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[T0016]五层5627.7平米中学教学楼（含计算书、部分建筑图）

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关键词：: t0016 平米中学教学楼计算部分部份建筑

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摘要

本工程为合肥工业大学附属中学教学楼，主要进行了建筑设计和结构设计中横向第5轴框架的设计。建筑平面布置采用内廊式。该建筑横向框架定为三跨，跨度轴线尺寸分别为6.9m、2.4m和6.9m。结构计算包括：楼盖的计算，采用弹性计算方法分别对单向板和双向板进行计算；楼梯采用板式楼梯，完成了梯段板、平台板和平台梁的设计；水平地震作用计算，首先进行层间荷载代表值的计算，接着采用D值法验算横向框架抗震变形以及采用底部剪力法计算横向水平地震作用力；竖向荷载作用下框架内力分析，首先计算出恒荷载和活荷载作用下的结构内力，接着进行内力组合，找出最不利的一组或几组内力，选取最安全的结果分别对梁和柱进行配筋。基础设计采用柱下独立基础，内柱采用了联合基础，进行了地基承载力验算和冲切验算，计算出了基础配筋。

这次毕业设计，培养了我们综合运用所学的基本理论和专业知识，提高了分析和研究解决结构设计等空间问题的能力，培养了我们建立理论联系实际，踏实，勤奋，认真，严格的科学作风，为毕业后尽快适应各项工作打下良好的基础。

关键词：教学楼框架结构设计

Abstract

This project is the teaching building of the middle school of Hefei University of Technology mainly has carried on in the architectural design and the structural design of thecrosswise 5th axis frame. the construction plane arrangementuses is the porch type. This building crosswise frame decides as threecross, the span spool thread size respectively is 6.9m, 2.4m and 6.9m. The structure computation includes: computation to the room and the ceiling, computation to the unidirectional board and the bidirectional board by using the elasticity computational method; The staircase uses the board style staircase,I has completed the design of the step board, the even platen and the platform Liang; The computation of horizontal earthquake function, first carrieson the level a load generation of computation,then uses the dvalue law crosswise frame earthquake resistance to distort aswell and to use the base shearing force law calculate crosswisehorizontal earthquake action; The frame endogenic force analysis under the vertical load function,first calculates the structure endogenic force under the permanentload and the live load function, then carries on the endogenic force combination, discovers most disadvantageous group of or several group of endogenicforces, selects the safest result separately to carry on to beam and column matches the steel reinforcing bar. The foundation design uses theindependent foundation under the column, the middle column has used the union foundation,the foundation has carried on the ground supporting capacity and the die cutting, calculatedthe foundation to match the steel reinforcing bar.

This graduation project, trained us to synthesize the elementarytheory and the specialized knowledge which the utilization studied,enhanced the analysis and space problem the and so on researchsolution structural design ability, trained us to establish applytheory to reality, steadfast, diligent, earnest, strict scientificattitude, adapted each work after the graduation to build the goodfoundation as soon as possible.

