Stress concentration factor expression for tension strip with eccentric elliptical hole
框架结构外文文献
Seismic Collapse Safety of Reinforced ConcreteBuildings.II:Comparative Assessment of Nonductile and Ductile Moment FramesAbbie B.Liel,M.ASCE 1;Curt B.Haselton,M.ASCE 2;and Gregory G.Deierlein,F.ASCE 3Abstract:This study is the second of two companion papers to examine the seismic collapse safety of reinforced concrete frame buildings,and examines nonductile moment frames that are representative of those built before the mid-1970s in California.The probabilistic assessment relies on nonlinear dynamic simulation of structural response to calculate the collapse risk,accounting for uncertainties in ground-motion characteristics and structural modeling.The evaluation considers a set of archetypical nonductile RC frame structures of varying height that are designed according to the seismic provisions of the 1967Uniform Building Code.The results indicate that nonductile RC frame structures have a mean annual frequency of collapse ranging from 5to 14×10À3at a typical high-seismic California site,which is approximately 40times higher than corresponding results for modern code-conforming special RC moment frames.These metrics demonstrate the effectiveness of ductile detailing and capacity design requirements,which have been introduced over the past 30years to improve the safety of RC buildings.Data on comparative safety between nonductile and ductile frames may also inform the development of policies for appraising and mitigating seismic collapse risk of existing RC frame buildings.DOI:10.1061/(ASCE)ST.1943-541X .0000275.©2011American Society of Civil Engineers.CE Database subject headings:Structural failures;Earthquake engineering;Structural reliability;Reinforced concrete;Concrete structures;Seismic effects;Frames.Author keywords:Collapse;Earthquake engineering;Structural reliability;Reinforced concrete structures;Buildings;Commercial;Seismic effects.IntroductionReinforced concrete (RC)frame structures constructed in Califor-nia before the mid-1970s lack important features of good seismic design,such as strong columns and ductile detailing of reinforce-ment,making them potentially vulnerable to earthquake-induced collapse.These nonductile RC frame structures have incurred significant earthquake damage in the 1971San Fernando,1979Imperial Valley,1987Whittier Narrows,and 1994Northridge earthquakes in California,and many other earthquakes worldwide.These factors raise concerns that some of California ’s approxi-mately 40,000nonductile RC structures may present a significant hazard to life and safety in future earthquakes.However,data are lacking to gauge the significance of this risk,in relation to either the building population at large or to specific buildings.The collapse risk of an individual building depends not only on the building code provisions employed in its original design,but also structuralconfiguration,construction quality,building location,and site-spe-cific seismic hazard information.Apart from the challenges of ac-curately evaluating the collapse risk is the question of risk tolerance and the minimum level of safety that is appropriate for buildings.In this regard,comparative assessment of buildings designed accord-ing to old versus modern building codes provides a means of evalu-ating the level of acceptable risk implied by current design practice.Building code requirements for seismic design and detailing of reinforced concrete have changed significantly since the mid-1970s,in response to observed earthquake damage and an in-creased understanding of the importance of ductile detailing of reinforcement.In contrast to older nonductile RC frames,modern code-conforming special moment frames for high-seismic regions employ a variety of capacity design provisions that prevent or delay unfavorable failure modes such as column shear failure,beam-column joint failure,and soft-story mechanisms.Although there is general agreement that these changes to building code require-ments are appropriate,there is little data to quantify the associated improvements in seismic safety.Performance-based earthquake engineering methods are applied in this study to assess the likelihood of earthquake-induced collapse in archetypical nonductile RC frame structures.Performance-based earthquake engineering provides a probabilistic framework for re-lating ground-motion intensity to structural response and building performance through nonlinear time-history simulation (Deierlein 2004).The evaluation of nonductile RC frame structures is based on a set of archetypical structures designed according to the pro-visions of the 1967Uniform Building Code (UBC)(ICBO 1967).These archetype structures are representative of regular well-designed RC frame structures constructed in California between approximately 1950and 1975.Collapse is predicted through1Assistant Professor,Dept.of Civil,Environmental and Architectural Engineering,Univ.of Colorado,Boulder,CO 80309.E-mail:abbie .liel@ 2Assistant Professor,Dept.of Civil Engineering,California State Univ.,Chico,CA 95929(corresponding author).E-mail:chaselton@csuchico .edu 3Professor,Dept.of Civil and Environmental Engineering,Stanford Univ.,Stanford,CA 94305.Note.This manuscript was submitted on July 14,2009;approved on June 30,2010;published online on July 15,2010.Discussion period open until September 1,2011;separate discussions must be submitted for individual papers.This paper is part of the Journal of Structural Engineer-ing ,V ol.137,No.4,April 1,2011.©ASCE,ISSN 0733-9445/2011/4-492–502/$25.00.492/JOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .nonlinear dynamic analysis of the archetype nonductile RC frames,using simulation models capable of capturing the critical aspects of strength and stiffness deterioration as the structure collapses.The outcome of the collapse performance assessment is a set of measures of building safety and relating seismic collapse resistance to seismic hazard.These results are compared with the metrics for ductile RC frames reported in a companion paper (Haselton et al.2011b ).Archetypical Reinforced Concrete Frame StructuresThe archetype nonductile RC frame structures represent the expected range in design and performance in California ’s older RC frame buildings,considering variations in structural height,configuration and design details.The archetype configurations explore key design parameters for RC components and frames,which were identified through previous analytical and experimental studies reviewed by Haselton et al.(2008).The complete set of archetype nonductile RC frame buildings developed for this study includes 26designs (Liel and Deierlein 2008).This paper focuses primarily on 12of these designs,varying in height from two to 12stories,and including both perimeter (P )and space (S )frame lateral resisting systems with alternative design details.All archetype buildings are designed for office occupancies with an 8-in.(20-cm)flat-slab floor system and 25-ft (7.6-m)column spacing.The 2-and 4-story buildings have a footprint of 125ft by 175ft (38.1m by 53.3m),and the 8-and 12-story buildings measure 125ft (38.1m)square in plan.Story heights are 15ft (4.6m)in the first story and 13ft (4.0m)in all other stories.Origi-nal structural drawings for RC frame buildings constructed in California in the 1960s were used to establish typical structural configurations and geometry for archetype structures (Liel and Deierlein 2008).The archetypes are limited to RC moment frames without infill walls,and are regular in elevation and plan,without major strength or stiffness irregularities.The nonductile RC archetype structures are designed for the highest seismic zone in the 1967UBC,Zone 3,which at that time included most of California.Structural designs of two-dimensional frames are governed by the required strength and stiffness to satisfy gravity and seismic loading combinations.The designs also satisfy all relevant building code requirements,including maximum and minimum reinforcement ratios and maximum stirrup spacing.The 1967UBC permitted an optional reduction in the design base shear if ductile detailing requirements were employed,however,this reduction is not applied and only standard levels of detailing are considered in this study.Design details for each structure areTable 1.Design Characteristics of Archetype Nonductile and Ductile RC Frames Stucture Design base shear coefficient a,bColumn size c (in :×in.)Column reinforcementratio,ρColumn hoop spacing d,e (in.)Beam size f (in :×in.)Beam reinforcementratios ρ(ρ0)Beam hoop spacing (in.)Nonductile2S 0.08624×240.0101224×240.006(0.011)112P 0.08630×300.0151530×300.003(0.011)114S 0.06820×200.0281020×260.007(0.014)124P 0.06824×280.0331424×320.007(0.009)158S 0.05428×280.0141424×260.006(0.013)118P 0.05430×360.0331526×360.008(0.010)1712S 0.04732×320.025926×300.006(0.011)1712P 0.04732×400.032930×380.006(0.013)184S g 0.06820×200.028 6.720×260.007(0.014)84S h 0.06820×200.0281020×260.007(0.014)1212S g 0.04732×320.025626×300.006(0.011)1112S h 0.04732×320.025926×300.006(0.011)17Ductile2S 0.12522×220.017518×220.006(0.012) 3.52P 0.12528×300.018528×280.007(0.008)54S 0.09222×220.016522×240.004(0.008)54P 0.09232×380.016 3.524×320.011(0.012)58S 0.05022×220.011422×220.006(0.011) 4.58P 0.05026×340.018 3.526×300.007(0.008)512S 0.04422×220.016522×280.005(0.008)512P0.04428×320.0223.528×380.006(0.007)6aThe design base shear coefficient in the 1967UBC is given by C ¼0:05=T ð1=3Þ≤0:10.For moment resisting frames,T ¼0:1N ,where N is the number of stories (ICBO 1967).bThe design base shear coefficient for modern buildings depends on the response spectrum at the site of interest.The Los Angeles site has a design spectrumdefined by S DS ¼1:0g and S D1¼0:60g.The period used in calculation of the design base shear is derived from the code equation T ¼0:016h 0:9n ,where h n isthe height of the structure in feet,and uses the coefficient for upper limit of calculated period (C u ¼1:4)(ASCE 2002).cColumn properties vary over the height of the structure and are reported here for an interior first-story column.dConfiguration of transverse reinforcement in each member depends on the required shear strength.There are at least two No.3bars at every location.eConfiguration of transverse reinforcement in ductile RC frames depends on the required shear strength.All hooks have seismic detailing and use No.4bars (ACI 2005).fBeam properties vary over the height of the structure and are reported here are for a second-floor beam.gThese design variants have better-than-average beam and column detailing.hThese design variants have better-than-average joint detailing.JOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011/493D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .summarized in Table 1,and complete documentation of the non-ductile RC archetypes is available in Liel and Deierlein (2008).Four of the 4-and 12-story designs have enhanced detailing,as described subsequently.The collapse performance of archetypical nonductile RC frame structures is compared to the set of ductile RC frame archetypes presented in the companion paper (Haselton et al.2011b ).As sum-marized in Table 2,these ductile frames are designed according to the provisions of the International Building Code (ICC 2003),ASCE 7(ASCE 2002),and ACI 318(ACI 2005);and meet all gov-erning code requirements for strength,stiffness,capacity design,and detailing for special moment frames.The structures benefit from the provisions that have been incorporated into seismic design codes for reinforced concrete since the 1970s,including an assort-ment of capacity design provisions [e.g.,strong column-weak beam (SCWB)ratios,beam-column and joint shear capacity design]and detailing improvements (e.g.,transverse confinement in beam-column hinge regions,increased lap splice requirements,closed hooks).The ductile RC frames are designed for a typical high-seismic Los Angeles site with soil class S d that is located in the transition region of the 2003IBC design maps (Haselton and Deierlein 2007).A comparison of the structures described in Table 1reflects four decades of changes to seismic design provisions for RC moment frames.Despite modifications to the period-based equation for design base shear,the resulting base shear coefficient is relatively similar for nonductile and ductile RC frames of the same height,except in the shortest structures.More significant differencesbetween the two sets of buildings are apparent in member design and detailing,especially in the quantity,distribution,and detailing of transverse reinforcement.Modern RC frames are subject to shear capacity design provisions and more stringent limitations on stirrup spacing,such that transverse reinforcement is spaced two to four times more closely in ductile RC beams and columns.The SCWB ratio enforces minimum column strengths to delay the formation of story mechanisms.As a result,the ratio of