ASTM D5055-2013 Standard Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-Joists《确定和监控预制木制工字型木梁的结构能力的标准规范》.pdf

《ASTM D5055-2013 Standard Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-Joists《确定和监控预制木制工字型木梁的结构能力的标准规范》.pdf》由会员分享，可在线阅读，更多相关《ASTM D5055-2013 Standard Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-Joists《确定和监控预制木制工字型木梁的结构能力的标准规范》.pdf（43页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D5055 12D5055 13Standard Specification forEstablishing and Monitoring Structural Capacities ofPrefabricated Wood I-Joists1This standard is issued under the fixed designation D5055; the number immediately following the designation indicates the year oforiginal adoption or, in the case of

2、 revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 GeneralThis specification gives procedures for establishing, monitoring, and reevaluating struc

3、tural capacities ofprefabricated wood I-joists. Capacities considered are shear, reaction, moment, and stiffness. Procedures for establishing commondetails are given and certain design considerations specific to wood I-joists are itemized.1.2 Contents of the StandardAn index and brief description of

4、 the main features of this specification are given in X1.1.1.1.3 Development of the StandardThe development and intent of this specification is discussed in Appendix X1.1.4 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematicalconversio

5、ns to SI units that are provided for information only and are not considered standard.1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety and health practices a

6、nd determine the applicability of regulatorylimitations prior to use. A specific precautionary statement is given in 6.1.1.5.2. Referenced Documents2.1 ASTM Standards:2D198 Test Methods of Static Tests of Lumber in Structural SizesD245 Practice for Establishing Structural Grades and Related Allowabl

7、e Properties for Visually Graded LumberD1990 Practice for EstablishingAllowable Properties for Visually-Graded Dimension Lumber from In-Grade Tests of Full-SizeSpecimensD2559 Specification for Adhesives for Bonded Structural Wood Products for Use Under Exterior Exposure ConditionsD2915 Practice for

8、Sampling and Data-Analysis for Structural Wood and Wood-Based ProductsD4761 Test Methods for Mechanical Properties of Lumber and Wood-Base Structural MaterialD5456 Specification for Evaluation of Structural Composite Lumber ProductsD5457 Specification for Computing Reference Resistance of Wood-Based

9、 Materials and Structural Connections for Load andResistance Factor DesignD7247 Test Method for Evaluating the Shear Strength of Adhesive Bonds in Laminated Wood Products at ElevatedTemperaturesD7480 Guide for Evaluating the Attributes of a Forest Management PlanE4 Practices for Force Verification o

10、f Testing MachinesE529 Guide for Conducting Flexural Tests on Beams and Girders for Building ConstructionE699 Practice for Evaluation of Agencies Involved in Testing, Quality Assurance, and Evaluating of Building ComponentsIEEE/ASTM SI 10 Standard for Use of the International System of Units (SI): T

11、he Modern Metric System2.2 U.S. Product Standards:3PS-1 Structural PlywoodPS-2 Performance Standard for Wood-Based Structural-Use Panels1 This specification is under the jurisdiction ofASTM Committee D07 on Wood and is the direct responsibility of Subcommittee D07.02 on Lumber and Engineered WoodPro

12、ducts.Current edition approved Oct. 1, 2012April 1, 2013. Published October 2012April 2013. Originally approved in 1990. Last previous edition approved in 20112012 asD5055 11D5055 12.A. DOI: 10.1520/D5055-12.10.1520/D5055-13.2 For referencedASTM standards, visit theASTM website, www.astm.org, or con

13、tactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.3 Available from APAThe Engineered Wood Association, 7011 South 19th Street, Tacoma, WA 98466, http:/www.apawood.org; and TECO, 2902 Ter

14、ra Court, SunPrairie, WI 53590, http:/.This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM

15、recommends that users consult prior editions as appropriate. In all cases only the current versionof the standard as published by ASTM is to be considered the official document.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1PS-20 Ame

16、rican Softwood Lumber Standard2.3 Other Standards:CSA O86 Engineering Design in Wood4CSA Standards for Wood Adhesives O112 Series4CSA O121 Douglas-fir Plywood4CSA O141 Softwood Lumber4CSA O151 Canadian Softwood Plywood4CSA O325 Construction Sheathing4CSA O437.0 OSB and Waferboard4Lumber Grading Rule

17、s Approved by American Lumber Standards Committee (ALSC) or Canadian Lumber StandardsAccreditation Board (CLSAB)5SPS-1 Fingerjoined Structural Lumber6SPS-4 Fingerjointed Flange Stock Lumber, 20016ISO/IEC 17020 General Criteria for the Operation of Various Types of Bodies Performing Inspection73. Ter