Key word:teaching building frames structural design

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内容简介：: 安徽工业大学大学毕业设计（论文）计算书58CHAPTER 5CODECOMMENTARYbe maintained through the normal compressive strength test requirements provided by Selection of concrete proportionsR5.2 Selection of concrete proportionsRecommendations for selecting proportions for concrete aregiven in detail in “Standard Practice for Selecting Pro- portions for Normal, Heavyweight, and Mass Concrete”(ACI 211.1).5.1 (Provides two methods for selecting andadjusting proportions for normalweight concrete: the esti- mated weight and absolute volume methods. Example cal- culations are shown for both methods. Proportioning of heavyweight concrete by the absolute volume method is presented in an appendix.)Recommendations for lightweight concrete are given in“Standard Practice for Selecting Proportions for Struc- tural Lightweight Concrete” (ACI 211.2).5.2 (Provides a method of proportioning and adjusting structural grade con- crete containing lightweight aggregates.)5.2.1 Proportions of materials for concrete shall beestablished to provide:(a) Workability and consistency to permit concrete to be worked readily into forms and around reinforce- ment under conditions of placement to be employed, without segregation or excessive bleeding;(b) Resistance to special exposures as required byChapter 4;(c) Conformance with strength test requirements of5.6.R5.2.1 The selected water-cementitious material ratioshould be low enough, or in the case of lightweight concrete the compressive strength high enough to satisfy both the strength criteria (see 5.3 or 5.4) and the special exposure requirements(Chapter 4). The code does not include provisions for espe-cially severe exposures, such as acids or high temperatures, andis not concerned with aesthetic considerations such as surface finishes. These items are beyond the scope of the code and should be covered specifically in the project specifications. Concrete ingredients and proportions are to be selected to meet the minimum requirements stated in the code and the additional requirements of the contract documents.5.2.2 Where different materials are to be used fordifferent portions of proposed work, each combination shall be evaluated.5.2.3 Concrete proportions shall be established inaccordance with 5.3 or, alternatively, 5.4, and shall meet applicable requirements of Chapter 4.R5.2.3 The code emphasizes the use of field experienceor laboratory trial mixtures (see 5.3) as the preferred method for selecting concrete mixture proportions.5.3 Proportioning on the basis of fieldexperience or trial mixtures, or bothR5.3 Proportioning on the basis of fieldexperience or trial mixtures, or bothIn selecting a suitable concrete mixture there are three basicsteps. The first is the determination of the sample standard deviation. The second is the determination of the required average compressive strength. The third is the selection of mixture proportions required to produce that average strength, either by conventional trial mixture procedures or by a suitable experience record. Fig. R5.3 is a flow chart out- lining the mixture selection and documentation procedure.Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MST第 122 页共 132 页 CHAPTER 559COMMENTARYFig. R5.3Flow chart for selection and documentation of concrete proportionsCopyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MSTCODECOMMENTARY60CHAPTER 5CODECOMMENTARYThe mixture selected should yield an average strength appreciably higher than the specified strength f . The degree of mixture over design depends on the variability of the test results.5.3.1 Sample standard deviationR5.3.1 Sample standard deviation Where a concrete production facility hastest records, a sample standard deviation, ss , shall be established. Test records from which ss is calculated:(a) Shall represent materials, quality control proce-When a concrete production facility has a suitable record of30 consecutive tests of similar materials and conditions expected, the sample standard deviation, ss, is calculated from those results in accordance with the following formula:dures, and conditions similar to those expected and21 2 changes in materials and proportions within the testrecords shall not have been more restricted than those for proposed work;(b) Shall represent concrete produced to meet awhere:ss=( xi x )-( n 1 )specified compressive strength or strengths within7 MPa of f ;(c) Shall consist of at least 30 consecutive tests or two groups of consecutive tests totaling at least 30 tests as defined in , except as provided in. Where a concrete production facility does not have test records meeting requirements of , but does have a record based on 15 to 29 consecutive tests, a sample standard deviation ss shall be estab- lished as the product of the calculated sample stan-ss = sample standard deviation, MPaxi = individual strength tests as defined in x= average of n strength test resultsn= number of consecutive strength testsThe sample standard deviation is used to determine the average strength required in .If two test records are used to obtain at least 30 tests, the sample standard deviation used shall be the statistical average of the values calculated from each test record in