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ASTM E489-92(1997)

(Test Method)

Standard Test Method for Tensile Strength Properties of Metal Connector Plates (Withdrawn 2005)

Standard Test Method for Tensile Strength Properties of Metal Connector Plates (Withdrawn 2005)

SCOPE
1.1 This test method provides a basic procedure for evaluating the tensile strength properties of the net section of finished metal connector plates.
1.2 This test method serves as a basis for determining the comparative performance of different types and sizes of metal connector plates in tension.
1.3 A companion test method, Test Method E767, covers the performances tests on these plates in shear.
1.4 Method D1761 covers the performance of the teeth and nails in wood members during the use of metal connector plates (see Note 1).  Note 1-The maximum design load in tension, an indication of the effectiveness of the net cross section of the perforated metal connector plate, is not necessarily a criterion of the effectiveness of the plate in transmitting the load from wood member to wood member, since that property is influenced by a number of factors, including the effectiveness of the nails or that of the integral plate projections, or a combination thereof, used in the wood species under consideration, and tested in accordance with Method D1761.
1.5 This test method does not provide for the corrosion testing of metal connector plates exposed to long-term adverse environmental conditions where plate deterioration occurs as a result of exposure. Under such conditions, special provisions shall be introduced for the testing for corrosion resistance.
1.6 This standard does not purport to address all of the safety problems, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.
WITHDRAWN RATIONALE
This test method provides a basic procedure for evaluating the tensile strength properties of the net section of finished metal connector plates.
Formerly under the jurisdiction of Committee E06 on Performance of Buildings, this test method was withdrawn in March 2005. This standard is being withdrawn due to a lack of support for continued use.

General Information

Status
Withdrawn
Publication Date
09-Feb-1997
Withdrawal Date
15-Mar-2005
ICS
77.040.10 - Mechanical testing of metals
Technical Committee
E06 - Performance of Buildings
Drafting Committee
E06.13 - Structural Performance of Connections in Building Construction
Current Stage
Ref Project

