewhere for testing are delivered to the Project Manager along with the Sample Data Sheet (Form 734-4000). Examples of this and other test report forms are in Section 3 of this manual. Materials in this guide are listed in the numerical order of the Standard Specifications and the project special provisions. English and Metric unit designations are not direct conversions, use the appropriate designation identified by the Project contract documents. To find the testing requirements for a particular material, first determine what it will be used for and then refer to the appropriate Specifications Section for that product. For example, to look up testing requirements for aggregate to be used in standard asphalt concrete paving, refer to Section 00745. Definitions SAMPLE SIZES – Refer to Section 4(C) for guidance on material sample sizes, containers, and labeling. Although designed for the ODOT Central Materials Laboratory (ODOT-CML), it is a good guide for samples being sent to any laboratory. ASPHALT CONCRETE MIX DESIGNS – If the ODOT-CML is preparing the AC mix design, submit samples of the materials shown in Section 4(C) of this manual. QUALIFIED PRODUCTS LIST (QPL) – For some materials, this guide will refer to the QPL. This means that the material must be listed in ODOT’s Qualified Products List. In the QPL, there is a column labeled “List.” If there is an “A” in that column for the particular item you are looking up, no sampling or testing is required-it is approved for use. Simply document, in a Field Inspection Report, your recognition of the product and its existence on the Approved “A” list. If there is a “Q” in that column, the product is qualified and is suitable for a use in a specific category. Job Control testing or additional certification may still be necessary. Consult the ODOT Non-Field Tested Materials Acceptance Guide, the ODOT Field Tested Materials Acceptance Guide or the project specifications for further information. 1 October 2005 ODOT Quality Assurance Program Materials Not Listed in the (QPL) - Materials that require compliance testing but are not identified in the QPL will need to be submitted to the ODOT Central Lab for testing. Please contact the ODOT central lab receiving area (1-503-986-3057) for information on sample sizes and shipping criteria. 2 October 2005 ODOT Quality Assurance Program TYPES OF TESTS For TYPE D OR E PROJECTS ONLY This Section is only to be used on projects were the Special Provisions specifically calls out Contractor Quality Control Type D or E. The following types of tests will be performed by the Contractor or Engineer on materials and products required for contract work: 1. Source Review – This test type is addressed in Section 4(A) of this Manual. The Engineer will test unprocessed material from an aggregate source, if requested by the Contractor, to provide information about the quality of material. Tests will involve degradation, soundness, and abrasion, but may involve other tests. Favorable test results do not imply that processed material from the source will comply with specifications after it is processed as required for the project. 2. Product Compliance – This test type is addressed in Section 4(A) of this Manual. This section shall be complied with except that under Product Compliance the contractor may elect to use the ODOT Central Laboratory or a nationally credited private laboratory approved by the Engineer. The material shall not be incorporated into the project unless Product Compliance tests show favorable results. 3. Quality Control – The Contractor will perform quality control testing as described in Section 2 and specified in Section 5 of this Manual or as modified by the Special Provisions or Supplemental Standard Specifications. 4. Quality Assurance – The Engineer shall review documentation to assure its accuracy and completeness. The Engineer may elect to have additional testing performed by certified technicians. 5. Production Control Testing – Testing preformed by the contractor or producer at a rate that assures the provided material meets the quality specified. 6. Visual – Visual Inspection: Examination and assessment of construction materials, by OBSERVATION, to determine if the materials appear to meet the contract requirements and are acceptable for incorporation into construction projects. Visual inspection, when stated in the contract, is a method generally used by the Project Inspector in lieu of normal sampling and testing of field tested materials as defined in section 00165.00 of the Standard Specifications to document quality. Supporting documentation for visual acceptance is, at a minimum, a field inspection report. Consult the construction contract for other acceptance document requirements. 3 October 2005 THIS PAGE INTENTIONALLY LEFT BLANK FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION SECTION 00330 - EARTHWORK Stone Embankment Material (See Sec. 330.16(a)) Soil and Soil/Aggregate Mixtures Establishing Maximum Density (for Compaction) Compaction DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Contractor Furnished Testing Gradation Density Curve T 99 3468 Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC 1/Soil type Deflection Testing TM 158 Nuclear Gauge Coarse Particle Correction Deflection Testing TM 158 1793S T 310 T 224 1793S Quality Assurance Project Manager Type D & E Requires Signed Review Documentation for and Notarized Acceptance Statement of Compliance From Contractor For All Items Under Section 00300 Visual 1/Meter or Yard in depth Review Documentation for Acceptance See Table 00330-1 Below 1793S Visual TABLE 00330-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² or m³ Individual Areas Over 3000 m² or m³ Existing Ground Surface 1 test per 1000 m ² 1 test per 2500 m² 1 test per 500 m³ Embankments 1 test per 2500 m³ Excavations and Finished Subgrade 1 test per 1000 m ² 1 test per 2500 m² TABLE 00330-1 Frequency of Quality Control Testing (English) Individual Areas Under 3500 yd² or yd³ Over 3500 yd² or yd³ Existing Ground Surface 1 test per 1000 yd² 1 test per 3000 yd² Embankments 1 test per 500 yd³ 1 test per 3000 yd³ Excavations and Finished Subgrade 1 test per 1000 yd² 1 test per 3000 yd² Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Select Topsoil (See Section 01040.14) Compliance 4000 Page 1 Contractor Testing 1/Source & 1/Soil Visual Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D SECTION 00331 - SUBGRADE STABILIZATION Aggregate backfill Material must meet the requirements of Section 00331.10 Contractor Testing Water Material must meet the requirements of Section 00340 Contractor Testing Compaction Material must meet the requirements of Section 00331 Visual Quality Assurance Project Manager Type D & E Review Documentation for Acceptance Visual SECTION 00332 - SURFACING STABILIZATION Material must meet the requirements of Section 00332.10 Aggregate Base Material must meet the requirements of Section 00332 Compaction SECTION 00333 - AGGREGATE DITCH LINING Aggregate Sampling T2 Reducing T 248 Sieve Analysis T 27/T 11 1792 Page 2 Visual Visual 1/Project or 1/Source Visual Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION 