This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee. Designation: C39/C39M − 18 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens1 This standard is issued under the fixed designation C39/C39M; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the U.S. Department of Defense. 2. Referenced Documents 1. Scope* 1.1 This test method covers determination of compressive strength of cylindrical concrete specimens such as molded cylinders and drilled cores. It is limited to concrete having a density in excess of 800 kg/m3 [50 lb/ft3]. 1.2 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The inch-pound units are shown in brackets. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. 1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.(Warning—Means should be provided to contain concrete fragments during sudden rupture of specimens. Tendency for sudden rupture increases with increasing concrete strength and it is more likely when the testing machine is relatively flexible. The safety precautions given in the Manual are recommended.) 1.4 The text of this standard references notes which provide explanatory material. These notes shall not be considered as requirements of the standard. 1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee. 1 This test method is under the jurisdiction of ASTM Committee C09 on Concrete and Concrete Aggregates and is the direct responsibility of Subcommittee C09.61 on Testing for Strength. Current edition approved Jan. 1, 2018. Published February 2018. Originally approved in 1921. Last previous edition approved in 2017 as C39/C39M – 17b. DOI: 10.1520/C0039_C0039M-18. 2.1 ASTM Standards:2 C31/C31M Practice for Making and Curing Concrete Test Specimens in the Field C42/C42M Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete C125 Terminology Relating to Concrete and Concrete Aggregates C192/C192M Practice for Making and Curing Concrete Test Specimens in the Laboratory C617/C617M Practice for Capping Cylindrical Concrete Specimens C670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials C873/C873M Test Method for Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds C943 Practice for Making Test Cylinders and Prisms for Determining Strength and Density of PreplacedAggregate Concrete in the Laboratory C1077 Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation C1176/C1176M Practice for Making Roller-Compacted Concrete in Cylinder Molds Using a Vibrating Table C1231/C1231M Practice for Use of Unbonded Caps in Determination of Compressive Strength of Hardened Cylindrical Concrete Specimens C1435/C1435M Practice for Molding Roller-Compacted Concrete in Cylinder Molds Using a Vibrating Hammer C1604/C1604M Test Method for Obtaining and Testing Drilled Cores of Shotcrete E4 Practices for Force Verification of Testing Machines E18 Test Methods for Rockwell Hardness of Metallic Materials 2 For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website. *A Summary of Changes section appears at the end of this standard Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 1 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 E74 Practice of Calibration of Force-Measuring Instruments for Verifying the Force Indication of Testing Machines Manual of Aggregate and Concrete Testing 3. Terminology 3.1 Definitions—For definitions of terms used in this practice, refer to Terminology C125. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 bearing block, n—steel piece to distribute the load from the testing machine to the specimen. 3.2.2 lower bearing block, n—steel piece placed under the specimen to distribute the load from the testing machine to the specimen. 3.2.2.1 Discussion—The lower bearing block provides a readily machinable surface for maintaining the specified bearing surface. The lower bearing block may also be used to adapt the testing machine to various specimen heights. The lower bearing block is also referred to as bottom block, plain block, and false platen. 3.2.3 platen, n—primary bearing surface of the testing machine. 3.2.3.1 Discussion—The platen is also referred to as the testing machine table. 3.2.4 spacer, n—steel piece used to elevate the lower bearing block to accommodate test specimens of various heights. 3.2.4.1 Discussion—Spacers are not required to have hardened bearing faces because spacers are not in direct contact with the specimen or the retainers of unbonded caps. 3.2.5 upper bearing block, n—steel assembly suspended above the specimen that is capable of tilting to bear uniformly on the top of the specimen. 3.2.5.1 Discussion—The upper bearing block is also referred to as the spherically seated block and the suspended block. 4. Summary of Test Method 4.1 This test method consists of applying a compressive axial load to molded cylinders or cores at a rate which is within a prescribed range until failure occurs. The compressive strength of the specimen is calculated by dividing the maximum load attained during the test by the cross-sectional area of the specimen. 5. Significance and Use 5.1 Care must be exercised in the interpretation of the significance of compressive strength determinations by this test method since strength is not a fundamental or intrinsic property of concrete made from given materials. Values obtained will depend on the size and shape of the specimen, batching, mixing procedures, the methods of sampling, molding, and fabrication and the age, temperature, and moisture conditions during curing. 5.2 This test method is used to determine compressive strength of cylindrical specimens prepared and cured in accordance with Practices C31/C31M, C192/C192M, C617/C617M, C943, C1176/C1176M, C1231/C1231M, and C1435/C1435M, and Test Methods C42/C42M, C873/C873M, and C1604/ C1604M. 5.3 The results of this test method are used as a basis for quality control of concrete proportioning, mixing, and placing operations; determination of compliance with specifications; control for evaluating effectiveness of admixtures; and similar uses. 5.4 The individual who tests concrete cylinders for acceptance testing shall meet the concrete laboratory technician requirements of Practice C1077, including an examination requiring performance demonstration that is evaluated by an independent examiner. NOTE 1—Certification equivalent to the minimum guidelines for ACI Concrete Laboratory Technician, Level I or ACI Concrete Strength Testing Technician will satisfy this requirement. 6. Apparatus 6.1 Testing Machine—The testing machine shall be of a type having sufficient capacity and capable of providing the rates of loading prescribed in 8.5. 6.1.1 Verify the accuracy of the testing machine in accordance with Practices E4, except that the verified loading range shall be as required in 6.4. Verification is required: 6.1.1.1 Within 13 months of the last calibration, 6.1.1.2 On original installation or immediately after relocation, 6.1.1.3 Immediately after making repairs or adjustments that affect the operation of the force applying system or the values displayed on the load indicating system, except for zero adjustments that compensate for the mass of bearing blocks or specimen, or both, or 6.1.1.4 Whenever there is reason to suspect the accuracy of the indicated loads. 6.1.2 Design—The design of the machine must include the following features: 6.1.2.1 The machine must be power operated and must apply the load continuously rather than intermittently, and without shock. If it has only one loading rate (meeting the requirements of 8.5), it must be provided with a supplemental means for loading at a rate suitable for verification. This supplemental means of loading may be power or hand operated. 