Lap shear strength and fatigue behavior of friction stir spot welded dissimilar magnesium-to-aluminu
ASTM D 1002
B36/B36M Specification for Brass Plate,Sheet,Strip,and Rolled Bar3B152Specification for Copper Sheet,Strip,Plate,and Rolled Bar3B209Specification for Aluminum and Aluminum-Alloy Sheet and Plate4B265Specification for Titanium and Titanium Alloy Strip, Sheet,and Plate5D907Terminology of Adhesives6D4896Guide for Use of Adhesive-Bonded Single Lap-Joint Specimen Test Results6E4Practices for Force Verification of Testing Machines7 3.Terminology3.1Definitions—Many terms in this test method are defined in Terminology D907.4.Significance and Use4.1This test method is primarily comparative.However,it does have application as a discriminator in determining varia-tions in adherend surface preparation parameters and adhesive environmental durability.The test method has found applica-tions in controlling surface preparations,primer,and adhesive systems for determining strength properties of tested systems.4.2The misuse of strength values obtained from this test method as design-allowable stress values for structural joints could lead to product failure,property damage,and human injury.The apparent shear strength of an adhesive obtained from a given small single-lap specimen may differ from that obtained from a joint made with different adherends or by a different bonding process.The normal variation of temperature and moisture in the service environment causes the adherends and the adhesive to swell or shrink.The adherends and adhesive are likely to have different thermal and moisture coefficients of expansion.4.3Even in small specimens,short-term environmental changes may induce internal stresses or chemical changes in the adhesive that permanently affect the apparent strength and other mechanical properties of the adhesive.The problem of predicting joint behavior in a changing environment is even more difficult if a different type of adherend is used in a larger structural joint than was used in the small specimen.4.4The apparent shear strength measured with a single-lap specimen is not suitable for determining design-allowable stresses for designing structural joints that differ in any manner from the joints tested without thorough analysis and under-standing of the joint and adhesive behaviors.4.5Single-lap tests may be used for comparing and select-ing adhesives or bonding processes for susceptibility to fatigue and environmental changes,but such comparisons must be made with great caution since different adhesives may respond differently in different joints.See Guide D4896for further discussion of the concepts relative to interpretation of adhesive-bonded single-lap-joints.5.Apparatus5.1The testing machine shall conform to the requirements of Practices E4.The testing machine shall be so selected that the breaking load of the specimens falls between15and85 percent of the full-scale capacity.The machine shall be capable of maintaining a rate of loading of80to100kg/cm2(1200to 1400psi)/min,or,if the rate is dependent on crosshead motion, the machine should be set to approach this rate of loading, approximately0.05in./min.It shall be provided with a suitable pair of self-aligning grips to hold the specimen.It is recom-mended that the jaws of these grips shall engage the outer25 mm(1in.)of each end of the test specimenfirmly.5.2The grips and attachments shall be so constructed that they will move into alignment with the test specimen as soon as the load is applied,so that the long axis of the test specimen will coincide with the direction of the applied pull through the center line of the grip assembly.5.3The length of overlap of the specimen may be varied where necessary.The length of the specimen in the jaws, however,must not be varied.The distance from the end of the lap to the end of the jaws should be63mm(21⁄2in.)in all tests.6.Test Specimens6.1Test specimens shall conform to the form and dimen-sions shown in Fig.1.These shall be cut from test panels prepared as prescribed in Section7.The recommended thick-ness of the sheets is1.6260.125mm(0.06460.005in.).The recommended length ofoverlap for most metals of1.62mm(0.064in.)in thickness is12.760.25mm(0.560.01in.).6.2Since it is undesirable to exceed the yield point of themetal in tension during test,the permissible length of overlapin the specimen will vary with the thickness and type of metal,and on the general level of strength of the adhesive beinginvestigated.The maximum permissible length may be com-puted from the following relationship:L5Fty t/t(1)where:L=length of overlap,in.,t=thickness of metal,in.,Fty=yield point of metal(or the stress at proportionallimit),psi,andt=150percent of the estimated average shear strengthin adhesive bond,psi.6.3A variation in thickness of the metal,and the length ofoverlap,will likely influence the test values and make directcomparison of data questionable.For this reason,in compara-tive or specification tests,the thickness should preferably be1.6260.125mm(0.06460.005in.)and the length of overlap3Annual Book of ASTM Standards,V ol02.01.4Annual Book of ASTM Standards,V ol02.02.5Annual Book of ASTM Standards,V ol02.04.6Annual Book of ASTM Standards,V ol15.06.7Annual Book of ASTM Standards,V ol03.01.FIG.1Form and Dimensions of Test Specimenshould preferably be12.760.25mm(0.560.01in.),or not in excess of the value computed in6.2.For development tests values could be different,but should then be constant.6.4The following grades of metal are recommended for the test specimens:Metal ASTM DesignationBrass B36,C26800(Alloy8)Copper B152,C11000Aluminum B209,Alloy2024,T3temperSteel A109,Grade2Corrosion-resisting steel A167,Type302Titanium B2656.5At least30specimens shall be tested,representing at least four different joints.However,if statistical analysis of data and variance is employed,it should be possible to reduce this number.7.Preparation of Test Joints7.1It is recommended that test specimens be made up in multiples of at leastfive specimens,and then cut into indi-vidual test specimens(Note1),Fig.2and Fig.3.Cut sheets of the metals prescribed in6.1and6.4to suitable size.All edges of the metal panels and specimens which will be within(or which will bound)the lap joints shall be machined true (without burrs or bevels and at right angles to faces)and smooth(rms160max)before the panels are surface-treated and bonded.Clean and dry the sheets carefully,according to the procedure prescribed by the manufacturer of the adhesive, and assemble in pairs.Prepare and apply the adhesive accord-ing to the recommendations of the manufacturer of the adhe-sive.Apply the adhesive to a sufficient length in the areaacross FIG.2Standard TestPanelthe end of one or both metal sheets so that the adhesive willcover a space approximately 6mm (1⁄4in.)longer than theoverlap as selected in Section 6.Assemble the sheets so thatthey will be held rigidly so that the length of the overlap willbe controlled,as indicated in Section 6,within 0.25mm(60.01in.),and the adhesive allowed to cure as prescribed bythe manufacturer of the adhesive.N OTE 1—Bonding specimens in multiple panels is believed to givemore representative specimens.However,individual specimens may beprepared if agreeable to the supplier or the purchaser of the adhesive.8.Preparation of Test Specimens8.1Cut the test specimens,as shown in Fig.1,from thepanels,Figs.2and 3.Perform the cutting operation so as toavoid overheating or mechanical damage to the joints (Note 2).For final preparation trim panel area according to Fig. 2.Measure the width of the specimen and the length of theoverlap to the nearest 0.25mm (0.01in.)to determine the sheararea.N OTE 2—A five-tooth,typesetter’s circular saw has been found suitablefor such purposes.9.Procedure9.1Test the specimens,prepared as prescribed in Section 8,as soon after preparation as possible.The manufacturer of the adhesive may,however,prescribe a definite period of condi-tioning under specific conditions before testing.9.2Place the specimens in the grips of the testing machine so that the outer 25mm (1in.)of each end are in contact with the jaws (see 5.3)and so that the long axis of the test specimen coincides with the direction of applied pull through the center line of the grip assembly.Apply the loading immediately to the specimen at the rate of 80to 100kg/cm 2(1200to 1400psi)of the shear area per min.Continue the load to failure.This rate of loading will be approximated by a free crosshead speed of 1.3mm (0.05in.)/min.10.Calculations 10.1Record the load at failure and the nature and amount of this failure (cohesion in adhesive or metal,or adhesion)for each specimen.Express all failing loads in kilograms per square centimeter (pounds per square inch)of shear area,calculated to the nearest 0.06cm 2(0.01in.2).11.Report 11.1Report the following:11.1.1Complete identification of the adhesive tested,in-cluding type,source,date manufactured,manufacturers’code numbers,form,etc.,11.1.2Complete identification of the metal used,its thick-ness,and the method of cleaning and preparing its surfaces prior to bonding,11.1.3Application andbonding conditions used in prepar-ing specimens,11.1.4Average thickness of adhesive layer after formation of the joint within 0.001in.(0.025mm).The method of obtaining the thickness of the adhesive layer shall be described including procedure,location of measurements,and range of measurements.11.1.5Length of overlap used,11.1.6Conditioning procedure used for specimens prior to testing,11.1.7Number of specimens tested,11.1.8Number of joints represented and type of joint if other than single overlap,11.1.9Maximum,minimum,and average values for the failing load,and 11.1.10The nature of the failure,including the average estimated percentages of failure in the cohesion of the adhe-sive,contact failure,and adhesion to the metal.12.Precision and Bias 12.1The precision and bias statement for this test method has not been determined yet.Archival and round-robin infor-mation is being reviewed,and the results are expected by September 2004.13.Keywords 13.1adhesives;metal-to-metal;shear strength;single-lap joint;tension loadingFIG.3Optional Panel for Acceptance Tests OnlyThe American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this ers 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 everyfive 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 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,100Barr Harbor Drive,PO Box C700,West Conshohocken,PA19428-2959,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@(e-mail);or through the ASTM website().。
Truck Models for Improved Fatigue Life Predictions
Truck Models for Improved Fatigue Life Predictionsof Steel BridgesPiya Chotickai 1and Mark D.Bowman 2Abstract:A new fatigue load model has been developed based on weigh-in-motion ͑WIM ͒data collected from three different sites in Indiana.The recorded truck traffic was simulated over analytical bridge models to investigate moment range responses of bridge structures under truck traffic loadings.The bridge models included simple and two equally continuous spans.Based on Miner’s hypothesis,fatigue damage accumulations were computed for details at various locations on the bridge models and compared with the damage predicted for the 240-kN ͑54-kip ͒American Association of State Highway and Transportation Officials ͑AASHTO ͒fatigue truck,a modified AASHTO fatigue truck with an equivalent effective gross weight,and other fatigue truck models.The results indicate that fatigue damage can be notably overestimated in short-span girders.Accordingly,two new fatigue trucks are developed in the present study.A new three-axle fatigue truck can be used to represent truck traffic on typical highways,while a four-axle fatigue truck can better represent truck traffic on heavy duty highways with a significant percentage of the fatigue damage dominated by eight-to 11-axle trucks.DOI:10.1061/͑ASCE ͒1084-0702͑2006͒11:1͑71͒CE Database subject headings:Cyclic loads;Fatigue life;Damage;Trucks;Bridges,steel;Predictions .IntroductionSteel bridge structures are normally subjected to numerous repeated cyclic stresses due to truck traffic.The damage accumu-lation caused by these cyclic stresses can initiate cracks and lead to the fatigue failure of a bridge member.To evaluate the cyclic performance of bridge structures,the fatigue resistance of the critical detail and a suitable cyclic load model are both needed.The stress-life approach in the American Association of State Highway and Transportation Officials ͑AASHTO ͒load and resistance factor ͑LRFD ͒specifications AASHTO ͑1998͒is generally used in bridge applications to estimate the fatigue resistance.It utilizes a family of S -N curves to represent fatigue strength levels corresponding to various categories of fatigue details commonly used in the design and construction of steel bridge structures.These S -N curves were developed based on experimental research programs conducted through the auspices of the National Cooperative Highway Research Program ͑NCHRP ͒.The cyclic load model is also an important parameter in a fatigue evaluation.Based on Miner’s hypothesis ͑Miner 1945͒,an effective stress range is generally used to relate the variable amplitude fatigue behavior to a constant amplitude fatiguebehavior ͑Fisher et al.1998͒.The effective stress range can be obtained from a couple of alternatives,namely spectrum analysis using strain gage data and structural analysis using a suitable fatigue truck.For the first alternative,the effective stress range can be determined from a root-mean-cube ͑RMC ͒value of the stress range spectrum obtained by decomposing a complex stress ͑strain ͒history with a suitable cycle counting procedure.This alternative tends to provide an accurate estimate of the actual bridge response under routine truck traffic;however,significant time and expense are required to acquire and evaluate the data.For the fatigue truck analysis,the effective stress range is computed from a structural analysis of a suitable bridge model with an applied load given in terms of an equivalent fatigue truck.An attractive feature of the method is that it can be conveniently used to determine an effective stress range occurring in bridge structures.Accuracy in an estimated value of the effective stress range is,obviously,dependent upon the configuration of the fatigue truck.Ideally,the fatigue truck configuration should be selected so that it will cause the same fatigue damage as actual truck traffic for a given equivalent number of passages.Truck traffic loadings are composed of a variety of axle weights,axle spacings,and gross vehicle weights of the truck population and can vary dramatically from site to site.Therefore,to accurately estimate the fatigue damage accumulation caused by random or variable truck loadings,it is essential to incorporate information on truck traffic characteristics at an investigated site into the fatigue calculation.Current available fatigue truck models are reviewed in this paper.Weigh-in-motion ͑WIM ͒data collected from three sites in Indiana were investigated and used as applied loads on analytical bridge models.Fatigue damage accumulations were computed based on Miner’s hypothesis for the truck traffic profile con-structed using the WIM data.These damage accumulations were then compared with the fatigue damage predicted by the current available fatigue trucks and used as a basis in developing a new design of the fatigue trucks.1Graduate Research Assistant,School of Civil Engineering,Purdue Univ.,550Stadium Mall Dr.,West Lafayette,IN 47907-2051.E-mail:pchotick@ 2Professor of Civil Engineering,School of Civil Engineering,Purdue Univ.,550Stadium Mall Dr.,West Lafayette,IN 47907-2051͑corresponding author ͒.E-mail:bowmanmd@Note.Discussion open until June 1,2006.Separate discussions must be submitted for individual papers.To extend the closing date by one month,a written request must be filed with the ASCE Managing Editor.The manuscript for this paper was submitted for review and possible publication on June 28,2004;approved on October 14,2004.This paper is part of the Journal of Bridge Engineering ,V ol.11,No.1,January 1,2006.©ASCE,ISSN 1084-0702/2006/1-71–80/$25.00.JOURNAL OF BRIDGE ENGINEERING ©ASCE /JANUARY/FEBRUARY 2006/71D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .Available Fatigue Truck ModelsA fatigue truck is typically used to represent truck traffic at a given site with a variety of gross weights and axle configurations.The fatigue truck models provided in the AASHTO fatigue guide specifications ͑AASHTO 1990͒and those proposed by Laman and Nowak ͑1996͒were examined in the present study.The AASHTO fatigue guide specifications ͑AASHTO 1990͒provide a single fatigue truck that can be used for the fatigue evaluation.The AASHTO fatigue truck was developed based on a truck configuration proposed by Schilling and Klippstein ͑1978͒.However,instead of using a 222-kN ͑50-kip ͒gross weight as proposed for the Schilling fatigue truck,the AASHTO guide specifications ͑AASHTO 1990͒stipulate a 240-kN ͑54-kip ͒gross weight of the fatigue truck for the fatigue strength evaluation.This gross vehicle weight represents the actual truck traffic spectrum obtained from WIM studies ͑Synder et al.1985͒,including more than 27,000trucks and 30sites nationwide.Its configuration was approximated based on the axle weight ratios and axle spacings of four-and five-axle trucks,which dominated a high percentage of the fatigue damage in typical bridges.The AASHTO fatigue truck has front and rear axle spacings of 4.27m ͑14ft ͒and 9.14m ͑30ft ͒,respectively,with a 1.83-m ͑6-ft ͒axle width,as shown in Fig.1.However,when a gross weight distribution at an investigated site is available,an effective gross weight determined from Eq.