column to beam strength at each joint is approximately 30%higher (on average)in the duc-tile RC frames than the nonductile RC frames.Nonductile RC frames also have no special provision for design or reinforcement of the beam-column joint region,whereas columns in ductile RC frames are sized to meet joint shear demands with transverse reinforcement in the joints.Joint shear strength requirements in special moment frames tend to increase the column size,thereby reducing axial load ratios in columns.Nonlinear Simulation ModelsNonlinear analysis models for each archetype nonductile RC frame consist of a two-dimensional three-bay representation of the lateral resisting system,as shown in Fig.1.The analytical model repre-sents material nonlinearities in beams,columns,beam-column joints,and large deformation (P -Δ)effects that are important for simulating collapse of frames.Beam and column ends and the beam-column joint regions are modeled with member end hinges that are kinematically constrained to represent finite joint sizeTable 2.Representative Modeling Parameters in Archetype Nonductile and Ductile RC Frame Structures Structure Axial load a,b (P =A g f 0c )Initial stiffness c Plastic rotation capacity (θcap ;pl ,rad)Postcapping rotation capacity (θpc ,rad)Cyclicdeterioration d (λ)First mode period e (T 1,s)Nonductile2S 0.110:35EI g 0.0180.04041 1.12P 0.030:35EI g 0.0170.05157 1.04S 0.300:57EI g 0.0210.03333 2.04P 0.090:35EI g 0.0310.10043 2.08S 0.310:53EI g 0.0130.02832 2.28P 0.110:35EI g 0.0250.10051 2.412S 0.350:54EI g 0.0290.06353 2.312P 0.140:35EI g 0.0450.10082 2.84S f 0.300:57EI g 0.0320.04748 2.04S g 0.300:57EI g 0.0210.03333 2.012S f 0.350:54EI g 0.0430.09467 2.312S g 0.350:54EI g 0.0290.06353 2.3Ductile2S 0.060:35EI g 0.0650.100870.632P 0.010:35EI g 0.0750.1001110.664S 0.130:38EI g 0.0570.100800.944P 0.020:35EI g 0.0860.100133 1.18S 0.210:51EI g 0.0510.10080 1.88P 0.060:35EI g 0.0870.100122 1.712S 0.380:68EI g 0.0360.05857 2.112P0.070:35EI g0.0700.1001182.1a Properties reported for representative interior column in the first story.(Column model properties data from Haselton et al.2008.)bExpected axial loads include the unfactored dead load and 25%of the design live load.cEffective secant stiffness through 40%of yield strength.dλis defined such that the hysteretic energy dissipation capacity is given by Et ¼λM y θy (Haselton et al.2008).eObtained from eigenvalue analysis of frame model.fThese design variants have better-than-average beam and column detailing.gThese design variants have better-than-average joint detailing.494/JOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .effects and connected to a joint shear spring (Lowes and Altoontash 2003).The structural models do not include any contribution from nonstructural components or from gravity-load resisting structural elements that are not part of the lateral resisting system.The model is implemented in OpenSees with robust convergence algorithms (OpenSees 2009).As in the companion paper,inelastic beams,columns,and joints are modeled with concentrated springs idealized by a trilinear back-bone curve and associated hysteretic rules developed by Ibarra et al.(2005).Properties of the nonlinear springs representing beam and column elements are predicted from a series of empirical relation-ships relating column design characteristics to modeling parame-ters and calibrated to experimental data for RC columns (Haselton et al.2008).Tests used to develop empirical relationships include a large number of RC columns with nonductile detailing,and predicted model parameters reflect the observed differences in moment-rotation behavior between nonductile and ductile RC elements.As in the companion paper,calibration of model param-eters for RC beams is established on columns tested with low axial load levels because of the sparse available beam data.Fig.2(a)shows column monotonic backbone curve properties for a ductile and nonductile column (each from a 4-story building).The plastic rotation capacity θcap ;pl ,which is known to have an important influence on collapse prediction,is a function of the amount of column confinement reinforcement and axial load levels,and is approximately 2.7times greater for the ductile RC column.The ductile RC column also has a larger postcapping rotation capacity (θpc )that affects the rate of postpeak strength degradation.Fig.2(b)illustrates cyclic deterioration of column strength and stiffness under a typical loading protocol.Cyclic degradation of the initial backbone curve is controlled by the deterioration parameter λ,which is a measure of the energy dissipation capacity and is smaller in nonductile columns because of poor confinement and higher axial loads.Model parameters are calibrated to the expected level of axial compression in columns because of gravity loads and do not account for axial-flexure-shear interaction during the analysis,which may be significant in taller buildings.Modeling parameters for typical RC columns in nonductile and ductile archetypes are summarized in Table 2.Properties for RC beams are similar and reported elsewhere (Liel and Deierlein 2008;Haselton and Deierlein 2007).All element model properties are calibrated to median values of test data.Although the hysteretic beam and column spring parameters incorporate bond-slip at the member ends,they do not account for significant degradations that may occur because of anchorage or splice failure in nonductile frames.Unlike ductile RC frames,in which capacity design require-ments limit joint shear deformations,nonductile RC frames may experience significant joint shear damage contributing to collapse (Liel and Deierlein 2008).Joint shear behavior is modeled with an inelastic spring,as illustrated in Fig.1and defined by a monotonic backbone and hysteretic rules (similar to those shown in Fig.2for columns).The properties of the joint shear spring are on the basisofFig.1.Schematic of the RC frame structural analysismodel(a)(b)Fig.2.Properties of inelastic springs used to model ductile and non-ductile RC columns in the first story of a typical 4-story space frame:(a)monotonic behavior;(b)cyclic behaviorJOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011/495D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .selected subassembly data of joints with minimal amounts of trans-verse reinforcement and other nonductile characteristics.Unfortu-nately,available data on nonconforming joints are limited.Joint shear strength is computed using a modified version of the ACI 318equation (ACI 2005),and depends on joint size (b j is joint width,h is height),concrete compressive strength (f 0c ,units:psi),and confinement (γ,which is 12to 20depending on the configu-ration of confining beams)such that V ¼0:7γffiffiffiffif 0c p b j h .The 0.7modification factor is on the basis of empirical data from Mitra and Lowes (2007)and reflects differences in shear strength between seismically detailed joints (as assumed in ACI 318Chap.21)and joints without transverse reinforcement,of the type consid-ered in this study.Unlike conforming RC joints,which are assumed to behave linear elastically,nonductile RC joints have limited duc-tility,and shear plastic deformation capacity is assumed to be 0.015and 0.010rad for interior and exterior joints,respectively (Moehle et al.2006).For joints with axial load levels below 0.095,data from Pantelides et al.(2002)are used as the basis for a linear increase in deformation capacity (to a maximum of 0.025at zero axial load).Limited available data suggest a negative postcapping slope of approximately 10%of the effective initial stiffness is appropriate.Because of insubstantial data,cyclic deterioration properties are assumed to be the same as that for RC beams and columns.The calculated elastic fundamental periods of the RC frame models,reported in Table 2,reflect the effective “cracked ”stiffness of the beams and columns (35%of EI g for RC beams;35%to 80%of EI g for columns),finite joint sizes,and panel zone flexibility.The effective member stiffness properties are determined on the basis of deformations at 40%of the yield strength and include bond-slip at the member ends.The computed periods are signifi-cantly larger than values calculated from simplified formulas in ASCE (2002)and other standards,owing to the structural modeling assumptions (specifically,the assumed effective stiffness and the exclusion of the gravity-resisting system from the analysis model)and intentional conservatism in code-based formulas for building period.Nonlinear static (pushover)analysis of archetype analysis mod-els shows that the modern RC frames are stronger and have greater deformation capacities than their nonductile counterparts,as illus-trated in Fig.3.The ASCE 7-05equivalent seismic load distribu-tion is applied in the teral strength is compared on the basis of overstrength ratio,Ω,defined as the ratio between the ultimate strength and the design base shear.The ductility is com-pared on the basis of ultimate roof drift ratio (RDR ult ),defined as the roof drift ratio at which 20%of the lateral strength of the structure has been lost.As summarized in Table 3,for the archetype designs in this study,the ductile RC frames have approximately 40%more overstrength and ultimate roof drift ratios three times larger than the nonductile RC frames.The larger structural deformation capacity and overstrength in the ductile frames results from (1)greater deformation capacity in ductile versus nonductile RC components (e.g.,compare column θcap ;pl and θpc in Table 2),(2)the SCWB requirements that promote more distributed yielding over multiple stories in the ductile frames,(3)the larger column strengths in ductile frames that result from the SCWB and joint shear strength requirements,and (4)the required ratios of positive and negative bending strength of the beams in the ductile frames.Fig.3(b)illustrates the damage concentration in lower stories,especially in the nonductile archetype structures.Whereas nonlin-ear static methods are not integral to the dynamic collapse analyses,the pushover results help to relate the dynamic collapse analysis results,described subsequently,and codified nonlinear static assessment procedures.Collapse Performance Assessment ProcedureSeismic collapse performance assessment for archetype nonductile RC frame structures follows the same procedure as in the companion study of ductile RC frames (Haselton et al.2011b ).The collapse assessment is organized using incremental dynamic analysis (IDA)of nonlinear simulation models,where each RC frame model is subjected to analysis under multiple ground motions that are scaled to increasing amplitudes.For each ground motion,collapse is defined on the basis of the intensity (spectral acceleration at the first-mode period of the analysis model)of the input ground motion that results in structural collapse,as iden-tified in the analysis by excessive interstory drifts.The IDA is repeated for each record in a suite of 80ground motions,whose properties along with selection and scaling procedures are de-scribed by Haselton et al.