00344 -TREATED SUBGRADE Granular Quicklime Sieve Analysis Calcium Hydroxide Content in lime Hydrated Lime Fly Ash Portland Cement Calcium Chloride Sodium Chloride Water (C) Same Frequency for all Tests (Minimums) (Revised October 2006) WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO T 27 T 219 Compliance Compliance Compliance Compliance Compliance 4000 4000 Contractor Testing 1/Source 4000 (C) Manufacture Compliance Statement Not required if on QPL Manufacture Compliance Statement If not on QPL See Sec 00340 See Sec 00340 4000 Quality Assurance Project Manager Type D & E Review Documentation for Acceptance See Guide Definitions for testing not identified on QPL Establishing Maximum Density (for Compaction) Compaction Density Curve T 99 3468 Maximum Specific Gravity T 85 3468 Nuclear Gauge Coarse Particle Correction T 310 T 224 1793S Individual Areas Finished Subgrade Individual Areas Finished Subgrade 1/Soil type Visual See Table 00344-1 Below TABLE 00344-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² 1 test per 1000 m ² TABLE 00344-1 Frequency of Quality Control Testing (English) Under 3500 yd² 1 test per 1000 yd² Page 3 Review Documentation for Acceptance Over 3000 m² 1 test per 2500 m² Over 3500 yd² 1 test per 3000 yd² FIELD TESTED MATERIALS ACCEPTANCE GUIDE DESCRIPTION OF TEST MATERIAL AND OPERATION (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Quality Assurance Project Manager Type D & E SECTION 00360 - Drainage Blankets Granular Drainage Blanket Sand Drainage Blanket Establishing Maximum Density (for Compaction) Compaction A sublot equals 1000 Mg or 1000 Tons Review Documentation for Visual Acceptance Sampling Reducing Gradation T2 T 248 T 27/T 11 1792 Sampling Reducing Gradation T2 T 248 T 27/T 11 1792 Density Curve T 99 3468 Bulk Specific Gravity T 85 3468 1/sublot minimum 1/Source per Project 1/Source and Type Deflection Testing TM 158 Deflection Testing TM 158 Nuclear Gauge Coarse Particle Correction Individual Areas Existing Ground Surface Finished Surfaces Individual Areas Existing Ground Surface Finished Surfaces 1793S 1/Meter or Yard in depth 1793S See Table 00360-1 Visual T 310 Below T 224 1793S TABLE 00360-1 Frequency of Quality Control Testing (Metric) Under 3000 m ² 1 test per 1000 m ² 1 test per 500 m 2 TABLE 00360-1 Frequency of Quality Control Testing (English) Under 3500 yd² 1 test per 1000 yd² 1 test per 1000 yd² Page 4 Review Documentation for Acceptance Over 3000 m² 1 test per 2500 m² 1 test per 2500 m 2 Over 3500 yd² 1 test per 3000 yd² 1 test per 3000 yd² FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Degradation TM 208 Soundness Apparent Specific Gravity & Absorption Grouted Riprap Sand AASHTO Soundness Lightweight Pieces Portland Cement 4000 T 104 T 85 Gradation See 00390.13 Sampling Reducing Sieve Analysis Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- SECTION 00390 - RIPRAP PROTECTION Fill Material & Riprap Gradation See 00390.11(c)1 Filter Blanket Same Frequency for all Tests (Minimums) (Revised October 2006) T 2 T 248 T 27/T 11 T 104 T 113 Contractor Furnished Testing Visual Contractor Furnished Testing Provide History of Passing Tests Contractor Testing When Required Visual 1/Project Visual 4000 Contractor Furnished Testing (C) (C) See Guide Definitions for testing not identified on QPL Page 5 Project Manager Type D & E Review Documentation for Acceptance 1792 4000 Compliance Quality Assurance Not required if on QPL Provide History of Passing Tests Manufacture Compliance Statement If not on QPL Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE DESCRIPTION OF TEST MATERIAL AND OPERATION SECTION 00396 -SHOTCRETE SLOPE STABILIZATION Aggregate Production and Mixture Sampling (1) Reducing Engineer may waive after 5 sublots/shifts Sieve Analysis Fineness Modulus (1) Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics Dry Rodded Unit Weight Bulk Specific Gravity & Absorption AASHTO Quality Control Contractor Contractor Quality Quality Control Control Type E Type D T2 T 248 T 27/T 11 T 27/T 11 A Sublot equals 1000 Mg or 1000 Tons Review Documentation for 1/Sublot Acceptance Provide History of & Passing Tests Start of Production TEST METHOD ODOT WAQTC TM 225 (S) (S) FORM 734- 1792 T 104 T 96 4000 TM 208 T 113 T 21 T 19 T 84 & T 85 Test Panel Strength Contractor Furnished Testing Provide History of Passing Tests Start of production and when changes in aggregate occurs Start of production and when changes in aggregate occurs (C) 4000 3 Cores minimum per Panel Compression Test Cores Quality Assurance Project Manager Type D & E T 176 Portland Cement Admixtures (C) See Guide Definitions for testing not identified on QPL Mixing Water Compliance Production Testing (See Section 00396.14) Same Frequency for all Tests (Minimums) (Revised October 2006) T 22 Page 6 4000C Not required if on QPL See Sec. 02020 Two Test Panels per Mix Design & Two Panels per days Production See Section 00396.14(a)2 1/Set Cores per Test panel Manufacture Compliance Statement If not on QPL Two Test Panels per Mix Design & Two Panels per days Production See Section 00396.14(a)2 1/Set Cores per Review Documentation for Acceptance Test panel FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D SECTION 00405 - TRENCH EXCAVATION, BEDDING, AND BACKFILL TRENCH FOUNDATION -- Excavation below grade only Selected general backfill Material must meet the requirements of Section 00330.13 Selected granular backfill Material must meet the requirements of Section 00330.14 Selected stone backfill Material must meet the requirements of Section 00330.15 Other approved material Material must meet the requirements of Section 00405.11 Contractor Furnished Testing Requires Signed and Notarized Statement of Compliance From Contractor For All Items Under Section 00400 Quality Assurance Project Manager Type D & E Review Documentation for Acceptance Visual Establishing Maximum Density Compaction Density Curve T 99 3468 Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC Nuclear Gauge Coarse Particle Correction T 310 T 224 1793S 1/Soil Type or Aggregate Gradation 1/100 m or 1/300 ft. of Trench Visual Review Documentation for Acceptance Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 7 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Bedding 9.5mm - 0 (3/8" - 0) PCC fine aggregate (See Section 02690.30(h)) DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Visual Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 Contractor Provided Testing Contractor Provided Testing Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 1792 Contractor Provided Testing Contractor Provided Testing Contractor Provided Testing Material must meet the requirements of Section 00440 Page 8 Quality Assurance Project Manager Type D & E Review Documentation for Acceptance 1792 Commercial 19.0mm - 0 (3/4" - 0) Aggregate 2.00mm - 0 (No. 10 - 0) Sand drainage blanket material (See Section 00360.10) Reasonably well graded sand, maximum 9.5mm (3/8") to dust Commercial available 9.5mm - 0 (3/8"-0) or 2.00mm - 0 ( No.10 - 0) sand Continuous cradle of Commercial Grade Concrete (See Section 00440) Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Contractor Provided