͑1͒can be used to modify the gross weight of the AASHTO fatigue truckW eq =͚͑f iW i3͒1ր3͑1͒where f i ϭfrequency of occurrence of trucks with a gross vehicle weight of W i .This effective weight must be distributed to each axle in the same proportion as noted Fig.1.By using this modi-fication,it is anticipated that a more accurate estimate of the fatigue damage accumulation can be obtained for a given man and Nowak ͑1996͒developed a fatigue load model based on WIM measurements at five steel bridge structures.The effective gross weights at these structures were in a range of 278to 347kN ͑62.4to 78.1kips ͒.A simulation technique was utilized to investigate moment range responses caused by actual traffic flow over analytical simple-beam bridge models.By using the S -N line approach and Miner’s rule,it was found that a high percentage of the fatigue damage in the monitored structures was dominated by 10-and 11-axle trucks.In addition,based on simulation results and an analysis of the WIM data,Laman and Nowak ͑1996͒proposed two new fatigue trucks ͑see Fig.2͒.The three-axle fatigue truck was suggested to be representative oftwo-to nine-axle trucks,while the four-axle truck was suggested for the 10-and 11-axle trucks.The damage accumulation caused by passages of these fatigue trucks is equivalent to the fatigue damage caused by the corresponding truck spectrum with an equivalent number of passages.It was demonstrated that for the WIM database developed in the study,these two fatigue trucks could provide a relatively accurate estimate of the fatigue damage accumulation over a range of bridge spans.Weigh-in-Motion DatabaseWIM sensors have been extensively used in recent years by highway and bridge engineers to monitor truck traffic.A WIM system can be used to measure vehicle gross weights,axle weights,and axle spacings of the actual truck traffic.Typically,the WIM sensor,such as a load cell or a piezoelectric strip,is installed directly in the roadway and is relatively unobtrusive.Consequently,an advantage of the technology is that it can be operated without being detected by roadway users.As a result,unlike static weigh stations that tend to be avoided by heavy trucks,unbiased truck traffic data can be obtained ͑Moses et al.1987͒.The WIM data collected from three different sites in Indiana were included in a WIM database in the present study.Piezo-electric sensors were used for the WIM system at these three sites.A view of the WIM for one site is shown in Fig.3.The WIM sites were selected to represent a variety of truck traffic characteristics that practicing engineers might encounter when performing a fatigue evaluation of bridge structures.Statistics of the WIM data were examined to evaluate the truck traffic characteristic at these sites.Table 1summarizes the assigned nomenclature,site descrip-tion,recording period,number of sampled trucks,and effective gross weight of the WIM database.The highest and lowest effective gross weights of 327kN ͑73.5kips ͒and 188kN ͑42.3kips ͒were observed at Stations 001and 410,respectively.Meanwhile,an effective gross weight at Station 520was found to be 254kN ͑57kips ͒.These effective gross weights,computed using Eq.͑1͒,demonstrate the site-specific characteristic of truck traffic loadings,and they illustrate that the effective weight can be considerably different from the 240-kN ͑54-kip ͒gross weight of the standard AASHTO fatigue truck.Station 001is located on U.S.Route 20along the heavy-duty corridor in northwest Indiana.The corridor provides an important route for steel producers and other manufacturers totransportFig.1.AASHTO fatigue truck ͑AASHTO 1990͒72/JOURNAL OF BRIDGE ENGINEERING ©ASCE /JANUARY/FEBRUARY 2006D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .cargos between northwest Indiana and the state of Michigan.With a special permit,the legal weight limit of trucks using this route is 596kN ͑134kips ͒,which is much heavier than the 356-kN ͑80-kip ͒legal limit for typical interstate and state highways.A common truck type traveling along this route is a multitrailer,multiaxle vehicle ͑see Fig.4͒.The eastbound truck traffic data collected at Station 001in January 2002included a sample of 22,992trucks.A percentage distribution of trucks classified by the number of axles is provided in Table 2.It was found that approximately 45%of the truck traffic was five-axle trucks,while eight-to 11-axle trucks accounted for 14%of the total truck traffic.A gross weight distribution of the truck traffic recorded at this station is shown in Fig.5͑a ͒.The maximum gross weight was found to be as high as 961kN ͑216kips ͒.The second WIM site,referred to as Station 410,is located on I-65in northwestern Indiana.The 4-day southbound truck traffic data collected in August 2002included a sample of 21,856trucks.The gross weight distribution is presented in Fig.5͑b ͒.A maximum gross weight of 455kN ͑102.3kips ͒was observed.The majority of truck traffic at this site are five-axle trucks,with approximately 84%of the total truckpopulation.man and Nowak fatigue trucks ͑Laman and Nowak 1996͒Fig.3.WIM sensors and control loops at Station 001D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .The third WIM site referred as Station 520is located on U.S.Route 50in southeastern Indiana.The eastbound truck traffic data collected in May 2002included a sample of 16,696trucks.Fig.5͑c ͒shows a gross weight distribution of the recorded truck traffic.The maximum recorded gross weight was found to be 713kN ͑160.3kips ͒.The highest percentage of truck traffic at this station was dominated by two-axle trucks,approximately 47%of the total truck traffic.Moreover,only 0.25%of the truck traffic had more than five axles.Analysis Results of WIM DatabaseThe Palmgren–Miner’s hypothesis is one of the most widely used fatigue damage accumulation models.It assumes a linear damage accumulation and neglects sequence and mean stress effects.Therefore,the fatigue damage of each cycle in a stress history is independent.Based on Miner’s rule,the accumulated fatigue damage ͑D ͒is equal to the summation of the damage caused by each stress cycle,as shown in Eq.͑2͒D =͚i =1k⌬D i =͚i =1kn i N i͑2͒where N i and n i ϭfatigue resistance and the number of cyclesof the i th stress range,respectively.The stress history in bridge girders for each truck passage is complex due to a composition of static and dynamic responses.By utilizing the rainflow counting method ͑Committee on Fatigue and Fracture Reliability 1982͒,the stress history can be decomposed into primary and higher order stress ranges.The primary stress range is the maximum stress range in the stress history while the remaining reversals are the higher-orderstress ranges.Schilling ͑1984͒demonstrated that the fatigue damage accumulation of the complex stress cycles caused by an individual truck passage can be represented by the fatigue damage of the primary or maximum stress range with an equivalent number of cycles ͑N e ͒determined fromN e =1+ͩS r 1S rpͪm+ͩS r 2S rpͪm¯+ͩS riS rpͪm͑3͒where m ϭslope constant of the S -N line;S rp ϭmaximum stressrange;and S ri ϭhigher order stress range.The slop constant ͑m ͒is approximately equal to 3for all AASHTO fatigue category details ͑Keating and Fisher 1986͒.Although Eq.͑3͒is expressed in terms of stress ranges,it can also be calculated from moment ranges for linear elastic behavior based on the assumption that they are proportional.By using the concept of an equivalent number of cycles and Miner’s rule,the fatigue damage accumulation caused by each truck passage can be written as:D =͚1N i =N e S rp 310b͑4͒where N i ϭfatigue strength ͑cycles ͒corresponding to each stress range in a stress history;and b ϭintercept of S -N line for the detail being evaluated.A computer program was developed to simulate the actual truck traffic flow over analytical bridge models,including a simple-span and a two-span structure with equal span lengths.The simulated bridge spans ranged from 9to 37m ͑30to 120ft ͒with a 3.05-m ͑10-ft ͒increment.The WIM database developed for the three bridge sites was used for the input loading.Static moment ranges were monitored at the middle span of the simpleTable 1.Site Description Station Description ͑location ͒Monitored direction Period ͑start–end ͒Number of sampled trucksW eq ͑kN ͒001U.S.Route 20,Michigan City,Ind.Eastbound 1/1/02–1/31/0222,992327410I-65,Rensselaer,Ind.Southbound 8/1/02–8/4/0221,856188520U.S.Route 50,Versailles,Ind.Eastbound5/1/02–5/31/0216,696254Fig.4.Multiaxle truck on heavy-duty highwayD o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .beam,the middle support of the continuous beam,and the middle span of the continuous beam.The moment cycles caused by each truck passage were decomposed using a rainflow counting method.The maximum moment range and equivalent number of cycles for each truck passage were then determined.This procedure was applied to all trucks in the WIM database.A sample of the simulation results is provided in Tables 3–5.The maximum moment range and effective moment range in 9-,18-,and 37-m ͑30-,60-,and 120-ft ͒bridge spans are included in the tables.The maximum moment range is the single greatest moment difference caused by the trucks within the loading spectrum,while the effective moment range is the effective weighted moment difference caused by the truck load spectrum.The latter value is given byM re =͚͑f iMr i3͒1ր3͑5͒where f i ϭfrequency of trucks within a particular moment range,Mr i .The results indicated that among the recorded truck traffic data,Station 001had the highest effective moment ranges in all spans,followed by Stations 520and 410,respectively.This is consistent with an order of the effective gross weights observed at these three stations.An average of the equivalent numbers of cycles per passage of all trucks is presented in Fig.6for the three sites.This quantity was determined by taking the average of the values computed using Eq.͑3͒for each truck passage at the three sites.It is evident that the average number of cycles per truck passage at the middle span of the simple beam and the continuous beam approaches one when the span length exceeds 15m ͑50ft ͒.However,the average number of cycles at the middle support of continuous beams increases in spans above 12m ͑40ft ͒.The results also indicate that Station 520had a higher average number of cycles per passage at the middle support of the continuous beam than Station 410.This is because Station 520had a high percentage of two-and three-axle trucks,which tend to cause a higher equivalent number of cycles in long spans than trucks with a greater number of axles.On the other hand,Station 410had a somewhat higher average number of cycles at midspan of the simple beam and the continuous beam than Station 520.The primary reason for the difference is that five-axle trucks,the majority truck type at Station 410,tend to cause a greater number of cycles than two-and three-axle trucks at the middle span of short beam members.By employing Eq.͑4͒,the percent fatigue damage accumula-tion caused by each truck type was computed.Fig.7presents the percent fatigue damage caused by two-and three-axle,four-,and five-axle,and eight-to 11-axle trucks at midspan of a simple beam member.The results indicate that the summation of the fatigue damage caused by four-and five-axle trucks and eight-to 11-axle trucks contributed to more than 86%of the total damage accumulation at Station 001.Moreover,the eight-to 11-axle trucks caused more than 50%of the total fatigue damage at the middle span of simple beam in spans above 15m ͑50ft ͒.This percentage was relatively high given that a total number of these trucks was only 14%of the truck traffic.In long bridge spans,the fatigue damage caused by eight-to 11-axle trucks tends to overcome the damage caused by four-and five-axle trucks.This is because the heavy loaded eight-to 11-axle trucks cause considerably higher moments than the four-and five-axle trucks in long spans.At Station 410,four-and five-axle trucks contributed to more than 95%of the total fatigue damage.A majority of the fatigue damage was dominated by four-and five-axle trucks at Station 520.They accounted for roughly 70%of the total fatigue damage,while two-and three-axle trucks caused approximately 30%of the fatigue damage at this station.The percent fatigue damage of the multiple axle trucks at the middle span and middle support of continuous-beam members was found to have a similar trend as depicted in Fig.7for simple-beam members.Table 2.Percent Truck Classified by Number of Axles Number of axles Station001410520227.918.1347.063 6.12 3.3812.694 2.22 2.748.71545.2184.1731.36 2.82 1.540.227 1.30.030.038 3.070.0109 6.820010 1.9900112.54Fig. 5.Histogram of gross truck weight:͑a ͒Station 001;͑b ͒Station 410;and ͑c ͒Station 520JOURNAL OF BRIDGE ENGINEERING ©ASCE /JANUARY/FEBRUARY 2006/75D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .Evaluation of Various Fatigue TrucksThe fatigue damage accumulations obtained from the simulation of the truck database were compared with the fatigue damage predicted by the 240-kN ͑54-kip ͒AASHTO fatigue truck,the modified AASHTO fatigue truck,and the Laman fatigue trucks.The effective gross vehicle weights computed from the WIM data were assigned for the gross weight of the modified AASHTO fatigue truck.To compare the fatigue damage accumulation caused by actual truck traffic and the various fatigue trucks,a damage ratio is introduced as follows:Damage ratio =D actualD truck =͚ͩN ei S rpi 3NC ϫN t ϫS FT3ͪ=͚ͩN ei M rpi 3NC ϫN t ϫMr 3ͪ͑6͒where S rpi ϭprimary or maximum stress range of truck i ;S FT ϭstress range of the fatigue truck;M rpi ϭprimary or maximum moment range of truck i ;Mr ϭmoment range of the fatigue truck;N ei ϭequivalent number of cycles per passage of truck i ;NC ϭequivalent number of cycles per passage of the fatigue truck;and N t ϭtotal number of fatigue truck passages.The dam-age ratio is used in the comparison because it does not require information on the fatigue detail or category classification;the detail expression is in the denominator of both damage terms and cancels out accordingly.By simulating the fatigue trucks over analytical bridge models,effective moment ranges and an equivalent number of cycles per passage of these fatigue trucks were determined.The damage ratio for each fatigue truck model was then computed.It should be noted that Laman and Nowak ͑1996͒provide a range of axle weights and axle spacings for the fatigue trucks ͑see Fig.2͒.Therefore,to obtain a configuration of the Laman fatigue trucks for each station,an iterative procedure was utilized.Each range of axle weights and axle spacings was divided into more thanTable 3.Sample of Simulation Results of WIM Data at Station 001LocationSpan ͑m ͒Moment range ͑kN m ͒Maximum Effective Middle span of simple beam9969270182,473762376,5982,173Middle support of continuous beam 9616198181,323470373,0291,014Middle span of continuous beam 9913247182,488749376,6372,188Table 4.Sample of Simulation Results of WIM Data at Station 410LocationSpan ͑m ͒Moment range ͑kN m ͒Maximum Effective Middle span of simple beam9517164181,230425373,0781,233Middle support of continuous beam932811818698295371,437581Middle span of continuous beam9483154181,234416373,0901,248Table 5.Sample of Simulation Results of WIM Data at Station 520LocationSpan ͑m ͒Moment range ͑kN m ͒Maximum Effective Middle span of simple beam9766241181,955597374,6571,650Middle support of continuous beam9436158181,187408372,096776Middle span of continuous beam9762232181,961582374,6901,675Fig.6.Average number of cycles per passage:͑a ͒Station 001;͑b ͒Station 410;and ͑c ͒Station 52076/JOURNAL OF BRIDGE ENGINEERING ©ASCE /JANUARY/FEBRUARY 2006D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .10increments.During each iteration,one of the axle weights and axle spacings of the Laman fatigue trucks was modified within the range provided in Fig.2.The procedure continued until a minimum sum of squared error of the fatigue damage over a range of bridge spans was obtained.Fig.8shows the damage ratios computed for the loading spectrum gathered for each of the three stations when compared with the 240-kN ͑54-kip ͒fatigue truck and modified AASHTO fatigue truck.The moment ranges obtained from simulation and a number of cycles per passage provided in the AASHTO fatigue guide specifications ͑AASHTO 1990͒were used in the calculation.The results indicate that the modified AASHTO fatigue truck provides a notably better estimate of the fatigue damage accumulation than the original 240-kN ͑54-kip ͒AASHTO fatigue truck at all three stations ͑i.e.,values closer to unity ͒.The fatigue damage predicted by the 240-kN ͑54-kip ͒AASHTO fatigue truck is significantly underestimated at Station 001and overestimated at Station 410.It can also be observed in Fig.8that the modified AASHTO fatigue truck does not provide an accurate estimate of the fatigue damage accumulation over the full range of the bridge spans investigated.The fatigue damage was significantly overestimated in both simple and continuous beams with short span lengths at all stations.It also should be noted that the fatigue guide specifications ͑AASHTO 1990͒provide a number of cycles per passage in form of step functions for both simple and continuous beams with short span lengths.When the actual number of cyclesper passage of the modified AASHTO fatigue truck was used in the comparison,damage ratios of approximately 0.35,0.47,and 0.57were obtained in simple and continuous beams with a 9-m ͑30-ft ͒span length at Stations 001,410,and 520,respectively.A comparison of the fatigue damage caused by the actual truck traffic and the Laman fatigue trucks are shown in Fig.9.The moment ranges and equivalent numbers of cycles per passage of the Laman fatigue trucks obtained from simulation were used in this figure.The results indicate that the Laman fatigue trucks provide a reasonable estimate of the fatigue damage accumulation at Station 001.The fatigue damage at Stations 001and 520is slightly overestimated in spans shorter than 18m ͑60ft ͒and slightly underestimated at the middle support of continuous beams in 18-to 30-m ͑60-to 100-ft ͒spans.The Laman fatigue trucks,however,overestimate fatigue damage in all span ranges at Station 410because the effective gross weight at this station is significantly less than a minimum gross weight of the truck configurations provided in Fig.2.Proposed Fatigue TruckA new fatigue truck design was developed by utilizing an iterative procedure.During the iteration,both the axle weight ratios and the axle spacings of the fatigue truck were modified.The effective gross weights obtained from the WIM database were assigned for a gross weight of the fatigue trucks.Maximum momentranges,Fig.7.Percent fatigue damage accumulation at midspan of simple beam members:͑a ͒Station 001;͑b ͒Station 410;and ͑c ͒Station520Fig.8.Damage ratio of 240kN and modified AASHTO fatigue trucks:͑a ͒Station 001;͑b ͒Station 410;and ͑c ͒Station 520JOURNAL OF BRIDGE ENGINEERING ©ASCE /JANUARY/FEBRUARY 2006/77D o w n l o a d e d f r o m a s c e l i b r a r y .o r g b y S o u t h e a s t U n i v e r s i t y o n 11/28/14. C o p y r i g h t A S CE .F o r p e r s o n a l u s e o n l y ; a l l r i g h t s r e s e r v e d .。
ACI_440.1R-03_Guide for the Design and Construction of Concrete Reinforced with FRP bars
offers general information on the history and use of FRP reinforcement, a description of the unique material properties of FRP, and committee recommendations on the engineering and construction of concrete reinforced with FRP bars. The proposed guidelines are based on the knowledge gained from worldwide experimental research, analytical work, and field applications of FRP reinforcement. Keywords: aramid fibers; carbon fibers; concrete; development length; fiberreinforced polymers; flexure; glass fibers; moment; reinforced concrete; reinforcement; shear; slab; strength.