(2011b ).The outcome of this assessment is a lognormal distribution (median,standard deviation)relating that structure ’s probability of collapse to the ground-motion inten-sity,representing a structural collapse fragility function.Uncer-tainty in prediction of the intensity at which collapse occurs,termed “record-to-record ”uncertainty (σln ;RTR ),is associated with variation in frequency content and other characteristics of ground-motion records.Although the nonlinear analysis model for RC frames can simulate sidesway collapse associated with strength and stiffness degradation in the flexural hinges of the beams andcolumnsFig.3.Pushover analysis of ductile and nonductile archetype 12-story RC perimeter frames:(a)force-displacement response;and (b)distri-bution of interstory drifts at the end of the analysis496/JOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .and beam-column joint shear deformations,the analysis model does not directly capture column shear failure.The columns in the archetype buildings in this study are expected to yield first in flexure,followed by shear failure (Elwood and Moehle 2005)rather than direct shear failure,as may be experienced by short,squat nonductile RC columns.However,observed earthquake damage and laboratory studies have shown that shear failure and subsequent loss of gravity-load-bearing capacity in one column could lead to progressive collapse in nonductile RC frames.Column shear failure is not incorporated directly because of the difficulties in accurately simulating shear or flexure-shear failure and subsequent loss of axial load-carrying capacity (Elwood 2004).Collapse modes related to column shear failure are therefore detected by postprocessing dynamic analysis results using compo-nent limit state ponent limit state functions are devel-oped from experimental data on nonductile beam-columns and predict the median column drift ratio (CDR)at which shear failure,and the subsequent loss of vertical-load-carrying capacity,will occur.Here,CDR is defined similarly to interstory drift ratio,but excludes the contribution of beam rotation and joint deforma-tion to the total drift because the functions are established on data from column component tests.Component fragility relationships for columns failing in flexure-shear developed by Aslani and Miranda (2005),building on work by Elwood (2004),are employed in this study.For columns with nonductile shear design and detailing in this study and axial load ratios of P =A g f 0c between 0.03and 0.35,Aslani and Miranda (2005)predict that shear failure occurs at a median CDR between 0.017and 0.032rad,depending on the properties of the column,and the deformation capacity decreases with increasing axial load.Sub-sequent loss of vertical-carrying capacity in a column is predicted to occur at a median CDR between 0.032and 0.10rad,again depending on the properties of the column.Since the loss of vertical-load-carrying capacity of a column may precipitate progressive structure collapse,this damage state is defined as collapse in this assessment.In postprocessing dynamic analysis results,the vertical collapse limit state is reached if,during the analysis,the drift in any column exceeds the median value of that column ’s component fragility function.If the vertical collapse mode is predicted to occur at a smaller ground-motion intensity than the sidesway collapse mode (for a particular record),then the collapse statistics are updated.This simplified approach can be shown to give comparable median results to convolving the probability distribution of column drifts experienced as a function of ground-motion intensity (engineering demands)with the com-ponent fragility curve (capacity).The total uncertainty in the col-lapse fragility is assumed to be similar in the sidesway-only case and the sidesway/axial collapse case,as it is driven by modeling and record-to-record uncertainties rather than uncertainty in the component fragilities.Incorporating this vertical collapse limit state has the effect of reducing the predicted collapse capacity of the structure.Fig.4illustrates the collapse fragility curves for the 8-story RC space frame,with and without consideration of shear failure and axial failure following shear.As shown,if one considers collapse to occur with column shear failure,then the collapse fragility can reduce considerably compared to the sidesway collapse mode.However,if one assumes that shear failure of one column does not constitute collapse and that collapse is instead associated with the loss in column axial capacity,then the resulting collapse capac-ity is only slightly less than calculations for sidesway alone.For the nonductile RC frame structures considered in this study,the limit state check for loss of vertical-carrying capacity reduces the median collapse capacity by 2%to 30%as compared to the sidesway collapse statistics that are computed without this check (Liel and Deierlein 2008).Table 3.Results of Collapse Performance Assessment for Archetype Nonductile and Ductile RC Frame Structures Structure ΩRDR ult Median Sa ðT 1Þ(g)Sa 2=50ðT 1Þ(g)Collapse marginλcollapse ×10À4IDR collapse RDR collapseNonductile 2S 1.90.0190.470.800.591090.0310.0172P 1.60.0350.680.790.85470.0400.0284S 1.40.0160.270.490.541070.0540.0284P 1.10.0130.310.470.661000.0370.0178S 1.60.0110.290.420.68640.0420.0118P 1.10.0070.230.310.751350.0340.00912S 1.90.0100.290.350.83500.0340.00612P 1.10.0050.240.420.561190.0310.0064S a 1.40.0160.350.490.72380.0560.0244S b 1.60.0180.290.490.60890.0610.02612S a 1.90.0120.330.350.93350.0390.00912S b 2.20.0120.460.351.32160.0560.012Ductile 2S 3.50.085 3.55 1.16 3.07 1.00.0970.0752P 1.80.0672.48 1.13 2.193.40.0750.0614S 2.70.047 2.220.87 2.56 1.70.0780.0504P 1.60.038 1.560.77 2.04 3.60.0850.0478S 2.30.028 1.230.54 2.29 2.40.0770.0338P 1.60.023 1.000.57 1.77 6.30.0680.02712S 2.10.0220.830.44 1.914.70.0550.01812P1.70.0260.850.471.845.20.0530.016a These design variants have better-than-average beam and column detailing.bThese design variants have better-than-average joint detailing.JOURNAL OF STRUCTURAL ENGINEERING ©ASCE /APRIL 2011/497D 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 u l t a n Q a b o o s U n i v e r s i t y o n 06/21/14. 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 .。
建筑工程专业英语
建筑工程专业词汇延伸率：percentage of elongation位移：displacement应力：stress应变：strain应力集中：concentration of stresses应力松弛：stress relaxation应力图：stress diagram应力应变曲线：stress-strain curve应力状态：state of stress钢丝：steel wire箍筋：hoop reinforcement箍筋间距：stirrup spacing加载：loading抗压强度：compressive strength抗弯强度：bending strength抗扭强度：torsional strength抗拉强度：tensile strength裂缝：crack屈服：yield屈服点：yield point屈服荷载：yield load屈服极限：limit of yielding屈服强度：yield strength屈服强度下限：lower limit of yield荷载：load横截面：cross section承载力：bearing capacity承重结构：bearing structure弹性模量：elastic modulus预应力钢筋混凝土：prestressed reinforced concrete预应力钢筋：prestressed reinforcement预应力损失：loss of prestress预制板：precast slab现浇钢筋混凝土结构：cast-in-place reinforced concrete 双向配筋：two-way reinforcement主梁：main beam次梁：secondary beam弯矩：moment悬臂梁：cantilever beam延性：ductileity受弯构件：member in bending受拉区：tensile region受压区：compressive region塑性：plasticity轴向压力：axial pressure轴向拉力：axial tension吊车梁：crane beam可靠性：reliability粘结力：cohesive force外力：external force弯起钢筋：bent-up bar弯曲破坏：bending failure屋架：roof truss素混凝土：non-reinforced concrete 无梁楼盖：flat slab配筋率：reinforcement ratio配箍率：stirrup ratio泊松比：Poisson’s ratio偏心受拉：eccentric tension偏心受压：eccentric compression 偏心距：eccentric distance疲劳强度：fatigue strength偏心荷载：eccentric load跨度：span跨高比：span-to-depth ratio跨中荷载：midspan load框架结构：frame structure集中荷载：concentrated load分布荷载：distribution load分布钢筋：distribution steel挠度：deflection设计荷载：design load设计强度：design strength构造：construction简支梁：simple beam截面面积：area of section浇注：pouring浇注混凝土：concreting钢筋搭接：bar splicing刚架：rigid frame脆性：brittleness脆性破坏：brittle failure20。
建筑结构专业英语词汇
Aacceptable?quality 合格质量acceptance?lot 验收批量aciera 钢材admixture 外加剂against?slip?coefficient?between?friction?surface?of?high-strength?bol ted?connection 高强度螺栓摩擦面抗滑移系数aggregate 骨料air?content 含气量air-dried?timber 气干材allowable?ratio?of?height?to?sectional?thickness?of?masonry?wall?or?co lumn 砌体墙、柱容许高厚比allowable?slenderness?ratio?of?steel?member 钢构件容许长细比allowable?slenderness?ratio?of?timber?compression?member 受压木构件容许长细比allowable?stress?range?of?fatigue 疲劳容许应力幅allowable?ultimate?tensile?strain?of?reinforcement 钢筋拉应变限值allowable?value?of?crack?width 裂缝宽度容许值allowable?value?of?deflection?of?structural?member 构件挠度容许值allowable?value?of?deflection?of?timber?bending?member 受弯木构件挠度容许值allowable?value?of?deformation?of?steel?member 钢构件变形容许值allowable?value?of?deformation?of?structural?member 构件变形容许值allowable?value?of?drift?angle?of?earthquake?resistant?structure 抗震结构层间位移角限值amplified?coefficient?of?eccentricity 偏心距增大系数anchorage 锚具anchorage?length?of?steel?bar 钢筋锚固长度approval?analysis?during?construction?stage 施工阶段验算arch 拱arch?with?tie?rod 拉扞拱arch—shaped?roof?truss 拱形屋架area?of?shear?plane 剪面面积area?of?transformed?section 换算截面面积aseismic?design 建筑抗震设计assembled?monolithic?concrete?structure 装配整体式混凝土结构automatic?welding 自动焊接auxiliary?steel?bar 架立钢筋Bbackfilling?plate 垫板balanced?depth?of?compression?zone 界限受压区高度balanced?eccentricity 界限偏心距bar?splice 钢筋接头bark?pocket 夹皮batten?plate 缀板beam 次梁bearing?plane?of?notch 齿承压面(67)bearing?plate 支承板(52)bearing?stiffener 支承加劲肋(52)bent-up?steel?bar 弯起钢筋(35)block 砌块(43)block?masonry 砌块砌体(44)block?masonry?structure 砌块砌体结构(41)blow?hole 气孔(62)board 板材(65)bolt 螺栓(54)bolted?connection (钢结构)螺栓连接(59)bolted?joint (木结构)螺栓连接(69)bolted?steel?structure 螺栓连接钢结构(50)bonded?prestressed?concrete?structure 有粘结预应力混凝土结构(24)bow 顺弯(71)brake?member 制动构件(7)breadth?of?wall?between?windows 窗间墙宽度(46)brick?masonry 砖砌体(44)brick?masonry?column 砖砌体柱(42)brick?masonry?structure 砖砌体结构(41)brick?masonry?wall 砖砌体墙(42)broad—leaved?wood 阔叶树材(65)building?structural?materials 建筑结构材料(17)building?structural?unit 建筑结构单元(building?structure 建筑结构(2built—up?steel?column 格构式钢柱(51bundled?tube?structure 成束筒结构(3burn—through 烧穿(62butt?connection 对接(59butt?joint 对接(70)butt?weld 对接焊缝(60)Ccalculating?area?of?compression?member 受压构件计算面积(67) calculating?overturning?point 计算倾覆点(46)calculation?of?load-carrying?capacity?of?member 构件承载能力计算(10) camber?of?structural?member 结构构件起拱(22)cantilever?beam? 挑梁(42)cap?of?reinforced?concrete?column 钢筋混凝土柱帽(27)carbonation?of?concrete 混凝土碳化(30)cast-in—situ?concrete?slab?column?structure? 现浇板柱结构cast-in—situ?concrete?structure 现浇混凝土结构(25)cavitation 孔洞(39)cavity?wall 空斗墙(42)cement 水泥(27)cement?content 水泥含量(38)cement?mortar 水泥砂浆(43)characteriseic?value?of?live?load?on?floor?or?roof 楼面、屋面活荷载标准值(14)characteristi?c value?o?fwindload 风荷载标准值(16)characteristic?value?of?concrete?compressive?strength 混凝土轴心抗压强度标准值(30)characteristic?value?of?concrete?tensile?strength 混凝土轴心抗拉标准值(30)characteristic?value?of?cubic?concrete?compressive?strength 混凝土立方体抗压强度标准值(29)characteristic?value?of?earthquake?action 地震作用标准值(16) characteristic?value?of?horizontal?crane?load 吊车水平荷载标准值(15) characteristic?value?of?masonry?strength 砌体强度标准值(44) characteristic?value?of?permanent?action· 永久作用标准值(14) characteristic?value?of?snowload 雪荷载标准值(15)characteristic?value?of?strength?of?steel 钢材强度标准值(55) characteristic?value?of?strength?of?steel?bar 钢筋强度标准值(31) ? characteristic?value?of?uniformly?distributed?live?load 均布活标载标准值(14)characteristic?value?of?variable?action 可变作用标准值(14) characteristic?value?of?vertical?crane?load 吊车竖向荷载标准值(15) charaeteristic?value?of?material?strength 材料强度标准值(18) checking?section?of?log?structural?member·，原木构件计算截面(67) ? chimney 烟囱(3)circular?double—layer?suspended?cable 圆形双层悬索(6)circular?single—layer?suspended?cable 圆形单层悬索(6) circumferential?weld 环形焊缝(60)classfication?for?earthquake—resistance?of?buildings· 建筑结构抗震设防类别(9)clear?height 净高(21)clincher 扒钉(0)coefficient?of?equivalent?bending?moment?of?eccentrically?loaded?steel ?memher(beam-column)? 钢压弯构件等效弯矩系数(58)cold?bend?inspection?of?steelbar 冷弯试验(39)cold?drawn?bar 冷拉钢筋(28)cold?drawn?wire 冷拉钢丝(29)cold—formed?thin—walled?sectionsteel 冷弯薄壁型钢(53)cold-formed?thin-walled?steel?structure·‘ 冷弯薄壁型钢结构(50) cold—rolled?deformed?bar 冷轧带肋钢筋(28)column?bracing 柱间支撑(7)combination?value?of?live?load?on?floor?or?roof 楼面、屋面活荷载组合值(15)compaction 密实度(37)compliance?control 合格控制(23)composite?brick?masonry?member 组合砖砌体构件(42)composite?floor?system 组合楼盖(8)composite?floor?with?profiled?steel?sheet 压型钢板楼板(8)composite?mortar 混合砂浆(43)composite?roof?truss 组合屋架(8)compostle?member 组合构件(8)compound?stirrup 复合箍筋(36)compression?member?with?large?eccentricity· 大偏心受压构件(32) compression?member?with?small?eccentricity· 小偏心受压构件(32) ? compressive?strength?at?an?angle?with?slope?of?grain 斜纹承压强度(66) compressive?strength?perpendicular?to?grain 横纹承压强度(66) concentration?of?plastic?deformation 塑性变形集中(9)conceptual?earthquake—resistant?design 建筑抗震概念设计(9)concrete 混凝土(17)concrete?column 混凝土柱(26)concrete?consistence 混凝土稠度(37)concrete?floded—plate?structure 混凝土折板结构(26)concrete?foundation 混凝土基础(27)concrete?mix?ratio 混凝土配合比(38)concrete?wall 混凝土墙(27)concrete-filled?steel?tubular?member 钢管混凝土构件(8)conifer 针叶树材(65)coniferous?wood 针叶树材(65)connecting?plate 连接板(52)connection 连接(21)connections?of?steel?structure 钢结构连接(59)connections?of?timber?structure 木结构连接(68)consistency?of?mortar 砂浆稠度(48)constant?cross—section?column 等截面柱(7)construction?and?examination?concentrated?load 施工和检修集中荷载(15) continuous?weld 连续焊缝(60)core?area?of?section 截面核芯面积(33)core?tube?supported?structure 核心筒悬挂结构(3)corrosion?of?steel?bar 钢筋锈蚀(39)coupled?wall 连肢墙(12)coupler 连接器(37)coupling?wall—beam? 连梁(12)coupling?wall—column... 