Testing Visual Visual Visual Visual Visual Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Pipe Zone Material Flexible Pipe DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Quality Assurance Project Manager Type D & E Use the Listed Material requirements under Bedding T2 T 248 T 27 Rigid Pipe: Aggregate Base 25.0mm - 0 (1"- 0) or 19.0mm - 0 (3/4"- 0) aggregate (See Section 02630.10) Rigid Pipe: Commercial 25.0mm - 0 (1"- 0) or 19.0mm - 0 (3/4"- 0) aggregate Sampling Reducing Sieve Analysis Establishing Maximum Density Density Curve T 99 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 3468 Nuclear Gauge T 310 1793B Compaction Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D 1792 Contractor Provided Testing Visual Contractor Provided Testing Visual 1/Source or Aggregate Gradation Visual 1/100 m or 1/100 ft. of Trench and every 0.6 m or 2.0 ft. of Fill Visual Review Documentation for Acceptance 3468 Review Documentation for Acceptance Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 9 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Trench Backfill Class A Backfill - Native or common Material must meet the requirements of Section 00330.43 Material Class B Backfill - 25mm - 0 Material must meet the requirements of Section 00641 (1"-0) or 19.0 mm - 0 (3/4"-0) Granular Material Class C Backfill - Clean sand with 100% minus 6.3mm (1/4") material Class D Backfill - Pit run or bar run material with 75mm (3") maximum dimension and well graded from coarse to fine Class E Backfill - Controlled Low Material must meet the requirements of Section 00442 Strength Material (CLSM) Density Curve T 99 3468 Establishing Maximum Density Bulk Specific Gravity T 85 3468 Family of Curves T 272 3468FC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Contractor Provided Testing Visual Contractor Provided Testing Visual Quality Assurance Project Manager Type D & E Review Documentation for Acceptance 1/Soil Type or Aggregate Gradation (C) Compaction Nuclear Gauge Coarse Particle Correction T 310 T 224 (C) Density testing is based on cumulative lineal meters or feet of pipe placement. 1793S or 1793B 1/100 m or 1/100 ft. of Trench and every 0.6 m or 2.0 ft. of Fill Visual Review Documentation for Acceptance Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 10 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC SECTION 00430 - SUBSURFACE DRAINS Granular Drain Backfill Material Sampling Reducing Sieve Analysis SECTION 00440 - COMMERCIAL GRADE CONCRETE Mixture Sampling Air Content Slump Concrete Temperature Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO T2 T 248 T 27 1792 Quality Assurance Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Review Documentation for Contractor Provided Acceptance Visual Testing TM 2 T 152 T 119 T 309 Structural Items Strength T 22 & T 23 Other Items (Except Visual Accept.) Strength T 22 & T 23 (S) Same Frequency for all Tests (Minimums) (Revised October 2006) 3573WS or 4000C T 22 & T 23 Page 11 1 per each set of cylinders 4000C 4000C 4000C Contractor Provided Testing 1 Set/Day Contractor Provided Testing 1 Set/20 m 3 or 1 Set/20 yd3 Cumulative (Maximum 1 Set/Day) Contractor Provided Testing (S) 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source SECTION 00442 - CONTROLLED LOW STRENGTH MATERIALS (CLSM) CLSM Mixture Mix Proportions Trial Batch Strength (S) (M) (S) 1/Project or Source Contractor Provided Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE (Revised October 2006) Same Frequency for all Tests (Minimums) Quality Control DESCRIPTION TEST METHOD FORM MATERIAL OF 734Contractor Contractor AND OPERATION TEST ODOT WAQTC AASHTO Quality Quality Control Control Type E Type D SECTION 00445 - SANITARY, STORM, CULVERT, SIPHON, AND IRRIGATION PIPE - INCLUDED WITH SECTION 00405 SECTION 00450 - STRUCTURAL PLATE PIPE, PIPE ARCH AND ARCH Contractor Provided Contractor Material must meet the requirements of Section 00440 Commercial Grade Concrete in Testing Provided Testing appurtenances Trenches in Unstable Areas Material must meet the requirements of Section 00510 Granular Structural Backfill Compaction Backfill Material must meet the requirements of Section 00330.43 Project Manager Type D & E Review Documentation for Acceptance Visual Material must meet the requirements of Section 00510.48(d) SECTION 00459 - CAST IN PLACE CONCRETE PIPE Material must meet the requirements of Section 00540, with Concrete acceptance in accordance with Section 00540.17 Backfill Material Quality Assurance Material must meet the requirements of Section 00405.14 and be incorporated into the project in accordance with Section 00405.46 SECTION 00460 - PAVED CULVERT END SLOPES Material must meet the requirements of Section 00440 Commercial Grade Concrete Page 12 Contractor Provided Testing Visual Contractor Contractor Provided Provided Testing Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00470 - MANHOLES, CATCH BASINS AND INLETS Material must meet the requirements of Section 00440 Commercial Grade Concrete Sump Backfill- Crushed or Uncrushed, well graded from 100mm to 50mm (4" to 2") or 150mm to 50mm (6" to 2") (See Section 00470.17) Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Contractor Provided Visual Testing Quality Assurance Project Manager Type D & E Review Documentation for Acceptance Base Drain Backfill- Aggregate Base or Selected Granular Backfill Excavation, Backfill and Foundation Stabilization SECTION 00480 - DRAINAGE CURBS Aggregate Gradation Commercial Grade Concrete Dense Graded HMAC Mixture Level 2, 12.5mm (1/2") or 9.5mm (3/8") Material must meet the requirements of Section 00405 Material must meet the requirements of Section 00480.11 Material must meet the requirements of Section 00440 Material must meet the requirements of Section 00744 Page 13 Contractor Provided Testing Visual Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Quality Assurance Project Manager Type D & E SECTION 00510 - STRUCTURE EXCAVATION AND BACKFILL Soils, Soil/Aggregate Mixtures and Graded Aggregates A Sublot equals 1000 Mg or 1000 Tons Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 Sampling Reducing Sieve Analysis T2 T 248 T 27 Granular Wall Backfill Granular Structure Backfill Plasticity Index T 90 Establishing Maximum Density Density Curve T 99 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 3468 Nuclear Gauge T 310 1793B Granular Wall Backfill Granular Structure Backfill Compaction 1792 1/Sublot (Minimum 1/Project) 1792 1/Sublot (Minimum 1/Project) 4000 3468 Contractor Provided Testing 1/Soil type or Aggregate Gradation Minimum of 1 per lift Requires Signed and Notarized Statement of Compliance From Contractor For All Items Under Section 00500 Review Documentation for Acceptance Minimum 1 per Project Visual Visual Review Documentation for Acceptance Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 14 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION EXCAVATION AND BACKFILL SECTION 00510 00512 - STRUCTURE DRILLED SHAFTS Aggregate Production Sampling (1) Reducing QAE may waive (2) after 5 sublots/shifts Sieve Analysis Fineness Modulus (2) (1) TM 225 Perform a minimum of 3 tests Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics Compliance Compliance Compliance Mineral Slurry (See Section 00512.14 for field Requirements) Compliance WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO Quality Assurance Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 T 27/T 11 1792 Contractor Provided Contractor Testing Provided Testing Review Documentation for Acceptance T 176 T 104 T 96 4000 Contractor Provided Contractor Testing Provided Testing TM 208 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption Portland Cement Fly Ash Admixtures Same Frequency for all Tests (Minimums) (Revised October 2006) T 113 T 21 T 19 T 84 & T 85 Minimum of 1 per Project Minimum of 1 per Project (C) (C) 4000 Not Required if on QPL Not Required if on QPL 4000 Grout Material must meet the requirements of Section 02080 See Guide Definitions for Testing not identified on QPL Mixing Water Compliance (C) Page 15 See Sec. 02020 See Sec. 02020 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006) TEST METHOD ODOT WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO SECTION EXCAVATION AND BACKFILL SECTION 00510 00512 - STRUCTURE DRILLED SHAFTS (CONTINUED) Portland Cement Concrete Sampling Slump Concrete Temperature Yield Water/Cement Ratio Strength (S) Quality Assurance Project Manager Type D & E Review Documentation for Acceptance TM 2 T 119 T 309 T 121 T 121 T22/23 3573WS or 4000C 4000C (M) (S) 1 per Shaft and Test at minimum frequencies according to table 00512-1. Review specs. (M) (S) 1 per Shaft and Test at minimum frequencies according to table 00512-1. Review specs. Review Documentation for Acceptance 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source TABLE 00512-1 Frequency of Quality Control Testing (Metric) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 75 m ³ on a single day 1 Set each day Quantity Over 75 m³ 75 to 450 m³ on a single day over 450 m³ on a single day 1 Set per each 75 m 3 or portion thereof 1 Set per each 150 m³ or portion thereof after reaching 450 m 3 TABLE 00512-1 Frequency of Quality Control Testing (English) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 100 yd³ on a single day 1 Set each day Quantity Over 100 yd³ 100 to 600 yd³ on a single day over 600 yd³ on a single day Page 16 1 Set per each 100 yd³ or portion thereof 1 Set per each 200 yd³ or portion thereof after reaching 600 yd³ FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION EXCAVATION AND BACKFILL SECTION 00510 00540 - STRUCTURE CONCRETE BRIDGES Aggregate Production Sampling (1) Reducing QAE may waive (2) after 5 sublots/shifts Sieve Analysis Fineness Modulus (2) (1) TM 225 Perform a minimum of 3 tests Wood Particles Sand Equivalent Soundness Abrasion Degradation Lightweight Pieces Organics (C) WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO 1792 Contractor Provided Contractor Testing Provided Testing Project Manager Type D & E Review Documentation for Acceptance T 176 4000 Minimum 1 per Project TM 208 T 113 T 21 Contractor Contractor Provided Provided Testing Testing Minimum 1 Minimum 1 per per Project Project T 19 T 84 & T 85 Compliance Compliance Compliance Minimum 1 per Project 4000 4000 (C) Not required if on QPL (C) Not required if on QPL See Guide Definitions for Testing not identified on QPL Mixing Water Quality Assurance A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 T 27/T 11 T 104 T 96 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption Portland Cement Fly Ash Admixtures Same Frequency for all Tests (Minimums) (Revised October 2006) Compliance See Sec. 02020 Page 17 See Sec. 02020 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST Same Frequency for all Tests (Minimums) (Revised October 2006) TEST METHOD ODOT WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- AASHTO Quality Assurance Project Manager Type D & E SECTION EXCAVATION AND BACKFILL SECTION 00510 00540 - STRUCTURE CONCRETE BRIDGES (CONTINUED) Portland Cement Concrete Sampling Air Content Slump Concrete Temperature Yield Water/Cement Ratio Strength (S) 1 Set Represents a minimum of 3 Cylinders (M) Per Mix Design & Source TM 2 T 152 T 119 T 309 T 121 T 121 T22/23 3573WS or 4000C 4000C (M) (S) Test at minimum frequencies according to table 00540-1. Review specs. (M) (S) Test at minimum frequencies according to table 00540-1. Review specs. Review Documentation for Acceptance TABLE 00540-1 Frequency of Quality Control Testing (Metric) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 0 to 75 m ³ on a single day 1 Set each day Quantity Over 75 m³ 75 to 450 m³ on a single day over 450 m³ on a single day 1 Set per each 75 m³ or portion thereof 1 Set per each 150 m³ or portion thereof after reaching 450 m³ TABLE 00540-1 Frequency of Quality Control Testing (English) Minimum frequencies per Class of concrete based on daily production records. Production Frequencies 1 Set each day 0 to 100 yd³ on a single day Quantity Over 100 yd³ 100 to 600 yd³ on a single day over 600 yd³ on a single day Page 18 1 Set per each 100 yd³ or portion thereof 1 Set per each 200 yd³ or portion thereof after reaching 600 yd³ FIELD TESTED MATERIALS ACCEPTANCE GUIDE DESCRIPTION OF TEST MATERIAL AND OPERATION TEST METHOD ODOT WAQTC QAE may waive after 5 sublots/shifts (2) Perform a minimum of 3 tests Sampling Reducing (2) Sieve Analysis Fineness Modulus Sand Equivalent (1) (1) Elongated Pieces Wood Particles Abrasion Degradation Soundness Lightweight Pieces Organics AASHTO Portland Cement Admixtures Latex Emulsion (C) Project Manager Type D & E TM 229 TM 225 Review Documentation for Acceptance 1792 1792 Contractor Provided Contractor Testing Provided Testing 1792 1792 T 96 4000 TM 208 T 104 T 113 T 21 Minimum 1 per Project Minimum 1 per Project Beginning of production Beginning of production 4000 T 84 & T 85 Compliance Compliance Compliance 4000 4000 (C) Not required if on QPL (C) Not required if on QPL See Guide Definitions for Testing not identified on QPL Water Quality Assurance A Sublot equals 500 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency. (For preproduced aggregates, 1 shift shall mean 500 Mg (Tons.)) T2 T 248 T 27/T 11 T 27/T 11 T 176 Bulk Specific Gravity & Absorption Quality Control Contractor Contractor Quality Quality Control Control Type E Type D FORM 734- SECTION 00510 EXCAVATION AND BACKFILL 00558 - STRUCTURE LATEX MODIFIED CONCRETE (LMC) SECTION 00559 - MICROSILICA MODIFIED CONCRETE (MC) Aggregate Production (1) Same Frequency for all Tests (Minimums) (Revised October 2006) Compliance See Sec. 02020 Page 19 See Sec. 02020 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT SECTION 00510 EXCAVATION AND BACKFILL 00558 - STRUCTURE LATEX MODIFIED CONCRETE (LMC) SECTION 00559 - MICROSILICA MODIFIED CONCRETE (MC) (CONTINUED) LMC Sampling Air Content Slump Concrete Temperature Yield W/C Ratio Fine Aggregate Moisture WAQTC FORM 734- AASHTO Sampling Air Content Slump Concrete Temperature Yield W/C Ratio (M) Quality Assurance Project Manager Type D & E TM 2 T 152 T 119 T 309 T 121 T 121 T 255/ T 265 3573WS or 4000C See Contract Specifications for details See Contract Specifications for details 1792 1792 Contractor Provided Contractor Testing Provided Testing TM 2 T 152 T 119 T 309 T 121 T 121 