440.1R-1
440.1R-2
ACI COMMITTEE REPORT
1.3—Notation 1.4 —Applications and use Chapter 2—Background information, p. 440.1R-6 2.1—Historical development 2.2—Commercially available FRP reinforcing bars 2.3—History of use PART 2—FRP BAR MATERIALS, p. 440.1R-8 Chapter 3—Material characteristics, p. 440.1R-8 3.1—Physical properties 3.2—Mechanical properties and behavior 3.3—Time-dependent behavior Chapter 4—Durability, p. 440.1R-12 PART 3—RECOMMENDED MATERIALS REQUIREMENTS AND CONSTRUCTION PRACTICES, p. 440.1R-13 Chapter 5—Material requirements and testing, p. 440.1R-13 5.1—Strength and modulus grades of FRP bars 5.2—Surface geometry 5.3—Bar sizes 5.4—Bar identification 5.5—Straight bars 5.6—Bent bars Chapter 6—Construction practices, p. 440.1R-15 6.1—Handling and storage of materials 6.2—Placement and assembly of materials 6.3—Quality control and inspection PART 4—DESIGN RECOMMENDATIONS, p. 440.1R-16 Chapter 7—General design considerations, p. 440.1R-16 7.1—Design philosophy 7.2—Design material properties Chapter 8—Flexure, p. 440.1R-17 8.1—General considerations 8.2—Flexural strength 8.3—Serviceability 8.4—Creep rupture and fatigue Chapter 9—Shear, p. 440.1R-23 9.1—General considerations 9.2—Shear strength of FRP-reinforced members 9.3—Detailing of shear stirrups Chapter 10—Temperature and shrinkage reinforcement, p. 440.1R-25 Chapter 11—Development and splices of reinforcement, p. 440.1R-25 11.1—Development length of a straight bar 11.2—Development length of a bent bar 11.3—Tension lap splice
疲劳课程-Ali Fatemi-Chapter 10
Ali Fatemi - University of Toledo All Rights Reserved Chapter 10 – Multiaxial Fatigue
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Ali Fatemi - University of Toledo
All Rights Reserved
Chapter 10 – Multiaxial Fatigue
Ali Fatemi - University of Toledo All Rights Reserved Chapter 10 – Multiaxial Fatigue
8
MULTIAXIAL STRESSES
(STATES OF STRESS AND STRAIN)
The state of stress and strain at a point in the body can be described by six stress components ( x, y, z, xy, xz, yz) and six strain components ( x, y, z, xy, xz, yz) acting on orthogonal planes x, y and z. Stresses and strains acting in any other direction or plane can be found by using transformation equations or graphically by using Mohr’s circle.
General relationbetweentensilestrengthandfatiguestrength (2)
General relation between tensile strength and fatigue strength of metallic materialsJ.C.Pang,S.X.Li,Z.G.Wang,Z.F.Zhang nShenyang National Laboratory for Materials Science,Institute of Metal Research,Chinese Academy of Sciences,72Wenhua Road,Shenyang 110016,Chinaa r t i c l e i n f oArticle history:Received 8May 2012Received in revised form 7November 2012Accepted 27November 2012Available online 1December 2012Keywords:High-strength materials Tensile strength Fatigue strengthFatigue crack initiation site Fatigue damage mechanisma b s t r a c tWith the development of high-strength materials,the existing fatigue strength formulae cannot satisfactorily describe the relation between fatigue strength s w and tensile strength s b of metallic materials with a wide range of strength.For a simple but more precise prediction,the tensile and fatigue properties of SAE 4340steel with the tensile strengths ranging from 1290MPa to 2130MPa obtained in virtue of different tempering temperatures were studied in this paper.Based on the experimental results of SAE 4340steel and numerous other data available (conventional and newly developed materials),through introducing a sensitive factor of defects P ,a new universal fatigue strength formula s w ¼s b (C ÀP d s b )was established for the first bining the variation tendency of fatigue crack initiation sites and the competition of defects,the fatigue damage mechanisms associated with different tensile strengths and cracking sites are explained well.The decrease in the fatigue strength at high-strength level can be explained by fracture mechanics and attributed to the transition of fatigue cracking sites from surface to the inner inclusions,resulting in the maximumfatigue strength s max wat an appropriate tensile strength level.Therefore,the universal fatigue strength formula cannot only explain why many metallic materials with excessively high strength do not display high fatigue strength,but also provide a new clue for designing the materials or eliminating the processing defects of the materials.&2012Elsevier B.V.All rights reserved.1.IntroductionFatigue is referred to the degradation of mechanical properties leading to failure of a material or a component under cyclic loading.The fatigue strength of materials is often defined as the maximum stress amplitude without failure after a given number of cycles (e.g.,107or 109).It is estimated that $90%of service failures of metallic components resulted from fatigue.However,it is very time and money consuming to perform fatigue tests.Therefore,many attempts have been made to determine the fatigue strength in a cost-effective way relating fatigue strength to other mechanical properties,such as yield strength [1],tensile strength [2–4],hardness [5–7]and so on;accordingly,the rela-tions between fatigue strength and other mechanical properties have been of more interest.Engineers and scientists have pro-posed many formulae to describe the relations between fatiguestrength and other mechanical properties [1–7].In 1870s,W ¨ohler,one of the pioneers in the fatigue field,found that the ratio of fatigue strength s w to tensile strength s b for ferrous metalsfollowed a simple proportional relation as below [8],s w ¼0:4À0:5ðÞs bð1ÞBased on the numerous data of fatigue strength and tensile strength available for steels,copper and aluminum alloys [2–4]in the past century,a more general form can be summarized as follows,s w ¼m s bð2ÞHowever,it is found that the fatigue strength either maintains constant or decreases with further increasing the tensile strength [3,4];in other words,the linear relation in Eq.(2)is no longer held at high-strength level.The critical tensile strength s bc ,above which fatigue strength does not increase correspondingly,the maximum fatigue strengths s max wand the coefficient m in Eq.(2)for steels,Cu and Al alloys are summarized from Refs.[2–4].It is apparent that the linear equation cannot adequately be applied to estimate the fatigue strength of those high-strength materials.On the other hand,in 1980s,another important finding by Murakami [5]is that there is a quantitative relationship amongfatigue strength s w ,hardness Hv and inclusion size ffiffiffiffiffiffiffiffiffiffiarea p in high-strength steels.Soon after,many related tests have been done by ultrasonic fatigue testing machines [6,7,9–20]and some modified fatigue strength formulae were proposed by Wang et al.[9],LiuContents lists available at SciVerse ScienceDirectjournal homepage:/locate/mseaMaterials Science &Engineering A0921-5093/$-see front matter &2012Elsevier B.V.All rights reserved./10.1016/j.msea.2012.11.103nCorresponding author.Tel.:þ862423971043;fax:þ862423891320.E-mail address:zhfzhang@ (Z.F.Zhang).Materials Science &Engineering A 564(2013)331–341et al.[10]and McGreevy et al.[21];nevertheless,no report indicated that those relations suit for other high-strength materi-als.In addition,the fatigue strength is found to have linear relation with hardness or the sum of tensile and yield strengths only in lower strength range[2–5].In a word,there is also no suitable formula to satisfactorily describe the general relation between tensile and fatigue strengths of both high-and low-strength materials.During recent decades,many new high-strength materials, such as bulk metallic glasses[22],ultrafine or nano-grained materials[23–26]and ultra-high strength steels[27]have been successfully developed;however,their fatigue strengths are found to be not as high as we expected,even become relatively lower in comparison with their higher tensile strength[27–32]. Therefore,this gives rise to two open questions for scientists and engineers:(1)Why do the materials with excessively high tensile strength not possess high fatigue strength?(2)Is there a more universal equation to describe the general relation between fatigue strength and tensile strength in a wide strength range?Therefore,in this study,SAE4340steel with a very wide tensile strength range,one of the excellent quenched and tempered low-alloy steels[2–5,33–36],was employed to study and establish a simple but more precise relation between fatigue strength and tensile strength of materials and provide a better clue for the design of high-performance structural materials.2.Experimental material and proceduresIn the current study,SAE4340steel bars were received with a diameter of14mm under annealing condition and its composition is given in Table1.To gain different strength levels,five optimized heat-treatment procedures as shown in Table2were employed and the corresponding specimens are defined as A–E,respectively. The configurations of the tensile and fatigue specimens are shown in Fig.1.All fatigue samples were polished in the longitudinal direction using an emery paper having a mesh of2000#.The tensile tests were conducted at a strain rate of2Â10À4sÀ1; very high-cycle(VHC)fatigue tests were conducted at a frequency of 20kHz up to109cycles using a ultrasonic fatigue testing system (Shimadzu USF-2000).To avoid the sample heating,the middle section of each ultrasonic fatigue specimen was cooled by com-pressed air.All fatigue tests were performed with the sinusoidal wave shape under applied stress ratio of R¼À1.The fatigue strength was determined by the staircase method in which at least six pairs of specimens were tested according to ISO12107:2003. The microstructures of the specimens with different strength levels were examined by electron backscattered diffraction(EBSD)with scanning electron microscope(LEO SUPRA35).The fatigue fracto-graphies were observed by using a Quanta600scanning electron microscope(SEM).3.Results3.1.MicrostructuresWith increasing the tempering temperature,the body-centered tetragonal(BCT)martensite,which is a supersaturated solution of carbon in a-Fe,transforms to different microstructures as shown in Fig.2.Referring to the textbook[36,37]and XRD profiles,the microstructure features of sample A–E are illustrated as follows:the sample A tempered at1801C contains many needle-or plate-shaped tempered martensites(see Fig.2(a)) and some retained austenites.The sample B tempered at2501C consists of microstructure(Fig.2(b))similar to that of the sample A,but the size of retained austenite decreases because of its decomposition;however,the sample C tempered at3501C only displays needle-or plate-shaped tempered martensite.The sam-ples D and E,respectively tempered at4201C and5001C,exhibit tempered troostite with plate-like appearance(Fig.2(d)and(e)), and the lath width of troostite in sample E increases in compar-ison with sample D because a phase has obviously recovered after tempering above4001C.3.2.Tensile propertiesAfter different tempering procedures,the specimens A to E exhibit different tensile properties and their tensile stress–strain curves are shown in Fig.3(a).It can be seen that the specimens A to E display different yield strength,work-hardening ability,ultimate tensile strength and elongation.Fig.3(b)and(c)show the relations among the strength,elongation to fracture and reduction in area versus tempering temperature:it can be seen that as tempering temperature increases,tensile strength successively decreases, however,elongation to fracture and reduction in area successively increase,which are in agreement with other steels[34,35,38]. On the other hand,the yield strengthfirst increases slightly and then decreases,which agrees with300M steel[39]and some other ultrahigh-strength steels tempered below2001C[34,35]. Fig.3(d)demonstrates the relationships of yield strength and tensile strength versus elongation to failure of the SAE4340steel. As tensile and yield strengths increase,elongation to failure continuously decreases,which is consistent with the trade-offs between strength and elongation of steels[34,35].By comparison,Table1Chemical composition of SAE4340steel(Wt%).C Mn Si P S Cr Ni Mo Cu As0.420.660.250.0090.0140.74 1.410.170.110.034Table2Heat-treatment procedures of SAE4340steel.No.Quenching TemperingA preheating to8501Cfor10min and quenching in oil 1801C tempering for120minB2501C tempering for120min C3501C tempering for120min D4201C tempering for30min E5001C tempering for30min Fig.1.Configuration of specimens tested for:(a)tensile strength;(b)VHC fatigue strength.J.C.Pang et al./Materials Science&Engineering A564(2013)331–341 332the elongation to failure of specimen C appears smaller because of the tempering brittleness at 3501C [33].3.3.Fatigue propertiesSix groups of VHC fatigue tests (the highest strength level was repeated once more)were conducted to obtain the fatigue strengths by the staircase method.Fig.4shows the crack origin of VHC fatigue.There are four types of crack origin modes:(a)surface scratch;(b)surface inclusion;(c)subsurface inclusion;(d)inner inclusion,which are in accordance with the crack initiation modes of high-strength steels [5,6].Besides,special granular bright and rough area in comparison with other area,which is named as Granular-bright-facet (GBF)by Shiozawa et al.[40],appears around the inclusion,as indicated by the blue cycle in Fig.4(d),but is not shown in Fig.4(c).Fig.2.EBSD microstructures of SAE 4340steel processed at different tempering temperature:(a)1801C;(b)2501C;(c)3501C;(d)4201C and (e)5001C.Fig.3.Tensile properties of SAE 4340steel:(a)tensile engineering stress–strain curves;(b)the relation between strength and tempering temperature;(c)relations of elongation and reduction in area vs.the tempering temperature and (d)relation between strength and elongation to fracture.J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341333Broadly speaking,according to the fatigue cracking site,the four crack initiation modes can be classified into two types:i.e.,surface (surface scratch,surface/subsurface inclusion)and inner (inner inclusion).Fig.5displays the statistic ratio of surface and inner cracking sites for VHC fatigue test:the ratio of inner cracking sites (RICS,the ratio of the number of samples originated from the inner inclusion site to the total number of failure samples)gradually increases with increasing tensile strength;however,when tensile strength is lower than $1200MPa,RICS tends to zero,when the tensile strength is higher than $2000MPa,RICS tends to 100%.The ratio of surface cracking sites (RSCS,the ratio of the number of samples originated from surface site to the total number of failure samples)gradually decreases as tensile strength increases;when tensile strength is higher than $2000MPa,RSCS tends to zero.This indicates that when tensile strength is lower than $1200MPa,nearly all the fatigue cracks originated from surface defects;when tensile strength is higher than $2000MPa,nearly all the fatigue cracks initiated from inner inclusion;when tensile strength is in the range of 1200–2000MPa,there is a gradual transition for fatigue crack initiation from surface defects to inner inclusions.Fig.6(a)shows the relationship between the fatigue strength and tensile strength of the SAE 4340steels heat-treated underdifferent conditions.It is found that the VHC fatigue strengths increase first and then decrease with increasing tensile strength,which is consistent with that of the Cu–Be alloy after different ageing technologies [41].The highest fatigue strength can be as high as 693MPa,which occurs in the specimen B with a tensile strength of 1830MPa that is not the highest tensile strength,implying that a higher tensile strength of materials cannot always lead to a higher fatigue strength,which is also found in other high-strength materials [27–32,41].In contrast,as the tensile strength increases to a certain extent,a decrease in fatigue strength can be observed,for example,the specimen A with the highest tensile strength of 2124MPa has a fatigue strength of 655MPa,which is lower than the fatigue strength (693MPa)of the specimen B with a tensile strength of 1830MPa (see Fig.6a).In order to confirm such results,a repeated VHC fatigue test was conducted and a fatigue strength of 657MPa was obtained,which implies that the fatigue testing result for the steel with the highest tensile strength but with lower fatigue strength is reliable.3.4.Fatigue strength formulaFor better understanding on the varying trend of fatigue strength for the materials at different tensile strength levels,it is necessary to find a general fatigue strength formula to describe the intrinsic relation between fatigue strength and tensile strength.Fig.6(b)demonstrates that the fatigue ratio R (the ratio of fatigue strength s w to tensile strength s b )gradually declines with increasing tensile strength.From the data in Fig.6(b),it is interesting to find that the fatigue ratio R declines approximately in a linear relation with increasing tensile strength.To confirm this tendency,a linear fitting is performed and the fitting equation can be expressed as below,R ¼s w =s b ¼0:70À1:85Â10À4s bð3ÞAs shown in Fig.6(c),the scope of fatigue ratio is within the 5%error band.The fatigue strength s w in Eq.