墙肢(12)coursing?degree?of?mortar 砂浆分层度(48)cover?plate 盖板(52)covered?electrode 焊条(54)crack 裂缝(0)crack?resistance 抗裂度(31)crack?width 裂缝宽度(31)crane?girder 吊车梁()crane?load 吊车荷载(15)creep?of?concrete 混凝土徐变(30)crook 横弯(71)cross?beam 井字梁(6)cup 翘弯curved?support 弧形支座(51)cylindrical?brick?arch 砖筒拱(43)Ddecay 腐朽(71)decay?prevention?of?timber?structure 木结构防腐(70)defect?in?timber 木材缺陷(70)deformation?analysis 变形验算(10)degree?of?gravity?vertical?for?structure?or?structural?member· 结构构件垂直度(40)degree?of?gravity?vertical?forwall?surface 墙面垂直度(49)degree?of?plainness?for?structural?memer 构件平整度(40)degree?of?plainness?for?wall?surface 墙面平整度(49)depth?of?compression?zone 受压区高度(32)depth?of?neutral?axis 中和轴高度(32)depth?of?notch 齿深(67)design?of?building?structures 建筑结构设计(8)design?value?of?earthquake-resistant?strength?of?materials 材料抗震强度设计值(1design?value?of?load—carrying?capacity?of?members· 构件承载能力设计值(1designations?0f?steel 钢材牌号(53design value?of?material?strength 材料强度设计值(1destructive?test 破损试验(40detailing?reintorcement [BAIKE1]构造配筋[/BAIKE1](35detailing?requirements [BAIKE1]构造要求[/BAIKE1](22diamonding 菱形变形(71)diaphragm 横隔板(52dimensional?errors 尺寸偏差(39)distribution?factor?of?snow?pressure 屋面积雪分布系数dogspike 扒钉(70)double?component?concrete?column 双肢柱(26)dowelled?joint 销连接(69)down-stayed?composite?beam 下撑式组合粱(8)ductile?frame 延性框架(2)dynamic?design 动态设计(8)Eearthquake-resistant?design 抗震设计(9：earthquake-resistant?detailing?requirements 抗震[BAIKE1]构造要求[/BAIKE1](22)effective?area?of?fillet?weld 角焊缝有效面积(57)effective?depth?of?section 截面有效高度(33)effective?diameter?of?bolt?or?high-strength?bolt· 螺栓(或高强度螺栓)有效直径(57)effective?height 计算高度(21)effective?length 计算长度(21)effective?length?of?fillet?weld 角焊缝有效计算长度(48)effective?length?of?nail 钉有效长度(56)effective?span 计算跨度(21)effective?supporting?length?at?end?of?beam 梁端有效支承长度(46) ? effective?thickness?of?fillet?weld 角焊缝有效厚度(48)elastic?analysis?scheme 弹性方案(46)elastic?foundation?beam 弹性地基梁(11)elastic?foundation?plate 弹性地基板(12)elastically?supported?continuous?girder· 弹性支座连续梁(u) elasticity?modulus?of?materials 材料弹性模量(18)elongation?rate 伸长率(15)embeded?parts 预埋件(30)enhanced?coefficient?of?local?bearing?strength?of?materials· 局部抗压强度提高系数(14)entrapped?air 含气量(38)equilibrium?moisture?content 平衡含水率(66)equivalent?slenderness?ratio 换算长细比(57)equivalent?uniformly?distributed?live?load·等效均布活荷载(14) etlectlve?cross—section?area?of?high-strength?bolt· 高强度螺栓的有效截面积(58) ·、ettectlve?cross—section?area?of?bolt 螺栓有效截面面积(57)euler's?critical?load 欧拉临界力(56)euler's?critical?stress 欧拉临界应力(56)excessive?penetration 塌陷(62)Ffiber?concrete 纤维混凝仁(28)filler?plate 填板门2)fillet?weld 角焊缝(61)final?setting?time 终凝时间()finger?joint 指接(69)fired?common?brick 烧结普通砖(43)fish?eye 白点(62)fish—belly?beam 角腹式梁(7)fissure 裂缝(0)flexible?connection 柔性连接(22)flexural?rigidity?of?section 截面弯曲刚度(19)flexural?stiffness?of?member 构件抗弯刚度(20)floor?plate 楼板(6)floor?system 楼盖(6)four?sides(edges)supported?plate 四边支承板(12)frame?structure 框架结构(2)frame?tube?structure 单框筒结构(3)frame?tube?structure 框架—简体结构(2)frame?with?sidesway 有侧移框架(12)frame?without?sidesway 无侧移框架(12)frange?plate 翼缘板(52)friction?coefficient?of?masonry 砌体摩擦系数(44)full?degree?of?mortar?at?bed?joint 砂浆饱满度(48)function?of?acceptance 验收函数(23)Ggang?nail?plate?joint 钉板连接()glue?used?for?structural?timberg 木结构用胶glued?joint 胶合接头glued?laminated?timber 层板胶合木(¨)glued?laminated?timber?structure 层板胶合结构‘61)grider 主梁((㈠grip 夹具grith?weld 环形焊缝(6÷))groove 坡口gusset?plate 节点板(52)Hhanger 吊环hanging?steel?bar 吊筋heartwood? 心材heat?tempering?bar 热处理钢筋(28)height?variation?factor?of?wind?pressure 风压高度变化系数(16) heliral?weld 螺旋形僻缝high—strength?bolt 高强度螺栓high—strength?bolt?with?large?hexagon?bea 大六角头高强度螺栓high—strength?bolted?bearing?type?join 承压型高强度螺栓连接，high—strength?bolted?connection 高强度螺栓连接high—strength?bolted?friction—type?joint 摩擦型高强度螺栓连接high—strength?holted?steel?slsteel?structure 高强螺栓连接钢结构hinge?support 铰轴支座(51)hinged?connection 铰接(21)hlngeless?arch 无铰拱(12)hollow?brick 空心砖(43)hollow?ratio?of?masonry?unit 块体空心率(46)honeycomb 蜂窝(39)hook 弯钩(37)hoop 箍筋(36)hot—rolled?deformed?bar 热轧带肋钢筋(28)hot—rolled?plain?bar 热轧光圆钢筋(28)hot-rolled?section?steel 热轧型钢(53)hunched?beam 加腋梁()Iimpact?toughness 冲击韧性(18)impermeability 抗渗性(38)inclined?section 斜截面(33)inclined?stirrup 斜向箍筋(36)incomplete?penetration 未焊透(61)incomplete?tusion 未溶合(61)incompletely?filled?groove 未焊满(61)indented?wire 刻痕钢丝(29)influence?coefficient?for?load—bearing?capacity?of?compression?member 受压构件承载能力影响系数(46)influence?coefficient?for?spacial?action? 空间性能影响系数(46)initial?control 初步控制(22)insect?prevention?of?timber?structure 木结构防虫(o)inspection?for?properties?of?glue?used?in?structural?member 结构用胶性能检验(71)inspection?for?properties?of?masnory?units 块体性能检验(48) inspection?for?properties?of?mortar 砂浆性能检验(48)inspection?for?properties?of?steelbar 钢筋性能检验(39)integral?prefabricated?prestressed?concrete?slab—column?structure 整体预应力板柱结构(25)intermediate?stiffener 中间加劲肋(53)intermittent?weld 断续焊缝(60)Jjoint?of?reinforcement 钢筋接头(35)Kkey?joint 键连接(69)kinetic?design 动态设计(8)knot 节子(木节)(70)Llaced?of?battened?compression?member 格构式钢柱(51)lacing?and?batten?elements 缀材(缀件)(51)lacing?bar 缀条(51)lamellar?tearing 层状撕裂(62)lap?connectlon 叠接(搭接)(59)lapped?length?of?steel?bar 钢筋搭接长度(36)large?pannel?concrete?structure 混凝土大板结构(25)large-form?cocrete?structure 大模板结构(26)lateral?bending 侧向弯曲(40)lateral?displacement?stiffness?of?storey 楼层侧移刚度(20)lateral?displacement?stiffness?of?structure· 结构侧移刚度(20) lateral?force?resistant?wallstructure 抗侧力墙体结构(12)leg?size?of?fillet?weld 角焊缝焊脚尺寸(57)length?of?shear?plane 剪面长度(67)lift—slab?structure 升板结构(25)light?weight?aggregate?concrete 轻骨料混凝土(28)limit?of?acceptance 验收界限(23)limitimg?value?for?local?dimension?of?masonry?structure· 砌体结构局部尺寸限值(47)limiting?value?for?sectional?dimension 截面尺寸限值(47)limiting?value?for?supporting?length 支承长度限值(47)limiting?value?for?total?height?of?masonry?structure· 砌体结构总高度限值(47)linear?expansion?coeffcient 线膨胀系数(18)lintel 过梁(7)load?bearing?wall 承重墙(7)load-carrying?capacity?per?bolt 单个普通螺栓承载能力(56) load—carrying?capacity?per?high—strength?holt 单个高强螺桂承载能力(56)load—carrying?capacity?per?rivet 单个铆钉承载能力(55)log 原木(65)log?timberstructure 原木结构(64)long?term?rigidity?of?member 构件长期刚度(32)longitude?horizontal?bracing 纵向水平支撑(5)longitudinal?steel?bar 纵向钢筋(35)longitudinal?stiffener 纵向加劲肋(53)longitudinal?weld 纵向焊缝(60)losses?of?prestress ‘预应力损失(33)lump?material 块体(42)Mmain?axis 强轴(56)main?beam· 主梁(6)major?axis 强轴(56)manual?welding 手工焊接(59)manufacture?control 生产控制(22)map?cracking 龟裂(39)masonry 砌体(17)masonry?lintel 砖过梁(43)masonry?member 无筋砌体构件(41)masonry?units 块体(43)masonry—concrete?structure 砖混结构(¨)masonry—timber?structure 砖木结构(11)mechanical?properties?of?materials· 材料力学性能(17)melt—thru 烧穿(62)method?of?sampling 抽样方法(23)minimum?strength?class?of?masonry 砌体材料最低强度等级(47)minor?axls· 弱轴(56)mix?ratio?of?mortar 砂浆配合比(48)mixing?water 拌合水(27)modified?coefficient?for?allowable?ratio?of?height?to?sectionalthickne ss?of?masonry?wall? 砌体墙容许高厚比修正系数(47)modified?coefficient?of?flexural?strength?for?timber?curved?mem—弧形木构件抗弯强度修正系数(68)modulus?of?elasticity?of?concrete 混凝土弹性模量(30)modulus?of?elasticity?parellel?to?grain 顺纹弹性模量(66)moisture?content 含水率(66)moment?modified?factor 弯矩调幅系数monitor?frame 天窗架mortar 砂浆multi—defence?system?of?earthquake—resistant?building· 多道设防抗震建筑multi—tube?supported?suspended?structure 多筒悬挂结构Nnailed?joint 钉连接，net?height 净高lnet?span 净跨度net?water／cementratio 净水灰比non-destructive?inspection?of?weld 焊缝无损检验non-destructive?test 非破损检验non-load—bearingwall 非承重墙non—uniform?cross—section?beam 变截面粱non—uniformly?distributed?strain?coefficient?of?longitudinal?tensile? reinforcement 纵向受拉钢筋应变不均匀系数normal?concrete 普通混凝土normal?section 正截面notch?and?tooth?joint 齿连接number?of?sampling 抽样数量Oobligue?section 斜截面oblique—angle?fillet?weld 斜角角焊缝one—way?reinforced(or?prestressed)concrete?slab‘‘ 单向板open?web?roof?truss 空腹屋架，ordinary?concrete 普通混凝土(28)ordinary?steel?bar 普通钢筋(29)orthogonal?fillet?weld 直角角焊缝(61)outstanding?width?of?flange 翼缘板外伸宽度(57)outstanding?width?of?stiffener 加劲肋外伸宽度(57)over-all?stability?reduction?coefficient?of?steel?beam· 钢梁整体稳定系数(58) ?overlap 焊瘤(62)overturning?or?slip?resistance?analysis? 抗倾覆、滑移验算(10)Ppadding?plate 垫板(52)partial?penetrated?butt?weld 不焊透对接焊缝(61)partition 非承重墙(7)penetrated?butt?weld 透焊对接焊缝(60)percentage?of?reinforcement 配筋率(34)perforated?brick 多孔砖(43)pilastered?wall 带壁柱墙(42)pit· 凹坑(62)pith 髓心(o)plain?concrete?structure 素混凝土结构(24)plane?hypothesis 平截面假定(32)plane?structure 平面结构(11)plane?trussed?lattice?grids 平面桁架系网架(5)plank 板材(65)plastic?adaption?coefficient?of?cross—section 截面塑性发展系数(58) plastic?design?of?steel?structure 钢结构塑性设计(56)plastic?hinge· 塑性铰(13)plastlcity?coefficient?of?reinforced?concrete?member?in?tensile?zone 受拉区混凝土塑性影响系数(34)plate—like?space?frame 干板型网架(5)plate—like?space?truss 平板型网架(5)plug?weld 塞焊缝(60)plywood 胶合板(65)plywood?structure 胶合板结构(64)pockmark 麻面(39)polygonal?top-chord?roof?truss 多边形屋架(4)post—tensioned?prestressed?concrete?structure 后张法预应力混凝土结构(24)precast?reinforced?concrete?member 预制混凝土构件(26)prefabricated?concrete?structure 装配式混凝土结构(25)presetting?time 初凝时间(38)prestressed?concrete?structure 预应力混凝土结构(24)prestressed?steel?structure 预应力钢结构(50)prestressed?tendon 预应力筋<29)pre—tensioned?prestressed?concrete?structure· 先张法预应力混凝土结构(24)primary?control 初步控制(22)production?control 生产控制(22)properties?of?fresh?concrete 可塑混凝土性能(37)properties?of?hardened?concrete 硬化混凝土性能(38)property?of?building?structural?materials 建筑结构材料性能(17)purlin“—””—檩条(4)Qqlue?timber?structurer 胶合木结构(㈠)quality?grade?of?structural?timber 木材质量等级(0)quality?grade?of?weld 焊缝质量级别(61)quality?inspection?of?bolted?connection 螺栓连接质量检验(63)quality?inspection?of?masonry 砌体质量检验(48)quality?inspection?of?riveted?connection 铆钉连接质量检验(63) quasi—permanent?value?of?live?load?on?floor?or?roof，楼面、屋面活荷载准永久值(15)Rradial?check 辐裂(70)ratio?of?axial?compressive?force?to?axial?compressive?ultimate?capacit y?of?section 轴压比(35)ratio?of?height?to?sectional?thickness?of?wall?or?column 砌体墙柱高、厚比(48)ratio?of?reinforcement 配筋率(34)ratio?of?shear?span?to?effective?depth?of?section 剪跨比(35) redistribution?of?internal?force 内力重分布(13)reducing?coefficient?of?compressive?strength?in?sloping?grain?for?bolt ed?connection 螺栓连接斜纹承压强度降低系数(68)reducing?coefficient?of?liveload 活荷载折减系数(14)reducing?coefficient?of?shearing?strength?for?notch?and?tooth?connecti on 齿连接抗剪强度降低系数(68)regular?earthquake—resistant?building 规则抗震建筑(9)reinforced?concrete?deep?beam 混凝土深梁(26)reinforced?concrete?slender?beam 混凝土浅梁(26)reinforced?concrete?structure 钢筋混凝土结构(24)reinforced?masonry?structure 配筋砌体结构(41)reinforcement?ratio 配筋率(34)reinforcement?ratio?per?unit?volume 体积配筋率(35)relaxation?of?prestressed?tendon 预应筋松弛(31)representative?value?of?gravity?load 重力荷载代表值(17)resistance?to?abrasion 耐磨性(38)resistance?to?freezing?and?thawing 抗冻融性(39)resistance?to?water?penetration· 抗渗性(38)reveal?of?reinforcement 露筋(39)right—angle?filletweld 直角角焊缝(61)rigid?analysis?scheme 刚性方案(45)rigid?connection 刚接(21)rigid?transverse?wall 刚性横墙(42)rigid?zone 刚域(13)rigid-elastic?analysis?scheme 刚弹性方案(45)rigidity?of?section 截面刚度(19)rigidly?supported?continous?girder 刚性支座连续梁(11)ring?beam 圈梁(42)rivet 铆钉(55)riveted?connecction 铆钉连接(60)riveted?steel?beam 铆接钢梁(52)riveted?steel?girder 铆接钢梁(52)riveted?steel?structure 铆接钢结构(50)rolle?rsupport 滚轴支座(51)rolled?steel?beam 轧制型钢梁(51)roof?board 屋面板(3)roof?bracing?system 屋架支撑系统(4)roof?girder 屋面梁(4)roof?plate 屋面板(3)roof?slab 屋面板(3)roof?system 屋盖(3)roof?truss 屋架(4)rot 腐朽(71)round?wire 光圆钢丝(29)Ssafety?classes?of?building?structures 建筑结构安全等级(9) safetybolt 保险螺栓(69)sapwood 边材(65)sawn?lumber+A610 方木(65)sawn?timber?structure 方木结构(64)saw-tooth?joint?failure 齿缝破坏(45)scarf?joint 斜搭接(70)seamless?steel?pipe 无缝钢管(54)seamless?steel?tube 无缝钢管(54)second?moment?of?area?of?tranformed?section 换算截面惯性矩(34) second?order?effect?due?to?displacement 挠曲二阶效应(13) secondary?axis 弱轴(56)secondary?beam 次粱(6)section?modulus?of?transformed?section 换算截面模量(34) section?steel 型钢(53)semi-automatic?welding 半自动焊接(59)separated?steel?column 分离式钢柱(51)setting?time 凝结时间(38)shake 环裂(70)shaped?steel 型钢(53)shapefactorofwindload 风荷载体型系数(16)shear?plane 剪面(67)shearing?rigidity?of?section 截面剪变刚度(19) shearing?stiffness?of?member 构件抗剪刚度(20) short?stiffener 短加劲肋(53)short?term?rigidity?of?member 构件短期刚度(31) shrinkage 干缩(71)shrinkage?of?concrete 混凝干收缩(30)silos 贮仓(3)skylight?truss 天窗架(4)slab 楼板(6)slab—column?structure 板柱结构(2)slag?inclusion 夹渣(61)sloping?grain ‘斜纹(70)slump 坍落度(37)snow?reference?pressure 基本雪压(16)solid—web?steel?column 实腹式钢柱(space?structure 空间结构(11)space?suspended?cable 悬索(5)spacing?of?bars 钢筋间距(33)spacing?of?rigid?transverse?wall 刚性横墙间距(46) spacing?of?stirrup?legs 箍筋肢距(33)spacing?of?stirrups 箍筋间距(33)specified?concrete 特种混凝上(28)spiral?stirrup 螺旋箍筋(36)spiral?weld 螺旋形焊缝(60)split?ringjoint 裂环连接(69)square?pyramid?space?grids 四角锥体网架(5) stability?calculation 稳定计算(10)stability?reduction?coefficient?of?axially?loaded?compression 轴心受压构件稳定系数<13)stair 楼梯(8)static?analysis?scheme?of?building 房屋静力汁算方案(45)static?design 房屋静力汁算方案(45)statically?determinate?structure 静定结构(11)statically?indeterminate?structure 超静定结构(11)sted 钢材(17)steel?bar 钢筋(28)steel?column?component 钢柱分肢(51)steel?columnbase 钢柱脚(51)steel?fiber?reinforced?concrete?structure· 钢纤维混凝土结构(26) steel?hanger 吊筋(37)steel?mesh?reinforced?brick?masonry?member 方格网配筋砖砌体构件(41) steel?pipe 钢管(54)steel?plate 钢板(53)steel?plateelement 钢板件(52)steel?strip 钢带(53)steel?support 钢支座(51)steel?tie 拉结钢筋(36)steel?tie?bar?for?masonry 砌体拉结钢筋(47)steel?tube 钢管(54)steel?tubular?structure 钢管结构(50)steel?wire 钢丝(28)stepped?column 阶形柱(7)stiffener 加劲肋(52)stiffness?of?structural?member 构件刚度(19)stiffness?of?transverse?wall 横墙刚度(45)stirrup 箍筋(36)stone 石材(44)stone?masonry 石砌体(44)stone?masonry?structure 石砌体结构(41)storev?height 层高(21)straight—line?joint?failure 通缝破坏(45)straightness?of?structural?member 构件乎直度(71)strand 钢绞线(2，)strength?classes?of?masonry?units 块体强度等级(44)strength?classes?of?mortar 砂浆强度等级(44) ”strength?classes?of?structural?steel 钢材强度等级(55)strength?classes?of?structural?timber 木材强度等级(66)strength?classes(grades)?of?concrete 混凝土强度等级(29)strength?classes(grades)?of?prestressed?tendon 预应力筋强度等级(30) strength?classes(grades)?of?steel?bar? 普通钢筋强度等级(30)strength?of?structural?timber?parallel?to?grain 木材顺纹强度(66) strongaxis 强轴(56)structural?system?composed?of?bar ”杆系结构(11)structural?system?composed?of?plate 板系结构(12)structural?wall 结构墙(7)superposed?reinforced?concrete?flexural?member 叠合式混凝土受弯构件(26) suspended?crossed?cable?net 双向正交索网结构(6)suspended?structure 悬挂结构(3)swirl?grain 涡纹(1)Ttensile(compressive)?rigidity?of?section 截面拉伸(压缩)刚度(19)tensile(compressive)?stiffness?of?member 构件抗拉(抗压)刚度(20)tensile(ultimate)?strength?of?steel 钢材(钢筋)抗拉(极限)强度(18)test?for?properties?of?concrete?structural?members 构件性能检验(40)：thickness?of?concrete?cover 混凝土保护层厚度(33)thickness?of?mortarat?bed?joint 水平灰缝厚度(49)thin?shell 薄壳(6)three?hinged?arch 三铰拱(n)tie?bar 拉结钢筋(36)tie?beam，?