3573WS or 4000C See Contract Specifications for details See Contract Specifications for details Per Mix Design & Source LMC and MC (S) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Review Documentation for Acceptance Mixer Calibration MC Same Frequency for all Tests (Minimums) (Revised October 2006) Strength T 22 & T 23 1 Set Represents a minimum of 3 Cylinders Page 20 (M) (S) 4000C 1 Set Cylinders per 35m 3 or 50yd 3 Minimum 1 set/shift (M) (S) 1 Set Cylinders per 35m 3 or 50yd 3 Minimum 1 set/shift Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Quality Assurance Project Manager Type D & E SECTION 00510 EXCAVATION AND BACKFILL 00596 - STRUCTURE RETAINING WALLS Soils, Soil/Aggregate Mixtures and Graded Aggregates A Sublot equals 1000 Mg or 1000 Tons 1/Sublot (Min. 1/Sublot (Min. Review Documentation for 1/Project 1/Project Acceptance Granular Drain Backfill Material (See Section 00430) Special Filter Material Sampling T2 (See Section 02610 for Grading) Reducing T 248 Sieve Analysis Sand Equivalent T 27 T 176 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) Leveling Pads (See Section 00510 Granular Structure Backfill) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) Segmental Retaining Wall Units (See Section 00510 Granular Structure Backfill) 1/Sublot (Minimum 1/Project) 1/Sublot (Minimum 1/Project) Gabion Retaining Walls (See Section 00510 Granular Wall Backfill) Metal Bin Retaining Walls (See Section 00510 Granular Structure/Wall Backfill) Page 21 1792 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type E Type D Quality Assurance Project Manager Type D & E SECTION 00510 EXCAVATION 00596 - STRUCTURE MSE RETAINING WALLS AND BACKFILL Soils, Soil/Aggregate Mixtures and Graded Aggregates A Sublot equals 1000 Mg or 1000 Tons MSE Granular Backfill MSE Granular Backfill Establishing Maximum Density Compaction Plasticity Index pH Resistivity Organic Content T 90 T 289 T 288 T 267 4000 Contractor Provided Testing Minimum 1 per Project 1/Sublot (Minimum 1/Project) Visual 1/Soil type or Aggregate Gradation/Per Source Visual Minimum of 1 Per Lift Visual 4000 Sampling Reducing Sieve Analysis T2 T 248 T 27/T 11 1792 Density Curve T 99 3468 Bulk Specific Gravity T 85 Coarse Particle Correction T 224 Nuclear Gauge Deflection Testing T 310 TM 158 Review Documentation for Acceptance 3468 1793B Review Documentation for Acceptance Contractor must demonstrate, by compaction testing or acceptable visual means, that the material, equipment, and process used for compaction achieves the specification requirements. If the material, equipment, or process changes, or if other conditions indicate a nonspecification product, the Contractor must re-demonstrate that it is achieving the specification requirements. Page 22 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00635 - GRID-ROLLED AGGREGATE SUBBASE Gradation Aggregate Subbase Abrasion Sand Equivalent Page 23 T 96 4000 T2 T 248 T 176 1792 Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E Requires Signed Review and Notarized Documentation Statement of for Acceptance Compliance From Contractor Contractor Provided For All Items Review Testing Under Section Documentation 00600 for Acceptance Contractor Provided Testing FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Aggregate Base and Shoulders Grading Aggregate Base (See 02630) Aggregate Shoulder (See 02640) Open Graded Aggregate Base (See 02630.11) Sampling Reducing Sieve Analysis Sand Equivalent Abrasion Degradation FORM 734- AASHTO SECTION 00635 ROLLEDSUBBASE, AGGREGATE SUBBASE 00641 - GRID AGGREGATE BASE, AND SHOULDERS Abrasion Aggregate Production Aggregate Subbase Grading (See 00641.10) T 96 T2 T 248 T 27 T 176 4000 1792 4000 TM 208 Perform at least 3 tests May be waived by QAE PLACEMENT Aggregate Base material only Plant Mix Applications Only Aggregate (Mixture) Establishing Maximum Density & Optimum Moisture (Mix Design) Compaction Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E Review Contractor Provided Submit Required Documentation Testing Documentation Contractor Provided Submit Required Testing Documentation Minimum 1 per Project Review Documentation Submit Required Review Documentation Documentation A Sublot equals 2000 Mg or 2000 Tons Sampling Reducing (1) Sieve Analysis (2) Sand Equivalent T2 T 248 T 27 T 176 Fracture TP 61 1792 (1) (2) Same Frequency for all Tests (Minimums) (Revised October 2006) 1792 Review Documentation Contractor Provided Testing Submit Required Documentation Review Contractor Provided Documentation Testing for Acceptance A Sublot equals 2000 Mg or 2000 Tons Sampling Reducing Moisture T2 T 248 T 255 & T 265 Density Curve Coarse Particle Correction Bulk Specific Gravity Deflection Testing Nuclear Gauge (D) (Individual tests must meet Specification) T 99 T 224 T 85 1792 1/Sublot or minimum 1per day 3468 3468 (D) TM 158 T 310 Page 24 1793B Visual Each Size per Source Visual 5 Tests Per Sublot Visual Review Documentation Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E SECTION 00635 ROLLED AGGREGATE SUBBASE 00645 - GRID RECYCLED ASPHALT PRODUCTS IN BASE Compaction Roller Patern SECTION 00680 - STOCKPILED AGGREGATES Aggregate Base and Shoulders (See Section 00641) Abrasion Degradation (1) (2) Perform at least 3 tests May be waived by QAE TM 306 2084 T 96 4000 TM 208 Sampling Reducing (1) Sieve Analysis (2) Sand Equivalent T 248 T 27 T 176 Fracture Sampling Reducing Sieve Analysis (1) Cleanness Value 1/Project or when equipment changes Visual Review Documentation Minimum 1 per Review Visual Source/Project Documentation A Sublot equals 1500 Mg or 1500 Tons 1792 Contractor Provided Testing Visual TP 61 1792 1/5 Sublots Visual T2 T 248 T 27 1792 Review Documentation for Acceptance Aggregate (Sanding Aggregate) A Sublot equals 1000 Mg or 1000 Tons (1) May be waived by QAE Abrasion Degradation Lightweight Pieces Fracture Elongated Pieces Wood Particles TM 227 Contractor Provided Testing Visual Minimum 1 per Source/Project Visual 1/5 Sublots & Start of Production Visual Review Documentation for Acceptance 1792 T 96 4000 T 113 4000 TP 61 1792 TM 208 TM 229 TM 225 1792 Page 25 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC AASHTO SECTION ROLLEDAGGREGATES AGGREGATE SUBBASE SECTION 00635 00680 - GRID STOCKPILED (CONTINUED) Emulsified AC Aggregate Aggregate Production (See Sections 00705, 00706, 00710, 00712 and 00715) Abrasion Degradation TM 208 Soundness Lightweight Pieces (1) QAE may waive after 5 sublots/shifts (2) QAE may waive wet sieve after 5 sublots/shifts if a correlation to dry sieve can be demonstrated (3) May be waived by QAE (4) (5) Not required for Dry Key Material 1/5 Sublots & Start of Production Aggregate (Other) Sampling Reducing (5) Fracture (1) TM 225 Wood Particles (1)(4) Elongated Pieces TM 229 (2) Sieve Analysis (3) TM 227 Cleanness Value Dry Rodded Unit Weight FORM 734- T 96 T 104 T 113 T2 T 248 TP 61 Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency Review 4000 Minimum 1 per Documentation Visual Source/Project 4000 1792 Contractor Provided Testing Visual T27/T 11 1792 T 19 Start of production and Visual Review when changes in Documentation aggregate occurs for Acceptance Use