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ASTM E489-92(1997) - Standard Test Method for Tensile Strength Properties of Metal Connector Plates (Withdrawn 2005)ASTM E489-92(1997) - Standard Test Method for Tensile Strength Properties of Metal Connector Plates (Withdrawn 2005)
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ASTM E489-92(1997) - Standard Test Method for Tensile Strength Properties of Metal Connector Plates (Withdrawn 2005)
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation:E489–92(Reapproved 1997)
Standard Test Method for
Tensile Strength Properties of Metal Connector Plates
This standard is issued under the fixed designation E 489; 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 (e) indicates an editorial change since the last revision or reapproval.
INTRODUCTION
The use of prepunched metal connector plates with and without integral projecting teeth as well as
solid metal connector plates, usually fabricated from structural quality sheet coils, such as described
in Specification A 446/A 446M, to fasten wood members together, is a widely accepted practice. In
many applications, these plates must resist tensile forces. During manufacture and subsequent loading
of these plates, stress concentrations develop around holes that were punched (or drilled) during
manufacture or during fabrication of the connection. These stress concentrations limit the accuracy of
strength predictions based solely on metal and net-section properties. This test method provides a
simple alternative to the development of complex analytical models required to deal with these stress
concentrations.
If a section taken through the width of a metal connector plate differs in geometric character from
a section through its length, the strength ratio of this plate is a function of its orientation. If this is the
case,theplateshallbeevaluatedfornetsectionacrossitslengthaswellasitswidthunderthemethods
presented here. However, if a plate is identical in both directions, only testing across its width shall
be necessary and the resulting strength ratio is applicable to both orientations of the plate.
1. Scope * environmental conditions where plate deterioration occurs as a
result of exposure. Under such conditions, special provisions
1.1 This test method provides a basic procedure for evalu-
shall be introduced for the testing for corrosion resistance.
ating the tensile strength properties of the net section of
1.6 This standard does not purport to address all of the
finished metal connector plates.
safety concerns, if any, associated with its use. It is the
1.2 This test method serves as a basis for determining the
responsibility of the user of this standard to establish appro-
comparative performance of different types and sizes of metal
priate safety and health practices and determine the applica-
connector plates in tension.
bility of regulatory limitations prior to use.
1.3 A companion test method, Test Method E 767, covers
the performances tests on these plates in shear.
2. Referenced Documents
1.4 TestMethodsD 1761covertheperformanceoftheteeth
2.1 ASTM Standards:
and nails in wood members during the use of metal connector
A 446/A 446M Specification for Steel Sheet, Zinc-Coated
plates (see Note 1).
(Galvanized)bytheHot-DipProcess,Structural(Physical)
NOTE 1—The maximum design load in tension, an indication of the
Quality
effectiveness of the net cross section of the perforated metal connector
A 525 Specification for General Requirements for Steel
plate, is not necessarily a criterion of the effectiveness of the plate in
Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process
transmitting the load from wood member to wood member, since that
A 591/A 591M Specification for Steel Sheet, Electrolytic
property is influenced by a number of factors, including the effectiveness
Zinc-Coated, for Light Coating Mass Applications
of the nails or that of the integral plate projections, or a combination
thereof, used in the wood species under consideration, and tested in D 1761 Test Methods for Mechanical Fasteners in Wood
accordance with Test Methods D 1761.
E 4 Practices for Force Verification of Testing Machines
E 8 TestMethodsforTensionTestingofMetallicMaterials
1.5 This test method does not provide for the corrosion
E 575 Practice for Reporting Data from Structural Tests of
testing of metal connector plates exposed to long-term adverse
1 2
This test method is under the jurisdiction of ASTM Committee E-6 on Discontinued; see 1994 Annual Book of ASTM Standards, Vol 01.06. Replaced
Performance of Buildings and is the direct responsibility of Subcommittee E06.13 by A653.
on Structural Performance of Connections in Building Construction. Annual Book of ASTM Standards, Vol 01.06.
Current edition approved Oct. 15, 1992. Published December 1992. Originally Annual Book of ASTM Standards, Vol 04.10.
published as E 489 – 73. Last previous edition E 489 – 81 (1987). Annual Book of ASTM Standards, Vol 03.01.
*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.
E489
Building Constructions, Elements, Connections, and As-
semblies
E 631 Terminology of Building Constructions
E 767 Test Method for Shear Strength Properties of Metal
Connector Plates
F 680 Test Methods for Nails
3. Terminology
3.1 Definitions—For general definitions of terms used in
this test method, see Terminology E 631.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 gross cross-sectional connector plate area—cross-
sectional area of metal connector plate determined by multi-
plying gross thickness of plate (see 9.3) by gross dimension of
plate perpendicular to direction of load application.
3.2.2 length of metal connector plate—dimension of metal
connector plate parallel to longitudinal axis of coiled metal
stripfromwhichplatewasshearedduringplatefabrication(see
Figs. 1 and 2).
3.2.3 metal connector plate—in the context of this test
method and with reference to coiled strips of structural quality
sheet metal from which metal connector plates are manufac-
tured, finished (coated, galvanized) metal connector plate with
or without integral plate projections or nail holes, or a
combination of both, with projections sheared from a solid
plate during its fabrication and projecting from the plate in a
single direction or both directions perpendicular to the plate
surface area; plate of specified thickness (gage), usually
including the following as well as intermediate thicknesses, to
which appropriate tolerances apply:
Washburn and Specification A 525
Moen (Table 17)
mm in. Steel Gage Galvanized Sheet, in.
0.9 0.035 20 0.0396
1.0 0.041 19 0.0456
NOTE 1—Metal connector plate failure will not necessarily occur along
1.2 0.047 18 0.0516
1.4 0.054 17 0.0575 the dashed line, which indicates the separation of the butted wood
1.6 0.063 16 0.0635
members.
1.8 0.072 15 0.0710
FIG. 1 Metal Connector Plate—Width Perpendicular to Grain of
2.0 0.080 14 0.0785
Wood Member
Produced in various sizes, that is, lengths and widths; and
designedtoconnectwoodmembersandtotransmitforcesfrom
3.2.6 plate—in context of this test method, metal connector
one wood member (or section) to another member (or section).
plate.
Othercommontermsincludeplate,trussplate,andmetalplate,
3.2.7 plate hole—opening in metal connector plate, result-
but preferably termed metal connector plate.
ing from shearing integral plate projections during plate