(3)can be writteninFig.4.Crack origin of VHC fatigue:(a)surface scratch;(b)surface inclusion;(c)subsurface inclusion and (d)innerinclusion.Fig.5.Relation between the VHC fatigue crack sites ratio and tensile strength.J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341334a quadratic equation of the tensile strength sb as below,s w ¼ð0:70À1:85Â10À4s b ÞÂs bð4ÞEq.(4)is drawn in Fig.6(d),it can be seen that the fatigue strengths are basically within the 5%error band.This illustrates that Eq.(4)can well describe the general relation between fatigue strength and tensile strength of the SAE 4340steel in a wide strength range.4.Discussion4.1.Verification of the general fatigue strength formulaIn order to confirm the fatigue strength formula above,it is necessary to find out more fatigue strength data of metallic materials available.First,the rotating bending fatigue strength data of some high-strength steels with different strength levels in literature [38]are used to verify the proposed equation.It is noted that the fitting relations between fatigue ratio and tensile strength for SAE 4140,4340,2340and 4063steels displayed in Fig.7are also linear and the scope of fatigue ratio is within the 5%error band,which entirely agrees with the general relation proposed above.The fitting equations can be written as below,respectivelyR ¼0:87À2:65Â10À4s b For SAE 4140ðÞð5a ÞR ¼0:76À1:78Â10À4s b For SAE 4340ðÞð5b ÞR ¼0:74À1:89Â10À4s bFor SAE 2340ðÞð5c ÞR ¼0:92À2:37Â10À4s bFor SAE 4063ðÞð5d Þtherefore,their fatigue strength s w can be expressed in quadratic equations of the tensile strength s b as below,respectivelys w ¼ð0:87À2:65Â10À4s b ÞÂs b For SAE 4140ðÞð6a Þs w ¼ð0:76À1:78Â10À4s b ÞÂs b For SAE 4340ðÞð6b Þs w ¼ð0:74À1:89Â10À4s b ÞÂs b For SAE 2340ðÞð6c Þs w ¼ð0:92À2:37Â10À4s b ÞÂs b For SAE 4063ðÞð6d ÞEqs.(6a)–(d)are drawn in Fig.8,it can be seen that the fatigue strengths are basically within the 5%error band.This indicates that the quadratic equations can well describe the general relation between fatigue strength and tensile strength of those steels.Second,the fatigue strengths of steels with the minimum sample diameter of 3mm at a frequency of 20kHz up to 109cycles are collected from Refs.[9–20].Those data are also fitted according to the previous method and displayed in Fig.9with the following equations,R ¼0:67À1:52Â10À4s b ,ð7a Þs w ¼0:67s b À1:52Â10À4s 2bð7b ÞThe most data of fatigue ratios and fatigue strengths are also within the 15%error band,which expresses that the fatigue strength formula above is also applicable to other steels with a very wide range of tensile strength.From the analysis above,it is wondering whether the relation above suits for other steels,even for those non-ferrous metalsorFig.6.(a)Relation between tensile and fatigue strengths of the 4340steel;(b)relation between tensile strength and fatigue ratio;(c)fitting relation between tensile strength and fatigue ratio and (d)fitting curves of tensile and fatigue strengths.J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341335Fig.7.Fitting relation between tensile strength and rotating bending fatigue ratio of high strength steels:(a)SAE 4140;(b)SAE 4340;(c)SAE 2340and (d)SAE 4063.(Data are cited from Ref.[38]).Fig.8.Fitting relation between tensile strength and rotating bending fatigue strength of high strength steels:(a)SAE 4140;(b)SAE 4340;(c)SAE 2340and (d)SAE 4063.(Data are cited from Ref.[38]).J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341336not.Thus,many fatigue data of engineering materials,such as wrought steels,aluminum and copper alloys [3,4]were further collected.Fig.10(a),(c)and (e)shows the fitting curves of the fatigue ratios of wrought steels,copper alloys and aluminum alloys available,and the fitting equations can be expressed as follows,respectively,R ¼0:61À1:24Â10À4s b For wrought steels ðÞ,ð8a ÞR ¼0:54À3:72Â10À4s b For wrought Cu alloys ðÞð8b ÞR ¼0:53À5:66Â10À4s bFor aluminum alloys ðÞð8c ÞIt can be seen that most data of fatigue ratios are also within the 20%error band and the relation between the fatigue ratio and tensile strength of metallic materials still looks like linear.Based on the results,the fatigue strength s w for the three kinds of materials can be separately fitted by the following quadratic equations:s w ¼ð0:61À1:24Â10À4s b ÞÂs b For wrought steels ðÞð9a Þs w ¼ð0:54À3:72Â10À4s b ÞÂs b For wrought Cu alloys ðÞð9b Þs w ¼ð0:53À5:66Â10À4s b ÞÂs b For aluminum alloys ðÞð9c ÞIn Fig.10(b),(d)and (f),most fatigue strength s w data arewithin the 20%error band,which tells us that the fatigue strength formula above is also appropriate for the conventional engineer-ing materials.Recently,many new high-strength materials have been suc-cessfully developed as mentioned above.We curiously know whether the quadratic relation applies to them or not.However,there is almost no fatigue data of the identical materials with varying tensile strength in a very wide range.Luckily,we have carried out some fatigue tests on ultrafine grained low carbon steel [42],and collected some fatigue data of coarse grained [43,44]and ultrafine grained [42,44,45]low-carbon steels and analyzed them as shown in Fig.11.The fitting relations between tensile strength and fatigue ratio as well as fatigue strength can be written as below:R ¼0:60À2:13Â10À4Âs bFor low carbon steel ðÞ,ð10a Þs w ¼ð0:60À2:13Â10À4s b ÞÂs b For low carbon steel ðÞð10b ÞThe data of fatigue ratios and fatigue strengths are also within the 10%error band.This indicates that the fatigue strength formula also fits the low-carbon steel.After analyzing the fatigue data of four specific materials (SAE 4340,4140,2340,4063)and three types of materials (steels,copper alloys,aluminum alloys)the two general conclusions can be drawn:(1)the relation between fatigue ratios and tensile strengths is linear;(2)the relation between fatigue strengths and tensile strengths is quadratic.Therefore,Eqs.(3),(7a),(10a)(5a)–(d)and (8a)–(c)can be expressed in the general form as below,R ¼C ÀP Âs bð11Þwhere C and P are two constants;moreover,each material has its own constants as listed in Table 3.Furthermore,Eqs.(4),(7b),(10b)(9a)–(c)and (6a)–(d),can be unified in a more universal formula as below,s w ¼C ÀP Âs b ðÞÂs bð12Þ4.2.Fatigue damage mechanism of materialsTo reveal the reasons caused the results above,it is necessary to further study the fatigue damage mechanism of the high-strength steel.Since it is inevitable that the real materials contain different kinds of defects [2,5],they can be roughly categorized into two types:one is the intrinsic defect (ID),such as vacancies,interstitial atoms,dislocations,stacking faults (SF),grain bound-aries (GB)and so on,as illustrated in Fig.12.The IDs are related to the materials itself and can not be completely avoided by the technology innovation of processing or by controlling the forma-tion of microstructure.The other is the processing defect (PD),including nonmetallic inclusions,cavities,segregation and scratches etc,as shown in Fig.12.The PDs are associated with the technology of production or processing and can be avoided in practice to some extent.First,for the low-strength ductile materials,fatigue cracks normally do not nucleate at PDs (inclusion or scratch),but at slip bands (SB)or GBs [46]on the sample surface (see Fig.12).The materials with ID and without PD can be regarded as ideal ones because ID mainly controls the microstructure and determines the main mechanical properties.Therefore,for the ideal materials,the fatigue strength s w might only depend on its IDs and the corresponding ideal fatigue strength s I w should show a propor-tional correlation with its tensile strength s b i.e.,s I w ¼C Âs bð13Þwhere,s I w :ideal fatigue strength;C :a constant,which agrees with the proportional relation in intrinsic flaw regime [21],where ‘intrinsic flaw’is ID mentionedabove.Fig.9.(a)Fitting relations (a)between tensile strength and fatigue ratio and (b)relation between tensile strength and VHC fatigue strength of steels with the smallest diameter of 3mm.Data are from Ref.[9–20].J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341337For the grain-refinement strengthening,the smaller grain size is,the larger will be the total boundary surface area per unit volume.Therefore,this can increase the pileup of dislocation and make the motion of dislocation difficult,resulting in the increase of tensile strength,as explained by the well-known Hall–Petch relation.Therefore,the relation between tensile strength and grain size D À1/2is linear,which can be expressed ass b p 1ffiffiffiffiDp ð14ÞFor fatigue strength,small sized grains can lead to the reduced flaw sizes and increase difficulties for the imposed stress con-centration at the flaw to exceed the critical stress of the material,thus suppressing early crack nucleation and propagation.Fatiguestrength also follows the Hall–Petch relation [24,25]as blew,s w p 1ffiffiffiffiDp ð15ÞTherefore,the relation between tensile strength and fatigue strength can be regarded as linear,which can be verified by the experimental results of some ultrafine-grained materials in Refs.[25,26].Second,for the high-strength materials,fatigue cracks do not frequently initiate along SB or GBs and other IDs,but at PDs (inclusion or scratch in Fig.12).At this time,the fatigue strength of materials can be considered as PD-controlled,and the effects of IDs on fatigue strength could be minified to some extent.If the material can be considered as an isotropic solid with a crack,hence the fracture mechanics can be applied.By which,MurakamiFig.10.Fitting relations of the rotating bending fatigue ratio and fatigue strength vs.tensile strength for different engineering materials,(a)and (b)for wrought steels at 106cycles;(c)and (d)for copper alloys at 108cycles;(e)and (f)for aluminum alloys at 5Â108cycles.(Data are collected from Ref.[3,4]).J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341338et al.[5]found a well-known fatigue strength formula related tothe parameters such as hardness Hv and the inclusion size ffiffiffiffiffiffiffiffiffiffiarea p as detail below.If the area of a crack at inclusion is denoted by ‘area’,then the maximum value,K Im ax of the stress intensity factor along its crack front is given approximately by [47]K Im ax ¼0:5s a ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffip ffiffiffiffiffiffiffiffiffiffiareap q ð16Þhere,K Im ax is the applied stress intensity factor given in MPa m 1/2,where s a is the applied stress (MPa)and ffiffiffiffiffiffiffiffiffiffiarea p is crack size (m).The threshold for crack growth can be written [5]D K th ¼3:3Â10À3HV þ120ðÞffiffiffiffiffiffiffiffiffiffiareap ÀÁ1=3ð17Þwhere D K th is in MPa m 1/2and HV is in kgf mm À2,and ffiffiffiffiffiffiffiffiffiffiarea p is in m m.When K Im ax ¼D K th ,the fatigue strength can be bining Eqs.(16)and (17),and noticing the difference of theunit of the ffiffiffiffiffiffiffiffiffiffiarea p between those equations,the fatigue strength s w can be expressed as below [48],s w ¼C HV þ120ðÞ=ffiffiffiffiffiffiffiffiffiffiareap ÀÁ1=6ð18Þwhere,C :material constant relative to crack initiation site.Eq.(18)is widely used to predict the fatigue strength of high-strength steel with inclusion.While,the fatigue strength mea-sured by staircase method is a statistical value;If the specimens were prepared with the same batch of steel bars but different heat treatments,the average inclusion sizes contained in those speci-mens should be close to each other.Therefore,the inclusion size ffiffiffiffiffiffiffiffiffiffiarea p in Eq.(18)can be considered as a constant,thus,Eq.(18)becomess w ¼C 00Hv þ120ðÞð19Þwhere,C 00¼C 0ffiffiffiffiffiffiffiarea p ðÞ.In practice,the hardness Hv and tensilestrength s b show linear relation [2,39];so that Eq.(19)is approximately consistent with Eq.(13).It implies that the rela-tion between tensile strength and fatigue strength of one mate-rial,no matter whether in low-strength level or in high-strength level,is still linear in theory.However,a question is raised as below.For our fatigue test,the specimens A to E were prepared with the same batch of steel bars but different heat treatments,the inclusion size contained in those specimens should be the same in the statistical meaning.Therefore,the influence of the inclusion size on fatigue strength of those specimens could be neglected.According to Eqs.(13)or (19),the fatigue strength should be proportional to the tensile strength;however,it is inconsistent with the experiment results as mentioned above.The reason may be as follows.By analyzing of the relation between D K th and tensile strength s b of 300M steel in Ref.[49],as shown Fig.13,it is found that D K th linearly decreases with tensile strength s b increasing.The linear relation can be written in the form like:D K th p C 1ÀC 2Âs bð20ÞFig.11.(a)Relation between tensile strength and fatigue ratio and (b)relation between tensile strength and fatigue strength:CG [43,44],UFG [42,44,45].Table 3Values of the constants C ,P ,M and E and corresponding s bc and s max w .MaterialCP /10À4MPa À1ME /GPas b c /MPas max w /MPaError band (%)Our work 0.70 1.8538.5208189166275SAE 41400.87 2.6554.9207164271475SAE 43400.76 1.7837.0208213581175SAE 23400.74 1.8939.1207195872475SAE 40630.92 2.3749.1207194189375Steel alloy a 0.67 1.5231.52072204738715Steel alloy b 0.61 1.2425.72072460750720LC Steel c 0.60 2.1345.32081408423710Cu alloy 0.54 3.7244.3119726196720Al alloy0.53 5.6640.671.7468124720a VHC fatigue under tension and compression.b Rotating bending fatigue.cLow carbonsteel.Fig.12.Schematic illustration of fatigue mechanisms and strength formula with tensile strength increasing.J.C.Pang et al./Materials Science &Engineering A 564(2013)331–341339。
peabody粗大运动评估内容 -回复
peabody粗大运动评估内容-回复peabody粗大运动评估是一种广泛应用于儿童运动能力评估的工具。
它通过评估儿童的粗大运动技能,包括跑步、跳跃、投掷和接球等,来判断他们的运动发展情况。
本文将详细介绍peabody粗大运动评估的内容,以及使用该评估工具的步骤和评估结果的解读。
首先,我们来了解一下peabody粗大运动评估的内容。
该评估工具共有六个子测试,分别是垂直跳跃、侧向跳跃、固定头运球、投掷、水平跳跃和平衡器上行走。
每个子测试都要求儿童完成一系列特定的动作,以测试他们的运动技能和协调性。
评估者会观察儿童的身体控制能力、动作流畅性和运动表现等方面,并按照评定标准对其表现进行评分。
评分标准依据年龄和性别而定,以确保评估结果的准确性和可比性。
接下来,我们来一步一步讲解peabody粗大运动评估的步骤。
首先,评估者需要为评估对象准备一块平整的开阔场地,以确保儿童有足够的空间进行各项测试。
接着,评估者会根据儿童的年龄和性别选择合适的评估内容,并将测试器材准备好,如跳绳、球和平衡器等。
在测试过程中,评估者需要仔细观察儿童的运动表现,注意记录他们的技能水平和动作质量。
完成所有子测试后,评估者会汇总评分并进行分析,以得出儿童的粗大运动能力水平。
最后,我们来解读peabody粗大运动评估的结果。
评估报告会显示每个子测试的得分和儿童在整体评估中的位置。
评估结果可以用百分位数来表示,该百分位数表示相同年龄和性别的典型儿童中,儿童的得分位于多少百分比之上或之下。
例如,一个得分为75的儿童表示其运动能力高于75的同龄男孩。
评估者还可以通过比较不同子测试的得分来分析儿童的强项和弱项,并提供相关建议和训练指导,以帮助儿童发展和提高运动能力。
综上所述,peabody粗大运动评估是一项全面评估儿童运动能力的工具。
它通过评估儿童的粗大运动技能,并根据评定标准进行评分,来判断儿童的运动发展水平。
评估过程涉及选择评估内容、准备测试器材、观察儿童运动表现等。
ASTM D1002-01.