accordance with the following formula:dard deviation and modification factor of Table . ( n 1 )( s )22 1 2 + ( n2 1 )( ss 2 )ss =( n+ n 2 )To be acceptable, test records shall meet require-ments (a) and (b) of , and represent only a sin-gle record of consecutive tests that span a period of not less than 45 calendar days.where:12TABLE MODIFICATION FACTOR FORss= statistical average standard deviation wheretwo test records are used to estimate the sam- ple standard deviationSAMPLE STANDARD DEVIATION WHEN LESSTHAN 30 TESTS ARE AVAILABLEModification factor for sampless1, ss2 = sample standard deviations calculated from twotest records, 1 and 2, respectivelyn1, n2 = number of tests in each test record, respectivelyNo. of tests*standard deviationLess than 15Use table 151.16201.08251.0330 or more1.00* Interpolate for intermediate numbers of tests. Modified sample standard deviation, ss , to be used to determine required average strength, fcr , from .If less than 30, but at least 15 tests are available, the calcu-lated sample standard deviation is increased by the factor given in Table . This procedure results in a more con- servative (increased) required average strength. The factors in Table are based on the sampling distribution of the sample standard deviation and provide protection (equiva- lent to that from a record of 30 tests) against the possibility that the smaller sample underestimates the true or universe population standard deviation.-,-,-The sample standard deviation used in the calculation ofrequired average strength should be developed under condi- tions “similar to those expected” see (a). This requirement is important to ensure acceptable concrete.Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MSTCHAPTER 561CODECOMMENTARYConcrete for background tests to determine sample standard deviation is considered to be “similar” to that required if made with the same general types of ingredients under no more restrictive conditions of control over material quality and production methods than on the proposed work, and if its specified strength does not deviate more than 7 MPa from the fc required see (b). A change in the type of concrete or a major increase in the strength level may increase the sample standard deviation. Such a situation might occur with a change in type of aggregate (i.e., from natural aggregate to lightweight aggregate or vice versa) ora change from non-air-entrained concrete to air-entrained concrete. Also, there may be an increase in sample stan- dard deviation when the average strength level is raised bya significant amount, although the increment of increase in sample standard deviation should be somewhat less than directly proportional to the strength increase. When there is reasonable doubt, any estimated sample standard devia- tion used to calculate the required average strength should always be on the conservative (high) side.Note that the code uses the sample standard deviation inpounds per square inch instead of the coefficient of variation in percent. The latter is equal to the former expressed as a percent of the average strength.Even when the average strength and sample standard devia-tion are of the levels assumed, there will be occasional tests that fail to meet the acceptance criteria prescribed in (perhaps 1 test in 100).5.3.2 Required average strengthR5.3.2 Required average strength Required average compressive strengthfc used as the basis for selection of concrete propor- tions shall be determined from Table using the sample standard deviation, ss , calculated in accor- dance with or .TABLE REQUIRED AVERAGE COMPRES- SIVE STRENGTH WHEN DATA ARE AVAILABLE TO ESTABLISH A SAMPLE STANDARD DEVIATIONR Once the sample standard deviation has beendetermined, the required average compressive strength, fc ,is obtained from the larger value computed from Eq. (5-1)and (5-2) for fc of 35 MPa or less, or the larger value computed from Eq. (5-1) and (5-3) for f over 35 MPa. Equation (5-1) is based on a probability of 1-in-100 that the average of three consecutive tests may be below the speci- fied compressive strength f . Equation (5-2) is based on a similar probability that an individual test may be more than3.5 MPa below the specified compressive strength fc. Equa-Specified compressive strength,MPaRequired average compressivestrength, MPaUse the larger value computed from Eq. (5-1) and (5-2)tion (5-3) is based on the same 1-in-100 probability that anindividual test may be less than 0.90f . These equations assume that the sample standard deviation used is equal tofc 35f = f + 1.34s(5-1)the population value appropriate for an infinite or very largecrfcrccssnumber of tests. For this reason, use of sample standard = f +2.33s 3.5(5-2)Use the larger value computeddeviations estimated from records of 100 or more tests isfc 35from Eq. (5-1) and (5-3)desirable. When 30 tests are available, the probability of fail-fcr = fc + 1.34ss(5-1)ure will likely be somewhat greater than 1-in-100. The addi- = 0.90f + 2.33s(5-3)fcrcstional refinements required to achieve the 1-in-100probability are not considered necessary, because of the uncertainty inherent in assuming that conditions operating when the test record was accumulated will be similar to con- ditions when the concrete will be produced.Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MST62CHAPTER 5CODECOMMENTARY When a concrete production facility does not have field strength test records for calculation of ss meeting requirements of or , fcr shall be determined from Table and documentation of average strength shall be in accordance with requirements of 5.3.3.TABLE REQUIRED AVERAGECOMPRESSIVE STRENGTH WHEN DATA ARE NOT AVAILABLE TO ESTABLISH A SAMPLE STANDARD DEVIATIONSpecified compressivestrength, MPaRequired average compressivestrength, MPa = f + 7fc 35fcrc5.3.3 Documentation of average compressivestrengthR.5.3.3 Documentation of average compressivestrengthDocumentation that proposed concrete proportionswill produce an average compressive strength equal to or greater than required average compressive strengthf (see 5.3.2) shall consist of a field strength testrecord, several strength test records, or trial mixtures.Once the required average compressive strength fc is known, the next step is to select mixture proportions that will produce an average strength at least as great as the required average strength, and also meet special exposure requirements of Chapter 4. The documentation may consist of a strength test record, several strength test records, or suitable laboratory or field trial mixtures. Generally, if a test record is used, it will be the same one that was used for computation of the standard deviation. However, if this test record shows either lower or higher average compressive strength than the required average compressive strength, different proportions may be necessary or desirable. In such instances, the average from a record of as few as 10 tests may be used, or the proportions may be established by inter- polation between the strengths and proportions of two such records of consecutive tests. All test records for establishing proportions necessary to produce the average compressive strength are to meet the requirements of for “similar materials and conditions.” When test records are used to demon-strate that proposed concrete proportions will produce fcr (see 5.3.2), such records shall represent materials and conditions similar to those expected. Changes inmaterials, conditions, and proportions within the test records shall not have been more restricted than those for proposed work. For the purpose of documenting average strength potential, test records consisting ofFor strengths over 35 MPa where the average compressivestrength documentation is based on laboratory trial mix- tures, it may be appropriate to increase f calculated in Table to allow for a reduction in strength from labo-ratory trials to actual concrete production.Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MSTCHAPTER 563CODECOMMENTARYless than 30 but not less than 10 consecutive tests are acceptable provided test records encompass a period of time not less than 45 days. Required concrete pro- portions shall be permitted to be established by inter- polation between the strengths and proportions of two or more test records, each of which meets other requirements of this section. When an acceptable record of field testresults is not available, concrete proportions estab- lished from trial mixtures meeting the following restric- tions shall be permitted:(a) Materials shall be those for proposed work;(b) Trial mixtures having proportions and consisten-cies required for proposed work shall be made using at least three different water-cementitious materials ratios or cementitious materials contents that will produce a range of strengths encompassing f ;(c) Trial mixtures shall be designed to produce aslump within 20 mm of maximum permitted, and for air-entrained concrete, within 0.5 percent of maximum allowable air content;(d) For each water-cementitious materials ratio orcementitious materials content, at least three test cylinders for each test age shall be made and cured in accordance with “Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory”(ASTM C 192M). Cylinders shall be tested at 28 days or at test age designated for determination of fc;(e) From results of cylinder tests a curve shall beplotted showing the relationship between water- cementitious materials ratio or cementitious materials content and compressive strength at designated test age;(f) Maximum water-cementitious material ratio orminimum cementitious materials content for con- crete to be used in proposed work shall be that shown by the curve to produce f required by 5.3.2,unless a lower water-cementitious materials ratio or higher strength is required by Chapter 4.5.4 Proportioning without fieldexperience or trial mixturesR5.4 Proportioning without fieldexperience or trial mixtures5.4.1 If data required by 5.3 are not available, con-crete proportions shall be based upon other experi- ence or information, if approved by the registered design professional. The required average compres- sive strength f of concrete produced with materialsR5.4.1 When no prior experience () or trial mix-ture data () meeting the requirements of these sec- tions is available, other experience may be used only when special permission is given. Because combinations of differ- ent ingredients may vary considerably in strength level, thisCopyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MST64CHAPTER 