3.2.4 nail hole—round perforation in metal connector plate
fabrication (see nail hole).
through which a nail can be driven to fasten plate to wood
3.2.8 solid metal-coupon control specimen—solid metal
member (or section) and to transmit shear loads; providing
connector plate sample (see Fig. 3) of same material as metal
predetermined location for appropriately locating nail to be
connector plate under scrutiny; of dimensions meeting the
driven (see plate hole).
requirements of Test Methods E 8; without nail and plate holes
3.2.5 nail-on plate—solid or prepunched (or predrilled)
or integral plate projections.
metal connector plate of specified thickness (gage), manufac-
3.2.9 strength ratio—ratio of ultimate tensile strength of
tured to various sizes, that is, lengths and widths, designed to
metal connector plate to ultimate tensile strength of matched
be fastened with nails (or staples) to wood members and to
solid metal-coupon control specimen of same size; also called
transmit forces from one wood member (or section) to another
effectiveness ratio and efficiency ratio.
member (or section).
3.2.10 tooth—in context of this test method, integral pro-
jection of metal connector plate formed in direction perpen-
dicular to plate surface during stamping process; also called
Annual Book of ASTM Standards, Vol 04.07.
Annual Book of ASTM Standards, Vol 15.08. prong, barb, plug, and nail.
E489
initially constant (linear) rate of deformation increases faster
than the rate of force application; that is, when a material,
member, component, or assembly exhibits a specified limited
deviation from the initial proportionality of stress to strain.
When the initial rate of force application is nonlinear, an
agreed on convention shall apply.
3.3 Symbols: Specific to This Standard:
3.3.1 A + A —gross cross-sectional area (width 3 gross
1 2
thickness) of both plates on opposite sides of test specimen.
3.3.2 A—base-metal cross-sectional area (width 3 base-
t
metal thickness) of solid metal-coupon control specimen.
3.3.3 F—ultimate tensile stress resisted by test specimen.
3.3.4 F—ultimate tensile stress resisted by solid metal-
t
coupon control specimen.
3.3.5 P—ultimate tensile force resisted by test specimen.
3.3.6 R—tensile strength ratio for each test specimen.
3.3.7 T—ultimate tensile force resisted by solid metal-
coupon control specimen.
4. Summary of Test Method
4.1 This test method provides procedures for (1) tension
tests of metal connector plates, (2) tension tests of solid
metal-coupon control specimens of the same material used in
the manufacture of the metal connector plates, and (3)a
comparison of the metal connector plates with the control
specimens in terms of effectiveness.
FIG. 2 Metal Connector Plate—Length Perpendicular to Grain of
5. Significance and Use
Wood Member
5.1 The resistance of a metal connector plate to tensile
forces is one measure of its ability to fasten wood members
3.2.11 test specimen—in context of this test method, con-
together, where tensile forces must be transferred through the
nection to be tested, fabricated by connecting two butted wood
metalconnectorplatesfromonemembertoanother.Disregard-
members with metal connector plates placed symmetrically at
ingtheeffectsofanyplateprojections,separatelyappliednails,
opposite sides along the ends of the butted wood members.
and the wood members, the following factors affecting the
3.2.12 truss plate—see metal connector plate. tensile performance of a metal connector plate shall be
3.2.13 typical metal connector plate—in context of this test
considered when using this test method: length, width, and
method, metal connector plate representative of single ship- thickness of plate; location, spacing, orientation, size, and
ment of plate to be tested, with plate manufacturing procedure
shape of holes in plate; edge and end distances of holes in
used simulating actual conditions encountered during plate plate;stressconcentrationsaroundperforationsandprojections
fabrication as well as simulating actual conditions encountered
of plate; and basic properties of plate metal. In the case of
during member and component assembly. nail-on plates, their performance is also influenced by the type,
3.2.14 ultimate stress—maximum resistance to internal
size, quantity, and quality of the nails used for load transfer as
force developed by application of external force or load that a well as the method of installing the plates and their fasteners.
material, member, component, or assembly can withstand
6. Apparatus
without failure; expressed in terms of unit of force per unit of
cross area, MPa (lbf/in. , psi), even if this area is infinitesi- 6.1 Testing Machine—A testing machine capable of apply-
mally small. See yield stress.
ing tensile loads, at a specific rate, having an accuracy of 6
3.2.15 width of metal connector plate—dimension of metal 1 % of the applied load, and calibrated in accordance with
connector plate perpendicular to longitudinal axis of coiled
Practices E 4.
metal strip from which plate was sheared during its fabrication 6.2 Grips—Self-centering gripping devices for each speci-
(see Figs. 1 and 2).
men end. These grips shall permit accurate specimen position-
3.2.16 wood member—incontextofthistestmethodsection ing, uniform axial load application, and complete rotational
of lumber to be connected to similar section of lumber with
freedom, and shall safely hold the specimen during the test and
metal connector plates placed symmetrically on opposite sides after failure has occurred.
across butted member ends (see Figs. 1 and 2).
7. Test Material
3.2.17 yield stress—resistance to internal force developed
by application of external force or load, expressed in terms of 7.1 Metal Connector Plates—The metal connector plates
unitofforceperunitofarea,MPa(lbf/in. ,psi),thatamaterial, shall be typical of production and shall be manufactured in
member, component, or assembly can withstand when the accordance with the design and of materials specified by the
E489
FIG. 3 Solid Metal-Coupon Control Specimen (for Dimensions, see Test Methods E8)
platemanufacturer.Thecoilmetalusedforproductionofmetal 9. Test Specimen
connector plates shall meet minimum specified grade proper-
9.1 Plates—Theplatesshallbeofsufficientlengthtoinduce
ties, including the elongation for a 50-mm (2.0-in.) gage length
a tearing or tensile failure in the plates, rather than a with-
to be at least 16 % for specified Grade C steel with minimum
drawal failure of the teeth in the plate-wood interface. Alter-
275-MPa (40-ksi) yield point and a minimum 380-MPa (55-
natively,clamptheplatesaminimumof50mm(2in.)fromthe
ksi) ultimate tensile stress in accordance with Specification
member ends, or otherwise firmly fasten, to prevent tooth
A 446/A 446M.
withdrawal, provided such clamping or fastening does not
7.2 Solid Metal-Coupon Control Specimens—The solid
affect the tensile resistance of the plates. The connection
metal-coupon control specimens shall originate from the same
dimensions shall be sufficient in size for the plates not to
coil from which the metal connector plates were fabricated.
extendbeyondthesidesofthewoodmembers,andofsuchsize
7.3 Wood Members—The wood members of the connection
not to result in failure of the wood members.
shall be of such density and moisture content to ensure that
9.1.1 Net Section Normal to Plate Length—Firmly embed
failure occurs in the metal connector plates
...