B 36/B36M Specification for Brass Plate,Sheet,Strip,andRolled Bar 3B 152Specification for Copper Sheet,Strip,Plate,andRolled Bar 3B 209Specification for Aluminum and Aluminum-AlloySheet and Plate 4B 265Specification for Titanium and Titanium Alloy Strip,Sheet,and Plate 5D 907Terminology of Adhesives 6D 4896Guide for Use of Adhesive-Bonded Single Lap-Joint Specimen Test Results 6E 4Practices for Force Verification of Testing Machines 73.Terminology3.1Definitions —Many terms in this test method are definedin Terminology D 907.4.Significance and Use4.1This test method is primarily comparative.However,itdoes have application as a discriminator in determining varia-tions in adherend surface preparation parameters and adhesiveenvironmental durability.The test method has found applica-tions in controlling surface preparations,primer,and adhesivesystems for determining strength properties of tested systems.4.2The misuse of strength values obtained from this testmethod as design-allowable stress values for structural jointscould lead to product failure,property damage,and humaninjury.The apparent shear strength of an adhesive obtainedfrom a given small single-lap specimen may differ from thatobtained from a joint made with different adherends or by adifferent bonding process.The normal variation of temperatureand moisture in the service environment causes the adherendsand the adhesive to swell or shrink.The adherends andadhesive are likely to have different thermal and moisturecoefficients of expansion.4.3Even in small specimens,short-term environmentalchanges may induce internal stresses or chemical changes inthe adhesive that permanently affect the apparent strength andother mechanical properties of the adhesive.The problem ofpredicting joint behavior in a changing environment is evenmore difficult if a different type of adherend is used in a largerstructural joint than was used in the small specimen.4.4The apparent shear strength measured with a single-lapspecimen is not suitable for determining design-allowablestresses for designing structural joints that differ in any mannerfrom the joints tested without thorough analysis and under-standing of the joint and adhesive behaviors.4.5Single-lap tests may be used for comparing and select-ing adhesives or bonding processes for susceptibility to fatigueand environmental changes,but such comparisons must bemade with great caution since different adhesives may responddifferently in different joints.See Guide D 4896for furtherdiscussion of the concepts relative to interpretation ofadhesive-bonded single-lap-joints.5.Apparatus 5.1The testing machine shall conform to the requirements of Practices E 4.The testing machine shall be so selected that the breaking load of the specimens falls between 15and 85percent of the full-scale capacity.The machine shall be capable of maintaining a rate of loading of 80to 100kg/cm 2(1200to 1400psi)/min,or,if the rate is dependent on crosshead motion,the machine should be set to approach this rate of loading,approximately 0.05in./min.It shall be provided with a suitable pair of self-aligning grips to hold the specimen.It is recom-mended that the jaws of these grips shall engage the outer 25mm (1in.)of each end of the test specimen firmly.5.2The grips and attachments shall be so constructed that they will move into alignment with the test specimen as soon as the load is applied,so that the long axis of the test specimen will coincide with the direction of the applied pull through the center line of the grip assembly.5.3The length of overlap of the specimen may be varied where necessary.The length of the specimen in the jaws,however,must not be varied.The distance from the end of the lap to the end of the jaws should be 63mm (21⁄2in.)in all tests.6.Test Specimens 6.1Test specimens shall conform to the form and dimen-sions shown in Fig.1.These shall be cut from test panels prepared as prescribed in Section7.The recommended thick-ness of the sheets is 1.6260.125mm (0.06460.005in.).The recommended length of overlap for most metals of 1.62mm (0.064in.)in thickness is 12.760.25mm (0.560.01in.).6.2Since it is undesirable to exceed the yield point of the metal in tension during test,the permissible length of overlap in the specimen will vary with the thickness and type of metal,and on the general level of strength of the adhesive being investigated.The maximum permissible length may be com-puted from the following relationship:L 5Fty t /t (1)where:L =length of overlap,in.,t =thickness of metal,in.,Fty =yield point of metal (or the stress at proportional limit),psi,and t =150percent of the estimated average shear strength in adhesive bond,psi.6.3A variation in thickness of the metal,and the length of overlap,will likely influence the test values and make direct comparison of data questionable.For this reason,in compara-tive or specification tests,the thickness should preferably be 1.6260.125mm (0.06460.005in.)and the length of overlap 3Annual Book of ASTM Standards ,V ol 02.01.4Annual Book of ASTM Standards ,V ol 02.02.5Annual Book of ASTM Standards ,V ol 02.04.6Annual Book of ASTM Standards ,V ol 15.06.7Annual Book of ASTM Standards ,V ol03.01.FIG.1Form and Dimensions of TestSpecimenshould preferably be12.760.25mm(0.560.01in.),or not in excess of the value computed in6.2.For development tests values could be different,but should then be constant.6.4The following grades of metal are recommended for the test specimens:Metal ASTM DesignationBrass B36,C26800(Alloy8)Copper B152,C11000Aluminum B209,Alloy2024,T3temperSteel A109,Grade2Corrosion-resisting steel A167,Type302Titanium B2656.5At least30specimens shall be tested,representing at least four different joints.However,if statistical analysis of data and variance is employed,it should be possible to reduce this number.7.Preparation of Test Joints7.1It is recommended that test specimens be made up in multiples of at leastfive specimens,and then cut into indi-vidual test specimens(Note1),Fig.2and Fig.3.Cut sheets of the metals prescribed in6.1and6.4to suitable size.All edges of the metal panels and specimens which will be within(or which will bound)the lap joints shall be machined true (without burrs or bevels and at right angles to faces)and smooth(rms160max)before the panels are surface-treated and bonded.Clean and dry the sheets carefully,according to the procedure prescribed by the manufacturer of the adhesive, and assemble in pairs.Prepare and apply the adhesive accord-ing to the recommendations of the manufacturer of the adhe-sive.Apply the adhesive to a sufficient length in the areaacross FIG.2Standard TestPanelthe end of one or both metal sheets so that the adhesive willcover a space approximately 6mm (1⁄4in.)longer than theoverlap as selected in Section 6.Assemble the sheets so thatthey will be held rigidly so that the length of the overlap willbe controlled,as indicated in Section 6,within 0.25mm(60.01in.),and the adhesive allowed to cure as prescribed bythe manufacturer of the adhesive.N OTE 1—Bonding specimens in multiple panels is believed to givemore representative specimens.However,individual specimens may beprepared if agreeable to the supplier or the purchaser of the adhesive.8.Preparation of Test Specimens8.1Cut the test specimens,as shown in Fig.1,from thepanels,Figs.2and 3.Perform the cutting operation so as toavoid overheating or mechanical damage to the joints (Note 2).For final preparation trim panel area according to Fig. 2.Measure the width of the specimen and the length of theoverlap to the nearest 0.25mm (0.01in.)to determine the sheararea.N OTE 2—A five-tooth,typesetter’s circular saw has been found suitablefor such purposes.9.Procedure9.1Test the specimens,prepared as prescribed in Section 8,as soon after preparation as possible.The manufacturer of the adhesive may,however,prescribe a definite period of condi-tioning under specific conditions before testing.9.2Place the specimens in the grips of the testing machine so that the outer 25mm (1in.)of each end are in contact with the jaws (see 5.3)and so that the long axis of the test specimen coincides with the direction of applied pull through the center line of the grip assembly.Apply the loading immediately to the specimen at the rate of 80to 100kg/cm 2(1200to 1400psi)of the shear area per min.Continue the load to failure.This rate of loading will be approximated by a free crosshead speed of 1.3mm (0.05in.)/min.10.Calculations 10.1Record the load at failure and the nature and amount of this failure (cohesion in adhesive or metal,or adhesion)for each specimen.Express all failing loads in kilograms per square centimeter (pounds per square inch)of shear area,calculated to the nearest 0.06cm 2(0.01in.2).11.Report 11.1Report the following:11.1.1Complete identification of the adhesive tested,in-cluding type,source,date manufactured,manufacturers’code numbers,form,etc.,11.1.2Complete identification of the metal used,its thick-ness,and the method of cleaning and preparing its surfaces prior to bonding,11.1.3Application and bonding conditions used in prepar-ing specimens,11.1.4Average thickness of adhesive layer after formation of the joint within 0.001in.(0.025mm).The method of obtaining the thickness of the adhesive layer shall be described including procedure,location of measurements,and range of measurements.11.1.5Length of overlap used,11.1.6Conditioning procedure used for specimens prior to testing,11.1.7Number of specimens tested,11.1.8Number of joints represented and type of joint if other than single overlap,11.1.9Maximum,minimum,and average values for the failing load,and 11.1.10The nature of the failure,including the average estimated percentages of failure in the cohesion of the adhe-sive,contact failure,and adhesion to the metal.12.Precision and Bias 12.1The precision and bias statement for this test method has not been determined yet.Archival and round-robin infor-mation is being reviewed,and the results are expected by September 2004.13.Keywords 13.1adhesives;metal-to-metal;shear strength;single-lap joint;tensionloadingFIG.3Optional Panel for Acceptance TestsOnlyThe American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this ers 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 everyfive 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 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,100Barr Harbor Drive,PO Box C700,West Conshohocken,PA19428-2959,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@(e-mail);or through the ASTM website().。
一种高强钛合金疲劳裂纹扩展行为
引用格式:王欢,辛社伟,郭萍,等. 一种高强钛合金疲劳裂纹扩展行为[J ]. 航空材料学报,2024,44(2):176-183.WANG Huan ,XIN Shewei ,GUO Ping ,et al. Fatigue crack propagation behavior of high strength titanium alloy [J ].Journal of Aeronautical Materials ,2024,44(2):176-183.一种高强钛合金疲劳裂纹扩展行为王 欢, 辛社伟, 郭 萍, 强 菲, 张 磊, 乔忠立, 赵永庆*(西北有色金属研究院,西安 710016)¯101112¯1010¯101¯210摘要:高强Ti-5Al-3Mo-3V-2Zr-2Cr-1Nb-1Fe (Ti-5321)合金是顺应我国新一代飞机对高性能钛合金的需求设计而开发的一种新型高强损伤容限型钛合金。
以Ti-5321合金为研究对象,构造等轴组织(EM )、网篮组织(BW )和细网篮组织(F-BW )三种典型组织,研究拉伸及疲劳裂纹扩展行为,利用光学显微镜(OM )和扫描电镜(SEM )观察组织和断口,揭示高强钛合金Paris 及失稳扩展区的疲劳裂纹扩展机制。
结果表明:三种组织试样的抗拉强度均在1200 MPa 以上,且整个裂纹扩展阶段均表现出优异的疲劳裂纹扩展抗力;细网篮组织疲劳裂纹扩展抗力最高,等轴组织疲劳裂纹扩展抗力最低;Paris 区及失稳扩展区疲劳裂纹主要以穿过初生α相和沿着初生α相两种方式进行扩展,裂纹扩展方式与α相的晶体学取向密切相关,裂纹倾向于穿过有利于()<>锥滑移的α丛域,绕过有利于()<>柱滑移的α丛域。
关键词:Ti-5321合金;细网篮组织;断口形貌;疲劳裂纹扩展机制doi :10.11868/j.issn.1005-5053.2023.000154中图分类号:TG146.2+3 文献标识码:A 文章编号:1005-5053(2024)02-0176-08Fatigue crack propagation behavior of high strength titanium alloyWANG Huan, XIN Shewei, GUO Ping, QIANG Fei, ZHANG Lei, QIAO Zhongli, ZHAO Yongqing*(Northwest Institute for Nonferrous Metal Research ,Xi’an 710016,China )¯101112¯1010¯101¯210Abstract: High strength Ti-5Al-3Mo-3V-2Zr-2Cr-1Nb-1Fe (Ti-5321) alloy is a new type of high strength tolerance titanium alloy designed and developed to meet the demand of high performance titanium alloy for new generation aircraft in China. Ti-5321 alloy with equiaxed microstructure (EM ),basket-weave microstructure (BW ) and fine basket-weave microstructure (F-BW )was obtained by forging and heat treatment ,and the tensile properties and fatigue crack growth behavior were studied. Fatigue crack propagation mechanisms in Paris and unstable propagation regimes were revealed by analyzing the microstructures and fracture morphology using optical microscopy (OM) and scanning electron microscopy (SEM). The results show that the samples with EM ,BW and F-BW exhibit the excellent fatigue crack propagation resistance with the tensile strength of 1200 MPa. The sample with F-BW presents the highest fatigue crack propagation resistance in Paris and rapid growth regimes ,while the sample with EM presents the lowest fatigue crack propagation resistance. In F-BW , the crack mainly propagates through and along α phase. Crack tends to propagate across colony oriented for ()<> pyramidal slip and propagates along colony oriented for ()<>prismatic planes.Key words: Ti-5321 alloy ;fine basket-weave microstructure ;fracture morphology ;fatigue crack growth mechanism钛合金因具有较好的综合力学性能、耐腐蚀以及易加工等优良性能,在航空领域应用广泛[1]。
新亮剑2022英语答案
新亮剑2022英语答案Section I Use of EnglishDirections: Read the following text. Choose the best word (s) for each numbered blank and mark A. B.C or D on the ANSWER SHEET. (10 points) Harlan Coben believes that if you' re a writer, you' ll find the time; and that if you can't find the time, then writing isn't a priority and you' re not a writer. For him writing is a (1) job—a job like any other. He has (2) it with plumbing, pointing out that a plumber doesn't wake up and say that he can't work with pipes today.(3) . like most writers these days, you' re holding down a job to pay the bills. it's not (4) to find the time to write But it's not impossible It requires determination and single-mindedness.(5) that most bestselling authors began writing when they were doing other things to earn a living And today, even writers who are fairly (6) often have to do other work to (7) their writing income.As Harlan Coben has suggested it's a (8) of priorities. To make writing a priority, you' ll have to (9) some of your day-to-day-activities and some things you really enjoy Depending on your (10) and your life style, that might mean spending less time watching television or listening to music. though some people can write (11) they listen to music. You might have to (12) the amount of exercise or sport you do. You' ll have to make social media an (13) activity rather than a dailytime-consuming (14) There “ll probably have to be less socializing with your friends an less time with your family Its a (15) learning curve. and it won't always make you popular.There's just one thing you should try to keep at least some time for, (16) your writing-and that's reading. And writer needs to read as much and as widely as they can: it's the one (17) supporter-something you can't do without.Time is finite. The older you get, the (18) it seems to go. We need to use it as carefully and as (19) as we can, that means prioritising out activities so that we spend most time on the things we really want to do. Ifyou' re a writer, that means—(20) —writing1.A.difficult B.normal C.steady D.pleasantbined pared C.confused D.confronted3.A.if B.Through C.Once D.Unless4.A.enough B.strange C.wrong D.easy5.A.Accpect B.Explain C.Remember D.Suppose6.A.well-known B.well-advised C.well-informed D.well-chosen7.A.donate B.generate C.supplement D.calculate8.A.cause B.purpose C.question D.condition9.A.highlight B.sacrifice C.continue D.explore10.A.relations B.interests C. memories D.skills11.A.until B.because C.while D.before12.A.put up with B.make up of C.hang on to D.cut down on13.A.intelligent B.occasional C.intensive D.emotional14.A.habit B.test C.decision D.plan15.A.tough B.gentle C.rapid D.funny16.A.in place of B.in charge of C.in response to D.in addition to17.A.indispensable B.innovative C.invisible D.instant18.A. duller B.harder C.quieter D.quicker19.A.peacefully B.generously C.productively D.gratefully20.A.at most B.in tum C.on average D.above allSection II Reading ComprehensionPartADirections:: Read the following four texts. Answer the questions below each text by choosing A. B. C. or D.Mark your answers on ANSWER SHEET 1. (40 points)Text 1On a recent sunny day13.000 chickens roam over Larry Brown's 40 windswept acres in Shiner Texas. Some rest in the shade of a parked car Others drink water with the cows. This all seems random. but it's by design, part of what the $6.1 billion US. egg industry bets will be its next big thing: climate-friendly eggs.These eggs. which are making their debut now on shelves for as much asS8adozen. are still labeled organic and animal-friendly. but they're also from birds that live on farms using regenerative agriculture-special techniques to cultivate rich soils that can trap green house gases. Such eggs could be marketed as helping to fight climate change.I'm excited about our progress”says Brown, who is adding more cover crops that draw worms. and crickets for the chickens to eat. The birds' waste then fertilizes fields. Such improvements“allow our hens to forage for higher-quality natural feed that will be good for the land, the hens, and the eggs that we supply to our customers.The egg industry's push is the first major test of whether animal products from regenerative farms can become the next premium offering. in barely more than a decade, organic eggs went from being dismissed as a niche product in natural foods stores to being sold at Walmart. More recently there were similar doubts about probiotics and plant-based meats. but both have exploded into major supermarket categories. If the sustainable-egg roll out is successful. it could open the floodgates for regenerative beef. broccoli, and beyondRegenerative products could be a hard sell because the concept is tough to define quickly. says Julie Stanton, associate professor of agricultural economics at Pennsylvania State University Brandy wine. Such farming also brings minimal, if any. improvement to the food products (though some producers say their eggs have more protein).The industry is betting that the same consumers paying more for premium attributes such as free-range. non-GMO. and pasture-raised eggs will embrace sustainability. Surveys show that younger generations are more concerned about climate change. and some of the success of plant-based meat can be chalked up to shoppers wanting to signal their desire to protect environment. Young adults ”really care about the pla says John Brunnquell, president of Eggs Innovations“are absolutely altering the food chain beyond what It hink even they understand what they' re doing. The industry is betting that the same consumers paying more for premium attributes such as free-ra non-GMO, and pasture-raised eggs will embsustainability. Surveys show that younger generations more concerned about climate change. and some ot success of plant-based meat can be chalked u shoppers wanting to signal their desire to protect environment. Young adults ”really care about the plasays John Brumnquell. president of Egg Innovations“are absolutely altering the food chain beyond what It think even they understand what they' re doing.21. the climate - friendly eggs are producted .