18、minology3.1 Definitions:3.1.1 prefabricated wood I-joista structural member manufactured using sawn or structural composite lumber flanges andstructural panel webs, bonded together with exterior exposure adhesives, forming an “I” cross-sectional shape. These members areprimarily used as joists in fl

19、oor and roof construction.3.2 Definitions of Terms Specific to This Standard:3.2.1 capacity (or structural capacity)the numeric result of certain calculations specified in this specification.3.2.2 design valuethe numeric value claimed by the manufacturer as appropriate for use in structural analysis

20、.NOTE 1A brief discussion of this issue is found in X1.9.3.2.3 structural composite lumbera composite of wood elements (for example, wood strands, strips, veneer sheets, or acombination thereof), bonded with an exterior grade adhesive and intended for structural use in dry service conditions.4. Desi

21、gn Considerations4.1 Design Value Adjustments:4.1.1 Duration of LoadWith the exception of reaction design values limited by compression perpendicular to grain,prefabricated wood I-joists shall be designed using the strength adjustment for load duration used in sawn lumber. This adjustmentis determin

22、ed in accordance with the section on Duration of Load Under Modification of Allowable Properties for Design Use inPractice D245.4.1.2 Repetitive MembersThe repetitive member factor for prefabricated I-joists shall be taken as 1.0.NOTE 2Committee D07 chose to reduce the repetitive member factor to un

23、ity primarily for purposes of design simplicity.Adiscussion of this decisionis given in Appendix X1.4.1.3 TreatmentsSome pressure treatments affect material strength and the quality of prefabricated wood I-joists. TreatedI-joists shall not be used without evaluation of such effects.4.1.4 Environment

24、The capacities developed in this specification are applicable to joists used under dry conditions such as inmost covered structures. Appropriate adjustments for uses in other environments shall be made.4.2 Shear Design:4.2.1 Neglecting loads within a distance from the support equal to the depth of t

25、he member shall not be permitted.4.2.2 Adjustments to the shear design value near the support or at locations of continuity or where reinforcements are providedmust be substantiated by independent testing to the general intended criteria for shear capacity herein.5. Materials5.1 GeneralThe following

26、 I-joist components meet the definition of a biobased product in accordance with 3.3.1 of GuideD7480:5.1.1 Lumber flange materials complying with USDOC PS-20, CSA O141, NLGA SPS-1, or NLGA SPS-4.5.1.2 Structural composite lumber flange materials complying with Specification D5456.5.1.3 Web materials

27、 complying with USDOC PS-1, USDOC PS-2, CSA O121, CSA O151, CSA O325, or CSA O437.0.4 Available from Canadian Standards Association (CSA), 5060 Spectrum Way, Mississauga, ON L4W 5N6, Canada, http:/www.csa.ca.5 Available from American Lumber Standard Committee (ALSC), P.O. Box 210, Germantown, MD 208

28、74, http:/www.alsc.org; and Canadian Lumber StandardsAccreditation Board (CLSAB), 960 Quayside Drive, Suite 406, New Westminster, BC V3M 6G2, Canada, http:/www.clsab.ca.6 Available from National Lumber Grades Authority (NLGA), 302960 Quayside Drive, New Westminster, BC V3M 6G2, Canada, http:/www.nlg

29、a.org.7 Available from International Organization for Standardization (ISO), 1, ch. de la Voie-Creuse, CP 56, CH-1211 Geneva 20, Switzerland, http:/www.iso.org.D5055 1325.2 Flange Stock:5.2.1 All flange material shall conform to the requirements of 6.4. In addition, when the flange material is struc

30、tural compositelumber, the following properties shall be determined in accordance with Specification D5456: modulus of elasticity (flat or edge,depending on flange orientation in the I-joist), compression (parallel and perpendicular to grain), and nail design values.5.2.2 End joints in purchased fla

31、nge stock are permitted provided such joints conform to the general intent and Section 10 ofthis specification.5.3 Web MaterialPanels shall conform to manufacturing or performance standards recognized by the applicable governingcode. Examples are PS-1 (or CSA O151) and PS-2 (or CSA O325). In additio

32、n, all panels shall meet the equivalent of ExposureI requirements as specified in PS-1 or PS-2.5.4 AdhesivesAdhesives used to bond together components of the finished product shall conform to the requirements inSpecification D2559 (or, in Canada, shall conform to an appropriate standard from the CSA