6.1.2.2 The space provided for test specimens shall be large enough to accommodate, in a readable position, an elastic calibration device which is of sufficient capacity to cover the potential loading range of the testing machine and which complies with the requirements of Practice E74. NOTE 2—The types of elastic calibration devices most generally available and most commonly used for this purpose are the circular proving ring or load cell. 6.1.3 Accuracy—The accuracy of the testing machine shall be in accordance with the following provisions: 6.1.3.1 The percentage of error for the loads within the proposed range of use of the testing machine shall not exceed 61.0 % of the indicated load. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 2 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 6.1.3.2 The accuracy of the testing machine shall be verified by applying five test loads in four approximately equal increments in ascending order. The difference between any two successive test loads shall not exceed one third of the difference between the maximum and minimum test loads. 6.1.3.3 The test load as indicated by the testing machine and the applied load computed from the readings of the verification device shall be recorded at each test point. Calculate the error, E, and the percentage of error, Ep, for each point from these data as follows: E5A2B (1) E p 5 100~ A 2 B ! /B where: A = load, kN [lbf] indicated by the machine being verified, and B = applied load, kN [lbf] as determined by the calibrating device. 6.1.3.4 The report on the verification of a testing machine shall state within what loading range it was found to conform to specification requirements rather than reporting a blanket acceptance or rejection. In no case shall the loading range be stated as including loads below the value which is 100 times the smallest change of load estimable on the load-indicating mechanism of the testing machine or loads within that portion of the range below 10 % of the maximum range capacity. 6.1.3.5 In no case shall the loading range be stated as including loads outside the range of loads applied during the verification test. 6.1.3.6 The indicated load of a testing machine shall not be corrected either by calculation or by the use of a calibration diagram to obtain values within the required permissible variation. 6.2 Bearing Blocks—The upper and lower bearing blocks shall conform to the following requirements: 6.2.1 Bearing blocks shall be steel with hardened bearing faces (Note 3). 6.2.2 Bearing faces shall have dimensions at least 3 % greater than the nominal diameter of the specimen. 6.2.3 Except for the inscribed concentric circles described in 6.2.4.7, the bearing faces shall not depart from a plane by more than 0.02 mm [0.001 in.] along any 150 mm [6 in.] length for bearing blocks with a diameter of 150 mm [6 in.] or larger, or by more than 0.02 mm [0.001 in.] in any direction of smaller bearing blocks. New bearing blocks shall be manufactured within one half of this tolerance. NOTE 3—It is desirable that the bearing faces of bearing blocks have a Rockwell hardness at least 55 HRC as determined by Test Methods E18. NOTE 4—Square bearing faces are permissible for the bearing blocks. 6.2.4 Upper Bearing Block—The upper bearing block shall conform to the following requirements: 6.2.4.1 The upper bearing block shall be spherically seated and the center of the sphere shall coincide with the center of the bearing face within 65 % of the radius of the sphere. 6.2.4.2 The ball and the socket shall be designed so that the steel in the contact area does not permanently deform when loaded to the capacity of the testing machine. NOTE 5—The preferred contact area is in the form of a ring (described as preferred bearing area) as shown in Fig. 1. 6.2.4.3 Provision shall be made for holding the upper bearing block in the socket. The design shall be such that the bearing face can be rotated and tilted at least 4° in any direction. 6.2.4.4 If the upper bearing block is a two-piece design composed of a spherical portion and a bearing plate, a mechanical means shall be provided to ensure that the spherical portion is fixed and centered on the bearing plate. 6.2.4.5 The diameter of the sphere shall be at least 75 % of the nominal diameter of the specimen. If the diameter of the sphere is smaller than the diameter of the specimen, the portion of the bearing face extending beyond the sphere shall have a thickness not less than the difference between the radius of the sphere and radius of the specimen (see Fig. 1). The least dimension of the bearing face shall be at least as great as the diameter of the sphere. 6.2.4.6 The dimensions of the bearing face of the upper bearing block shall not exceed the following values: Nominal Diameter of Specimen, mm [in.] 50 [2] 75 [3] 100 [4] 150 [6] 200 [8] T≥R–r r = radius of spherical portion of upper bearing block R = nominal radius of specimen T = thickness of upper bearing block extending beyond the sphere FIG. 1 Schematic Sketch of Typical Upper Bearing Block Maximum Diameter of Round Bearing Face, mm [in.] 105 [4] 130 [5] 165 [6.5] 255 [10] 280 [11] 105 130 165 255 280 Maximum Dimensions of Square Bearing Face, mm [in.] by 105 [4 by 4] by 130 [5 by 5] by 165 [6.5 by 6.5] by 255 [10 by 10] by 280 [11 by 11] 6.2.4.7 If the diameter of the bearing face of the upper bearing block exceeds the nominal diameter of the specimen by more than 13 mm [0.5 in.], concentric circles not more than 0.8 mm [0.03 in.] deep and not more than 1 mm [0.04 in.] wide shall be inscribed on the face of upper bearing block to facilitate proper centering. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 3 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 6.2.4.8 At least every six months, or as specified by the manufacturer of the testing machine, clean and lubricate the curved surfaces of the socket and of the spherical portion of the upper bearing block. The lubricant shall be a petroleum-type oil such as conventional motor oil or as specified by the manufacturer of the testing machine. exceed the clear distance between the smallest graduations. The scale shall be provided with a labeled graduation line load corresponding to zero load. Each dial shall be equipped with a zero adjustment located outside the dial case and accessible from the front of the machine while observing the zero mark and dial pointer. NOTE 6—To ensure uniform seating, the upper bearing block is designed to tilt freely as it comes into contact with the top of the specimen. After contact, further rotation is undesirable. Friction between the socket and the spherical portion of the head provides restraint against further rotation during loading. Pressure-type greases can reduce the desired friction and permit undesired rotation of the spherical head and should not be used unless recommended by the manufacturer of the testing machine. Petroleum-type oil such as conventional motor oil has been shown to permit the necessary friction to develop. NOTE 9—Readability is considered to be 0.5 mm [0.02 in.] along the arc described by the end of the pointer. If the spacing is between 1 and 2 mm [0.04 and 0.08 in.], one half of a scale interval is considered readable. If the spacing is between 2 and 3 mm [0.08 and 0.12 in.], one third of a scale interval is considered readable. If the spacing is 3 mm [0.12 in.] or more, one fourth of a scale interval is considered readable. 