[A] at a considerably low cost[B] at the demand of regular shoppers[C] as a replacement for organic eggs[D] on specially designed forms22. larry Brown is excited about his progress in .[A] reducting the damage of[B] accelaratiny the disposal of uest[C]. Creatinya sustainable system[D] Attratiny customers to his products23. the example of organic eggs is used in the paragragh if to suggest .[A] the doubts to over natural feeds[B] the set breaks in the eggs industry[C] the potential of regenerative products[D] the promotional success of super markets24. It can be learned from paragraph that young people .[A] are reluctant to change their diet[B] are likely to buy climate fiendly eggs[C] are curious about new food[D] are amazed at agruculoure advorces25 John Brungvel would disagree with Julie Stanton overegenerative products .[A] A markets prospects[B] standard definition[C] market prospect[D] moricl implicationText 2More Americans are opting to work well into retirement, a growing trend that threatens to upend the old workforce model.One in three Americans who are at least 40 have or plan to have a job in retirement to prepare for a longer life, according to a survey conducted by Harris Poll for TD Ameritrade. Even more surprising is that more than half of ”unretirees“-those who plan to work in retirement or wentback to work after retiring -said they would be employed in their later years even if they had enough money to settle down. the survey showed.Financial needs aren't the only culprit for the ”unretirement“trend. Other reasons, according to the study. include personal fulfillment such as staying mentally fit, preventing boredom or avoiding depression. About 72% of ”unretiree“respondents said that they would return to work once retired to keep mentally fit while 59% said it would be tied to making ends meet.”The concept of retirement is evolving.“said Christine Russell, senior manager of retirement at TD Ameritrade. ”It's not just about finances. The value of work is also driving folks to continue working past retirement.“One reason for the change in retirement patterns: Americans are living longer. Older Americans are also the fastest-growing segment ofthe U.S. workforce, and boomers are expected to live longer than previous generations. The percentage of retirement-age people in the labor force has doubled over the past three decades. About 20% of people 65 and older were in the workforce in February, up from an all-time low of 10% in January 1985, according to money manager United Income.Because of longer life spans. Americans are also boosting their savings to preserve their nest eggs, the TD Ameritrade study showed, which surveved 2,000 adults between 40 to 79. Six in 10 ”unretirees“are increasing their savings in anticipation of a longer life. according to the survey. Among the most popular ways they are doing this, the company said, is by reducing their overall expenses, securing life insurance or maximizing their contributions to retirement accounts.Unfortunately, many people who are opting to work in retirement are preparing to do so because they are worried about making ends meet in their later years, said Brent Weiss, a co-founder at Baltimore-based financial-planning firm Facet Wealth. He suggested that preretirees should speak with a financial adviser to set long-term financial goals.The most challenging moments in life are getting married, starting a family and ultimately retiring.”Weiss said. “It's not just a financial decision, but an emotional one. Many people believe they can't retire.26. The survey conducted by Haris Poll indicates that .A. over half of the retirees are physically fit for workB. the old workforce is as active as the younger one doseC. one in three Americans enjoy earlier retirementD. more Americans are willing to work in retirement27. It can be inferred from paragraph 3 that Americans tend to think that .A. retirement may cause problems for themB. boredom can be relieved after retirementC. the mental health of retirees is overlookedD. ”unretirement“contributes to the economy28. Retirement patterns are changing partly due to .A. labor shortageB. population growthC. longer life expectancyD. rising living costs29. Many retirees are increasingly swines by .A. investing more in stocksB. taking up odd jobsC. getting well-paid workD. spending less30. With regard to retirement, Bent Weiss thinks that many peopleare .A. unpreparedB. unafraidC. DisappointedD. EnthusiasticText 3We have all encountered them, in both our personal and professional lives. Think about the times you felt tricked o frustrated by a membership or subscription that had a seamless sign-up process but was later difficult to cancel. Something that should be simple and transparent can be complicated, intentionally or unintentionally. in ways that impair consumer choice. These are example of patterns.First coined in 2010 by user experience expert Harry Brig null, dark patterns”is a catch-all tern for practices that manipulate user interfaces to influence the decision-making ability of users. Brig null identifies 12 types of common dark patters. ranging from misdirection and hidden costs to roach motel.“where a user experience seems easy and intuitive at the start. but turns difficult when the user tries to get out.In a 2019 study of 53.000 product pages and11000 websites. researchers found that about one in 10 employs these design practices. Though widely prevalent, the concept of dark patterns is still not well understood. Business and nonprofit leaders should be aware of darkpatterns and try to avoid the gray areas they engenderWhere is the line between ethical, persuasive design and dark patterns? Businesses should engage in conversations with IT. compliance, risk, and legal teams to review their privacy policy. and include in the discussion the customer/user experience designers and coders responsible for the company's user interface, as well as the marketers and advertisers responsible for sign-ups. checkout baskets, pricing, and promotions. Any or all these teams can play a role in creating or avoiding”digital deception.“Lawmakers and regulators are slowly starting to address the ambiguity around dark patterns. most recently at the state level. In March, the California Attorney General announced the approval of additional regulations under the California Consumer Privacy Act (CCPA) that ensure that consumers will not be confused or misled when seeking to exercise their data privacy rights. ”The regulations aim to ban dark patterns-this means prohibiting companies from using“confusing language or unnecessary steps such as forcing them to click through multiple screens or listen to reasons why they shouldn't opt out.As more states consider promulgating additional requlatons, there is a need for greater accountability form within the business community. Dark patterns also be addressed on a self-regulatory basis, but only if organizations hold themselves accountable, not just to legalrequirements, but also to industry best practices and standards.31.It can be learned from the first two paragrphs that dark patterns .A.improve user experienceB. leak user information for profitC.undermine users decision-makingD.remind users of hiddeb costs32.The 2019 study on dark pattern is mentioned to show .A.their major flawsB. their complex designsC. their severe damageD.their strong presence33.To handle digital deception business should .A.listen to customer feedbackB.talk with relevant teamsC.turn to independent agenciesD.relyon professional traning34. The additional regulations under the CCPA are ntended to .A. guide user though opt-out processesB. protect consumers from being trickedC. grant companies data privacy rightD. restrict access to problematic content35. According to the last paragraph a key to coping with dark patterms is .A. new legal requirementsB. business self-disciplineC. strict regulatory standardsD. consumers' safety awareneText4Although ethics classes are common around the world, scientists are unsure if their lessons can actually change behavior; evidence either way is weak, relying on contrived laboratory tests on sometimes unreliable self-reports. But a new study published in Cognition found that, in at least one real-world situation, a single ethics lesson may have had lasting effects.The researchers investigated one class session's impact on eating meat. They chose this particular behavior for three reasons, according to study co-author Eric Schwitzeebel. a philosopher at the University of California, Riverside: students' attitudes on the topic are variable and unstable, behavior is easily measurable, and ethics literature largely agrees that eating less meat is good because it reduces environmental harm and animal suffering. Half of the students in four large philosophy classes read an article on the ethics of factory-farmed meat, optionally watched an 11-mimute video on the topic and joined a 50-minutediscussion. The other half focused on charitable giving instead. Then, unknown to the students, the researchers studied their anonymized meal-card purchases for that semester -nearly 14,000 receipts for almost 500 students.Schwitzgebel predicted the intervention would have no effect; he had previously found that ethics professors do not differ from other professors on a range of behaviors, including voting rates, blood donation and returning library books. But among student subjects who discussed meat ethics, meal purchases containing meat decreased from 52 to 45 percent-and this effect held steady for the study's duration of several weeks. Purchases from the other group remained at 52 percent.”That's actually a pretty large effect for a pretty small intervention,“Schwitzgebel says.Psychologist Nina Strohminger at the University of Pennsylvania, who was not involved in the study, says she wants the effect to be real but cannot rule out some unknown confounding variable.And if real, she notes, it might be reversible by another nudge: Easy come, easy go.Schwitzgebel suspects the greatest impact came from social influence—classmates or teaching assistants leading the discussions may have shared their own vegetarianism, showing it as achievable or more common. Second, the video may have had an emotional impact. Least rousing he thinks, was rational argument, although his co-authors sayreason might play a bigger role Now the researchers are probing the specific effects of teaching style, teaching assistants”eating habits and students' video exposure. Meanwhile. Schwitzgebel -who had predicted no effect will be eating his words.36. Scientists generally believe that the effects of ethics classes are .[A] hard to determine[B] narrowly interpreted[C] difficult to ignore[D] poorly summarized37. Which of the following is a reason for the researchers to study meat eating?[A] It is common among students.[B] It is a behavior easy to measure.[C] It is important to students' health.[D] It is a hot topic in ethics classes.38. Eric Schwitzgebel's previous findings suggest that ethics professors .[A] are seldom critical of their students[B] are less sociable than other professors.[C] are not sensitive to political issues[D] are not necessarily ethically better39. Nina Strolminger thinks that the effect of the intervention is .[A] permanent[B] predictable[C] uncertain[D] unrepeatable40. Eric Schwitzgebel suspects that the students' change in behavior .[A] can bring psychological benefits[B] can be analyzed statistically[C] is a result of multiple factors[D] is a sign of self-developmentPart BDirections:Read the following text and answer the questions by choosing the most suitable subheading from the list A-G for each numbered paragraphs(41-45).There are two extra subheadings which you do not need to use.Mark your answers on the ANSWER SHEET(10 points)[A]Start Low,Go Slow[B]Round Out Your Routine[C]Talk With Your Doctor[D]Make It a Habit[E]Go Through the Motions[F]Don't Go It Alone[G]Listen to Your BodyMoving your body has been shown to reduce anxiety and depression,lower rates of many types of cancer and the risk of a heart-attack,and improve overall immunity.It also helps build strength and stamina MORE ON STAYING FITThe Major Health Benefits of Even Modest ExerciseBest Ways to Work Out on a TreadmillA Home Exercise Plan That Really WorksHow to Use Your Heart Rate to Help You Work OutBest Equipment for a Home GymGetting back into exercise can be a challenge in the best of times, but with gyms and in-person exercise classes off-limits to many people these days because of COVID-19 concerns, it can be tricky to know where to start. And it's important to get the right dose of activity. “Too much too soon either results in injury or burnout,”says Mary Yoke, PhD, a faculty member in the kinesiology department at Indiana University in Bloomington.Follow this advice to return to exercise safely.41.[A] Start Low, Go SlowDon't try to go back to what you were -doing before your break. If you were walking 3 miles a day, playing 18 holes of golf three times aweek, or lifting 10-pound dumbbells for three sets of 10reps, -reduce activity to % mile every other day. or nine holes of golf once a week with short walks on other days, or use 5-pound dumbbells for one set of 10 reps.Increase time, distance, and intensity gradually. “This isn't something you can do overnight,”Denay says. But you' ll reap benefits such as less anxiety and improved sleep right away.42. [G] Listen to Your BodyIf you' re breathing too hard to talk in complete sentences, back off. If you feel good, go a little longer or faster. Feeling wiped out after a session? Go easier next time. And stay alert to serious symptoms, such as chest pain or pressure, severe shortness of breath or dizziness, or faintness, and seek medical attention immediately.43. [D] Make It a HabitConsistency is the key to getting stronger and building endurance and stamina.Ten minutes of activity per day is a good start, says Marcus Jackovitz, DPT, a physical therapist at the University of Miami Hospital. All the experts we spoke with highly recommend walking because it's the easiest, most accessible form of exercise. Although it can be a workout on its own, if your goal is to get back to Zumba classes, tennis, cycling, or any other activity. walking is also a great first step44. [E] Go Through the MotionsEven if you can't yet do a favorite activity. you can practice the moves. With or without a club or racket, swing like you' re hitting the ball. Paddle like you' re in a kayak or canoe. Mimic your favorite swimming strokes. The action will -remind you of the joy the activity brought you and prime your muscles for when you can get out there again,45. [ F] Don't Go It AloneExercising with others “can keep you account-able and make it more fun, so you' re more likely to do it again.”-Jackovitz says.You can do activities such as golf and tennis or take a walk with others and still be socially distant. But when you can't connect in person, consider using technology. Chat on the phone with a fiend while you walk around your neighborhood. Face Time or Zoom with a relative as you strength train or stretch at home.You can also join a live stream or on-demand exercise class. Silver Sneakers offers them for older adults, or try Ever Walk for virtual challenges.Editor's Note: A version of this article also appeared in the January 2021 issue of Consumer Reports On Health.Section III TranslationDirections: Translate the following text into Chinese. Write your translation neatly on the ANSWER SHEET. (15 points)Although we try our best, sometimes our paintings rarely turn out as originally planned. Changes in the light, the limitations of your painting materials and the lack of experience and technique mean that what you start out trying to achieve may not come to life the way that you expected.Although this can be frustrating and disappointing, it turns out that this can actually be good for you. Unexpected results have two benefits: you pretty quickly learn to deal with disappointment and realise that when one door closes, another opens. You also quickly learn to adapt and come up with creative solutions to the problems the painting presents and thinking out side the box will become your Second nature. In fact, creative problem-solving skills are incredibly useful in daily life, with which you' re more likely to be able to find a solution when problem arises.参考译文:虽然我们尽了最大的努力,但是有时候我们的作品很少能达到预期的效果。
班杜拉学术自我效能量表
班杜拉学术自我效能量表班杜拉学术自我效能量表是一种常用的评估工具,用于测量个体在学术领域中对自己能力的信心和预期。
通过评估学术自我效能,可以了解个体对学习、研究和教育等方面的自信程度,进而预测其在学术任务中的表现和成就。
学术自我效能是指个体对自己在学术领域中能够成功完成各项任务的信心和预期。
它与个体的学习动机、目标设定和学习策略等密切相关。
学术自我效能较高的个体往往对自己的能力有充分的信心,并愿意付出更多的努力去追求学术成功。
相反,学术自我效能较低的个体则容易感到无能和沮丧,可能会对学术任务产生消极的态度,从而影响学习和表现。
班杜拉学术自我效能量表由心理学家阿尔伯特·班杜拉于1977年开发,它基于社会认知理论,通过个体对自己在特定任务中的能力的评估来测量学术自我效能。
量表包含一系列陈述,参与者需要根据自己的信心和预期程度进行评分,从而得出一个学术自我效能得分。
这个得分可以用来比较个体在不同学术任务中的自信程度,并对个体的学术表现进行预测。
班杜拉学术自我效能量表的应用范围广泛,涵盖了各个学术领域,包括教育、心理学、医学、管理学等。
通过这个量表的评估,研究者可以了解学生对不同学术任务的信心和预期,进而设计相应的教学策略和支持措施。
在研究领域,学术自我效能量表可以用来预测研究人员的学术成就和创新能力。
此外,学术自我效能量表还可以用于评估教师对自己教学能力的信心和预期,以及医生对自己临床能力的评估。
然而,班杜拉学术自我效能量表也存在一些限制。
首先,它只能测量个体对特定学术任务的自信程度,而不能全面评估个体的学术能力。
其次,量表的结果受到个体主观评价的影响,可能存在评估误差。
此外,量表的适用性和准确性也受到文化背景和教育背景等因素的影响。
班杜拉学术自我效能量表是一种重要的评估工具,可以帮助我们了解个体在学术领域中的自信程度和预期。
通过评估学术自我效能,我们可以预测个体在学术任务中的表现和成就,并为个体提供相应的支持和指导。
自由式摔跤运动员大运动量训练期间血浆β-内啡肽、RPE及焦虑的变化
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陈丰 才
( 山东理工大学体育学院 , 山东 淄博 摘 25 4 ) 5O9
要: 目的 : 究大运动 量训 练对 自由式摔 跤运动 员 口 研 一内啡肽 、 P R E及焦虑 的影响 , 为运动 员训练监控提供 参考依据 。方法 : 名 8
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Shear-Transfer Strength of Reinforced Concrete
Title no. 107-S41
TECHNICAL PAPER
Shear-Transfer Strength of Reinforced Concrete
by ldoun N. Rahal