33、 Standards for Wood Adhesives, O112Series, stipulated in CSA O86). In addition, adhesives used for web-to-web, web-to-flange, and flange-to-flange joints shall bequalified for heat durability performance in accordance with 5.4.3. Appendix X3 gives additional information and standards thatshall be co

34、nsidered when qualifying adhesives and adhesive-bonded materials.NOTE 3Heat durable performance implies that a bonded joint will exhibit similar material resistance to solid wood in an elevated temperatureenvironment where the wood material surrounding the joint does not provide thermal protection.5

35、.4.1 Adhesives and binder systems used in the fabrication of Structural Composite Lumber products shall be evaluated inaccordance with Specification D5456.5.4.2 Adhesives and binder systems used in the fabrication of panel products used as a web shall be evaluated in accordancewith PS-2 (or, in Cana

36、da, CSA O325) with the Exposure 1 classification.5.4.3 AdhesivesHeat durability:5.4.3.1 Adhesives used for web-to-web, web-to-flange, and flange-to-flange joints shall be qualified for heat durabilityperformance through testing in accordance with Test Method D7247. The test temperature and heat expo

37、sure duration forspecimens tested at elevated temperature (7.2 of Test Method D7247) shall meet the requirements of Items 1, 2, 3, and 34 below.(1) The solid wood control specimen and both pieces of the bonded specimen shall be prepared from the same commercialspecies group of Douglas Fir, Southern

38、Pine, or the predominate commercial species group used in the flange. The adhesiveformulation used in the test shall be the same as the adhesive formulation used in the production process.(2) For the bonded specimens, the minimum target bondline temperature shall be 428F (220C). For the matched soli

39、d woodcontrol specimens, the minimum target temperature at the shear plane shall be 428F (220C).(3) The minimum target temperatures of Item 12 shall be maintained for a minimum of 10 min or until achieving a residualstrength ratio for the solid wood control specimens of 30 6 10 %, whichever is longe

40、r.(4) Block shear testing shall be conducted immediately after removal from the oven such that the specimen bondline or shearplane temperature does not drop more than 9F (5C) after leaving the oven and prior to failure. This provision is satisfied whenthe time interval from the removal of the specim

41、en from the oven to the failure of the block shear specimen does not exceed 60s for each specimen tested and the room temperature of the test laboratory at the time of testing is not less than 60F (15.5C).5.4.3.2 For adhesives tested in accordance with 5.4.3.1, the residual shear strength ratio for

42、the bonded specimens, as calculatedin accordance with Test Method D7247, shall be equal to or higher than the lower 95 % confidence interval on the mean residualshear strength ratio for the solid wood control specimens.6. Qualification6.1 GeneralThis section describes procedures, both empirical and

43、analytic, for initial qualification of the structural capacitiesof prefabricated wood I-joists. Qualification is required for certain common details of I-joist application since they often influencestructural capacities. All capacities are to be reported with three significant digits. Any time signi

44、ficant changes in joist orapplication details, manufacturing processes or material specifications occur, qualification is required, as for a new manufactureror product line.6.1.1 TestingQualification tests shall be conducted or witnessed by a qualified agency as defined in 8.1. All test results are

45、tobe certified by the qualified agency.6.1.1.1 Sample SizeThe number of specimens specified in 6.2, 6.3, 6.4, 6.5, and 6.6 are minimums. The producer wishing toevaluate the validity of the sample size will find a procedure in 4.7 of Practice D2915.6.1.1.2 Test SpecimensMaterials and fabrication proc

46、edures of test specimens shall be as typical of intended production as canbe obtained at the time of manufacturing qualification specimens. Minimum specimen temperature at the time of test shall be 40F(4C). Specimens shall be tested at the as-received moisture content.NOTE 4It is desirable to conduc

47、t preliminary tests to aid the selection of representative specimens.6.1.1.3 Test AccuracyTests in accordance with this specification are to be conducted in a machine or apparatus calibrated inaccordance with Practices E4 except that the percentage error shall not exceed 62.0.6.1.1.4 Test MethodsMet

48、hods generally applicable to the full-section joist tests required herein are in Guide E529, with thefollowing exceptions: (1) the methods are applicable to both qualification and quality control, (2) load rate shall be as specifiedD5055 133in the following sections, and (3) delays between load incr

49、ements are not required. Required tension and compression tests shallbe substantially in accordance with Test Methods D198 or Test Methods D4761 with load rates as specified in the followingsections. All test report formats and content shall be in keeping with the intended use of the results and be agreed upon by allinvolved parties prior to the test.6.1.1.5 Test SafetyAll full-scale structural tests are potentially hazardous and appropriate safety precautions must be observedat all times. One particular concern is