6.2.5 Lower Bearing Block—The lower bearing block shall conform to the following requirements: 6.2.5.1 The lower bearing block shall be solid. 6.2.5.2 The top and bottom surfaces of the lower bearing block shall be parallel to each other. 6.2.5.3 The lower bearing block shall be at least 25 mm [1.0 in.] thick when new, and at least 22.5 mm [0.9 in.] thick after resurfacing. 6.2.5.4 The lower bearing block shall be fully supported by the platen of the testing machine or by any spacers used. 6.2.5.5 If the testing machine is designed that the platen itself is readily maintained in the specified surface condition, a lower bearing block is not required. NOTE 7—The lower bearing block may be fastened to the platen of the testing machine. NOTE 8—Inscribed concentric circles as described in 6.2.4.7 are optional on the lower bearing block. 6.3 Spacers—If spacers are used, the spacers shall be placed under the lower bearing block and shall conform to the following requirements: 6.3.1 Spacers shall be solid steel. One vertical opening located in the center of the spacer is permissible. The maximum diameter of the vertical opening is 19 mm [0.75 in.]. 6.3.2 The top and bottom surfaces of the spacer shall be parallel to each other. 6.3.3 Spacers shall be fully supported by the platen of the test machine. 6.3.4 Spacers shall fully support the lower bearing block and any spacers above. 6.3.5 Spacers shall not be in direct contact with the specimen or the retainers of unbonded caps. 6.4 Load Indication—The testing machine shall be equipped with either a dial or digital load indicator. 6.4.1 The verified loading range shall not include loads less than 100 times the smallest change of load that can be read. 6.4.2 A means shall be provided that will record, or indicate until reset, the maximum load to an accuracy within 1.0 % of the load. 6.4.3 If the load is displayed on a dial, the graduated scale shall be readable to at least the nearest 0.1 % of the full scale load (Note 9). The dial shall be readable within 1.0 % of the indicated load at any given load level within the loading range. The dial pointer shall be of sufficient length to reach the graduation marks. The width of the end of the pointer shall not 6.4.4 If the load is displayed in digital form, the numbers must be large enough to be read. The numerical increment shall not exceed 0.1 % of the full scale load of a given loading range. Provision shall be made for adjusting the display to indicate a value of zero when no load is applied to the specimen. 6.5 Documentation of the calibration and maintenance of the testing machine shall be in accordance with Practice C1077. 7. Specimens 7.1 Specimens shall not be tested if any individual diameter of a cylinder differs from any other diameter of the same cylinder by more than 2 %. NOTE 10—This may occur when single use molds are damaged or deformed during shipment, when flexible single use molds are deformed during molding, or when a core drill deflects or shifts during drilling. 7.2 Prior to testing, neither end of test specimens shall depart from perpendicularity to the axis by more than 0.5° (approximately equivalent to 1 mm in 100 mm [0.12 in. in 12 in.]). The ends of compression test specimens that are not plane within 0.050 mm [0.002 in.] shall be sawed or ground to meet that tolerance, or capped in accordance with either Practice C617/C617M or, when permitted, Practice C1231/C1231M. The diameter used for calculating the cross-sectional area of the test specimen shall be determined to the nearest 0.25 mm [0.01 in.] by averaging two diameters measured at right angles to each other at about midheight of the specimen. 7.3 The number of individual cylinders measured for determination of average diameter is not prohibited from being reduced to one for each ten specimens or three specimens per day, whichever is greater, if all cylinders are known to have been made from a single lot of reusable or single-use molds which consistently produce specimens with average diameters within a range of 0.5 mm [0.02 in.]. When the average diameters do not fall within the range of 0.5 mm [0.02 in.] or when the cylinders are not made from a single lot of molds, each cylinder tested must be measured and the value used in calculation of the unit compressive strength of that specimen. When the diameters are measured at the reduced frequency, the cross-sectional areas of all cylinders tested on that day shall be computed from the average of the diameters of the three or more cylinders representing the group tested that day. 7.4 If the purchaser of the testing services or the specifier of the tests requests measurement of the specimen density, determine the specimen density before capping by either 7.4.1 Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 4 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 (specimen dimension method) or 7.4.2 (submerged weighing method). For either method, use a balance or scale that is accurate to within 0.3 % of the mass being measured. 7.4.1 Remove any surface moisture with a towel and measure the mass of the specimen. Measure the length of the specimen to the nearest 1 mm [0.05 in.] at three locations spaced evenly around the circumference. Compute the average length and record to the nearest 1 mm [0.05 in.]. 7.4.2 Remove any surface moisture with a towel and determine the mass of the specimen in air. Submerge the specimen in water at a temperature of 23.0 6 2.0°C [73.5 6 3.5°F] for 15 6 5 sec. Then, determine the apparent mass of the specimen while submerged under water. 8.4.2 Verification of Alignment When Using Unbonded Caps—If using unbonded caps, verify the alignment of the specimen after application of load, but before reaching 10 % of the anticipated specimen strength. Check to see that the axis of the cylinder does not depart from vertical by more than 0.5° (Note 13) and that the ends of the cylinder are centered within the retaining rings. If the cylinder alignment does not meet these requirements, release the load, and carefully recenter the specimen. Reapply load and recheck specimen centering and alignment. A pause in load application to check cylinder alignment is permissible. 7.5 When density determination is not required and the length to diameter ratio is less than 1.8 or more than 2.2, measure the length of the specimen to the nearest 0.05 D. 8.5 Rate of Loading—Apply the load continuously and without shock. 8.5.1 The load shall be applied at a rate of movement (platen to crosshead measurement) corresponding to a stress rate on the specimen of 0.25 6 0.05 MPa/s [35 6 7 psi/s] (see Note 14). The designated rate of movement shall be maintained at least during the latter half of the anticipated loading phase. 8. Procedure 8.1 Compression tests of moist-cured specimens shall be made as soon as practicable after removal from moist storage. 8.2 Test specimens shall be kept moist by any convenient method during the period between removal from moist storage and testing. They shall be tested in the moist condition. 8.3 Tolerances for specimen ages are as follows: Test AgeA 24 h 3 days 7 days 28 days 90 days Permissible Tolerance ±0.5 h ±2 h ±6 h ±20 h ±2 days A For test ages not listed, the test age tolerance is ±2.0% of the specified age. 8.3.1 Unless otherwise specified by the specifier of tests, for this test method the test age shall start at the beginning of casting specimens. 