sampling and testing frequencies required for proposed end product use Page 26 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC T2 T 248 T 27 Compliance T 40 Emulsified Asphalt Cement Emulsified Asphalt Polymer Modified Emulsion Compliance Additives Mineral Filler Compliance Compliance (C) T2 T 248 T 27/T 11 Quality Assuranc Project Manager Type D & E A sublot equals 1000 Mg or 1000 Tons, minimum 1 per shif Review Provide Process Requires Signed Documentation and Notarized Control 1792 for Acceptance Statement of 4000 SECTION 00706 - EMULSIFIED ASPHALT SLURRY SEAL SURFACING Aggregate Production Sampling Reducing Sieve Analysis Quality Control Contractor Contractor Quality Quality Control Control Type D Type E FORM 734- AASHTO SECTION 00705 - ASPHALT PRIME COAT and EMULSIFIED ASPHALT FOG COAT Aggregate Cover Material Sampling Aggregate Production Reducing Sieve Analysis Asphalt Prime and Fog Coat Asphalt Cement (Emulsion) Same Frequency for all Tests (Minimums) (Revised October 2006) 1792 4000 Provide Suppliers Certificate of Compliance A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency Review Provide Process Visual Documentation Control Provide Suppliers Certificate of Compliance (C) 4000 Compliance From Contractor For All Items Review Under Section Documentation 00700 Not required if on QPL Visual Visual See Guide Definitions for testing not identified on QPL Mixture Material must meet the requirements of Section 00706.16 Page 27 Visual Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00710 - SINGLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00712 - DRY KEY EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00715 - MULTIPLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT Aggregate Production Abrasion Degradation Soundness Lightweight Pieces (1) QAE may waive after 5 sublots/shifts (2) QAE may waive wet sieve after 5 sublots/shifts if a correlation to dry sieve can be demonstrated (3) May be waived by QAE T 96 4000 T 104 T 113 4000 T2 T 248 TP 61 1792 TM 208 Sampling Reducing (5) Fracture (1) TM 225 Wood Particles (1)(4) Elongated Pieces TM 229 (2) Sieve Analysis (3) TM 227 Cleanness Value Dry Rodded Unit Weight Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A sublot equals 500 Mg (Tons) or a minimum 1 per shift, whichever results in the greatest sampling frequency Review Contractor Contractor Provided Documentation Provided Testing Testing Minimum 1 per Project Minimum 1 per Project Visual Start of production and when changes in aggregate occurs Visual T27/T 11 T 19 (4) Not required for Dry Key Material (5) 1/5 Sublots & Start of Production Asphalt Cement (Emulsion) Same Frequency for all Tests (Minimums) Compliance T 40 Page 28 4000 Provide Suppliers Certificate of Compliance Provide Suppliers Review Certificate of Documentation Compliance for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC AASHTO FORM 734- Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E SECTION 00710 - SINGLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00712 - DRY KEY EMULSIFIED ASPHALT SURFACE TREATMENT SECTION 00715 - MULTIPLE APPLICATION EMULSIFIED ASPHALT SURFACE TREATMENT (CONTINUED) Preproduced Aggregate Compliance of aggregates produced and stockpiled before the award date or notice to proceed of this contract will be determined by the following: 1. Continuing production records meeting the above requirements of Section 00710.10, 710.15, 00712.10, 00712.15, 00715.10 & 715.15, Aggregate Production or Furnish records of testing for the entire stockpile according to Section 00710.10, 710.15 or 715.10, 715.15 Aggregate Production except change sampling Frequency to the following: a. Start of Production means "One Set of Test Per Stockpile". b. One Per 5 sublots means "One Set of Tests Per 5000 Mg (Tons)". c. One Per sublot means "One Set of Tests Per 1000 Mg (Tons)" with a minimum of 3 sets of Sieve Analysis tests per project. d. Provide one stockpile sample for each set of tests required above. Page 29 Quality Assuranc Project Manager Type D & E FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00720 - COLD IN-PLACE RECYCLED ASPHALT CONCRETE PAVEMENT (CIR) SECTION 00721 - COLD RECYCLED EMULSIFIED ASPHALT CONCRETE PAVEMENT (CRP) Asphalt Cement Compliance T 40 (Emulsified Recycling Agent) Water 4000 Compliance Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Provide Suppliers Certificate of Compliance See Sec.00340.10 Quality Assuranc Project Manager Type D & E Review Provide Suppliers Documentation Certificate of Compliance Visual Review Documentation A Sublot equals 1000 Mg or 1000 Tons Aggregate Production Choke Aggregate (See 00705) Sampling Reducing Sieve Analysis T2 T 248 T 27 1792 Provide Process Control Visual Review Documentation for Acceptance SECTION 00725 - HOT IN-PLACE RECYCLED (HIR) ASPHALT CONCRETE PAVEMENT The type of recycling agent will be listed in the Special Provisions Compliance T 40 4000 Recycling Agent (See 00745.11) Recycling Agent Compliance T 40 New HMAC mixture will meet the requirements of Section 00744 Asphalt Concrete Mixture SECTION 00730 - ASPHALT TACK COAT Tack Compliance Page 30 4000 4000 Provide Suppliers Certificate of Compliance Provide Suppliers Review Certificate of Documentation Compliance for Acceptance Provide Suppliers Certificate of Compliance Provide Suppliers Review Certificate of Documentation Compliance for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00735 - EMULSIFIED ASPHALT CONCRETE PAVEMENT Aggregate production Abrasion Degradation TM 208 Soundness Lightweight Pieces T 96 4000 T 104 T 113 4000 Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E Contractor Contractor Provided Review Provided Testing Testing Minimum 1 Documentation Minimum 1 per per Project for Acceptance Project A Sublot equals 1000 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency. (For preproduced aggregates, 1 shift shall (1) May be waived by QAE (2) QAE may waive after 5 sublots/shifts Choke Aggregate Sampling Reducing Sieve Analysis (1) Cleanness Value Fracture (2) Elongated Pieces (2) Wood Particles T2 T 248 T 27/T 11 1792 TM 227 TP 61 TM 229 TM 225 1/Sublot & Start of Production Review Documentation for Acceptance Visual 1792 Sieve Analysis T 27 Page 31 1792 Provide Process Control Visual Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00735 - EMULSIFIED ASPHALT CONCRETE PAVEMENT (CONTINUED) Mixture Acceptance % Emulsified Asphalt (1) Required at start of production and if meters fail to meet specification Meter Backed by Tank Measure Daily Emulsified Asphalt Cement Compliance (1) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg (Tons) of Mixture T2 T 248 T 27/T 11 T 255 Sampling Reducing Sieve Analysis Moisture Content Same Frequency for all Tests (Minimums) TM 321 TM 322 2277 2277 2401 & 2043 T 40 4000 Provide Process Control Visual Review Documentation for Acceptance Visual Daily Production Provide Suppliers Certificate of Compliance Provide Suppliers Certificate of Compliance Review Documentation for Acceptance SECTION 00744 - HOT MIXED ASPHALT (HMAC) CONCRETE See Specifications when Testing is Required by Agency Page 32 Provide Process Control Visual Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST SECTION 00745 - HOT MIXED ASPHALT CONCRETE Aggregate Production Abrasion Degradation Soundness (1) Lightweight Pieces QAE may waive after 5 sublots/shifts Plasticity Index (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO T 96 4000 T 104 T 113 T 90 4000 TM 208 (2) Perform a minimum of 3 tests (3) Not required for ATPB Mix (4) Coarse Agg +4.75mm (No. 4) Sampling Reducing (2)(4)(5) Sieve Analysis (1)(5) Sand Equivalent T2 T 248 T 27/T 11 T 176 1792 Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E Contractor Contractor Provided Review Provided Testing Testing Minimum 1 Documentation Minimum 1 per per Project for Acceptance Project A Sublot equals 1000 Mg (Tons) or a minimum one per shift, whichever results in the greatest sampling frequency 1/Sublot Review & Contractor Documentation Start of Provided Testing for Acceptance Production (5) Fine Agg -4.75mm (No. 4) Note: Sample Aggregate during production with approved sampling device before lime treatment. (1)(3)(4) Elongated Pieces TM 229 Fracture (1)(3)(4) Wood Particles TM225 (4)(5) TP 61 1792 1/5 Sublots & Start of Production Review Contractor Documentation Provided Testing for Acceptance Preproduced Aggregate Compliance of aggregates produced and stockpiled before the award date or notice to proceed of this contract will be determined by the following: 1. Continuing production records meeting the above requirements of Section 00745 Aggregate Production or Furnish records of testing for the entire stockpile according to Section 00745 Agg. Production except change sampling Frequency to the following: a. Start of Production means "One Set of Test Per Stockpile". b. One Per 5 sublots means "One Set of Tests Per 5000 Mg (Tons)". c. One Per sublot means "One Set of Tests Per 1000 Mg (Tons)" with a minimum of 3 sets of Sieve Analysis tests per project. d. Provide one stockpile sample for each set of tests required above. Page 33 FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED Mixture Acceptance - HMAC Without RAP (Dense Graded) Gradation Ignition method Ignition method (1) Calibrate Incinerator (1) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E 2327GV T 168 1/JMF Asphalt Content Meter Method Production Control Testing (2) Required at start of production and if meters fail to meet specification Sieve analysis Readings backed by Tank measure & Production Records Daily T 30 TM 321 (2) TM 322 Calibrate Incinerator Ignition Method Sampling Reducing 2277 2277 2043 and 2401 ColdFeed Moisture Ignition Method Project Manager Type D & E Review Documentation for Acceptance 1/Sublot TM 5 Not required if Asphalt Content Accepted by Meter Method (Residual aggregate from AASHTO T 308) Quality Assuranc A Sublot equals 1000 Mg or 1000 Tons TM 323 Sampling Reducing Same Frequency for all Tests (Minimums) T255/T265 TM 323 1/Sublot or Min. 1/day 2327GV 1/JMF 2277 1/Sublot or Min. 1/day, **See Section 00745.16 (a)-4 TM 5 Meter Method is required for HMAC even when acceptance is by Ignition Asphalt Content Method T 308 Page 34 A Sublot equals 1000 Mg or 1000 Tons **1/Sublot or Min. Production Control Testing Review 1/day Documentation Production for Acceptance Daily Production Control Testing 2277 T 168 Review Documentation 1/Sublot Production Control Testing Production Control Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC Without RAP (Dense Graded) Mix Design Verification Fabrication Maximum Density Test Gyratory Specimen Max. Specific Gravity TM 326 T 209 Bulk Specific Gravity T 166 Stripping Susceptibility Tensile Strength Ratio T 283 HMAC Moisture Maximum Density Test Max. Specific Gravity Moving Average Maximum Density MAMD Performing Control Strip Compaction Asphalt Cement Control Strip Nuclear Density Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Determination of G mb Plant Discharge Moisture Same Frequency for all Tests (Minimums) T 329 T 209 TM 305 TM 306 2050GV & 2050 Compliance 2277 2050 1793A T 40 Page 35 Production Control Testing See Section 00745.16 (b)-1-a Production Control Testing Review Documentation for Acceptance 2050tsr 2084 TM 8 1/Sublot & according to Section 00745.16 (b)-1-c 4000 1/Sublot 1st Sublot Daily or Min. 1/Day See Section 00745.16 (a)-4 Production Control Testing Develop Rolling Pattern See Specs. Average 5 tests per Sublot or Min. 1/Day, See Section 00745.49 (b)-2 Provide Suppliers Certificate of Compliance Production Control Testing Production Control Testing Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type D Type E FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC Without RAP (Dense Graded) Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Mix Design Verification Lime or Latex (1) Compliance T 219 (1) See Special Provisions for Details Lime or Latex Treatment of Aggregate (Stockpile OR Mixture Production) (2) Required at start of production and if meters fail to meet specification (3) (3) % Hydrated Lime TM 321 TM 322 See 00165.35 & 00745.11(d) 2277 (2) 1/Sublot Production Control Testing Daily Production Production Control Testing See Specs for Details Production Control Testing 2277 Readings backed by Tank Measure & Production Records Daily 2401 and 2043 Production Control Testing Review Documentation See JMF for Details Determining Profile Index (when required)--Smoothness TM 770 Page 36 Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC With RAP (Dense Graded) Gradation Ignition method Ignition method (Residual aggregate from AASHTO T 308) Asphalt Content Ignition Method Ignition Method Calibrate Incinerator Calibrate Incinerator 2327GV T 168 T 168 1/Sublot TM 5 T 30 T 168 TM 5 Asphalt Content T 308 TM 321 (1) (1) Required at start of production and if meters fail to meet specification 2277 Quality Assuranc Project Manager Type D & E Production Control Testing Production Control Testing Review Documentation Review Documentation A Sublot equals 1000 Mg or 1000 Tons Review 1/JMF Documentation for Acceptance Production 1/Sublot or Min. Control Testing 1/day, **See Section 00745.16 (a)-4 2277 TM 322 RAP Mositure ColdFeed Moisture Readings backed Meter Method is required for HMAC by Tank measure even when acceptance is by Ignition & Production Records Method Daily 2277 2327GV TM 323 Sampling Reducing RAP Percentage 1/JMF 1/Sublot TM 5 Sampling Reducing Sieve analysis Quality Control Contractor Contractor Quality Quality Control Control Type D Type E A Sublot equals 1000 Mg or 1000 Tons TM 323 Sampling Reducing Same Frequency for all Tests (Minimums) T 329 T255/T265 TM321 TM 322 Page 37 Production Control Testing Daily Production Production Control Testing 2277 2401 & 2043 (1) 1/Sublot or Minimum 1/Day Review Documentation FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC With RAP (Dense Graded) Mix Design Verification Fabrication Maximum Density Test Gyratory Specimen Max. Specific Gravity Same Frequency for all Tests (Minimums) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E T 209 Determination of G mb Bulk Specific Gravity T 166 Stripping Susceptibility Tensile Strength Ratio T 283 2050GV & 2050 1/Sublot & according to Section 00745.16 (b)-1-c Maximum Density Test Max. Specific Gravity MAMD TM 305 Control Strip TM 