‘ 系梁(22)tie?tod 系杆(5)tied?framework 绑扎骨架(35)timber 木材(17) ?，timber?roof?truss 木屋架(64)tor-shear?type?high-strength?bolt 扭剪型高强度螺栓(54)torsional?rigidity?of?section 截面扭转刚度(19)torsional?stiffness?of?member 构件抗扭刚度(20)total?breadth?of?structure 结构总宽度(21)total?height?of?structure 结构总高度(21)total?length?of?structure 结构总长度(21)transmission?length?of?prestress 预应力传递长度(36)transverse?horizontal?bracing 横向水平支撑(4)transverse?stiffener· 横向加劲肋(53)transverse?weld 横向焊缝(60)transversely?distributed?steelbar 横向分布钢筋(36)trapezoid?roof?truss 梯形屋架(4)triangular?pyramid?space?grids 三角锥体网架(5)triangular?roof?truss 三角形屋架(4)trussed?arch 椽架(64)trussed?rafter 桁架拱(5)tube?in?tube?structure 筒中筒结构(3)tube?structure 简体结构(2)twist 扭弯(71)two?hinged?arch 双铰拱(11)two?sides(edges)?supported?plate 两边支承板(12)two—way?reinforced?(or?prestressed)?concrete?slab 混凝土双向板(27) Uultimate?compressive?strain?of?concrete’” 混凝土极限压应变(31) unbonded?prestressed?concrete?structure 无粘结预应力混凝土结构(25) undercut 咬边(62)uniform?cross—section?beam 等截面粱(6)unseasoned?timber 湿材(65)upper?flexible?and?lower?rigid?complex?multistorey?building· 上柔下刚多层房屋(45)upper?rigid?lower?flexible?complex?multistorey?building· 上刚下柔多层房屋(45)Vvalue?of?decompression?prestress? 预应力筋消压预应力值(33)value?of?effective?prestress 预应筋有效预应力值(33)verification?of?serviceability?limit?states·?” 正常使用极限状态验证(10)verification?of?ultimate?limit?states? 承载能极限状态验证(10) vertical?bracing 竖向支撑(5)vierendal?roof?truss 空腹屋架(4)visual?examination?of?structural?member 构件外观检查(39)visual?examination?of?structural?steel?member 钢构件外观检查(63) visual?examination?of?weld 焊缝外观检查(62)Wwall?beam 墙梁(42)wall?frame 壁式框架(门)wall—slab?structure 墙板结构(2)warping 翘曲(40)，(71)warping?rigidity?of?section 截面翘曲刚度(19)water?retentivity?of?mortar 砂浆保水性(48)water?tower 水塔(3)water／cement?ratio· 水灰比(3g)weak?axis· 弱轴(56)weak?region?of?earthquake—resistant?building 抗震建筑薄弱部位(9) web?plate 腹板(52)weld 焊缝(6[))weld?crack 焊接裂纹(62)weld?defects 焊接缺陷(61)weld?roof 焊根(61)weld?toe 焊趾(61)weldability?of?steel?bar 钢筋可焊性(39)welded?framework 焊接骨架()welded?steel?beam 焊接钢梁(welded?steel?girder 焊接钢梁(52)welded?steel?pipe 焊接钢管(54)welded?steel?strueture 焊接钢结构(50)welding?connection· 焊缝连接(59)welding?flux 焊剂(54)welding?rod 焊条(54)welding?wire 焊丝(54)wind?fluttering?factor 风振系数(16)wind?reference?pressure 基本风压(16)wind—resistant?column 抗风柱()wood?roof?decking 屋面木基层(64)Yyield?strength?(yield?point)?of?steel 钢材(钢筋)屈服强度(屈服点)。
土木工程专业英语
1.荷载短期荷载short-time load 临界荷载critical load 持续荷载sustained loads恒载dead load 活载live load 峰值荷载peak load 冲击荷载impact load 2.专业名词力矩面等横截面cross section 隔离体 a free body 轴力axial forces 带肩梁ledger beam正应力the normal stress 剪应力the shear stress 固定铰支座 a pin support 可动铰支座 a roller support 平面内弯矩in-plane bending 平面外弯矩out-of-plane bending简支梁a simple beam 悬臂梁 a cantilever beam 分布力distributed load 均布力uniformly distributed load 静定结构statically determinate structure 超静定结构statically indeterminate structure 角焊缝fillet weld 对接焊缝groove weld外缘outer edges 中性轴the neutral axis 形心矩centroidal distance沙石混凝土sand-and-stone concrete 预应力混凝土pre stressed concrete复合应力combined stress 极限应变limiting tensile strain 平均正应力mean normal stress名义抗剪强度nominal shear strength 惯性力inertia force 地震作用seismic action广义位移generalized displacement 扭矩torsion 预加应力pre stress托梁corbel3.材料平面顶deck 屋面防水层water proof roofing 金属箔层压板foil-laminated钢筋steel 涂料paint 木条板lath 灰泥plaster 楔子wedge基础footing 横向钢筋transverse reinforcement 纵筋longitudinal reinforcement 弯起纵筋bent-up longitudinal steel 单向板one-way slabs 腹筋the web steel 楼梯踏步stair tread 顶棚抹灰plastered ceilings 承重墙bearing wall第 1 页/共 4 页轻质幕墙light weight curtain walls 桁架truss 构件member 谷仓grain elevator桥墩bridge pier 大型结构heavy structure 梯井stair shaft高层写字楼high-rise office 预埋构件metal insert 作业平台work plat form企口木板tongue-and-groove plank 施工架constructed yoke 走道脚手架 a walkway scaffold铅垂线the plumb line 喷雾器fog sprays 型钢structural steel 剪力墙shear wall平板flat slab 合成薄板synthetic film 防护墙板endosing wall panels人字起重机derrick crane 卫生间设施bathroom groups 服务竖井the service shaft隔气层vapor barriers 隔热层insulation 结露点dew point 空心板hollow plank竖向剪力墙shear-resistant vertical wall 预制构件pre cast member 隔板wall panel4.其他1应力等值线 a stress contour 数值分析numerical analysis 悬索基础cable structures实验研究experimental investigation 超静定次数degree of statical indeterminaly叠加法method of superposition 基本结构released structure高跨比span-depth ratio弯矩图bending moment diagram 附着deposit 弹性模量modulus of elasticity水化hydrate 硬化harden 变量variables 环境相对湿度ambient relative humidity蒸发evaporate 定向立方体单元oriented elementary cube初步结论tentative conclusion斜向拉力diagonal tension 微分长度单元 a differential length 应力迹线stress trajectory骨料咬合作用aggregate interlock 销栓作用dowel action 延性ductility扭转力偶twisting couple 力臂lever arm 分数fraction 取代in lieu of地震高发区zones of high earthquake probability 平立面in plan elevation平动translation 转动rotation 凹部depressions 凸起projection 凸口recess 在现场on the site 误差error 通用规范applicable codes滑模施工slip form operations 养护care 锚固be anchored in 挠度deflection5.其他2侧向支持sway bracing 先张法pre tensioning technique 后张法post tensioning technique安全系数safety factor 安全储备margin of safety 附属cust-in fittings防火等级fire ratings 不匀称沉降differential settlement 深基础deep foundation扩展式基础spread foundation 符合基础combined footings 条形基础strap footings垂直于at right angles to 类似于analogous to 单位力法unit-load method大小相等方向相反be equal in magnitude and opposite in direction静力平衡方程equations of static equilibrium 与……有关pertain to求合力from a summation of force 一组联立方程 a set of simultaneous equations协调方程equations of compatibility 经验方程empirical equation大一个数量级an order of magnitude longer 第二面积积分the second moment-area thorea·b dot product a*b cross product 位移互等定理reciprocal displacement theorem第 3 页/共 4 页液压控制系统hydraulic master control system 功的互等定理…………work ……与……成正比in direct proportion to 与……一致be geared to。
机械设计专业术语的英语翻译
如有你有帮助，请购买下载，谢谢！阿基米德蜗杆 Archimedes worm安全系数 safety factor; factor of safety安全载荷 safe load凹面、凹度 concavity扳手 wrench板簧 flat leaf spring半圆键 woodruff key变形 deformation摆杆 oscillating bar摆动从动件 oscillating follower摆动从动件凸轮机构 cam with oscillating follower 摆动导杆机构 oscillating guide-bar mechanism摆线齿轮 cycloidal gear摆线齿形 cycloidal tooth profile摆线运动规律 cycloidal motion摆线针轮 cycloidal-pin wheel包角 angle of contact保持架 cage背对背安装 back-to-back arrangement背锥 back cone ；normal cone背锥角 back angle背锥距 back cone distance比例尺 scale比热容 specific heat capacity闭式链 closed kinematic chain闭链机构 closed chain mechanism臂部 arm变频器 frequency converters变频调速 frequency control of motor speed变速 speed change变速齿轮 change gear ; change wheel变位齿轮 modified gear变位系数 modification coefficient标准齿轮 standard gear标准直齿轮 standard spur gear表面质量系数 superficial mass factor表面传热系数 surface coefficient of heat transfer 表面粗糙度 surface roughness并联式组合 combination in parallel并联机构 parallel mechanism并联组合机构 parallel combined mechanism并行工程 concurrent engineering并行设计 concurred design, CD不平衡相位 phase angle of unbalance不平衡 imbalance (or unbalance)不平衡量 amount of unbalance 不完全齿轮机构 intermittent gearing波发生器 wave generator波数 number of waves补偿 compensation参数化设计 parameterization design, PD残余应力 residual stress操纵及控制装置 operation control device槽轮 Geneva wheel槽轮机构 Geneva mechanism ；Maltese cross槽数 Geneva numerate槽凸轮 groove cam侧隙 backlash差动轮系 differential gear train差动螺旋机构 differential screw mechanism差速器 differential常用机构 conventional mechanism; mechanism in common use 车床 lathe承载量系数 bearing capacity factor承载能力 bearing capacity成对安装 paired mounting尺寸系列 dimension series齿槽 tooth space齿槽宽 spacewidth齿侧间隙 backlash齿顶高 addendum齿顶圆 addendum circle齿根高 dedendum齿根圆 dedendum circle齿厚 tooth thickness齿距 circular pitch齿宽 face width齿廓 tooth profile齿廓曲线 tooth curve齿轮 gear齿轮变速箱 speed-changing gear boxes齿轮齿条机构 pinion and rack齿轮插刀 pinion cutter; pinion-shaped shaper cutter齿轮滚刀 hob ,hobbing cutter齿轮机构 gear齿轮轮坯 blank齿轮传动系 pinion unit齿轮联轴器 gear coupling齿条传动 rack gear齿数 tooth number齿数比 gear ratio齿条 rack如有你有帮助，请购买下载，谢谢！齿条插刀 rack cutter; rack-shaped shaper cutter齿形链、无声链 silent chain齿形系数 form factor齿式棘轮机构 tooth ratchet mechanism插齿机 gear shaper重合点 coincident points重合度 contact ratio冲床 punch传动比 transmission ratio, speed ratio传动装置 gearing; transmission gear传动系统 driven system传动角 transmission angle传动轴 transmission shaft串联式组合 combination in series串联式组合机构 series combined mechanism串级调速 cascade speed control创新 innovation ; creation创新设计 creation design垂直载荷、法向载荷 normal load唇形橡胶密封 lip rubber seal磁流体轴承 magnetic fluid bearing从动带轮 driven pulley从动件 driven link, follower从动件平底宽度 width of flat-face从动件停歇 follower dwell从动件运动规律 follower motion从动轮 driven gear粗线 bold line粗牙螺纹 coarse thread大齿轮 gear wheel打包机 packer打滑 slipping带传动 belt driving带轮 belt pulley带式制动器 band brake单列轴承 single row bearing单向推力轴承 single-direction thrust bearing单万向联轴节 single universal joint单位矢量 unit vector当量齿轮 equivalent spur gear; virtual gear当量齿数 equivalent teeth number; virtual number of teeth 当量摩擦系数 equivalent coefficient of friction当量载荷 equivalent load刀具 cutter导数 derivative倒角 chamfer 导热性 conduction of heat导程 lead导程角 lead angle等加等减速运动规律 parabolic motion; constant acceleration and deceleration motion等速运动规律 uniform motion; constant velocity motion等径凸轮 conjugate yoke radial cam等宽凸轮 constant-breadth cam等效构件 equivalent link等效力 equivalent force等效力矩 equivalent moment of force等效量 equivalent等效质量 equivalent mass等效转动惯量 equivalent moment of inertia等效动力学模型 dynamically equivalent model底座 chassis低副 lower pair点划线 chain dotted line（疲劳）点蚀 pitting垫圈 gasket垫片密封 gasket seal碟形弹簧 belleville spring顶隙 bottom clearance定轴轮系 ordinary gear train; gear train with fixed axes动力学 dynamics动密封 kinematical seal动能 dynamic energy动力粘度 dynamic viscosity动力润滑 dynamic lubrication动平衡 dynamic balance动平衡机 dynamic balancing machine动态特性 dynamic characteristics动态分析设计 dynamic analysis design动压力 dynamic reaction动载荷 dynamic load端面 transverse plane端面参数 transverse parameters端面齿距 transverse circular pitch端面齿廓 transverse tooth profile端面重合度 transverse contact ratio端面模数 transverse module端面压力角 transverse pressure angle锻造 forge对称循环应力 symmetry circulating stress对心滚子从动件 radial (or in-line ) roller follower对心直动从动件 radial (or in-line ) translating follower如有你有帮助，请购买下载，谢谢！对心移动从动件 radial reciprocating follower对心曲柄滑块机构 in-line slider-crank (or crank-slider) mechanism 多列轴承 multi-row bearing多楔带 poly V-belt多项式运动规律 polynomial motion多质量转子 rotor with several masses惰轮 idle gear额定寿命 rating life额定载荷 load ratingII 级杆组 dyad发生线 generating line发生面 generating plane法面 normal plane法面参数 normal parameters法面齿距 normal circular pitch法面模数 normal module法面压力角 normal pressure angle法向齿距 normal pitch法向齿廓 normal tooth profile法向直廓蜗杆 straight sided normal worm法向力 normal force反馈式组合 feedback combining反向运动学 inverse ( or backward) kinematics反转法 kinematic inversion反正切 Arctan范成法 generating cutting仿形法 form cutting方案设计、概念设计 concept design, CD防振装置 shockproof device飞轮 flywheel飞轮矩 moment of flywheel非标准齿轮 nonstandard gear非接触式密封 non-contact seal非周期性速度波动 aperiodic speed fluctuation非圆齿轮 non-circular gear粉末合金 powder metallurgy分度线 reference line; standard pitch line分度圆 reference circle; standard (cutting) pitch circle分度圆柱导程角 lead angle at reference cylinder分度圆柱螺旋角 helix angle at reference cylinder分母 denominator分子 numerator分度圆锥 reference cone; standard pitch cone分析法 analytical method封闭差动轮系 planetary differential复合铰链 compound hinge 复合式组合 compound combining复合轮系 compound (or combined) gear train 复合平带 compound flat belt复合应力 combined stress复式螺旋机构 Compound screw mechanism 复杂机构 complex mechanism杆组 Assur group干涉 interference刚度系数 stiffness coefficient刚轮 rigid circular spline钢丝软轴 wire soft shaft刚体导引机构 body guidance mechanism刚性冲击 rigid impulse (shock)刚性转子 rigid rotor刚性轴承 rigid bearing刚性联轴器 rigid coupling高度系列 height series高速带 high speed belt高副 higher pair格拉晓夫定理 Grashoff`s law根切 undercutting公称直径 nominal diameter高度系列 height series功 work工况系数 application factor工艺设计 technological design工作循环图 working cycle diagram工作机构 operation mechanism工作载荷 external loads工作空间 working space工作应力 working stress工作阻力 effective resistance工作阻力矩 effective resistance moment公法线 common normal line公共约束 general constraint公制齿轮 metric gears功率 power功能分析设计 function analyses design共轭齿廓 conjugate profiles共轭凸轮 conjugate cam构件 link鼓风机 blower固定构件 fixed link; frame固体润滑剂 solid lubricant关节型操作器 jointed manipulator惯性力 inertia force如有你有帮助，请购买下载，谢谢！