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SIGNIFICANCE AND USE
5.1 Fracture toughness is expressed in terms of an elastic-plastic stress-intensity factor, KJc, that is derived from the J-integral calculated at fracture.  
5.2 Ferritic steels are microscopically inhomogeneous with respect to the orientation of individual grains. Also, grain boundaries have properties distinct from those of the grains. Both contain carbides or nonmetallic inclusions that can act as nucleation sites for cleavage microcracks. The random location of such nucleation sites with respect to the position of the crack front manifests itself as variability of the associated fracture toughness (13). This results in a distribution of fracture toughness values that is amenable to characterization using the statistical methods in this test method.  
5.3 The statistical methods in this test method assume that the data set represents a macroscopically homogeneous material, such that the test material has both the uniform tensile and toughness properties. The fracture toughness evaluation of nonuniform materials is not amenable to the statistical analysis procedures employed in this test method. For example, multi-pass weldments can create heat-affected and brittle zones with localized properties that are quite different from either the bulk or weld materials. Thick-section steels also often exhibit some variation in properties near the surfaces. Metallographic analysis can be used to identify possible nonuniform regions in a material. These regions can then be evaluated through mechanical testing such as hardness, microhardness, and tensile testing for comparison with the bulk material. It is also advisable to measure the toughness properties of these nonuniform regions distinctly from the bulk material. Section 10.6 provides a screening criterion to assess whether the data set may not be representative of a macroscopically homogeneous material, and therefore, may not be amenable to the statistical analysis procedures employed in this test method. If the data ...
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1.1 This test method covers the determination of a reference temperature, T0, which characterizes the fracture toughness of ferritic steels that experience onset of cleavage cracking at elastic, or elastic-plastic KJc instabilities, or both. The specific types of ferritic steels (3.2.2) covered are those with yield strengths ranging from 275 MPa to 825 MPa (40 ksi to 120 ksi) and weld metals, after stress-relief annealing, that have 10 % or less strength mismatch relative to that of the base metal.  
1.2 The specimens covered are fatigue precracked single-edge notched bend bars, SE(B), and standard or disk-shaped compact tension specimens, C(T) or DC(T). A range of specimen sizes with proportional dimensions is recommended. The dimension on which the proportionality is based is specimen thickness.  
1.3 Median KJc values tend to vary with the specimen type at a given test temperature, presumably due to constraint differences among the allowable test specimens in 1.2. The degree of KJc variability among specimen types is analytically predicted to be a function of the material flow properties (1)2 and decreases with increasing strain hardening capacity for a given yield strength material. This KJc dependency ultimately leads to discrepancies in calculated T0 values as a function of specimen type for the same material. T0 values obtained from C(T) specimens are expected to be higher than T0 values obtained from SE(B) specimens. Best estimate comparisons of several materials indicate that the average difference between C(T) and SE(B)-derived T0 values is approximately 10°C (2). C(T) and SE(B) T0 differences up to 15 °C have also been recorded (3). However, comparisons of individual, small datasets may not necessarily reveal this average trend. Datasets which contain both C(T) and SE(B) specimens may generate T0 results which fall between the T0 values calculated using solely C(T) or SE(B) specimens. It is therefore strongl...