8.4 Placing the Specimen—Place the lower bearing block, with the hardened face up, on the table or platen of the testing machine. Wipe clean the bearing faces of the upper and lower bearing blocks, spacers if used, and of the specimen. If using unbonded caps, wipe clean the bearing surfaces of the retainers and center the unbonded caps on the specimen. Place the specimen on the lower bearing block and align the axis of the specimen with the center of thrust of the upper bearing block. NOTE 11—Although the lower bearing block may have inscribed concentric circles to assist with centering the specimen, final alignment is made with reference to the upper bearing block. 8.4.1 Zero Verification and Block Seating—Prior to testing the specimen, verify that the load indicator is set to zero. In cases where the indicator is not properly set to zero, adjust the indicator (Note 12). After placing the specimen in the machine but prior to applying the load on the specimen, tilt the movable portion of the spherically seated block gently by hand so that the bearing face appears to be parallel to the top of the test specimen. NOTE 12—The technique used to verify and adjust load indicator to zero will vary depending on the machine manufacturer. Consult your owner’s manual or compression machine calibrator for the proper technique. NOTE 13—An angle of 0.5° is equal to a slope of approximately 1 mm in 100 mm [1⁄8 inches in 12 inches] NOTE 14—For a screw-driven or displacement-controlled testing machine, preliminary testing will be necessary to establish the required rate of movement to achieve the specified stress rate. The required rate of movement will depend on the size of the test specimen, the elastic modulus of the concrete, and the stiffness of the testing machine. 8.5.2 During application of the first half of the anticipated loading phase, a higher rate of loading shall be permitted. The higher loading rate shall be applied in a controlled manner so that the specimen is not subjected to shock loading. 8.5.3 Make no adjustment in the rate of movement (platen to crosshead) as the ultimate load is being approached and the stress rate decreases due to cracking in the specimen. 8.6 Apply the compressive load until the load indicator shows that the load is decreasing steadily and the specimen displays a well-defined fracture pattern (Types 1 to 4 in Fig. 2). For a testing machine equipped with a specimen break detector, automatic shut-off of the testing machine is prohibited until the load has dropped to a value that is less than 95 % of the peak load. When testing with unbonded caps, a corner fracture similar to a Type 5 or 6 pattern shown in Fig. 2 may occur before the ultimate capacity of the specimen has been attained. Continue compressing the specimen until the user is certain that the ultimate capacity has been attained. Record the maximum load carried by the specimen during the test, and note the type of fracture pattern according to Fig. 2. If the fracture pattern is not one of the typical patterns shown in Fig. 2, sketch and describe briefly the fracture pattern. If the measured strength is lower than expected, examine the fractured concrete and note the presence of large air voids, evidence of segregation, whether fractures pass predominantly around or through the coarse aggregate particles, and verify end preparations were in accordance with Practice C617/ C617M or Practice C1231/C1231M. 9. Calculation 9.1 Calculate the compressive strength of the specimen as follows: SI units: Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 5 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 FIG. 2 Schematic of Typical Fracture Patterns f cm 5 4000P max πD 2 (2) 4 P max π D2 (3) Inch-pound units: f cm 5 where: ƒcm = compressive strength, MPa [psi], Pmax = maximum load, kN [lbf], and D = average measured diameter, mm [in.]. 1.75 0.98 1.50 0.96 1.25 0.93 9.3 If required, calculate the specimen density to the nearest 10 kg/m3 [1 lb/ft3] using the applicable method. 9.3.1 If specimen density is determined based on specimen dimensions, calculate specimen density as follows: SI units: ρs 5 4 3 109 3 W L 3 D2 3 π ρs 5 6912 3 W L 3 D2 3 π (4) Inch-pound units: 9.2 If the specimen length to diameter ratio is 1.75 or less, correct the result obtained in 9.1 by multiplying by the appropriate correction factor shown in the following table: L/D: Factor: factors may be larger than the values listed above3. 1.00 0.87 Use interpolation to determine correction factors for L/D values between those given in the table. NOTE 15—Correction factors depend on various conditions such as moisture condition, strength level, and elastic modulus. Average values are given in the table. These correction factors apply to low-density concrete weighing between 1600 and 1920 kg/m3 [100 and 120 lb/ft3] and to normal-density concrete. They are applicable to concrete dry or soaked at the time of loading and for nominal concrete strengths from 14 to 42 MPa [2000 to 6000 psi]. For strengths higher than 42 MPa [6000 psi] correction F G (5) where: ρs = specimen density, kg/m3 [lb ⁄ft3], W = mass of specimen in air, kg [lb], L = average measured length, mm [in.], and D = average measured diameter, mm [in.]. 9.3.2 If the specimen density is based on submerged weighing, calculate the specimen density as follows: 3 Bartlett, F.M. and MacGregor, J.G., “Effect of Core Length-to-Diameter Ratio on Concrete Core Strength,”ACI Materials Journal, Vol 91, No. 4, July-August, 1994, pp. 339–348. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 6 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 ρs 5 where: ρs = W = Ws = γw = W 3 γw W 2 Ws (6) specimen density, kg/m3 [lb ⁄ft3], mass of specimen in air, kg [lb], apparent mass of submerged specimen, kg [lb], and density of water at 23°C [73.5°F] = 997.5 kg/ m3 [62.27 lb/ft3]. 10. Report 10.1 Report the following information: 10.1.1 Identification number, 10.1.2 Average measured diameter (and measured length, if outside the range of 1.8 D to 2.2 D), in millimetres [inches], 10.1.3 Cross-sectional area, in square millimetres [square inches], 10.1.4 Maximum load, in kilonewtons [pounds-force], 10.1.5 Compressive strength rounded to the nearest 0.1 MPa [10 psi], 10.1.6 If the average of two or more companion cylinders tested at the same age is reported, calculate the average compressive strength using the unrounded individual compressive strength values. Report the average compressive-strength rounded to the nearest 0.1 MPa [10 psi]. 10.1.7 Type of fracture (see Fig. 2), 10.1.8 Defects in either specimen or caps, 10.1.9 Age of specimen at time of testing. Report age in days for ages three days or greater, report age in hours if the age is less than three days, NOTE 16—If software limitations prevent reporting the specimen age in hours, the age of the specimen in hours may be included in a note in the report. 10.1.10 If determined, the density to the nearest 10 kg/ m3 [1 lb ⁄ft3]. 11. Precision and Bias 11.1 Precision 11.1.1 Single-Operator Precision—The following table provides the single-operator precision of tests of 150 by 300 mm [6 by 12 in.] and 100 by 200 mm [4 by 8 in.] cylinders made from a well-mixed sample of concrete under laboratory conditions and under field conditions (see 11.1.2). Coefficient of Variation4 150 by 300 mm [6 by 12 in.] Laboratory conditions Field conditions 100 by 200 mm [4 by 8 in.] Laboratory conditions 4 Acceptable Range4 of Individual Cylinder Strengths 2 cylinders 3 cylinders 2.4 % 2.9 % 6.6 % 8.0 % 7.8 % 9.5 % 3.2 % 9.0 % 10.6 % These numbers represent respectively the (1s %) and (d2s %) limits as described in Practice C670. 