A recently developed model for the calculation of shear strength in reinforced concrete membrane elements subjected to in-plane stresses and in beams subjected to shear and torsion is applied to the shear-transfer problem. The modeling is different from the commonly used shear-friction concept, and relates the strength at a shear interface to the state of stress in a membrane element along this interface. The shear strength is hence related not only to the concrete strength and clamping steel, but also to the steel parallel to the shear-transfer plane. The calculations of the simple model are compared to the experimental results from 114 normalweight pushoff specimens and 15 composite beams available in the literature and are found to be in very good agreement. The model is also used to derive the empirically based coefficients of existing methods that relate the shear-transfer strength to the square root of the clamping stress.
1例手术患者身份识别错误的根本原因分析
抑郁症状群量表在综合性医院中的应用研究.同济大学学报(医学版),2009, 30(5):136-140.[16] 孙晓艳,李怡雪,余灿清,等.中文版抑郁量表信效度研究的系统综述.中华流行病学杂志,2017,38(1):110-116.[17] 郝燕萍,刘雪琴.修订版跌倒效能量表在我国老年人群中的测试研究.中华护理杂志,2007,42(1):19-21.[18] 李莺,程云,赵丽蓉.老年脑卒中患者跌倒自我效能的现状及影响因素分析.中国实用护理杂志,2014,30(23):12-16.[19] 金冬梅,燕铁斌,曾海辉.Berg平衡量表的效度和信度研究.中国康复医学杂志,2003,18(1):25-27.[20] 燕铁斌.“起立-行走”计时测试简介——功能性步行能力快速定量评定法.中国康复理论与实践,2000,6(3): 115-117.[21] Angelini D, Konkle BA, Sood SL.Aging among persons with hemophilia: contemporary concerns. Seminars in Hematology, 2016,53(1):35-39.[22] 谢娜,杨悦,魏全.成都市社区60岁及以上老年人跌倒现状及影响因素分析. 实用预防医学,2019,26(1):42-45,58.[23] 钦少君.烟台市大众户外运动开展现状及对策研究.济南:山东体育学院,2012.[24] Roosendaal G, Vianen ME, WentingM, et al. Iron deposits and catabolic properties of synovial tissue from patients with haemophilia. Journal of Bone and Joint Surgery-British Volume, 1998,80B(3):540-545.[25] Flaherty LM, Josephson NC. Screeningfor fall risk in patients with haemophilia. Haemophilia, 2013,19(3):E103-109.[26] Manco-Johnson MJ, Abshire TC, ShapiroAD, et al. Prophylaxis versus episodic treatment to prevent joint disease in boys with severe hemophilia. New England Journal of Medicine, 2007,357(6):535-544.[27] Hilberg T, Herbsleb M, Gabriel H, et al.Proprioception and isometric muscular strength in haemophilic subjects. Haemo-philia, 2001,7(6):582-588.[28] Logghe IH, Verhagen AP, RademakerAC, et al. The effects of Tai Chi on fall prevention, fear of falling and balance inolder people: a meta-analysis. Prev Med, 2010,51(3-4):222-227.[29] Pata RW, Lord K, Lamb J. The effect ofPilates based exercise on mobility, postural stability, and balance in order to decrease fall risk in older adults. J Bodyw Mov Ther, 2014,18(3):361-367.[30] Hill K, Fearn M, Williams S, et al.Effectiveness of a balance training home exercise programme for adults with haemophilia: a pilot study. Haemophilia, 2010,16(1):162-169.[31] Podsiadlo D, Richardson S. The Timed UpAnd Go - a test of basic functional mobility for frail elderly persons. Journal of the American Geriatrics Society, 1991,39(2):142-148.[32] Kang L, Han P, Wang J, et al. Timed Upand Go Test can predict recurrent falls: a longitudinal study of the community-dwelling elderly in China. Clin Interv Aging, 2017(12):2009-2016. [收稿日期:2019-05-10][修回日期:2019-11-04](编辑:陈雪 英文编辑:洪素)[摘 要] 对1例手术患者身份识别错误事件进行根本原因分析,按照定义问题与资料收集,识别可能原因,剖析根本原因,制定并执行改善计划的步骤,完整呈现“手术患者身份识别错误”事件根本原因分析的全过程。
组织变革担当的影响因素和效果探析-组织行为学论文-社会学论文
组织变革担当的影响因素和效果探析-组织行为学论文-社会学论文——文章均为WORD文档,下载后可直接编辑使用亦可打印——摘要:变革担当是指员工自愿付出建设性努力来发起组织功能性变革, 以便在自己的岗位、部门或组织情境中更加有效地开展工作。
文章介绍了变革担当的概念、测量以及前因后效。
其中前因包括个体因素(如前瞻性人格、组织支持感、积极情绪等) 和情境因素(如工作自主性、管理开放性、创新氛围等) 两大类, 后效主要有工作绩效评价、工作态度和变革型领导知觉等。
未来的研究需要进一步完善测量工具、考察组织外部因素的影响、检验影响后效的其他调节因素以及探讨领导者的变革担当行为。
关键词:组织公民行为; 挑战行为; 变革担当; 影响因素; 影响效果;Abstract:In recent years, change-oriented organizational citizenship behaviors (OCBs) have received a great deal of attention from scholars in the field of managerial psychology. There has been growingemphasis on extra-role behavior or employee behavior that goes beyond role expectations in the organizational behavior literature. Scholars have argued that this phenomenon is critical for organizational effectiveness because managers cannot fully anticipate the activities that they may desire or need employees to perform. Although these extra-role activities are important, they are not sufficient for ensuring the continued viability of an organization, and organizations also need employees who are willing to challenge the present state of operations to bring about constructive changes. Hence, in this study, we focus on a form of extra-role behavior that has been largely neglected, namely taking charge.Taking charge refers to voluntary and constructive efforts by individual employees to affect organizationally functional change with respect to how work is executed within the contexts of their jobs, work units, or organizations. This paper introduced taking charges definition, measurement, and relationships with relevant variables, and then summarized the antecedents and consequences of such behavior. Taking charge is conceptually distinct from these more traditional forms of extra-role behavior, such as OCB, models that have been advanced to explain those behaviors are inappropriate for explaining taking charge, and scholars suggest that it is motivated by factors that have not previously been studied in the context of these more traditional forms of extra-role behavior. Taking charge may be viewed as threatening bypeers or supervisors. Thus, an employee who is trying to bring about improvement may actually incite disharmony and tension that will detract from performance.The factors that positively affect taking charge can be classified into two categories: (1) Individual-level factors, such as proactive personality, perceived organizational support and positive emotions; and (2) Contextual factors, such as job autonomy, management openness, and innovative climate. The consequences of taking charge that past research has examined include in-role performance evaluation, job satisfactory, affective commitment, and perception of transformational leadership. Finally, the paper recommends that future research should focus particularly on the following four aspects: (1) Improving the measurement of taking charge;(2) Examining the impact of factors outside the organizations (e.g., environment dynamism and industry competition) ; (3) Investigating more contingencies that moderate the consequences of taking charge, and (4) exploring the issue of leader taking charge in Chinese organizational context.This study expands current understanding of extra-role behavior and suggests ways in which organizations can motivate employees to go beyond the boundaries of their jobs to bring about positive changes. Despite a growing body of work in this area, existing research has provided a limited view of extra-role behavior by neglecting activities aimed at changing the status quo. We provideinsight into more challenging, risky and effortful forms of discretionary employee behavior. It thereby broadens current conceptualizations of extra-role behaviors within organizations, going beyond the more mundane cooperative and helping behaviors that have been the focus of the existing research.Keyword:organizational citizenship behavior; challenging behavior; taking charge; antecedents; consequences;1、前言长期以来, 组织行为学领域的学者对组织公民行为及其前因与后效一直保持着极大的研究热情。
健身新潮流全面解析皮拉提斯的正确姿势
健身新潮流全面解析皮拉提斯的正确姿势皮拉提斯(Pilates)是一种以改善身体姿势、增强核心肌肉力量和灵活性为主要目标的健身方法。
它起源于德国,由约瑟夫·皮拉提斯(Joseph Pilates)创立,并迅速在全球范围内流行起来。
本文将全面解析皮拉提斯的正确姿势,以帮助读者更好地进行训练。
1. 坐姿准备动作皮拉提斯的训练通常从坐姿开始。
坐在瑜伽垫上,脊柱挺直,双腿伸直,脚尖朝上。
双手放在大腿上,手掌朝下,肩部放松。
轻轻收紧腹肌,感受身体的平衡与姿势。
2. 后平衡球滚动这个动作可以锻炼核心肌群的力量和平衡能力。
首先,坐在平衡球上,膝盖弯曲,双脚平放在地上。
然后,缓慢向后滚动,直到背部与球接触,并使身体形成直线。
保持几秒钟,然后用腹肌的力量慢慢将身体带回原来的坐姿状态。
3. 跪姿拉伸这个动作可以增加肌肉的灵活性和身体的稳定性。
跪在瑜伽垫上,双手撑在地面上,与肩部宽度相同。
然后,缓慢将臀部向后坐,直到身体呈现类似瑜伽下犬的姿势。
保持几秒钟,然后慢慢回到跪姿状态。
4. 钻石站立这个动作可以增强腿部和臀部的肌肉力量。
双腿并拢,脚尖相向。
双手自然下垂,放松肩部。
然后慢慢蹲下,直到大腿与地面平行,保持几秒钟。
然后用腿部的力量推动身体回到起始站立姿势。
5. 躺姿卷腹这个动作可以锻炼腹肌和腰部的力量。
仰卧在瑜伽垫上,腿部弯曲,脚掌平放在地面上。
双手自然放置在胸前。
然后,用腹肌的力量抬起上半身,使头部、肩膀和背部离开地面。
保持几秒钟,然后慢慢回到起始平躺姿势。
6. 侧卧外侧举腿这个动作可以增强臀部和腿部的力量。
侧卧在瑜伽垫上,一只手臂支撑头部,另一只手臂放在身体前方。
然后,慢慢抬起上腿,直到与地面垂直。
保持几秒钟,然后慢慢放下腿部,回到起始侧卧姿势。
7. 俯卧接力这个动作可以加强背部和臀部肌肉。
俯卧在瑜伽垫上,双腿伸直,脚尖与臀部对齐。
双手放在头部两侧,手肘朝外。
然后,用背部和臀部的力量将身体推离地面,直到腰部以上离开地面。
运动领域中自我效能相关研究现状
运动领域中自我效能相关研究现状引言自我效能是指个体对自己在特定领域能力的信念和信心,是人们对自己在面对各种挑战时能力的评价,对自己的能力和潜力的信心。
在运动领域中,自我效能被广泛应用于运动员的训练、竞技状态和成绩表现等方面。
随着对自我效能的研究不断深入,越来越多的研究成果表明,自我效能对运动员的竞技表现和心理素质具有显著影响,成为运动领域中的研究热点之一。
本文将综述目前运动领域中自我效能相关研究的现状,以期为相关领域的研究工作提供参考和启发。
一、自我效能理论在运动领域的应用自我效能理论最早由美国心理学家阿尔伯特·班德拉(Albert Bandura)提出,并在1986年的著作《社会认知理论》中系统阐述。
自我效能理论认为,个体对自己在特定领域的能力信念会直接影响其行为和表现,高自我效能的个体更倾向于接受挑战、展现坚韧度、克服困难,因而更有可能获得成功。
在运动领域中,自我效能理论得到了广泛应用。
运动员在训练和比赛过程中需要克服各种困难和挑战,高自我效能对其取得成功非常重要。
许多研究表明,运动员的自我效能能够预测其在竞技中的表现,对于训练积极性、心理调节、成就动机等方面都具有积极影响。
二、自我效能与运动员表现的相关研究1. 自我效能与竞技表现关于自我效能与运动员竞技表现的相关研究不胜枚举。
一些研究发现,高自我效能的运动员更愿意面对困难、挑战和失败,更有动力去努力训练,因此其竞技表现往往更加出色。
而低自我效能的运动员则容易在面对困难和挑战时感到沮丧,缺乏积极的竞技心态,表现往往不如高自我效能者。
2. 自我效能与训练积极性自我效能对运动员的训练积极性也有着显著影响。
高自我效能的运动员更愿意接受挑战性的训练,坚持不懈地进行技术和体能的提高和训练,而低自我效能的运动员可能会因为缺乏信心而对训练产生消极情绪和态度,甚至中途放弃。
3. 自我效能与心理素质自我效能还与运动员的心理素质密切相关。
高自我效能的运动员更具有自信心和自我控制力,能够更好地应对比赛中的压力和挑战。
strengthscope简析 情绪 执行 思维
strengthscope简析情绪执行思维摘要:1.引言:介绍Strengthscope2.Strengthscope 与情绪3.Strengthscope 与执行4.Strengthscope 与思维5.总结:Strengthscope 的作用与意义正文:1.引言:介绍StrengthscopeStrengthscope 是一种专业的性格分析工具,旨在帮助人们更好地了解自己的性格特点、优势和弱点,从而提高个人成长和职业发展的效率。
通过对个体的情绪、执行和思维等方面的深入分析,Strengthscope 为个人提供了一份全面而详细的性格报告。
2.Strengthscope 与情绪在情绪方面,Strengthscope 主要分析个体在面对不同情绪刺激时的反应方式,包括情绪的稳定性、应对压力的能力以及情绪的自我调节能力等。
通过这些方面的分析,Strengthscope 能够帮助个体更好地理解自己的情绪特点,从而学会在面对情绪波动时更加从容应对。
3.Strengthscope 与执行在执行方面,Strengthscope 主要关注个体的行动力、计划性和目标导向等方面的特点。
通过分析这些方面,Strengthscope 可以帮助个体了解自己在执行任务时的优势和弱点,进而提高工作效率和达成目标的能力。
4.Strengthscope 与思维在思维方面,Strengthscope 着重分析个体的思维方式、创新能力和逻辑性等特质。
这些方面的分析有助于个体更好地理解自己的思维特点,从而在解决问题和面对挑战时更加游刃有余。
5.总结:Strengthscope 的作用与意义总的来说,Strengthscope 作为一种专业的性格分析工具,通过对个体的情绪、执行和思维等方面的深入分析,能够帮助人们更好地了解自己的性格特点和优缺点,从而提高个人成长和职业发展的效率。
在当今社会,了解自己、发掘自己的优势并克服自己的弱点,对于追求更好的生活质量和职业成就具有重要意义。
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Lap shear strength and fatigue behavior of friction stir spot welded dissimilar magnesium-to-aluminum joints with adhesiveS.H.Chowdhury a,D.L.Chen a,n,S.D.Bhole a,X.Cao b,P.Wanjara ba Department of Mechanical and Industrial Engineering,Ryerson University,350Victoria Street,Toronto,Ontario M5B2K3,Canadab National Research Council Canada Aerospace,5145Decelles Avenue,Montreal,Quebec H3T2B2,Canadaa r t i c l e i n f oArticle history:Received1September2012Received in revised form11November2012Accepted12November2012Available online19November2012Keywords:Magnesium alloyAluminum alloyAdhesiveFriction stir spot weldingLap shear strengthFatigue propertiesa b s t r a c tLightweighting is currently considered as an effective way in improving fuel efficiency and reducinganthropogenic greenhouse gas emissions.The structural applications of lightweight magnesium andaluminum alloys in the aerospace and automotive sectors unavoidably involve welding and joiningwhile guaranteeing the safety and durability of motor vehicles.The objective of this study was toevaluate the lap shear strength and fatigue properties of friction stir spot welded(FSSWed)dissimilarAZ31B-H24Mg alloy and Al alloy(AA)5754-O in three combinations,i.e.,(top)Al/Mg(bottom),Al/Mgwith an adhesive interlayer,and Mg/Al with an adhesive interlayer.For all the dissimilar Mg-to-Al weldcombinations,FSSW induced an interfacial layer in the stir zone(SZ)that was composed ofintermetallic compounds of Al3Mg2and Al12Mg17,which led to an increase in hardness.Both Mg/Aland Al/Mg dissimilar adhesive welds had significantly higher lap shear strength,failure energy andfatigue life than the Al/Mg dissimilar weld without adhesive.Two different types of fatigue failuremodes were observed.In the Al/Mg adhesive weld,at high cyclic loads nugget pull-out failure occurreddue to fatigue crack propagation circumferentially around the nugget.At low cyclic loads,fatiguefailure occurred in the bottom Mg sheet due to the stress concentration of the keyhole leading to crackinitiation followed by propagation perpendicular to the loading direction.In the Mg/Al adhesive weld,nugget pull-out failure mode was primarily observed at both high and low cyclic loads.&2012Elsevier B.V.All rights reserved.1.IntroductionSustainable growth in the transportation sector for the nextgeneration of motor vehicles will be increasingly contingent onthe development of energy efficient products that economicallyuse and conserve global resources whilst protecting the environ-ment through reduced emissions[1,2].The main challenge interms of manufacturing in the aerospace and ground transporta-tion sectors is to reduce the weight of the vehicle body viaapplying advanced lightweight materials without compromisingreliability and safety.This has recently prompted the develop-ment and application of ultra-lightweight magnesium alloys dueto their low density,high strength-to-weight ratio and superiordamping capacity[3–7].On the other hand,design and manu-facturing with aluminum alloys are longstanding and increasinglysignificant in aerospace and automotive structures to take advan-tage of the light weight and proper combination of strength withductility[8,9].Co-existent applications of magnesium and alumi-num alloys afford design freedom and manufacturingflexibility,but require the development of advanced joining processes,espe-cially with due consideration of the challenges related to theconventional fusion welding to join magnesium-to-aluminum alloys.Friction stir welding(FSW),a solid-state joining technology,developed by The Welding Institute of Cambridge,UK,in1991,shows a considerable potential for assembly of sheet/plate mate-rials as the low heat input and process temperatures(absence ofmelting)enable good retention of the baseline mechanical prop-erties and high weld quality with relatively few defects.As aderivative of the FSW process,friction stir spot welding(FSSW)was later proposed and successfully applied to manufacture hoodand rear doors of a sport vehicle[10].For aluminum andmagnesium alloys,conventional assembly by resistance spotwelding presents some technical concerns,including weld porosity,electrode wear,high energy consumption,low productionefficiency,and inconsistency in failure modes[11–15].Thusalternative and novel technologies are of avid interest in theautomotive industry.Recent research and development thrustsin joining aluminum-to-magnesium sheet materials are toexplore methods such as structural adhesives,rivets and toggle-locks.The FSSW process is an emergent technology that may offera potentially viable solution for dissimilar metal assembly with-out adding extra weight whilst enabling joint strength and weldContents lists available at SciVerse ScienceDirectjournal homepage:/locate/mseaMaterials Science&Engineering A0921-5093/$-see front matter&2012Elsevier B.V.All rights reserved./10.1016/j.msea.2012.11.039n Corresponding author.Tel.:þ14169795000x6487;fax:þ14169795265.E-mail address:dchen@ryerson.ca(D.L.Chen).Materials Science&Engineering A562(2013)53–60quality with a reasonable operational cost[11].Although a number of papers on the joining of Mg and Al alloys using FSSW have recently been reported[8,10,16,17],only limited studies have been done on lap shear strength and especially fatigue resistance of the dissimilar Al-to-Mg FSSW joints,a topic of vital importance for ensuring safe and reliable applications.Lin et al.[18]observed differences in the fracture path under quasi-static loading compared with cyclic loading for Al6111-T4alloy.The FSSWed joints of dissimilar Al-to-Mg alloys were observed to have different failure modes compared with the similar welds (i.e.,identical alloys for the top and bottom sheets)[8,16,19]. Recently,some new kinds of hybrid welding techniques have been used to join dissimilar Al-to-Mg alloys,such as laser adhesive welding[20–23].Liu and Ren[20]indicated that the lap shear strength increased in the MIG spot adhesive welded AZ31B-to-Al6061joints,while Wang et al.[23]observed that the addition of the adhesive also increased the weld penetration depth in the Al alloy side for Nd-YAG laser adhesive welds of dissimilar Mg-to-Al alloys.In the present study,friction stir spot adhesive welding,an innovative derivative to FSSW and adhesive bonding,was envi-saged for assembly of dissimilar Al-to-Mg alloys.While adhesives provide excellent uniform stress distribution over a large bonding area,the weld itself improves the peel resistance of the adhesive joints.However,the integrity and durability of FSSWed dissimilar Al/Mg and Mg/Al adhesive welds especially under cyclic loading have not been studied yet,since any lap shear strength and fatigue behavior of such adhesive welds in relation to the failure mode changes have not been reported in the literature.It is also unknown how large is the difference between the FSSWed dissimilar Al/Mg welds with and without the use of the adhesive. The main objective of the present study was,therefore,to identify the lap shear strength and fatigue behavior of the friction stir spot adhesive welded AZ31B-H24alloy to AA5754-O alloy and com-pare the results with those for the FSSWed joints.2.Experimental procedureCommercial AZ31B-H24Mg and AA5754-O Al alloy sheets with a thickness of2mm were selected for FSSW.The nominal chemical composition was Mg-3Al-1Zn-0.6Mn-0.005Ni-0.005Fe for the AZ31B-H24and Al-3.42Mg-0.23Sc-0.22Zr for the AA5754-O.The Mg and Al alloy sheets were cut into small coupons of35mmÂ100mm with the loading axis along the rolling direction.Two coupons were overlaid over an area of 35mmÂ35mm between which Terokal5089adhesive had been applied and cured at a temperature of1701C for20min.FSSW was then performed at the center of the overlapped area.Three types of dissimilar material combinations,i.e.,(top)Al/Mg(bot-tom),(top)Al/Mg(bottom)with adhesive,and(top)Mg/Al (bottom)alloys with adhesive,were used.The FSSW tool fabri-cated from H13tool steel consisted of a scrolled shoulder with a diameter of13mm and a left-hand threaded pin with a diameter of5mm.FSSW was performed using a MTS I-STIR FSW machine with the process parameters that consisted of a pin length of 2.8mm,tool rotational rate of2000rpm,tool plunge rate of 3mm/s,tool removal rate of15mm/s,shoulder plunge depth of 0.2mm and dwell time of2s.The welded samples were carefully sectioned using a low speed diamond blade to extract specimens for microstructural examination and weld integrity analysis. Metallographic preparation of the specimens involved cold mounting followed by grinding with SiC papers to1200grit, polishing to a0.05m mfinish and etching the Mg alloy side with acetic picral(10ml acetic acid(99%),4.2g picric acid,10ml H2O, 70ml ethanol(95%))and the Al alloy side with Keller’s reagent (2.5ml nitric acid,1.5ml hydrochloric acid,1ml hydrofluoric acid and100ml distilled water).The microstructure was observed with an optical microscope equipped with Clemex quantitative image analysis software.Vickers microhardness measurements across the weld were obtained using a computerized Buehler microhardness tester operated at a load