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ASTM
ASTM E740/E740M-23(Practice)
Standard Practice for Fracture Testing with Surface-Crack Tension Specimens

SIGNIFICANCE AND USE
4.1 The surface-crack tension (SCT) test is used to estimate the load-carrying capacity of simple sheet- or plate-like structural components having a type of flaw likely to occur in service. The test is also used for research purposes to investigate failure mechanisms of cracks under service conditions.  
4.2 The residual strength of an SCT specimen is a function of the crack depth and length and the specimen thickness as well as the characteristics of the material. This relationship is extremely complex and cannot be completely described or characterized at present.  
4.2.1 The results of the SCT test are suitable for direct application to design only when the service conditions exactly parallel the test conditions. Some methods for further analysis are suggested in Appendix X1.  
4.3 In order that SCT test data can be comparable and reproducible and can be correlated among laboratories, it is essential that uniform SCT testing practices be established.  
4.4 The specimen configuration, preparation, and instrumentation described in this practice are generally suitable for cyclic- or sustained-force testing as well. However, certain constraints are peculiar to each of these tests. These are beyond the scope of this practice but are discussed in Ref. (1).
SCOPE
1.1 This practice covers the design, preparation, and testing of surface-crack tension (SCT) specimens. It relates specifically to testing under continuously increasing force and excludes cyclic and sustained loadings. The quantity determined is the residual strength of a specimen having a semielliptical or circular-segment fatigue crack in one surface. This value depends on the crack dimensions and the specimen thickness as well as the characteristics of the material.  
1.2 Metallic materials that can be tested are not limited by strength, thickness, or toughness. However, tests of thick specimens of tough materials may require a tension test machine of extremely high capacity. The applicability of this practice to nonmetallic materials has not been determined.  
1.3 This practice is limited to specimens having a uniform rectangular cross section in the test section. The test section width and length must be large with respect to the crack length. Crack depth and length should be chosen to suit the ultimate purpose of the test.  
1.4 Residual strength may depend strongly upon temperature within a certain range depending upon the characteristics of the material. This practice is suitable for tests at any appropriate temperature.  
1.5 Residual strength is believed to be relatively insensitive to loading rate within the range normally used in conventional tension tests. When very low or very high rates of loading are expected in service, the effect of loading rate should be investigated using special procedures that are beyond the scope of this practice.  
Note 1: Further information on background and need for this type of test is given in the report of ASTM Task Group E24.01.05 on Part-Through-Crack Testing (1).2  
1.6 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.  
1.7 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.  
1.8 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 T...