11.1.2 The single-operator coefficient of variation represents the expected variation of measured strength of companion cylinders prepared from the same sample of concrete and tested by one laboratory at the same age. The values given for the single-operator coefficient of variation of 150 by 300 mm [6 by 12 in.] cylinders are applicable for compressive strengths between 15 to 55 MPa [2000 to 8000 psi] and those for 100 by 200 mm [4 by 8 in.] cylinders are applicable for compressive strengths between 17 to 32 MPa [2500 and 4700 psi]. The single-operator coefficients of variation for 150 by 300 mm [6 by 12 in.] cylinders are derived from CCRL concrete proficiency sample data for laboratory conditions and a collection of 1265 test reports from 225 commercial testing laboratories in 1978.5 The single-operator coefficient of variation of 100 by 200 mm [4 by 8 in.] cylinders are derived from CCRL concrete proficiency sample data for laboratory conditions. 11.1.3 Multilaboratory Precision—The multi-laboratory coefficient of variation for compressive strength test results of 150 by 300 mm [6 by 12 in.] cylinders has been found to be 5.0 %4; therefore, the results of properly conducted tests by two laboratories on specimens prepared from the same sample of concrete are not expected to differ by more than 14 %4 of the average (see Note 17). A strength test result is the average of two cylinders tested at the same age. NOTE 17—The multilaboratory precision does not include variations associated with different operators preparing test specimens from split or independent samples of concrete. These variations are expected to increase the multilaboratory coefficient of variation. 11.1.4 The multilaboratory data were obtained from six separate organized strength testing round robin programs where 150 by 300 mm [6 by 12 in.] cylindrical specimens were prepared at a single location and tested by different laboratories. The range of average strength from these programs was 17.0 to 90 MPa [2500 to 13 000 psi]. NOTE 18—Subcommittee C09.61 will continue to examine recent concrete proficiency sample data and field test data and make revisions to precisions statements when data indicate that they can be extended to cover a wider range of strengths and specimen sizes. 11.2 Bias—Since there is no accepted reference material, no statement on bias is being made. 12. Keywords 12.1 concrete core; concrete cylinder; concrete specimen; concrete strength; compressive strength; core; cylinder; drilled core; strength 5 Supporting data have been filed at ASTM International Headquarters and may be obtained by requesting Research Report RR:C09-1006. Contact ASTM Customer Service at service@astm.org. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 7 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C39/C39M − 18 SUMMARY OF CHANGES Committee C09 has identified the location of selected changes to this standard since the last issue (C39/C39M–17b) that may impact the use of this standard. (Approved Jan. 1, 2018) (1) Added Practice C943 to Referenced Documents and Practice C943 as a source of specimens. (2) Revised 8.3. ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astm.org (e-mail); or through the ASTM website (www.astm.org). Permission rights to photocopy the standard may also be secured from the Copyright Clearance Center, 222 Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600; http://www.copyright.com/ Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:05:56 EDT 2018 8 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee. Designation: C78/C78M − 18 Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)1 This standard is issued under the fixed designation C78/C78M; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the U.S. Department of Defense. 1. Scope* 1.1 This test method covers the determination of the flexural strength of concrete by the use of a simple beam with third-point loading. 1.2 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. 1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use. 1.4 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee. 2. Referenced Documents 2.1 ASTM Standards:2 C31/C31M Practice for Making and Curing Concrete Test Specimens in the Field C42/C42M Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete C125 Terminology Relating to Concrete and Concrete Aggregates 1 This test method is under the jurisdiction of ASTM Committee C09 on Concrete and Concrete Aggregates and is the direct responsibility of Subcommittee C09.61 on Testing for Strength. Current edition approved Jan. 1, 2018. Published February 2018. Originally approved in 1930. Last previous edition approved in 2016 as C78/C78M – 16. DOI: 10.1520/C0078_C0078M-18. 2 For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website. C192/C192M Practice for Making and Curing Concrete Test Specimens in the Laboratory C293/C293M Test Method for Flexural Strength of Concrete (Using Simple Beam With Center-Point Loading) C617/C617M Practice for Capping Cylindrical Concrete Specimens C670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials C1077 Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation E4 Practices for Force Verification of Testing Machines E6 Terminology Relating to Methods of Mechanical Testing 3. Terminology 3.1 Definitions: 3.1.1 For definitions of terms used in this test method, refer to Terminology C125 and Terminology E6. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 flexural strength—maximum resistance of a specimen subjected to bending. 3.2.1.1 Discussion—In this test method, flexural strength is reported as the modulus of rupture. 3.2.2 flexural testing apparatus—fixture used to apply force to the beam specimen and consists of loading and support blocks. 3.2.3 loading block—component of the testing apparatus in the shape of a portion of a cylinder that is used to apply a force to the beam specimen. 3.2.4 modulus of rupture—calculated stress, assuming linear-elastic behavior, in the tensile face of a beam specimen at the maximum bending moment during a standard test method. 3.2.5 span length—distance between lines of support, or reaction, for the beam specimen, and it is equal to three times the nominal depth of the beam. 3.2.5.1 Discussion—For example, for a 100 mm [4 in.] nominal depth beam, the span length is 300 mm [12 in.] and for a 150 mm [6 in.] nominal depth beam, the span length is 450 mm [18 in.]. See 3.2.6.1, for discussion of reaction block. *A Summary of Changes section appears at the end of this standard Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:07:11 EDT 2018 1 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C78/C78M − 18 3.2.6 support block—component of the testing apparatus in the shape of a portion of a cylinder that is used to provide a reaction to the force applied to the beam specimen. 3.2.6.1 Discussion—If the testing apparatus applies force to the top of the beam, this block supports the beam. If the testing apparatus applies force to the bottom of the beam, the support block may be considered a reaction block because it provides a line of reaction at the top of the beam and does not support the beam. 3.2.7 testing machine—mechanical device for applying force to a specimen. 