惯性力矩 moment of inertia ,shaking moment惯性力平衡 balance of shaking force惯性力完全平衡 full balance of shaking force惯性力部分平衡 partial balance of shaking force 惯性主矩 resultant moment of inertia惯性主失 resultant vector of inertia冠轮 crown gear广义机构 generation mechanism广义坐标 generalized coordinate轨迹生成 path generation轨迹发生器 path generator滚刀 hob滚道 raceway滚动体 rolling element滚动轴承 rolling bearing滚动轴承代号 rolling bearing identification code 滚针 needle roller滚针轴承 needle roller bearing滚子 roller滚子轴承 roller bearing滚子半径 radius of roller滚子从动件 roller follower滚子链 roller chain滚子链联轴器 double roller chain coupling滚珠丝杆 ball screw滚柱式单向超越离合器 roller clutch过度切割 undercutting函数发生器 function generator函数生成 function generation含油轴承 oil bearing耗油量 oil consumption耗油量系数 oil consumption factor赫兹公式 H. Hertz equation合成弯矩 resultant bending moment合力 resultant force合力矩 resultant moment of force黑箱 black box横坐标 abscissa互换性齿轮 interchangeable gears花键 spline滑键、导键 feather key滑动轴承 sliding bearing滑动率 sliding ratio滑块 slider环面蜗杆 toroid helicoids worm环形弹簧 annular spring 缓冲装置 shocks; shock-absorber灰铸铁 grey cast iron回程 return回转体平衡 balance of rotors混合轮系 compound gear train积分 integrate机电一体化系统设计 mechanical-electrical integration system design 机构 mechanism机构分析 analysis of mechanism机构平衡 balance of mechanism机构学 mechanism机构运动设计 kinematic design of mechanism机构运动简图 kinematic sketch of mechanism机构综合 synthesis of mechanism机构组成 constitution of mechanism机架 frame, fixed link机架变换 kinematic inversion机器 machine机器人 robot机器人操作器 manipulator机器人学 robotics技术过程 technique process技术经济评价 technical and economic evaluation技术系统 technique system机械 machinery机械创新设计 mechanical creation design, MCD机械系统设计 mechanical system design, MSD机械动力分析 dynamic analysis of machinery机械动力设计 dynamic design of machinery机械动力学 dynamics of machinery机械的现代设计 modern machine design机械系统 mechanical system机械利益 mechanical advantage机械平衡 balance of machinery机械手 manipulator机械设计 machine design; mechanical design机械特性 mechanical behavior机械调速 mechanical speed governors机械效率 mechanical efficiency机械原理 theory of machines and mechanisms机械运转不均匀系数 coefficient of speed fluctuation机械无级变速 mechanical stepless speed changes基础机构 fundamental mechanism基本额定寿命 basic rating life基于实例设计 case-based design,CBD基圆 base circle如有你有帮助，请购买下载，谢谢！基圆半径 radius of base circle基圆齿距 base pitch基圆压力角 pressure angle of base circle基圆柱 base cylinder基圆锥 base cone急回机构 quick-return mechanism急回特性 quick-return characteristics急回系数 advance-to return-time ratio急回运动 quick-return motion棘轮 ratchet棘轮机构 ratchet mechanism棘爪 pawl极限位置 extreme (or limiting) position极位夹角 crank angle between extreme (or limiting) positions计算机辅助设计 computer aided design, CAD计算机辅助制造 computer aided manufacturing, CAM计算机集成制造系统 computer integrated manufacturing system, CIMS计算力矩 factored moment; calculation moment计算弯矩 calculated bending moment加权系数 weighting efficient加速度 acceleration加速度分析 acceleration analysis加速度曲线 acceleration diagram尖点 pointing; cusp尖底从动件 knife-edge follower间隙 backlash间歇运动机构 intermittent motion mechanism减速比 reduction ratio减速齿轮、减速装置 reduction gear减速器 speed reducer减摩性 anti-friction quality渐开螺旋面 involute helicoid渐开线 involute渐开线齿廓 involute profile渐开线齿轮 involute gear渐开线发生线 generating line of involute渐开线方程 involute equation渐开线函数 involute function渐开线蜗杆 involute worm渐开线压力角 pressure angle of involute渐开线花键 involute spline简谐运动 simple harmonic motion键 key键槽 keyway交变应力 repeated stress 交变载荷 repeated fluctuating load交叉带传动 cross-belt drive交错轴斜齿轮 crossed helical gears胶合 scoring角加速度 angular acceleration角速度 angular velocity角速比 angular velocity ratio角接触球轴承 angular contact ball bearing角接触推力轴承 angular contact thrust bearing角接触向心轴承 angular contact radial bearing角接触轴承 angular contact bearing铰链、枢纽 hinge校正平面 correcting plane接触应力 contact stress接触式密封 contact seal阶梯轴 multi-diameter shaft结构 structure结构设计 structural design截面 section节点 pitch point节距 circular pitch; pitch of teeth节线 pitch line节圆 pitch circle节圆齿厚 thickness on pitch circle节圆直径 pitch diameter节圆锥 pitch cone节圆锥角 pitch cone angle解析设计 analytical design紧边 tight-side紧固件 fastener径节 diametral pitch径向 radial direction径向当量动载荷 dynamic equivalent radial load径向当量静载荷 static equivalent radial load径向基本额定动载荷 basic dynamic radial load rating 径向基本额定静载荷 basic static radial load tating径向接触轴承 radial contact bearing径向平面 radial plane径向游隙 radial internal clearance径向载荷 radial load径向载荷系数 radial load factor径向间隙 clearance静力 static force静平衡 static balance静载荷 static load静密封 static seal如有你有帮助，请购买下载，谢谢！局部自由度 passive degree of freedom矩阵 matrix矩形螺纹 square threaded form锯齿形螺纹 buttress thread form矩形牙嵌式离合器 square-jaw positive-contact clutch绝对尺寸系数 absolute dimensional factor绝对运动 absolute motion绝对速度 absolute velocity均衡装置 load balancing mechanism抗压强度 compression strength开口传动 open-belt drive开式链 open kinematic chain开链机构 open chain mechanism可靠度 degree of reliability可靠性 reliability可靠性设计 reliability design, RD空气弹簧 air spring空间机构 spatial mechanism空间连杆机构 spatial linkage空间凸轮机构 spatial cam空间运动副 spatial kinematic pair空间运动链 spatial kinematic chain空转 idle宽度系列 width series框图 block diagram雷诺方程Reynolds‘s equation离心力 centrifugal force离心应力 centrifugal stress离合器 clutch离心密封 centrifugal seal理论廓线 pitch curve理论啮合线 theoretical line of action隶属度 membership力 force力多边形 force polygon力封闭型凸轮机构 force-drive (or force-closed) cam mechanism 力矩 moment力平衡 equilibrium力偶 couple力偶矩 moment of couple连杆 connecting rod, coupler连杆机构 linkage连杆曲线 coupler-curve连心线 line of centers链 chain链传动装置 chain gearing 链轮 sprocket ; sprocket-wheel ; sprocket gear ; chain wheel 联组V 带 tight-up V belt联轴器 coupling ; shaft coupling两维凸轮 two-dimensional cam临界转速 critical speed六杆机构 six-bar linkage龙门刨床 double Haas planer轮坯 blank轮系 gear train螺杆 screw螺距 thread pitch螺母 screw nut螺旋锥齿轮 helical bevel gear螺钉 screws螺栓 bolts螺纹导程 lead螺纹效率 screw efficiency螺旋传动 power screw螺旋密封 spiral seal螺纹 thread (of a screw)螺旋副 helical pair螺旋机构 screw mechanism螺旋角 helix angle螺旋线 helix ,helical line绿色设计 green design ; design for environment马耳他机构 Geneva wheel ; Geneva gear马耳他十字 Maltese cross脉动无级变速 pulsating stepless speed changes脉动循环应力 fluctuating circulating stress脉动载荷 fluctuating load铆钉 rivet迷宫密封 labyrinth seal密封 seal密封带 seal belt密封胶 seal gum密封元件 potted component密封装置 sealing arrangement面对面安装 face-to-face arrangement面向产品生命周期设计 design for product`s life cycle, DPLC 名义应力、公称应力 nominal stress模块化设计 modular design, MD模块式传动系统 modular system模幅箱 morphology box模糊集 fuzzy set模糊评价 fuzzy evaluation模数 module如有你有帮助，请购买下载，谢谢！摩擦 friction摩擦角 friction angle摩擦力 friction force摩擦学设计 tribology design, TD摩擦阻力 frictional resistance摩擦力矩 friction moment摩擦系数 coefficient of friction摩擦圆 friction circle磨损 abrasion ;wear; scratching末端执行器 end-effector目标函数 objective function耐腐蚀性 corrosion resistance耐磨性 wear resistance挠性机构 mechanism with flexible elements 挠性转子 flexible rotor内齿轮 internal gear内齿圈 ring gear内力 internal force内圈 inner ring能量 energy能量指示图 viscosity逆时针 counterclockwise (or anticlockwise) 啮出 engaging-out啮合 engagement, mesh, gearing啮合点 contact points啮合角 working pressure angle啮合线 line of action啮合线长度 length of line of action啮入 engaging-in牛头刨床 shaper凝固点 freezing point; solidifying point扭转应力 torsion stress扭矩 moment of torque扭簧 helical torsion spring诺模图 NomogramO 形密封圈密封 O ring seal盘形凸轮 disk cam盘形转子 disk-like rotor抛物线运动 parabolic motion疲劳极限 fatigue limit疲劳强度 fatigue strength偏置式 offset偏( 心) 距 offset distance偏心率 eccentricity ratio偏心质量 eccentric mass偏距圆 offset circle 偏心盘 eccentric偏置滚子从动件 offset roller follower偏置尖底从动件 offset knife-edge follower偏置曲柄滑块机构 offset slider-crank mechanism拼接 matching评价与决策 evaluation and decision频率 frequency平带 flat belt平带传动 flat belt driving平底从动件 flat-face follower平底宽度 face width平分线 bisector平均应力 average stress平均中径 mean screw diameter平均速度 average velocity平衡 balance平衡机 balancing machine平衡品质 balancing quality平衡平面 correcting plane平衡质量 balancing mass平衡重 counterweight平衡转速 balancing speed平面副 planar pair, flat pair平面机构 planar mechanism平面运动副 planar kinematic pair平面连杆机构 planar linkage平面凸轮 planar cam平面凸轮机构 planar cam mechanism平面轴斜齿轮 parallel helical gears普通平键 parallel key其他常用机构 other mechanism in common use起动阶段 starting period启动力矩 starting torque气动机构 pneumatic mechanism奇异位置 singular position起始啮合点 initial contact , beginning of contact气体轴承 gas bearing千斤顶 jack嵌入键 sunk key强迫振动 forced vibration切齿深度 depth of cut曲柄 crank曲柄存在条件 Grashoff`s law曲柄导杆机构 crank shaper (guide-bar) mechanism曲柄滑块机构 slider-crank (or crank-slider) mechanism 曲柄摇杆机构 crank-rocker mechanism如有你有帮助，请购买下载，谢谢！曲齿锥齿轮 spiral bevel gear曲率 curvature曲率半径 radius of curvature曲面从动件 curved-shoe follower曲线拼接 curve matching曲线运动 curvilinear motion曲轴 crank shaft驱动力 driving force驱动力矩 driving moment (torque)全齿高 whole depth权重集 weight sets球 ball球面滚子 convex roller球轴承 ball bearing球面副 spheric pair球面渐开线 spherical involute球面运动 spherical motion球销副 sphere-pin pair球坐标操作器 polar coordinate manipulator燃点 spontaneous ignition热平衡 heat balance; thermal equilibrium人字齿轮 herringbone gear冗余自由度 redundant degree of freedom柔轮 flexspline柔性冲击 flexible impulse; soft shock柔性制造系统 flexible manufacturing system; FMS柔性自动化 flexible automation润滑油膜 lubricant film润滑装置 lubrication device润滑 lubrication润滑剂 lubricant三角形花键 serration spline三角形螺纹 V thread screw三维凸轮 three-dimensional cam三心定理 Kennedy`s theorem砂轮越程槽 grinding wheel groove砂漏 hour-glass少齿差行星传动 planetary drive with small teeth difference 设计方法学 design methodology设计变量 design variable设计约束 design constraints深沟球轴承 deep groove ball bearing生产阻力 productive resistance升程 rise升距 lift实际廓线 cam profile 十字滑块联轴器double slider coupling; Oldham‘s coupling 矢量 vector输出功 output work输出构件 output link输出机构 output mechanism输出力矩 output torque输出轴 output shaft输入构件 input link数学模型 mathematic model实际啮合线 actual line of action双滑块机构 double-slider mechanism, ellipsograph双曲柄机构 double crank mechanism双曲面齿轮 hyperboloid gear双头螺柱 studs双万向联轴节 constant-velocity (or double) universal joint 双摇杆机构 double rocker mechanism双转块机构 Oldham coupling双列轴承 double row bearing双向推力轴承 double-direction thrust bearing松边 slack-side顺时针 clockwise瞬心 instantaneous center死点 dead point四杆机构 four-bar linkage速度 velocity速度不均匀( 波动) 系数 coefficient of speed fluctuation 速度波动 speed fluctuation速度曲线 velocity diagram速度瞬心 instantaneous center of velocity塔轮 step pulley踏板 pedal台钳、虎钳 vice太阳轮 sun gear弹性滑动 elasticity sliding motion弹性联轴器 elastic coupling ; flexible coupling弹性套柱销联轴器 rubber-cushioned sleeve bearing coupling 套筒 sleeve梯形螺纹 acme thread form特殊运动链 special kinematic chain特性 characteristics替代机构 equivalent mechanism调节 modulation, regulation调心滚子轴承 self-aligning roller bearing调心球轴承 self-aligning ball bearing调心轴承 self-aligning bearing调速 speed governing如有你有帮助，请购买下载，谢谢！调速电动机 adjustable speed motors调速系统 speed control system调压调速 variable voltage control调速器 regulator, governor铁磁流体密封 ferrofluid seal停车阶段 stopping phase停歇 dwell同步带 synchronous belt同步带传动 synchronous belt drive凸的，凸面体 convex凸轮 cam凸轮倒置机构 inverse cam mechanism凸轮机构 cam , cam mechanism凸轮廓线 cam profile凸轮廓线绘制 layout of cam profile凸轮理论廓线 pitch curve凸缘联轴器 flange coupling图册、图谱 atlas图解法 graphical method推程 rise推力球轴承 thrust ball bearing推力轴承 thrust bearing退刀槽 tool withdrawal groove退火 anneal陀螺仪 gyroscopeV 带 V belt外力 external force外圈 outer ring外形尺寸 boundary dimension万向联轴器 Hooks coupling ; universal coupling 外齿轮 external gear弯曲应力 beading stress弯矩 bending moment腕部 wrist往复移动 reciprocating motion往复式密封 reciprocating seal网上设计 on-net design, OND微动螺旋机构 differential screw mechanism位移 displacement位移曲线 displacement diagram位姿 pose , position and orientation稳定运转阶段 steady motion period稳健设计 robust design蜗杆 worm蜗杆传动机构 worm gearing蜗杆头数 number of threads 蜗杆直径系数 diametral quotient蜗杆蜗轮机构 worm and worm gear蜗杆形凸轮步进机构 worm cam interval mechanism蜗杆旋向 hands of worm蜗轮 worm gear涡圈形盘簧 power spring无级变速装置 stepless speed changes devices无穷大 infinite系杆 crank arm, planet carrier现场平衡 field balancing向心轴承 radial bearing向心力 centrifugal force相对速度 relative velocity相对运动 relative motion相对间隙 relative gap象限 quadrant橡皮泥 plasticine细牙螺纹 fine threads销 pin消耗 consumption小齿轮 pinion小径 minor diameter橡胶弹簧 balata spring修正梯形加速度运动规律 modified trapezoidal acceleration motion 修正正弦加速度运动规律 modified sine acceleration motion斜齿圆柱齿轮 helical gear斜键、钩头楔键 taper key泄漏 leakage谐波齿轮 harmonic gear谐波传动 harmonic driving谐波发生器 harmonic generator斜齿轮的当量直齿轮 equivalent spur gear of the helical gear心轴 spindle行程速度变化系数 coefficient of travel speed variation行程速比系数 advance-to return-time ratio行星齿轮装置 planetary transmission行星轮 planet gear行星轮变速装置 planetary speed changing devices行星轮系 planetary gear train形封闭凸轮机构 positive-drive (or form-closed) cam mechanism虚拟现实 virtual reality虚拟现实技术 virtual reality technology, VRT虚拟现实设计 virtual reality design, VRD虚约束 redundant (or passive) constraint许用不平衡量 allowable amount of unbalance许用压力角 allowable pressure angle如有你有帮助，请购买下载，谢谢！许用应力 allowable stress; permissible stress悬臂结构 cantilever structure悬臂梁 cantilever beam循环功率流 circulating power load旋转力矩 running torque旋转式密封 rotating seal旋转运动 rotary motion选型 type selection压力 pressure压力中心 center of pressure压缩机 compressor压应力 compressive stress压力角 pressure angle牙嵌式联轴器 jaw (teeth) positive-contact coupling雅可比矩阵 Jacobi matrix摇杆 rocker液力传动 hydrodynamic drive液力耦合器 hydraulic couplers液体弹簧 liquid spring液压无级变速 hydraulic stepless speed changes液压机构 hydraulic mechanism一般化运动链 generalized kinematic chain移动从动件 reciprocating follower移动副 prismatic pair, sliding pair移动关节 prismatic joint移动凸轮 wedge cam盈亏功 increment or decrement work应力幅 stress amplitude应力集中 stress concentration应力集中系数 factor of stress concentration应力图 stress diagram应力—应变图 stress-strain diagram优化设计 optimal design油杯 oil bottle油壶 oil can油沟密封 oily ditch seal有害阻力 useless resistance有益阻力 useful resistance有效拉力 effective tension有效圆周力 effective circle force有害阻力 detrimental resistance余弦加速度运动 cosine acceleration (or simple harmonic) motion 预紧力 preload原动机 primer mover圆带 round belt圆带传动 round belt drive 圆弧齿厚 circular thickness圆弧圆柱蜗杆 hollow flank worm圆角半径 fillet radius圆盘摩擦离合器 disc friction clutch圆盘制动器 disc brake原动机 prime mover原始机构 original mechanism圆形齿轮 circular gear圆柱滚子 cylindrical roller圆柱滚子轴承 cylindrical roller bearing圆柱副 cylindric pair圆柱式凸轮步进运动机构 barrel (cylindric) cam圆柱螺旋拉伸弹簧 cylindroid helical-coil extension spring圆柱螺旋扭转弹簧 cylindroid helical-coil torsion spring圆柱螺旋压缩弹簧 cylindroid helical-coil compression spring 圆柱凸轮 cylindrical cam圆柱蜗杆 cylindrical worm圆柱坐标操作器 cylindrical coordinate manipulator圆锥螺旋扭转弹簧 conoid helical-coil compression spring圆锥滚子 tapered roller圆锥滚子轴承 tapered roller bearing圆锥齿轮机构 bevel gears圆锥角 cone angle原动件 driving link约束 constraint约束条件 constraint condition约束反力 constraining force跃度 jerk跃度曲线 jerk diagram运动倒置 kinematic inversion运动方案设计 kinematic precept design运动分析 kinematic analysis运动副 kinematic pair运动构件 moving link运动简图 kinematic sketch运动链 kinematic chain运动失真 undercutting运动设计 kinematic design运动周期 cycle of motion运动综合 kinematic synthesis运转不均匀系数 coefficient of velocity fluctuation运动粘度 kenematic viscosity载荷 load载荷—变形曲线 load—deformation curve载荷—变形图 load—deformation diagram窄V 带 narrow V belt如有你有帮助，请购买下载，谢谢！