5CODECOMMENTARYsimilar to those proposed for use shall be at least8.3 MPa greater than fc . This alternative shall not be used if f is greater than 35 MPa.5.4.2 Concrete proportioned by this section shall conform to the durability requirements of Chapter 4 and to compressive strength test criteria of 5.6.procedure is not permitted for fc greater than 35 MPa and the required average compressive strength should exceed fc by 8.3 MPa. The purpose of this provision is to allow workto continue when there is an unexpected interruption in con- crete supply and there is not sufficient time for tests and evaluation or in small structures where the cost of trial mix- ture data is not justified.5.5 Average compressive strengthreductionAs data become available during construction, it shallbe permitted to reduce the amount by which the required average concrete strength, fcr , must exceed fc, provided:(a) Thirty or more test results are available and aver-age of test results exceeds that required by , using a sample standard deviation calculated in accordance with ; or(b) Fifteen to 29 test results are available and aver-age of test results exceeds that required by using a sample standard deviation calculated in accordance with ; and(c) Special exposure requirements of Chapter 4 are met.5.6 Evaluation and acceptance of concreteR5.6 Evaluation and acceptance of concreteOnce the mixture proportions have been selected and the jobstarted, the criteria for evaluation and acceptance of the con- crete can be obtained from 5.6.An effort has been made in the code to provide a clear-cutbasis for judging the acceptability of the concrete, as well as to indicate a course of action to be followed when the results of strength tests are not satisfactory.5.6.1 Concrete shall be tested in accordance withthe requirements of 5.6.2 through 5.6.5. Qualified field testing technicians shall perform tests on fresh con- crete at the job site, prepare specimens required for curing under field conditions, prepare specimens required for testing in the laboratory, and record the temperature of the fresh concrete when preparing specimens for strength tests. Qualified laboratory technicians shall perform all required laboratory tests.R5.6.1 Laboratory and field technicians can establishqualifications by becoming certified through certification programs. Field technicians in charge of sampling concrete; testing for slump, unit weight, yield, air content, and tem- perature; and making and curing test specimens should be certified in accordance with the requirements of ACI Con- crete Field Testing TechnicianGrade 1 Certification Pro- gram, or the requirements of ASTM C 1077,5.3 or an equivalent program. Concrete testing laboratory personnel should be certified in accordance with the requirements of ACI Concrete Laboratory Testing Technician, Concrete Strength Testing Technician, or the requirements of ASTM C 1077.Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSTesting reports should be promptly distributed to the owner,registered design professional responsible for the design, contractor, appropriate subcontractors, appropriate suppli- ers, and building official to allow timely identification of either compliance or the need for corrective action.Licensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MSTCHAPTER 565CODECOMMENTARY5.6.2 Frequency of testingR5.6.2 Frequency of testing Samples for strength tests of each classof concrete placed each day shall be taken not less than once a day, nor less than once for each 110 m3 of concrete, nor less than once for each 460 m2 of sur- face area for slabs or walls.R The following three criteria establish therequired minimum sampling frequency for each class of concrete:(a) Once each day a given class is placed, nor less than(b) Once for each 110 m3 of each class placed each day,nor less than(c) Once for each 460 m2 of slab or wall surface areaplaced each day.In calculating surface area, only one side of the slab or wallshould be considered. Criteria (c) will require more frequent sampling than once for each 110 m3 placed if the average wall or slab thickness is less than 245 mm. On a given project, if total volume of con-crete is such that frequency of testing required by would provide less than five strength tests for a given class of concrete, tests shall be made from at least five randomly selected batches or from each batch if fewer than five batches are used.R Samples for strength tests are to be taken ona strictly random basis if they are to measure properly the acceptability of the concrete. To be representative, the choice of times of sampling, or the batches of concrete to be sampled, are to be made on the basis of chance alone, within the period of placement. Batches should not be sampled on the basis of appearance, convenience, or other possibly biased criteria, because the statistical analyses will lose their validity. Not more than one test (average of two cylinders made from a sam- ple, ) should be taken from a single batch, and water may not be added to the concrete after the sample is taken.ASTM D 36655.4 describes procedures for random selection of the batches to be tested. When total quantity of a given class ofconcrete is less than 38 m3, strength tests are not re- quired when evidence of satisfactory strength is sub- mitted to and approved by the building official. A strength test shall be the average of thestrengths of two cylinders made from the same sample of concrete and tested at 28 days or at test age desig- nated for determination of fc.5.6.3 Laboratory-cured specimensR5.6.3 Laboratory-cured specimens Samples for strength tests shall be takenin accordance with “Standard Practice for SamplingFreshly Mixed Concrete” (ASTM C 172). Cylinders for strength tests shall be moldedand laboratory-cured in accordance with “Standard Practice for Making and Curing Concrete Test Specimens in the Field” (ASTM C 31M) and tested in accordance with “Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens” (ASTM C 39M).Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MST66CHAPTER 5CODECOMMENTARY Strength level of an individual class ofconcrete shall be considered satisfactory if both of the following requirements are met:(a) Every arithmetic average of any three consecu- tive strength tests equals or exceeds fc;R A single set of criteria is given for acceptabilityof strength and is applicable to all concrete used in structures designed in accordance with the code, regardless of design method used. The concrete strength is considered to be satis- factory as long as averages of any three consecutive strength tests remain above the specified f and no individual strength by more than 3.5 MPa if f istest falls below the specified fcc by more than 10 percent if f (b) No individual strength test (average of two cylin-35 MPa or less, or falls below fccders) falls below fc by more than 3.5 MPa when fcis 35 MPa or less; or by more than 0.10fc when fc is more than 35 MPa.is over 35 MPa. Evaluation and acceptance of the concretecan be judged immediately as test results are received dur- ing the course of the work. Strength tests failing to meet these criteria will occur occasionally (probably about once in 100 tests) even though concrete strength and uniformity are satisfactory. Allowance should be made for such statisti- cally expected variations in deciding whether the strength level being produced is adequate. If either of the requirements of isnot met, steps shall be taken to increase the average of subsequent strength test results. Requirements of5.6.5 shall be observed if requirement of (b) isnot met.R When concrete fails to meet either of thestrength requirements of , steps should be taken to increase the average of the concrete test results. If sufficient concrete has been produced to accumulate at least 15 tests, these should be used to establish a new target average strength as described in 5.3.If fewer than 15 tests have been made on the class of concretein question, the new target strength level should be at least as great as the average level used in the initial selection of pro- portions. If the average of the available tests made on the project equals or exceeds the level used in the initial selection of proportions, a further increase in average level is required.The steps taken to increase the average level of test resultswill depend on the particular circumstances, but could include one or more of the following:(a) An increase in cementitious materials content;(b) Changes in mixture proportions;(c) Reductions in or better control of levels of slump supplied;(d) A reduction in delivery time;(e) Closer control of air content;(f) An improvement in the quality of the testing, includingstrict compliance with standard test procedures.Such changes in operating and testing procedures, orchanges in cementitious materials content, or slump should not require a formal resubmission under the procedures of5.3; however, important changes in sources of cement, aggregates, or admixtures should be accompanied by evi- dence that the average strength level will be improved.-,-,-Laboratories testing cylinders or cores to determine compli-ance with these requirements should be accredited or inspected for conformance to the requirement of ASTM C10775.3 by a recognized agency such as the American Associ-Copyright American Concrete InstituteProvided by IHS under license with ACINo reproduction or networking permitted without license from IHSLicensee=Black & Veatch/5910842100Not for Resale, 11/28/2005 18:20:15 MSTCHAPTER 567CODECOMMENTARYation for Laboratory Accreditation (A2LA), AASHTO Mate- rials Reference Laboratory (AMRL), National Voluntary Laboratory Accreditation Program (NVLAP), Cement and Concrete Reference Laboratory (CCRL), or their equivalent.5.6.4 Field-cured specimensR5.6.4 Field-cured specimens If required by the building official, resultsof strength tests of cylinders cured under field condi- tions shall be provided.R Strength tests of cylinders cured under fieldconditions may be required to check the adequacy of curing and protection of concrete in the structure. Field-cured cylinders shall be curedunder field conditions in accordance with “Practice for Making and Curing Concrete Test Specimens in the Field” (ASTM C 31M). Field-cured test cylinders shall be moldedat the same time and from the same samples as labo- ratory-cured test cylinders. Procedures for protecting and curing con-crete shall be improved when strength of field-cured

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