4. Significance and Use 4.1 This test method is used to determine the flexural strength of specimens prepared and cured in accordance with Test Methods C42/C42M or Practices C31/C31M or C192/ C192M. Results are calculated and reported as the modulus of rupture. For the same specimen size, the strength determined will vary if there are differences in specimen preparation, curing procedure, moisture condition at time of testing, and whether the beam was molded or sawed to size. 4.2 The measured modulus of rupture generally increases as the specimen size decreases.3,4,5 4.3 The results of this test method may be used to determine compliance with specifications or as a basis for mixture proportioning, evaluating uniformity of mixing, and checking placement operations by using sawed beams. It is used primarily in testing concrete for the construction of slabs and pavements. 4.4 For identical test specimens, the modulus of rupture obtained by this test method will, on average, be lower than that obtained by Test Method C293/C293M. 5. Apparatus 5.1 Testing Machine—Hand operated testing machines having pumps that do not provide a continuous loading in one stroke are not permitted. Motorized pumps or hand operated positive displacement pumps having sufficient volume in one continuous stroke to complete a test without requiring replenishment are permitted and shall be capable of applying loads at a uniform rate without shock or interruption. The testing machine shall be equipped with a means of recording or holding the peak value that will indicate the maximum load, to within 1 % accuracy, applied to the specimen during a test. 5.1.1 Verification: 3 Tanesi, J; Ardani, A. Leavitt, J. "Reducing the Specimen Size of Concrete Flexural Strength Test (AASHTO T97) for Safety and Ease of Handling," Transportation Research Record: Journal of the Transportation Research Board, No. 2342, Transportation Research Board of National Academies, Washington, D.C., 2013. 4 Carrasquillo, P.M. and Carrasquillo, R. L “Improved Concrete Quality Control Procedures Using Third Point Loading”, Research Report 119-1F, Project 3-9-871119, Center For Transportation Research, The University of Texas at Austin, November 1987. 5 Bazant, Z. and Novak, D. "Proposal for Standard Test of Modulus of Rupture of Concrete with its Size Dependence," ACI Materials Journal, January-February 2001. 5.1.1.1 The testing machine shall conform to the requirements of the sections on Basis of Verification, Corrections, and Time Interval Between Verifications of Practice E4. 5.1.1.2 Verify the accuracy of the testing machine in accordance with Practice E4, except that the verified loading range shall be as required for flexural testing. Verification is required: (1) Within 13 months of the last verification, (2) On original installation, (3) After relocation, (4) After making repairs or adjustments that affect the operation of the force applying system or the values displayed on the load indicator, except for zero adjustments that compensate for the weight of loading or support blocks or specimen, or both, or (5) Whenever there is reason to suspect the accuracy of the indicated forces. 5.2 Flexural Testing Apparatus—The third point loading method shall be used to determine the flexural strength of concrete. The loading blocks and support blocks shall be designed so that forces applied to the beam will be along lines perpendicular to the side faces of the beam and applied without eccentricity. A diagram of the flexural testing apparatus is shown in Fig. 1. NOTE 1—The flexural testing apparatus shown in Fig. 1 may be used inverted. In this case, the loading blocks will be at the bottom of the beam, while the reaction blocks will be at the top of the beam. 5.2.1 The flexural testing apparatus shall be capable of maintaining the span length and distance between the lines of loading within 61.0 mm [60.05 in.] of the specified values. 5.2.2 The ratio of the horizontal distance between the line of application of the force and the line of the nearest reaction to the depth of the beam shall be 1.0 6 0.03. 5.2.3 The loading blocks and support blocks shall not be more than 65 mm [2.50 in.] high, measured from the center or the axis of the ball or the axis of the rod and shall extend entirely across or beyond the full width of the specimen. Each case, the block surface in contact with the specimen shall not depart from a plane by more than 0.05 mm [0.002 in.] and shall be a portion of a cylinder, the axis of which is coincidental with either the axis of the rod or center of the ball, whichever the block is pivoted upon. The angle subtended by the curved surface of each block shall be at least 0.80 rad [45°]. 5.2.4 At least every six months or as specified by the manufacturer of the flexural testing apparatus, clean and lubricate metal-to-metal contact surfaces, such as internal concave surfaces and steel balls and rods of the loading blocks and support blocks (Fig. 1). The lubricant shall be a petroleumtype oil, such as conventional motor oil, or as specified by the manufacturer of the apparatus. 5.2.5 The support blocks shall be free to rotate. 5.2.6 The loading blocks and support blocks shall be maintained in a vertical position and in contact with the rod or ball by means of spring-loaded screws that hold them in contact with the rod or ball. The uppermost bearing plate and center point ball in Fig. 1 may be omitted if the testing machine has a spherically seated bearing block, provided one rod and one ball are used as pivots for the upper loading blocks. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:07:11 EDT 2018 2 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C78/C78M − 18 FIG. 1 Schematic of Flexural Testing Apparatus for Third-Point Loading Method 6. Test Specimens 6.1 The test specimen shall conform to all requirements of Test Method C42/C42M or Practices C31/C31M or C192/ C192M applicable to beam specimens and shall have a test span within 2 % of being three times its depth as tested. The sides of the specimen shall be at right angles with the top and bottom. All surfaces shall be smooth and free of scars, indentations, holes, or inscribed identification marks. 6.2 Provided the smaller cross-sectional dimension of the beam is at least three times the nominal maximum size of the coarse aggregate, the modulus of rupture can be determined using different specimen sizes. However, measured modulus of rupture generally increases as specimen size decreases.3,4 (Note 2). NOTE 2—The strength ratio for beams of different sizes depends primarily on the maximum size of aggregate.5 Experimental data obtained in two different studies have shown that for maximum aggregate size between 19.0 and 25.0 mm [3⁄4 and 1 in.], the ratio between the modulus of rupture determined with a 150 by 150 mm [6 by 6 in.] and a 100 by 100 mm [4 by 4 in.] may vary from 0.90 to 1.073 and for maximum aggregate size between 9.5 and 37.5 mm [3⁄8 and 11⁄2 in.], the ratio between the modulus of rupture determined with a 150 by 150 mm [6 by 6 in.] and a 115 by 115 mm [4.5 by 4.5 in.] may vary from 0.86 to 1.00.4 6.3 The specifier of tests shall specify the specimen size and number of specimens to be tested to obtain an average test result. The same specimen size shall be used for qualification and acceptance testing. support blocks. When using sawed