毡圈密封 felt ring seal展成法 generating张紧力 tension张紧轮 tension pulley振动 vibration振动力矩 shaking couple振动频率 frequency of vibration振幅 amplitude of vibration正切机构 tangent mechanism正向运动学 direct (forward) kinematics正弦机构 sine generator, scotch yoke织布机 loom正应力、法向应力 normal stress制动器 brake直齿圆柱齿轮 spur gear直齿锥齿轮 straight bevel gear直角三角形 right triangle直角坐标操作器 Cartesian coordinate manipulator 直径系数 diametral quotient直径系列 diameter series直廓环面蜗杆 hindley worm直线运动 linear motion直轴 straight shaft质量 mass质心 center of mass执行构件 executive link; working link质径积 mass-radius product智能化设计 intelligent design, ID中间平面 mid-plane中心距 center distance中心距变动 center distance change中心轮 central gear中径 mean diameter终止啮合点 final contact, end of contact周节 pitch周期性速度波动 periodic speed fluctuation周转轮系 epicyclic gear train肘形机构 toggle mechanism轴 shaft轴承盖 bearing cup轴承合金 bearing alloy轴承座 bearing block轴承高度 bearing height轴承宽度 bearing width轴承内径 bearing bore diameter轴承寿命 bearing life 轴承套圈 bearing ring轴承外径 bearing outside diameter轴颈 journal轴瓦、轴承衬 bearing bush轴端挡圈 shaft end ring轴环 shaft collar轴肩 shaft shoulder轴角 shaft angle轴向 axial direction轴向齿廓 axial tooth profile轴向当量动载荷 dynamic equivalent axial load轴向当量静载荷 static equivalent axial load轴向基本额定动载荷 basic dynamic axial load rating轴向基本额定静载荷 basic static axial load rating轴向接触轴承 axial contact bearing轴向平面 axial plane轴向游隙 axial internal clearance轴向载荷 axial load轴向载荷系数 axial load factor轴向分力 axial thrust load主动件 driving link主动齿轮 driving gear主动带轮 driving pulley转动导杆机构 whitworth mechanism转动副 revolute (turning) pair转速 swiveling speed ; rotating speed转动关节 revolute joint转轴 revolving shaft转子 rotor转子平衡 balance of rotor装配条件 assembly condition锥齿轮 bevel gear锥顶 common apex of cone锥距 cone distance锥轮 bevel pulley; bevel wheel锥齿轮的当量直齿轮 equivalent spur gear of the bevel gear 锥面包络圆柱蜗杆 milled helicoids worm准双曲面齿轮 hypoid gear子程序 subroutine子机构 sub-mechanism自动化 automation自锁 self-locking自锁条件 condition of self-locking自由度 degree of freedom, mobility总重合度 total contact ratio总反力 resultant force如有你有帮助，请购买下载，谢谢！总效率 combined efficiency; overall efficiency组成原理 theory of constitution组合齿形 composite tooth form组合安装 stack mounting组合机构 combined mechanism阻抗力 resistance最大盈亏功 maximum difference work between plus and minus work纵向重合度 overlap contact ratio纵坐标 ordinate组合机构 combined mechanism最少齿数 minimum teeth number最小向径 minimum radius作用力 applied force坐标系 coordinate frame。
机械制造专业英语课后答案(部分)
专业英语翻译一stress and strain（应力与应变）1the fundamental concepts 基本概念cross section 横截面 the internal stresses produced in the bar 杆的内应力 continuous distribution of hydrostatic pressure 流体静压力 the tensile load 拉伸载荷 a uniform distribution over the cross section 在横截面均匀分布arbitrary cross-sectional shape 任意截面形状tensile stresses 拉应力compressive stresses 压应力a normal stress 正应力through the centroid of the cross sectional area 通过横截面形心the uniform stress condition 压力均匀分布the stress distribution at the ends of the bar 杆末端应力分布 high localized stresses 高度应力集中an axially loaded bar 轴向载荷杆件a tensile strain 拉应变 an elongation or stretching of the material 材料拉伸 a compressive strain 压应变 the ratio of two lengths 两个长度的比值purely statical and geometrical considerations 从纯静态以及几何角度考虑1.That branch of scientific analysis which motions, times and forces is called mechanics and is made up of two parts, statics and dynamics. 研究位移、时间和力运动乘力是科学分析法的一个分支，被称作力学，力学由两大部分组成，静力学和动力学。
(整理)土木工程专业英语--钢结构.
钢结构专业英语术语2009-09-16 17:57acceptable quality 合格质量acceptance lot 验收批量aciera 钢材admixture 外加剂against slip coefficient between friction surface of high-strength bolted connection 高强度螺栓摩擦面抗滑移系数aggregate 骨料air content 含气量air-dried timber 气干材allowable ratio of height to sectional thickness of masonry wall orcolumn 砌体墙、柱容许高厚比allowable slenderness ratio of steel member 钢构件容许长细比allowable slenderness ratio of timber compression member 受压木构件容许长细比allowable stress range of fatigue 疲劳容许应力幅allowable ultimate tensile strain of reinforcement 钢筋拉应变限值allowable value of crack width 裂缝宽度容许值allowable value of deflection of structural member 构件挠度容许值allowable value of deflection of timber bending member 受弯木构件挠度容许值allowable value of deformation of steel member 钢构件变形容许值allowable value of deformation of structural member 构件变形容许值allowable value of drift angle of earthquake resistant structure抗震结构层间位移角限值amplified coefficient of eccentricity 偏心距增大系数anchorage 锚具anchorage length of steel bar 钢筋锚固长度approval analysis during construction stage 施工阶段验算arch 拱arch with tie rod 拉捍拱arch—shaped roof truss 拱形屋架area of shear plane 剪面面积area of transformed section 换算截面面积aseismic design 建筑抗震设计assembled monolithic concrete structure 装配整体式混凝土结构automatic welding 自动焊接auxiliary steel bar 架立钢筋Bbackfilling plate 垫板balanced depth of compression zone 界限受压区高度balanced eccentricity 界限偏心距bar splice 钢筋接头bark pocket 夹皮batten plate 缀板beam 次梁bearing plane of notch 齿承压面bearing plate 支承bearing stiffener 支承加劲bent-up steel bar 弯起钢block 砌块block masonry 砌块砌体block masonry structure 砌块砌体结构blow hole 气孔board 板材bolt 螺栓bolted connection (钢结螺栓连接bolted joint (木结螺栓连接bolted steel structure 螺栓连接钢结构bonded prestressed concrete structure 有粘结预应力混凝土结构bow 顺弯brake member 制动构件breadth of wall between windows 窗间墙宽度brick masonry 砖砌体brick masonry column 砖砌体柱brick masonry structure 砖砌体结构brick masonry wall 砖砌体墙broad—leaved wood 阔叶树材building structural materials 建筑结构材料building structural unit 建筑结构单元building structure 建筑结构built—up steel column 格构式钢柱(51 bundled tube structure 成束筒结构burn—through 烧穿butt connection 对接butt joint 对接butt weld 对接焊缝Ccalculating area of compression member 受压构件计算面积calculating overturning point 计算倾覆点calculation of load-carrying capacity of member 构件承载能力计算camber of structural member 结构构件起cantilever beam 挑梁cap of reinforced concrete column 钢筋混凝土柱帽carbonation of concrete 混凝土碳化cast-in—situ concrete slab column structure 现浇板柱结构cast-in—situ concrete structure 现浇混凝土结构cavitation 孔洞cavity wall 空斗墙cement 水泥cement content 水泥含量cement mortar 水泥砂浆characteristic value of live load on floor or roof 楼面、屋面活荷载标准值characteristic value of wind load 风荷载标准值characteristic value of concrete compressive strength混凝土轴心抗压强度标准值characteristic value of concrete tensile strength 混凝土轴心抗拉标准值characteristic value of cubic concrete compressive strength混凝土立方体抗压强度标准值characteristic value of earthquake action 地震作用标准值characteristic value of horizontal crane load 吊车水平荷载标准值characteristic value of masonry strength 砌体强度标准值characteristic value o f permanent action· 永久作用标准值characteristic value of snow load 雪荷载标准值characteristic value of strength of steel 钢材强度标准值characteristic value of strength of steel bar 钢筋强度标准值characteristic value of uniformly distributed live load均布活标载标准值characteristic value of variable action 可变作用标准值characteristic value of vertical crane load 吊车竖向荷载标准值characteristic value of material strength 材料强度标准值checking section of log structural member·，原木构件计算截面chimney 烟囱circular double—layer suspended cable 圆形双层悬索circular single—layer suspended cable 圆形单层悬索circumferential weld 环形焊缝classification for earthquake—resistance of buildings· 建筑结构抗震设防类别clear height 净高clincher 扒钉coefficient of equivalent bending moment of eccentrically loadedsteel member (beam-column) 钢压弯构件等效弯矩系数cold bend inspection of steel bar 冷弯试验cold drawn bar 冷拉钢筋cold drawn wire 冷拉钢丝cold—formed thin—walled section steel 冷弯薄壁型cold-formed thin-walled steel structure· 冷弯薄壁型钢结构cold—rolled deformed bar 冷轧带肋钢筋column bracing 柱间支撑combination value of live load on floor or roof 楼面、屋面活荷载组合值compaction 密实度compliance control 合格控制composite brick masonry member 组合砖砌体构件composite floor system 组合楼盖composite floor with profiled steel sheet 压型钢板楼板composite mortar 混合砂浆composite roof truss 组合屋架composite member 组合构件compound stirrup 复合箍筋compression member with large eccentricity· 大偏心受压构件compression member with small eccentricity· 小偏心受压构件compressive strength at an angle with slope of grain 斜纹承压强度compressive strength perpendicular to grain 横纹承压强度concentration of plastic deformation 塑性变形集中conceptual earthquake—resistant design 建筑抗震概念设计concrete 混凝土concrete column 混凝土柱concrete consistence 混凝土稠度concrete folded—plate structure 混凝土折板结构concrete foundation 混凝土基础concrete mix ratio 混凝土配合比concrete wall 混凝土墙concrete-filled steel tubular member 钢管混凝土构件conifer 针叶树材coniferous wood 针叶树材connecting plate 连接connection 连接connections of steel structure 钢结构连接connections of timber structure 木结构连接consistency of mortar 砂浆稠度constant cross—section column 等截面柱construction and examination concentrated load 施工和检修集中荷载continuous weld 连续焊缝core area of section 截面核芯面积core tube supported structure 核心筒悬挂结构corrosion of steel bar 钢筋锈蚀coupled wall 连肢墙coupler 连接器coupling wall—beam 连梁coupling wall—column... 墙肢coursing degree of mortar 砂浆分层度cover plate 盖covered electrode 焊条crack 裂缝crack resistance 抗裂度crack width 裂缝宽度crane girder 吊车梁crane load 吊车荷载creep of concrete 混凝土徐变crook 横弯cross beam 井字梁cup 翘弯curved support 弧形支座cylindrical brick arch 砖筒拱Ddecay 腐朽decay prevention of timber structure 木结构防腐defect in timber 木材缺陷deformation analysis 变形验算degree of gravity vertical for structure or structural member·结构构件垂直度degree of gravity vertical for wall surface 墙面垂直度degree of plainness for structural member 构件平整度degree of plainness for wall surface 墙面平整度depth of compression zone 受压区高度depth of neutral axis 中和轴高度depth of notch 齿深design of building structures 建筑结构设计design value of earthquake-resistant strength of materials材料抗震强度设计值design value of load—carrying capacity of memb ers· 构件承载能力设计值designations 0f steel 钢材牌号design value of material strength 材料强度设计值destructive test 破损试验detailing reinforcement 构造配筋detailing requirements 构造要求diamonding 菱形变形diaphragm 横隔板dimensional errors 尺寸偏差distribution factor of snow pressure 屋面积雪分布系数dog spike 扒钉double component concrete column 双肢柱dowelled joint 销连接down-stayed composite beam 下撑式组合粱ductile frame 延性框架dynamic design 动态设计Eearthquake-resistant design 抗震设计earthquake-resistant detailing requirements 抗震构造要effective area of fillet weld 角焊缝有效面积effective depth of section 截面有效高度effective diameter of bolt or high-strength bolt·螺栓(或高强度螺有效直径effective height 计算高度effective length 计算长度effective length of fillet weld 角焊缝有效计算长度effective length of nail 钉有效长度effective span 计算跨度effective supporting length at end of beam 梁端有效支承长度effective thickness of fillet weld 角焊缝有效厚度elastic analysis scheme 弹性方案elastic foundation beam 弹性地基梁elastic foundation plate 弹性地基板elastically supported continuous girder· 弹性支座连续梁elasticity modulus of materials 材料弹性模量elongation rate 伸长率embedded parts 预埋件enhanced coefficient of local bearing strength of materials·局部抗压强度提高系数entrapped air 含气量equilibrium moisture content 平衡含水率equivalent slenderness ratio 换算长细比equivalent uniformly distributed live load· 等效均布活荷载effective cross—section area of high-strength bolt· 高强度螺栓的有效截面积effective cross—section area of bolt 螺栓有效截面面积euler's critical load 欧拉临界力euler's critical stress 欧拉临界应力excessive penetration 塌陷Ffiber concrete 纤维混凝仁filler plate 填板门fillet weld 角焊缝final setting time 终凝时间finger joint 指接fired common brick 烧结普通砖fish eye 白点fish—belly beam 角腹式梁fissure 裂缝flexible connection 柔性连flexural rigidity of section 截面弯曲刚度flexural stiffness of member 构件抗弯刚度floor plate 楼板floor system 楼盖four sides edge supported plate 四边支承板frame structure 框架结构frame tube structure 单框筒结构frame tube structure 框架—简体结构frame with sidesway 有侧移框架frame without sidesway 无侧移框架flange plate 翼缘friction coefficient of masonry 砌体摩擦系数full degree of mortar at bed joint 砂浆饱满度function of acceptance 验收函数Ggang nail plate joint 钉板连接glue used for structural timber 木结构用胶glued joint 胶合接头glued laminated timber 层板胶合木glued laminated timber structure 层板胶合结构girder 主梁grip 夹具girth weld 环形焊groove 坡口gusset plate 节点Hhanger 吊环hanging steel bar 吊筋heartwood 心材heat tempering bar 热处理钢筋height variation factor of wind pressure 风压高度变化系数helical weld 螺旋形僻缝high—strength bolt 高强度螺栓high—strength bolt with large hexagon head 大六角头高强度螺栓high—strength bolted bearing type join 承压型高强度螺栓连接，high—strength bolted connection 高强度螺栓连接high—strength bolted friction—type joint 摩擦型高强度螺栓连接high—strength bolted steel structure 高强螺栓连接钢结构hinge support 铰轴支座hinged connection 铰接hingeless arch 无铰拱hollow brick 空心砖hollow ratio of masonry unit 块体空心率honeycomb 蜂窝hook 弯钩hoop 箍筋hot—rolled deformed bar 热轧带肋钢筋hot—rolled plain bar 热轧光圆钢筋hot-rolled section steel 热轧型hunched beam 加腋梁Iimpact toughness 冲击韧性impermeability 抗渗性inclined section 斜截面inclined stirrup 斜向箍筋incomplete penetration 未焊透incomplete fusion 未溶合incompletely filled groove 未焊满indented wire 刻痕钢丝influence coefficient for load—bearing capacity of compression member 受压构件承载能力影响系数influence coefficient for spacial action 空间性能影响系数initial control 初步控insect prevention of timber structure 木结构防虫inspection for properties of glue used in structural member结构用胶性能检验inspection for properties of masonry units 块体性能检验inspection for properties of mortar 砂浆性能检验inspection for properties of steelbar 钢筋性能检验integral prefabricated prestressed concrete slab—column structure 整体预应力板柱结构intermediate stiffener 中间加劲intermittent weld 断续焊缝Jjoint of reinforcement 钢筋接Kkey joint 键连接kinetic design 动态设计knot 节子。