306 Performing Control Strip Compaction Asphalt Cement Nuclear Density 2277 1/Sublot T 209 2050 1st Sublot Daily or Min. 1/Day See Section 00745.16 (a)-4 Production Control Testing Develop Rolling Pattern See Specs. Average 5 tests per Sublot or Min. 1/Day, See Section 00745.49 (b)-2 Production Control Testing TM 8 1793A T 40 Page 38 Production Control Testing T 329 2084 Compliance Production Control Testing Review Documentation 2050tsr See Section 00745.16 (b)-1-a HMAC Moisture Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons TM 326 Plant Discharge Moisture Quality Assuranc 4000 1/Sublot See Section 4C Provide Suppliers Review Documentation Certificate of for Acceptance Compliance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type D Type E FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC With RAP (Dense Graded) Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Mix Design Verification Lime or Latex (1) Compliance T 219 (1) See Special Provisions for Details Lime or Latex Treatment of Aggregate (Stockpile OR Mixture Production) (2) Required at start of production and if meters fail to meet specification (3) (3) % Hydrated Lime TM 321 TM 322 See 00165.35 & 00745.11(d) 2277 (2) 1/Sublot Production Control Testing Daily Production Production Control Testing See Specs for Details Production Control Testing 2277 Readings backed by Tank Measure & Production Records Daily 2401 and 2043 Production Control Testing Review Documentation for Acceptance See JMF for Details Determining Profile Index (when required)--Smoothness TM 770 Page 39 Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC (Open Graded) Gradation Cold Feed Method (1) Calibrate Incinerator Ignition method Sampling Reducing T2 T 248 T 27/T 11 (1) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Sampling Reducing Sieve Analysis Ignition method Same Frequency for all Tests (Minimums) 1/Sublot 2277 2327GV TM 323 T 168 Review Documentation for Acceptance 1/JMF 1/Sublot TM 5 Production Control Testing Production Control Testing Not required if Asphalt Content Accepted by Meter Method (Residual aggregate from AASHTO T 308) Asphalt Content Meter Method Sieve analysis Readings backed by Tank measure & Production Records Daily T 30 TM 321 TM 322 2277 (2) 2043 and 2401 (2) Required at start of production and if meters fail to meet specification Ignition Method Calibrate Incinerator Ignition Method Sampling Reducing 2277 TM 323 2327GV 1/JMF 2277 1/Sublot or Min. 1/day, **See Section 00745.16 (a)-4 T 168 TM 5 Meter Method is required for HMAC Asphalt Content even when acceptance is by Ignition Method T 308 Page 40 Review Production Documentation 1/Sublot Control Testing for Acceptance A Sublot equals 1000 Mg or 1000 Tons Review **1/Sublot or Min. Documentation 1/day Production for Acceptance Control Testing Daily Production Production Control Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION Same Frequency for all Tests (Minimums) (Revised October 2006) DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Quality Control Contractor Contractor Quality Quality Control Control Type D Type E FORM 734- AASHTO SECTION 00745 - HOT MIXED ASPHALT CONCRETE (CONTINUED) Mixture Acceptance - HMAC (Open Graded) Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons Mix Design Verification (1) (1) (2) % Fiber ColdFeed Moisture Plant Discharge Moisture HMAC Moisture Readings backed by Tank measure See JMF & Special Provisions for & Production Records Daily Details TM321 TM 322 2277 (3) 1/Sublot T255/T265 T 329 TM321 (3) TM 322 Asphalt Cement Compliance T 40 Lime or Latex Compliance T 219 2277 2277 Lime or Latex Treatment of Aggregate (Stockpile OR Mixture Production) (3) Required at start of production and if meters fail to meet specification (4) % Hydrated Lime TM 321 TM 322 1/Sublot 2401 & 2043 Daily Production 4000 1/Sublot (2) See Special Provisions for Details See 00165.35 & 00745.11(d) 2277 (3) 2401 and 2043 Production Control Testing Provide Suppliers Certificate of Compliance Production Control Testing 1/Sublot Production Control Testing Daily Production Production Control Testing 2277 Readings backed by Tank Measure & Production Records Daily Production Control Testing Review Documentation for Acceptance (4) See JMF for Details Determining Profile Index (when required)--Smoothness TM 770 See Specs Page 41 Production Control Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST (Revised October 2006) TEST METHOD ODOT WAQTC FORM 734- AASHTO SECTION 00755 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT SECTION 00756 - PLAIN PORTLAND CEMENT CONCRETE PAVEMENT SECTION 00758 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT REPAIRS Aggregate Production (1) QAE may waive after 5 sublots/shifts (2) Perform a minimum of 3 tests Sampling Reducing Sieve Analysis Fineness Modulus Sand Equivalent (1) Wood Particles Fracture (1) Elongated Pieces Abrasion Degradation Soundness Lightweight Pieces Organics Quality Control Contractor Contractor Quality Quality Control Control Type D Type E Quality Assuranc Project Manager Type D & E A Sublot equals 1000 Mg or 1000 Tons T2 T 248 T 27/T 11 (2) Same Frequency for all Tests (Minimums) 1792 Contractor Provided Contractor Testing Provided Testing Review Documentation for Acceptance T 176 TM 225 1792 TP 61 TM 229 T 96 TM 208 T 104 T 113 T 21 Dry Rodded Unit Weight Bulk Specific Gravity & Absorption T 19 T 84 & T 85 Page 42 Contractor Provided Testing & 1/5 Contractor Sublots & Start of Provided Testing Production 4000 Minimum 1 per Project Contractor Provided Testing Start of production and when changes in aggregate occurs Contractor Provided Testing Review Documentation for Acceptance FIELD TESTED MATERIALS ACCEPTANCE GUIDE MATERIAL AND OPERATION DESCRIPTION OF TEST TEST METHOD ODOT WAQTC Compliance Mixture Sampling Air Content Slump Yield Concrete Temperature Water/Cement Ratio Batching Thickness of Pavement Review Documentation for Acceptance (C)Not required if on QPL Provide Suppliers Certificate of Compliance 4000 TM 2 . T 152 T 119 T 121 T 309 T 121 T 22 & T 23 3573WS Contractor Provided or Testing 4000C Visual Review Documentation for Acceptance A Sublot equals 300 lane meters or 1000 lane feet of slip formed pavement or 75 m 3 / 100 yd 3 of non-slip formed 4000C (S) 1 Set of Cylinders per sublot Visual Sticking Measure Project Manager Type D & E See Sec. 02020 1 Set Represents a minimum of 3 Strength Cylinders Determing Profile Index (Smoothness) Quality Assuranc 4000 See Guide Definitions for testing not identified on QPL Water (S) Quality Control Contractor Contractor Quality Quality Control Control Type D Type E FORM 734- AASHTO SECTION 00755 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT SECTION 00756 - PLAIN PORTLAND CEMENT CONCRETE PAVEMENT SECTION 00758 - CONTINUOUSLY REINFORCED CONCRETE PAVEMENT REPAIRS (CONTINUED) Portland Cement Compliance Fly Ash Compliance Admixtures Compliance Compliance Curing Compounds (C) Same Frequency for all Tests (Minimums) (Revised October 2006) TM 770 See Specs TM 775 See Specs Page 43 Review Documentation for Acceptance

Manual Of Field Test Procedures

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