specimens, position the specimen so that the tension face corresponds to the top or bottom of the specimen as cut from the parent material. Center the loading blocks in relation to the applied force. Bring the loading blocks in contact with the surface of the specimen at the third points and apply a force of between 3 and 6 % of the estimated ultimate force. Using 0.10 mm [0.004 in.] and 0.40 mm [0.015 in.] leaf-type feeler gages, determine whether any gap between the specimen and the loading or support blocks is greater or less than each of the gages over a length of 25 mm [1 in.] or more. Grind, cap, or use leather shims on the specimen contact surface to eliminate any gap in excess of 0.10 mm [0.004 in.] in width. Leather shims shall be of uniform 6 mm [0.25 in.] thickness, 25 to 50 mm [1.0 to 2.0 in.] width, and shall extend across the full width of the specimen. Gaps in excess of 0.40 mm [0.015 in.] shall be eliminated only by capping or grinding. Grinding of lateral surfaces shall be minimized because grinding may change the physical characteristics of the specimens. Capping shall be in accordance with the applicable sections of Practice C617/C617M. 7.3 Load the specimen continuously and without shock. The load shall be applied at a constant rate to the breaking point. Apply the load at a rate that constantly increases the maximum stress on the tension face between 0.9 and 1.2 MPa/min [125 and 175 psi/min] until rupture occurs. The loading rate is calculated using the following equation: 7. Procedure 7.1 Moist-cured specimens shall be kept moist during the period between removal from moist storage and testing. NOTE 3—Surface drying of the specimen results in a reduction in the measured flexural strength. NOTE 4—Methods for keeping the specimen moist include wrapping in moist fabric or matting and keeping specimens under lime water in containers near the flexural testing machine until time of testing. 7.2 For molded specimens, turn the test specimen on its side with respect to its position as molded and center it on the r5 Sbd2 L (1) where: r = loading rate, N/min [lb/min], S = rate of increase in maximum stress on the tension face, MPa/min [psi/min], b = average width of the specimen as oriented for testing, mm [in.], d = average depth of the specimen as oriented for testing, mm [in.], and Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:07:11 EDT 2018 3 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C78/C78M − 18 L = span length, mm [in.]. 8. Measurement of Specimens After Test 8.1 To determine the dimensions of the specimen cross section for use in calculating modulus of rupture, take measurements across one of the fractured faces after testing. The width and depth are measured with the specimen as oriented for testing. For each dimension, take one measurement at each edge and one at the center of the cross section. Use the three measurements for each direction to determine the average width and the average depth. Take all measurements to the nearest 1 mm [0.05 in.]. If the fracture occurs at a capped section, include the cap thickness in the measurement. 9. Calculation 9.1 If the fracture initiates in the tension surface within the middle third of the span length, calculate the modulus of rupture as follows: R5 PL bd2 (2) where: R = modulus of rupture, MPa [psi], P = maximum applied load indicated by the testing machine, N [lbf], L = span length, mm [in.], b = average width of specimen, mm [in.], at the fracture, and d = average depth of specimen, mm [in.], at the fracture. NOTE 5—The weight of the beam is not included in the above calculation. 9.2 If the fracture occurs in the tension surface outside of the middle third of the span length by not more than 5 % of the span length, calculate the modulus of rupture as follows: R5 3Pa bd 2 (3) where: a = average distance between line of fracture and the nearest support measured on the tension surface of the beam, mm [in.]. 10.1.8 If specimens were capped, ground, or if leather shims were used, 10.1.9 Whether sawed or molded and defects in specimens, and 10.1.10 Age of specimens. 11. Precision and Bias 11.1 Precision: 11.1.1 Single-Operator Precision—The single operator standard deviation for test determinations has been found to be 0.25 MPa [37 psi] and to be independent of the beam sizes used in the interlaboratory study (ILS) (Note 7). Therefore, the modulus of rupture from two properly conducted tests by the same operator on specimens of the same material (same batch of concrete), using the same size specimen (100-mm [4-in.] or 150-mm [6-in.] deep beams), is not expected to differ by more than 0.72 MPa [104 psi].6 11.1.2 Multi-Laboratory Precision—The multilaboratory coefficient of variation for test determinations has been found to be as shown in the third column of Table 1. The coefficient of variation was found to be similar for both specimen sizes used in the ILS for modulus of rupture between 4.2 and 5.5 MPa [600 and 800 psi]. A higher multilaboratory coefficient of variation was observed for 100-mm [4-in.] deep beams for modulus of rupture near 6.9 MPa [1000 psi]. Therefore, the modulus of rupture from two properly conducted tests by two different laboratories on specimens of the same material (same batch of concrete) and beam size are not expected to differ from each other by more than the value in the fourth column of Table 1. The acceptable difference between two test determinations is expressed as a percentage of their average. NOTE 7—The precision of this test method was determined from an interlaboratory study conducted in 2016. The study involved three concrete mixtures with modulus of rupture values of approximately 4.1 MPa [600 psi], 5.5 MPa [800 psi] and 6.9 MPa [1000 psi]. Two beam sizes were used: 100 by 100 by 355 mm [4 by 4 by 14 in.] and 150 by 150 by 533 mm [6 by 6 by 21 in.]. Three test determinations were conducted for each combination of specimen size and concrete mixture. The number of laboratories used for determining the precision varied from 10 to 17 depending on the concrete mixture and beam size. The data used to develop the precision statement were obtained using the inch-pound NOTE 6—The weight of the beam is not included in the above calculation. 6 This number represents the difference limit (d2s) as described in Practice C670. 9.3 If the fracture occurs in the tension surface outside of the middle third of the span length by more than 5 % of the span length, discard the results of the test. TABLE 1 Multilaboratory Precision 10. Report 10.1 Report the following information: 10.1.1 Identification number, 10.1.2 Average width to the nearest 1 mm [0.05 in.], 10.1.3 Average depth to the nearest 1 mm [0.05 in.], 10.1.4 Span length in mm [in.], 10.1.5 Maximum applied load in N [lbf], 10.1.6 Modulus of rupture calculated to the nearest 0.05 MPa [5 psi], 10.1.7 Curing history and apparent moisture condition of the specimens at the time of test, Beam Depth, in. [mm] Modulus of Rupture, psi [MPa] Coefficient of Variation Acceptable Difference Between Two Test Determinations (percentage of their average)A 100 mm [4 in.] 4.1 to 5.5 MPa [600 to 800 psi] 6.1 % 17.1 % 100 mm [4 in.] 6.9 MPa [1000 psi] 11.4 % 31.8 % 150 mm [6 in.] 4.1 to 6.9 MPa [600 to 1000 psi] 6.9 % 19.3 % A These numbers represent the difference limit (d2s%) as described in Practice C670. Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:07:11 EDT 2018 4 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. C78/C78M − 18 version of this test method. The precision indexes shown in SI units are exact conversions of the values in inch-pound units. Supporting data have been filed at ASTM Headquarters and may be obtained by requesting Research Report RR:C09-1050.7 NOTE 8—The results for each test condition (specimen size and concrete strength) include data from 3 to 5 laboratories that used hand operated testing machines with paper charts for reading the ultimate force. For the 100-mm [4-in.] deep beams, these machines resulted in higher single-operator variability in mixtures with strengths between 4.1 to 5.5 MPa [600 and 800 psi], as well as higher multilaboratory variability in all mixtures. For the 150-mm [6-in.] deep beams, these machines resulted in higher variability only for the mixture with flexural strength of approximately 6.9 MPa [1000 psi]. Refer to Research Report RR:C09-1050 (Appendix J) for a discussion of possible reasons why these machines may have resulted in higher variability. 11.2 Bias—Because there is no accepted standard for determining bias in this test method, no statement on bias is made. 12. Keywords 7 Supporting data have been filed at ASTM International Headquarters and may be obtained by requesting Research Report RR:C09-1050. Contact ASTM Customer Service at service@astm.org. 12.1 beams; concrete; flexural strength testing; modulus of rupture SUMMARY OF CHANGES Committee C09 has identified the location of selected changes to this test method since the last issue, C78/C78M – 16, that may impact the use of this test method. (Approved Jan. 1, 2018.) (1) Revised Sections 2 and 7.2. (2) Added Sections 3 and 4.4. (3) Revised 5.1. (4) Added 5.1.1. (5) Revised 5.2 and its subsections. (6) Revised Fig. 1. (7) Added Note 1. (8) Deleted existing Notes 2, 7, and 8. (9) Revised 4.2, 6.3, and 11.1. (10) Added Table 1 and Notes 7 and 8. (11) Added 5.2.4. ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astm.org (e-mail); or through the ASTM website (www.astm.org). Permission rights to photocopy the standard may also be secured from the Copyright Clearance Center, 222 Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600; http://www.copyright.com/ Copyright by ASTM Int'l (all rights reserved); Sun Oct 14 03:07:11 EDT 2018 5 Downloaded/printed by University Of Dayton (University Of Dayton) pursuant to License Agreement. No further reproductions authorized. Technical Bulletin July 15, 2013 T-056 Test Method for Porosity Measurements of Portland Cement Pervious Concrete by Felipe Montes, Srinivas Valavala, and Liv M. Haselbach 1. SCOPE 1.1 2. DEFINITIONS 2.1 3. 4. This method covers the determination of the porosity of hardened pervious concrete pavement cores. Pervious Concrete Pavement: a rigid concrete pavement with large interconnected voids that allow rapid water flow through the pavement. APPARATUS 3.1 Balance, capable of measuring to the nearest 0.1 g, suitably equipped with a wire basket or other container so as to be capable of measuring the weight of specimens suspended in water. 3.2 Water bath, filled with tap water maintained at 23 ± 2ºC, for immersing the specimen and wire basket directly beneath the balance. 3.3 Oven, capable of maintaining a temperature of 105 ± 5ºC. 3.4 Rubber mallet, minimum mass of 400 g. TEST SPECIMENS 4.1 Each specimen shall be a drilled concrete core with a minimum diameter of 100 mm and a maximum diameter of 150 mm. Cores shall be drilled through the entire thickness of the pervious concrete pavement. 4.2 Trim the minimum amount necessary from the bottom of the core to create a flat surface perpendicular to the length of the core. 4.3 Rinse the core thoroughly after trimming to remove all residue from the cutting operation. Allow the specimen to drain and remove any excess surface water with a clean towel. 5. PROCEDURE 5.1 Measure the height and diameter of each specimen at three representative locations to the nearest 0.1 mm, and record it. 5.2 Calculate the average height (Havg) and average diameter (Davg) of each specimen as the average of the four measurements in Step 5.1. 5.3 Calculate the total volume of the specimen (VT) using the average height (Havg) and diameter (Davg). 5.4 Determine the mass of each sample core to the nearest 0.1 g, and record it as “Initial Mass.” 5.5 Dry the core initially for 24 h ± 1 hour, and record this mass (W D), to the nearest 0.1 g. Return the specimen to the oven for one hour and record the mass again. Constant mass is achieved when the difference in mass is less than 0.5%. Continue drying until constant mass is achieved. 5.6 In a bulk density tank-scale measuring system filled with tap water, submerge the specimens completely, and let them sit upright for 30 minutes underwater. 5.7 After 30 min, keeping the specimen underwater, tap the side of the specimen 10 times with a rubber mallet. Rotate the specimen slightly after each tap so that they are equally spaced around the circumference of the core. Note: The purpose of tapping the specimen is to promote the escape of the trapped air bubbles inside the pervious concrete. Avoid tapping near the edges so as to prevent breakage and loss of material from the specimen. If this occurs, ensure that all particles are included in the subsequent mass measurements. Invert the specimen 180°. 5.8 Measure the mass of the specimen to the nearest 0.1 g by keeping the specimen underwater, and record it as the “Submerged Mass” (W S). (The submerged mass has to be measured underwater. For this purpose, a wire mesh basket can be used to support the specimen underwater. It is important to be sure the tare of the scale includes the mass of the container under water. If that is not the case, the mass of the container underwater should be subtracted from the submerged mass of the specimen (W S)). 5.9 Record the temperature of the water used for the submerged measurements and determine the density of the water (ρw) from an appropriate table. 5.10 Calculate the porosity of the sample using the equation in section 6.3. 5.11 Record the specifications of the instruments used. 6. CALCULATIONS 6.1 Calculate the average height (Havg) and the average diameter (Davg) of each specimen as the average of the four measurements recorded in Step 5.2. 6.2 Calculate the total volume of the specimen (VT) as follows: VT = (Davg) x π x 2 6.3 Havg 4 Calculate the porosity (P) as follows: P = [1 – ((W D – W S) / pw)/VT] x 100 where: P = porosity, % W D = oven dry weight, g W S = submerged weight, g 3 ρw = density of water, g/cm 3 VT = total volume, cm 7. REPORT Report the following information: 7.1 Porosity Sample Data Sheet Sample ID #: ______________________________________________________________________ Height of Sample: ________________ cm Diameter of Sample: ________________ cm ________________ cm ________________ cm ________________ cm ________________ cm ________________ cm ________________ cm Havg: ________________ cm Davg: ________________ cm Calculate total Volume of Sample: VT = (Davg) x π x 2 Havg 4 VT = ________________ cm Calculate Initial Mass: 3 Initial Mass = ________________ g Calculate Dry Mass: W D = ________________ g Calculate Submerged Mass: W S = ________________ g Water Temperature: Temp = ________________ °C; ρw = ________________ g/cm 3 Calculate Porosity: P = [1 – ((W D – W S) / pw)/VT] x 100 P = ________________ % Ready Mixed Concrete Association of Ontario Contact Us
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