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ASTM
ASTM E647-23b(Test Method)
Standard Test Method for Measurement of Fatigue Crack Growth Rates

SIGNIFICANCE AND USE
5.1 Fatigue crack growth rate expressed as a function of crack-tip stress-intensity factor range, da/dN versus ΔK, characterizes a material's resistance to stable crack extension under cyclic loading. Background information on the ration-ale for employing linear elastic fracture mechanics to analyze fatigue crack growth rate data is given in Refs (3) and (4).  
5.1.1 In innocuous (inert) environments fatigue crack growth rates are primarily a function of ΔK and force ratio, R, or Kmax and R (Note 1). Temperature and aggressive environments can significantly affect da/dN versus ΔK, and in many cases accentuate R-effects and introduce effects of other loading variables such as cycle frequency and waveform. Attention needs to be given to the proper selection and control of these variables in research studies and in the generation of design data.
Note 1: ΔK, Kmax, and R are not independent of each other. Specification of any two of these variables is sufficient to define the loading condition. It is customary to specify one of the stress-intensity parameters (ΔK or Kmax) along with the force ratio, R.  
5.1.2 Expressing da/dN as a function of ΔK provides results that are independent of planar geometry, thus enabling exchange and comparison of data obtained from a variety of specimen configurations and loading conditions. Moreover, this feature enables da/dN versus ΔK data to be utilized in the design and evaluation of engineering structures. The concept of similitude is assumed, which implies that cracks of differing lengths subjected to the same nominal ΔK will advance by equal increments of crack extension per cycle.  
5.1.3 Fatigue crack growth rate data are not always geometry-independent in the strict sense since thickness effects sometimes occur. However, data on the influence of thickness on fatigue crack growth rate are mixed. Fatigue crack growth rates over a wide range of ΔK have been reported to either increase, decrease, or remain unaffected as specimen...
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1.1 This test method2 covers the determination of fatigue crack growth rates from near-threshold (see region I in Fig. 1) to Kmax  controlled instability (see region III in Fig. 1.) Results are expressed in terms of the crack-tip stress-intensity factor range (ΔK), defined by the theory of linear elasticity.  
1.9 Special requirements for the various specimen configurations appear in the following order:
The Compact Specimen  
Annex A1  
The Middle Tension Specimen  
Annex A2  
The Eccentrically-Loaded Single Edge Crack Tension Specimen  
Annex A3  
1.10 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.  
1.11 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.

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ASTM
ASTM E1457-23e1(Test Method)
Standard Test Method for Measurement of Creep Crack Growth Times in Metals

SIGNIFICANCE AND USE
6.1 Creep crack growth rate expressed as a function of the steady state C* or K characterizes the resistance of a material to crack growth under conditions of extensive creep deformation or under brittle creep conditions. Background information on the rationale for employing the fracture mechanics approach in the analyses of creep crack growth data is given in (11, 13, 30-35).  
6.2 Aggressive environments at high temperatures can significantly affect the creep crack growth behavior. Attention must be given to the proper selection and control of temperature and environment in research studies and in generation of design data.  
6.2.1 Expressing CCI time, t0.2 and CCG rate, da/dt as a function of an appropriate fracture mechanics related parameter generally provides results that are independent of specimen size and planar geometry for the same stress state at the crack tip for the range of geometries and sizes presented in this document (see Annex A1). Thus, the appropriate correlation will enable exchange and comparison of data obtained from a variety of specimen configurations and loading conditions. Moreover, this feature enables creep crack growth data to be utilized in the design and evaluation of engineering structures operated at elevated temperatures where creep deformation is a concern. The concept of similitude is assumed, implying that cracks of differing sizes subjected to the same nominal C*(t), Ct, or K will advance by equal increments of crack extension per unit time, provided the conditions for the validity for the specific crack growth rate relating parameter are met. See 11.7 for details.  
6.2.2 The effects of crack tip constraint arising from variations in specimen size, geometry and material ductility can influence t0.2 and da/dt. For example, crack growth rates at the same value of C*(t), Ct in creep-ductile materials generally increases with increasing thickness. It is therefore necessary to keep the component dimensions in mind when selecti...
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1.1 This test method covers the determination of creep crack initiation (CCI) and creep crack growth (CCG) in metals at elevated temperatures using pre-cracked specimens subjected to static or quasi-static loading conditions. The solutions presented in this test method are validated for base material (that is, homogenous properties) and mixed base/weld material with inhomogeneous microstructures and creep properties. The CCI time, t0.2, which is the time required to reach an initial crack extension of δai = 0.2 mm to occur from the onset of first applied force, and CCG rate, a˙  or da/dt are expressed in terms of the magnitude of creep crack growth correlated by fracture mechanics parameters, C* or K, with C* defined as the steady state determination of the crack tip stresses derived in principal from C*(t) and Ct   (1-17).2 The crack growth derived in this manner is identified as a material property which can be used in modeling and life assessment methods (17-28).  
1.1.1 The choice of the crack growth correlating parameter C*, C*(t), Ct, or K depends on the material creep properties, geometry and size of the specimen. Two types of material behavior are generally observed during creep crack growth tests; creep-ductile (1-17) and creep-brittle (29-44). In creep ductile materials, where creep strains dominate and creep crack growth is accompanied by substantial time-dependent creep strains at the crack tip, the crack growth rate is correlated by the steady state definitions of Ct or C*(t) , defined as C* (see 1.1.4). In creep-brittle materials, creep crack growth occurs at low creep ductility. Consequently, the time-dependent creep strains are comparable to or dominated by accompanying elastic strains local to the crack tip. Under such steady state creep-brittle conditions, Ct or K could be chosen as the correlating parameter (8-14).  
1.1.2 In any one test, two regions of crack growth behavior may be present (12, 13)....