of100g with a dwell time of15s.It is noteworthy that according to ASTM:E384-11e1, the spacing between two adjacent indentations must be at least three times the diagonal length of the indentation.Hence,the spacing between two adjacent indentations during microhardness testing was suitably selected to avoid any potential effect of the strainfields caused by adjacent indentations.To evaluate the mechanical strength of the joints,lap shear tensile tests of the welds were conducted in air at room temperature(RT)using a fully computerized United tensile testing machine at a crosshead displacement speed of10mm/min.Fatigue tests were carried out using a fully computerized Instron8801servo-hydraulic testing system under load control at RT and different load amplitudes.A load ratio of R(P min/P max) equal to0.2,sinusoidal waveform,and a frequency of50Hz were applied for all the tests.At least two samples were tested at each load level.The fracture surfaces of the FSSWed joints after fatigue testing were examined using a JSM-6380LV scanning electron microscope(SEM)equipped with Oxford energy disper-sive X-ray spectroscopy(EDS)system and three-dimensional (3D)fractographic analysis capacity.Additionally,a multi-functional PANalytical X-ray diffractometer was used to identify the formation of potential intermetallic compounds in the dis-similar Mg-to-Al adhesive welds from the fracture surface(Mg side)after fatigue testing.X-ray diffraction(XRD)was conducted using CuK a radiation(wavelength l¼0.15406nm)at45kV and 40mA.The diffraction angle(2y)at which the X-rays hit the sample varied from201to1101with a step size of0.051and3s in each step.3.Results and discussion3.1.MicrostructureTypical base metal(BM)microstructures for the AZ31B-H24 Mg alloy and the AA5754-O Al alloy are shown in Fig.1(a)and(b), respectively.As shown in Fig.1(a),elongated and pancake-shaped grains with varying sizes were observed in the BM of the Mg alloy due to both the deformation of the2mm thick sheet by rolling and incomplete dynamic recrystallization(partial annealing) [24–26].Typical optical images at the interface of the dissimilar Al/Mg and Mg/Al adhesive welds are shown in Fig.1(c)and(d), respectively.For the Al/Mg weld,the interface was marked by the presence of an interfacial layer which covered most of the boundary but the thickness of the interfacial layer varied.How-ever,it was different for the Mg/Al adhesive weld where the interface was marked by both the adhesive and interfacial layer. Fig.2(a)shows an SEM image of the interface taken from the cross-section of an Al/Mg weld.A distinguishable interlayer with a thickness up to$20m m was observed at the interface between the Mg(at the left side in Fig.2(a))and the Al(at the right side in Fig.2(a))alloys.The EDS line analysis revealed the mutual presence of Al and Mg across the reaction layer,suggesting that the intermetallic compound(IMC)layer formed at the Al/Mg interface during FSSW.As shown by the corresponding EDS line analysis of the image in Fig.2(b),the presence of the adhesive in the Mg/Al adhesive weld interface decreased the thickness of the IMC layer.An X-ray diffraction pattern obtained from the fracture surface of the Mg/Al adhesive weld(Mg alloy side)is shown inS.H.Chowdhury et al./Materials Science&Engineering A562(2013)53–60 54Fig.3.Besides Mg,Al 3Mg 2and Al 12Mg 17were detected on the fracture surface of the Mg alloy side.Similar results were also reported by Sato et al.[16]and Choi et al.[27]for the FSSW of AZ31to AA 5083and AA 6K21alloys,and Firouzdor and Kou for the lap and butt FSW of AZ31B to 6061Al alloys [28,29].The formation of those intermetallic compounds in the Al/Mg dissim-ilar welds was due to the constitutive liquation during FSSW [16,27,30].Gerlich et al.[31]conducted FSSW of AA6111to AZ91alloys and reported that the peak temperature in the vicinity of the tool rapidly reached the a -Mg and Al 12Mg 17eutectic tem-perature of 4371C,at which the eutectic microstructure formed.According to the Al–Mg phase diagram [32],a wide range in the chemical composition exhibited a low melting temperature in the Al–Mg system which most likely assisted in the formation of the inhomogeneous interfacial layer in the SZ of the Al/Mg as well as the Al/Mg and Mg/Al adhesive welds.3.2.MicrohardnessThe hardness distribution across the Al/Mg and Mg/Al adhe-sive welds obtained from the upper and lower sheets is shown in Fig.4(a)and (b),respectively.There was only a small difference in50 μm 100 μm50 μmIntermetallicsAZ31B-H24 Mg 5754-O Al100 μmIntermetallics5754-O AlAZ31B-H24 MgFig.1.Typical microstructures of a FSS weld of AZ31B-H24Mg alloy to AA5754-O Al alloy:(a)base metal of AZ31B-H24Mg alloy,(b)base metal of AA5754-O Al alloy,(c)presence of intermetallics at the interface of a dissimilar Al/Mg weld,and (d)presence of intermetallics at the interface of a dissimilar Mg/Al adhesiveweld.010020030020406080I n t e n s i t y , C o u n t sPosition, μm 0100200300400020406080I n t e n s i t y , C o u n t sPosition, μmFig.2.SEM micrographs of the Al–Mg phase at the interface of dissimilar (a)Al/Mg weld,(b)Mg/Al adhesive weld and the corresponding EDS line scans across the interfaces showing the compositional variations of Al and Mg.S.H.Chowdhury et al./Materials Science &Engineering A 562(2013)53–6055hardness between the upper and lower sheets and the hardness increased progressively close to the keyhole periphery.As shown in Fig.4(a),the hardness distribution of the Al/Mg adhesive weld was observed to be nearly symmetric with respect to the center of the keyhole.As shown in Fig.4(a)and (b),the SZ in the Al/Mg andMg/Al adhesive welds had much higher hardness values lying in-between HV 90and 125.This higher hardness was predominantly due to the presence of hard and brittle IMCs (Al 3Mg 2and Al 12Mg 17phases),as identified by XRD (Fig.3).SimilarresultsFig. 3.X-ray diffraction pattern obtained from the fracture surface of the dissimilar Mg/Al adhesive weld on the Mg side.V i c k e r s h a r d n e s s , H VV i c k e r s h a r d n e s s , H V04080120160200-15-10-5051015Distance from weld center, mmFSSW Al/Mg adhesive Bottom (Mg)BMBMHAZ HAZ T M AZ T MA Z SZ 5 mm04080120160200-15-10-5051015Distance from weld center, mmFig.4.Typical microhardness profiles of the dissimilar (a)Al/Mg,and (b)Mg/Al adhesive welds at differentlocations.02468101201234L oa d , k NDisplacement, mm36912Al-Mg Al-Mg (adhesive)Mg-Al (adhesive)M a x i m u m l o a d , k N51015202530Al-MgAl-Mg(adhesive)Mg-Al(adhesive)F a i l u r e e n e r g y , J5p shear properties of the dissimilar Al/Mg weld,Al/Mg adhesive weld,and Mg/Al adhesive weld tested at a crosshead speed of 10mm/min:(a)the load vs.displacement curves,(b)the maximum load,and (c)the failure energy.S.H.Chowdhury et al./Materials Science &Engineering A 562(2013)53–6056were also reported by other researchers [16,27,33–38].Therefore,the microhardness test results provided a further corroboration for the occurrence of hard IMCs in the Al/Mg and Mg/Al adhesivewelds,which may become an easy fracture path to be discussed in the sections p shear strengthTypical load vs.displacement curves for the Al/Mg weld as well as the Al/Mg and Mg/Al adhesive welds are shown in Fig.5(a).It is seen that both the Al/Mg and Mg/Al adhesive welds were much stronger than the Al/Mg weld,and the Mg/Al adhesive weld was in turn stronger than the Al/Mg adhesive weld.The obtained maximum lap shear load is shown in Fig.5(b).It is clear that the maximum lap shear load of the Mg/Al adhesive weld was higher than that of the Al/Mg adhesive weld,which was in turn higher than that of the Al/Mg weld.The considerably lower maximum lap shear load in the Al/Mg dissimilar weld was obviously attributed to the formation of the brittle IMC layer at the interface (Fig.1(c)and (b)).Decreasing the extent of IMC formation at the interface by using an adhesive in the Mg/Al adhesive weld resulted in a higher lap shear load.A similar observation of the maximum lap shear load was also reported by Liu and Ren [20]for 1.5mm thick MIG spot adhesive welded AZ31to AA 6061sheets;they reported that the maximum lap shear load increased by three times compared to that of the MIG welded joint without adhesive.Higher lap shear loads for laser adhesive welding of AZ31to AA 6061alloy was also reported in [21,22].To characterize more completely the lap shear character-istics of the welds,the failure energy was estimated,where the02468101214161E+11E+21E+31E+41E+51E+61E+71E+8M a x i m u m l o a d , k NNumber of cycles to failure, N fFig.6.S –N curves of the dissimilar Al/Mg weld,Al/Mg adhesive weld and Mg/Al adhesive weld tested at R ¼0.2,50Hz and room temperature,where solid symbols indicates the nugget pull-out failure and empty symbols indicates the failure perpendicular to the loading direction.13wt%Mg 87wt%AlCrack initiationCrack initiationFig.7.Typical macroscopic and SEM images of the fatigue fracture surface of the dissimilar Al/Mg adhesive weld:(a)failure pattern at a higher maximum load of P max ¼8kN,(b)failure pattern at a lower maximum load of P max ¼3kN,(c)normal tensile fracture surface at a lower P max ¼3kN,(d)a magnified image showing the crack initiation site at a weld nugget at a lower P max ¼3kN (as indicated in (c)),(e)fatigue striations in the crack propagation zone at a higher magnification,and (f)nugget pull-out fracture surface at a higher P max ¼8kN.S.H.Chowdhury et al./Materials Science &Engineering A 562(2013)53–6057failure energy was defined as the area below the load–displacement curve shown in Fig.5(a).When the tensile lap shear remained continuous after reaching the maximum load without failure (i.e.,in the case of Al/Mg and Mg/Al adhesive welds in the present study),the failure energy was only calculated correspond-ing to the maximum load in a more conservative manner.The failure energy results are plotted in Fig.5(c).The failure energy of the Mg/Al adhesive weld ($26.5J)was greater than that of the Al/Mg adhesive weld ($9.5J)and both of these values were substantially greater than that of the Al/Mg weld ($0.34J).Hence the application of an adhesive during FSSW influences markedly the joint strength or stability through the creation of a large lap bonded area.Also,since there exists a direct correlation between the failure energy in the lap shear tensile tests and impact tests,it is expected that the Mg/Al adhesive weld would have a higher impact resistance than that of the Al/Mg adhesive weld.Further-more,nugget pull-out failure was observed in the Al/Mg and Mg/Al adhesive welds while nugget debonding failure was observed in the Al/Mg weld during lap shear tensile tests (Fig.5(a)).Therefore,the presence of adhesive provided a further corrobora-tion on the higher lap shear strength for the Al/Mg and Mg/Al adhesive welds which led to different failure modes under cyclic loading to be seen in the following section.Regarding the observation that the Mg/Al adhesive weld exhibited a higher strength and failure energy than the Al/Mg adhesive weld as shown in Fig.5,the following two potential reasons could be present.First,as seen in the insert of Fig.5(a),while the residual adhesive remained stuck on both Mg and Al sides of the fracture surfaces in both cases in a mix of cohesive and adhesive failure,it appeared that somewhat more cohesive type of failure occurred in the Mg/Al adhesive weld,thus giving rise to a higher strength and failure energy.This was due to the fact that the cohesive type of failure was more desirable as it assured the use of maximum strain energy by the weaker part of the joint [39–41].It should be noted that the cohesive failure means that the failure occurred within the adhesive layer,whereas the adhesive failure denotes that the failure occurred at the interface between the adhesive and the substrate (i.e.,either Al sheet or Mg sheet in the present study).Second,since Mg alloy has a slightly lower melting point than Al alloy,it would be easier for Mg alloy to become more softened and thus penetrate more deeply into the stir zone and interlock with the bottom Al alloy,when Mg alloy was positioned on the top and the same FSSW processing parameters were used.Similar results were also observed by Firouzdor and Kou [28]who reported that in an Al-to-Mg butt FSW,Mg on the advancing side could provide a better chance for AZ31B-H24Mg alloy to penetrate deeper into the stir zone and interlock with 6061-T6Al alloy to increase the jointstrength.Fig.8.Typical macroscopic and SEM images of the fatigue fracture surface of the dissimilar Mg/Al adhesive weld:(a)failure pattern at a lower maximum load of P max ¼4kN,(b)failure pattern at a higher maximum load of P max ¼8kN,(c)nugget pull-out fracture surface at a lower P max ¼4kN,(d)nugget pull-out fracture surface at a higher P max ¼8kN,(e)fatigue striations in the crack propagation zone at a higher magnification,and (f)secondary cracks at a higher magnification as indicated by an arrow at a higher P max ¼8kN.S.H.Chowdhury et al./Materials Science &Engineering A 562(2013)53–60583.4.Fatigue behavior and failure modeFatigue test results of the Al/Mg weld,as well as the Al/Mg and Mg/Al welds with an adhesive obtained at RT,R¼0.2,and50Hz are plotted in Fig.6,where solid symbols indicates the nugget pull-out failure and empty symbols indicates the failure perpen-dicular to the loading direction.Resembling the maximum load and failure energy(Fig.5(b)and(c)),the fatigue life of the Mg/Al adhesive weld was in general longer than that of the Al/Mg adhesive weld.The fatigue life of the Al/Mg dissimilar weld was much lower and more scattered than that of both the Mg/Al and Al/Mg adhesive welds especially at a maximum cyclic load higher than1kN.The substantially improved fatigue resistance of the Mg/Al and Al/Mg adhesive welds was primarily attributed to the elimination of stress concentration surrounding the weld nugget as a result of large lap bonded area which may lessen the formation of IMC layer at the interface and lead to a uniform stress distribution in the lap joint during fatigue testing.Similarly, a longer fatigue life for the resistance spot adhesive welded AZ31-to-HSLA steel sheets was also observed in comparison with that of joints assembled without an adhesive under the same cyclic loading condition(R¼0.2,f¼50Hz)[42].As indicated in Fig.6,the fatigued samples of the Al/Mg dissimilar weld failed in the mode of nugget pull-out at all cyclic stress levels.Also,the samples of the Mg/Al and Al/Mg adhesive welds fatigued at the higher cyclic stress levels failed in this mode.Fig.7(a)shows the onion ring shaped weld nugget,with a mix of both Al and Mg as determined by EDS,which was generated and pulled out in-between the top and bottom sheets of the Al/Mg adhesive welds at a maximum cyclic load of8kN. The nugget pull-out failure occurred as a result of the crack propagating circumferentially around the nugget(Fig.7(f)).The shear stress in the remaining area of the nugget increased with increasing crack length as the crack advanced.After the crack had propagated around half of the nugget with a keyhole,the shear stresses acting in the area were such that the remaining cross section could not sustain the shear overload,then the nugget pull-out failure happened.In contrast,at a lower maximum cyclic load of3kN the failure of the fatigued samples of the Al/Mg adhesive weld occurred by crack initiation at the border of weld nugget(as indicated in Fig.7(b))and crack propagation nearly at a rightangle to the loading direction.The fractographic image of such a normal tensile fracture surface is shown in Fig.7(c),and the magnified crack initiation site on the left side of Fig.7(c)is shown in Fig.7(d),where the crack initiation was caused by the stress concentration of the keyhole present in the bottom Mg sheet. Fatigue crack propagation with its advancing direction indicated by the dashed arrows in Fig.7(d)was mainly characterized by the formation of fatigue striations,as seen in Fig.7(e).Nugget pull-out failure mode was predominantly observed in the Mg/Al adhesive weld at both high and low cyclic loads(Fig.8(a)–(d)).Specially, except one sample tested at a maximum cyclic load of6kN(Fig.6), all of other fatigued samples of the Mg/Al adhesive weld failed in the mode of nugget pull-out.For the fatigue crack propagation similar fatigue striation characteristics were observed(Fig.8(e))in conjunction with some secondary cracks(Fig.8(f)),which appeared usually perpendicular to the crack propagation direction.Fatigue striations usually occurred by a repeated plastic blunting-sharpening process in the face-centered cubic materials,arising from the glide of dislocations on the slip plane along the slip direction within the plastic zone ahead of a fatigue crack tip[43]. The formation of fatigue striations in the magnesium alloys with a hexagonal close-packed crystal structure was expected to be additionally associated with the occurrence of twinning–detwinning process[3,44–49],since there exist a lower number of slip systems in magnesium alloys at room temperature.Finally,it should be noted that the nugget pull-out or debonding failure mode was also associated with the presence of interme-tallic layers of Al3Mg2and Al12Mg17phases,as observed via SEM/ EDS(Fig.9)and identified via XRD(Fig.3)on the fracture surface of the Mg/Al adhesive weld(Mg side),which would result in a decrease in the fatigue life of the Mg/Al adhesive weld.Further studies are needed to minimize or eliminate the formation of the intermetallic compounds in-between the Mg and Al alloys during FSSW,e.g.,by adding tin or zinc interlayer similar to the ultra-sonic spot welding of Mg and Al alloys[38].4.Conclusions1.A distinctive interfacial layer consisting of Al12Mg17andAl3Mg2intermetallic compounds was observed in the friction stir spot welded dissimilar Al/Mg and Mg/Al adhesive joints.In comparison with the Al/Mg weld without adhesive,the extent of forming the intermetallic compounds decreased in the dissimilar adhesive joints.2.A much higher hardness with values in-between HV90and125was observed in the stir zone of Al/Mg and Mg/Al adhesive welds due to the presence of intermetallic compound layer.3.Both Mg/Al and Al/Mg adhesive welds had significantly higherlap shear strength and failure energy than the Al/Mgdissimilar 020040060080010000102030405060 Intensity,CountsPosition, μmFig.9.(a)A typical SEM micrograph of the Al–Mg phase present on the fracture surface of dissimilar Mg/Al adhesive weld(Mg side),and(b)EDS line scan across the intermetallics indicated in(a)showing the Al and Mg compositional variations.S.H.Chowdhury et al./Materials Science&Engineering A562(2013)53–6059。