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ASTM
ASTM E1221-23(Test Method)
Standard Test Method for Determining Plane-Strain Crack-Arrest Fracture Toughness, KIa, of Ferritic Steels

SIGNIFICANCE AND USE
5.1 In structures containing gradients in either toughness or stress, a crack may initiate in a region of either low toughness or high stress, or both, and arrest in another region of either higher toughness or lower stress, or both. The value of the stress intensity factor during the short time interval in which a fast-running crack arrests is a measure of the ability of the material to arrest such a crack. Values of the stress intensity factor of this kind, which are determined using dynamic methods of analysis, provide a value for the crack-arrest fracture toughness which will be termed KA  in this discussion. Static methods of analysis, which are much less complex, can often be used to determine K at a short time (1 to 2 ms) after crack arrest. The estimate of the crack-arrest fracture toughness obtained in this fashion is termed K a. When macroscopic dynamic effects are relatively small, the difference between KA  and Ka  is also small (1-4). For cracks propagating under conditions of crack-front plane-strain, in situations where the dynamic effects are also known to be small, KIa  determinations using laboratory-sized specimens have been used successfully to estimate whether, and at what point, a crack will arrest in a structure (5, 6). Depending upon component design, loading compliance, and the crack jump length, a dynamic analysis of a fast-running crack propagation event may be necessary in order to predict whether crack arrest will occur and the arrest position. In such cases, values of K Ia  determined by this test method can be used to identify those values of K below which the crack speed is zero. More details on the use of dynamic analyses can be found in Ref (4).  
5.2 This test method can serve at least the following additional purposes:  
5.2.1 In materials research and development, to establish in quantitative terms significant to service performance, the effects of metallurgical variables (such as composition or heat treatment) or fabrication o...
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1.1 This test method employs a side-grooved, crack-line-wedge-loaded specimen to obtain a rapid run-arrest segment of flat-tensile separation with a nearly straight crack front. This test method provides a static analysis determination of the stress intensity factor at a short time after crack arrest. The estimate is denoted Ka. When certain size requirements are met, the test result provides an estimate, termed KIa, of the plane-strain crack-arrest toughness of the material.  
1.2 The specimen size requirements, discussed later, provide for in-plane dimensions large enough to allow the specimen to be modeled by linear elastic analysis. For conditions of plane-strain, a minimum specimen thickness is also required. Both requirements depend upon the crack arrest toughness and the yield strength of the material. A range of specimen sizes may therefore be needed, as specified in this test method.  
1.3 If the specimen does not exhibit rapid crack propagation and arrest, Ka  cannot be determined.  
1.4 The values stated in SI units are to be regarded as the standards. The values given in parentheses are provided for information only.  
1.5 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.  
1.6 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.

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