ASTM材料与实验标准.E21
Designation:E21–05Standard Test Methods forElevated Temperature Tension Tests of Metallic Materials1This standard is issued under thefixed designation E21;the number immediately following the designation indicates the year of original adoption or,in the case of revision,the year of last revision.A number in parentheses indicates the year of last reapproval.A superscript epsilon(e)indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the Department of Defense.1.Scope1.1These test methods cover procedure and equipment for the determination of tensile strength,yield strength,elongation, and reduction of area of metallic materials at elevated tempera-tures.1.2Determination of modulus of elasticity and proportional limit are not included.1.3Tension tests under conditions of rapid heating or rapid strain rates are not included.1.4The values stated in SI units are to be regarded as the standard.1.5This standard does not purport to address all of the safety concerns,if any,associated with its use.It is the responsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2.Referenced Documents2.1ASTM Standards:2E4Practices for Force Verification of Testing Machines E6Terminology Relating to Methods of Mechanical Test-ingE8Test Methods for Tension Testing of Metallic Materials E29Practice for Using Significant Digits in Test Data to Determine Conformance with SpecificationE74Practice for Calibration of Force Measuring Instru-ments for Verifying the Force Indication of Testing Ma-chinesE83Practice for Verification and Classification of Exten-someters SystemE177Practice for Use of the Terms Precision and Bias in ASTM Test MethodsE220Test Method for Calibration of Thermocouples byComparison TechniquesE633Guide for Use of Thermocouples in Creep and Stress Rupture Testing to1800°F(1000°C)in AirE691Practice for Conducting an Interlaboratory Study to Determine the Precision of a Test Method3.Terminology3.1Definitions:3.1.1Definitions of terms relating to tension testing which appear in Terminology E6,shall apply to the terms used in this test method.3.2Definitions of Terms Specific to This Standard:3.2.1reduced section of the specimen—the central portion of the length having a cross section smaller than the ends which are gripped.The cross section is uniform within tolerances prescribed in7.7.3.2.2length of the reduced section—the distance between tangent points of thefillets which bound the reduced section.3.2.3adjusted length of the reduced section is greater than the length of the reduced section by an amount calculated to compensate for strain in thefillet region(see9.2.3).3.2.4gage length—the original distance between gage marks made on the specimen for determining elongation after fracture.3.2.5axial strain—the average of the strain measured on opposite sides and equally distant from the specimen axis. 3.2.6bending strain—the difference between the strain at the surface of the specimen and the axial strain.In general it varies from point to point around and along the reduced section of the specimen.3.2.7maximum bending strain—the largest value of bend-ing strain in the reduced section of the specimen.It can be calculated from measurements of strain at three circumferential positions at each of two different longitudinal positions.4.Significance and Use4.1The elevated-temperature tension test gives a useful estimate of the ability of metals to withstand the application of applied tensile ing established and conventional relationships it can be used to give some indication of probable behavior under other simple states of stress,such as compres-sion,shear,etc.The ductility values give a comparative measure of the capacity of different materials to deform locally1These test methods are under the jurisdiction of ASTM Committee E28onMechanical Testing and are the direct responsibility of Subcommittee E28.04onUniaxial Testing.Current edition approved June1,2005.Published June2005.Originallyapproved st previous edition approved in2003as E21–03a.2For referenced ASTM standards,visit the ASTM website,,orcontact ASTM Customer Service at service@.For Annual Book of ASTMStandards volume information,refer to the standard’s Document Summary page onthe ASTM website.Copyright©ASTM International,100Barr Harbor Drive,PO Box C700,West Conshohocken,PA19428-2959,United States.without cracking and thus to accommodate a local stress concentration or overstress;however,quantitative relationships between tensile ductility and the effect of stress concentrations at elevated temperature are not universally valid.A similar comparative relationship exists between tensile ductility and strain-controlled,low-cycle fatigue life under simple states of stress.The results of these tension tests can be considered as only a questionable comparative measure of the strength and ductility for service times of thousands of hours.Therefore,the principal usefulness of the elevated-temperature tension test is to assure that the tested material is similar to reference material when other measures such as chemical composition and microstructure also show the two materials are similar.5.Apparatus5.1Testing Machine :5.1.1The accuracy of the testing machine shall be within the permissible variation specified in Practices E 4.5.1.2Precaution should be taken to assure that the force on the specimens is applied as axially as possible.Perfect axial alignment is difficult to obtain especially when the pull rods and extensometer rods pass through packing at the ends of the furnace.However,the machine and grips should be capable of loading a precisely made specimen so that the maximum bending strain does not exceed 10%of the axial strain,when the calculations are based on strain readings taken at zero force and at the lowest force for which the machine is being qualified.N OTE 1—This requirement is intended to limit the maximum contribu-tion of the testing apparatus to the bending which occurs during a test.It is recognized that even with qualified apparatus different tests may have quite different percent bending strain due to chance orientation of a loosely fitted specimen,lack of symmetry of that particular specimen,lateral force from furnace packing,and thermocouple wire,etc.The scant evidence available at this time 3indicates that the effect of bending strain on test results is not sufficient,except in special cases,to require the measurement of this quantity on each specimen tested.5.1.2.1In testing of brittle material even a bending strain of 10%may result in lower strength than would be obtained with improved axiality.In these cases,measurements of bending strain on the specimen to be tested may be specifically requested and the permissible magnitude limited to a smaller value.5.1.2.2In general,equipment is not available for determin-ing maximum bending strain at elevated temperatures.The testing apparatus may be qualified by measurements of axiality made at room temperature using the assembled machine,pull rods,and grips used in high temperature testing.The specimen form should be the same as that used during the elevated-temperature tests and designed so that only elastic strains occur throughout the reduced section.This requirement may neces-sitate use of a material different from that used during the elevated-temperature test.See Practice E 1012for recom-mended methods for determining specimen alignment.5.1.2.3Gripping devices and pull rods may oxidize,warp,and creep with repeated use at elevated temperatures.Increasedbending stresses may result.Therefore,grips and pull rods should be periodically retested for axiality and reworked when necessary.5.1.3The testing machine shall be equipped with a means of measuring and controlling either the strain rate or the rate of crosshead motion or both to meet the requirements in 9.6.5.1.4For high-temperature testing of materials that are readily attacked by their environment (such as oxidation of metal in air),the specimen may be enclosed in a capsule so that it can be tested in a vacuum or inert gas atmosphere.When such equipment is used,the necessary corrections must be made to determine the actual forces seen by the specimen.For instance,compensation must be made for differences in pres-sures inside and outside of the capsule and for any variation in the forces applied to the specimen due to sealing ring friction,bellows or other features.5.2Heating Apparatus :5.2.1The apparatus for and method of heating the speci-mens should provide the temperature control necessary to satisfy the requirements specified in 9.4.5.2.2Heating shall be by an electric resistance or radiation furnace with the specimen in air at atmospheric pressure unless other media are specifically agreed upon in advance.N OTE 2—The media in which the specimens are tested may have a considerable effect on the results of tests.This is particularly true when the properties are influenced by oxidation or corrosion during the test.5.3Temperature-Measuring Apparatus :5.3.1The method of temperature measurement must be sufficiently sensitive and reliable to ensure that the temperature of the specimen is within the limits specified in 9.4.4.5.3.2Temperature should be measured with thermocouples in conjunction with the appropriate temperature indicating instrumentation.N OTE 3—Such measurements are subject to two types of error.Ther-mocouple calibration and instrument measuring errors initially introduce uncertainty as to the exact temperature.Secondly both thermocouples and measuring instruments may be subject to variation with mon errors encountered in the use of thermocouples to measure temperatures include:calibration error,drift in calibration due to contamination or deterioration with use,lead-wire error,error arising from method of attachment to the specimen,direct radiation of heat to the bead,heat-conduction along thermocouple wires,etc.5.3.3Temperature measurements should be made with ther-mocouples of known calibration.Representative thermo-couples should be calibrated from each lot of wires used for making base-metal thermocouples.Except for relatively low temperatures of exposure,base-metal thermocouples are sub-ject to error upon reuse,unless the depth of immersion and temperature gradients of the initial exposure are reproduced.Consequently base-metal thermocouples should be verified by the use of representative thermocouples and actual thermo-couples used to measure specimen temperatures should not be verified at elevated temperatures.Base-metal thermocouples also should not be reused without clipping back to remove wire exposed to the hot zone and rewelding.Any reuse of base-metal thermocouples after relatively low-temperature use with-out this precaution should be accompanied by recalibration3Subcommittee E28.10on Effect of Elevated Temperature on Properties requests factual information on the effect of nonaxiality of loading on testresults.data demonstrating that calibration was not unduly affected by the conditions of exposure.5.3.3.1Noble metal thermocouples are also subject to errors due to contamination,etc.,and should be periodically annealed and verified.Thermocouples should be kept clean prior to exposure and during use at elevated temperatures.5.3.3.2Measurement of the emf drift in thermocouples during use is difficult.When drift is a problem during tests,a method should be devised to check the readings of the thermocouples on the specimen during the test.For reliable calibration of thermocouples after use the temperature gradient of the testing furnace must be reproduced during the recalibra-tion.5.3.4Temperature-measuring,controlling,and recording in-struments should be verified periodically against a secondary standard,such as a precision potentiometer and if necessary re-calibrated.Lead-wire error should be checked with the lead wires in place as they normally are used.5.4Extensometer System :5.4.1Practice E 83,is recommended as a guide for selecting the required sensitivity and accuracy of extensometers.For determination of offset yield strength at 0.1%or greater,a Class B-2extensometer may be used.The extensometer should meet the requirements of Practice E 83and should,in addition,be tested to assure its accuracy when used in conjunction with a furnace at elevated temperature.One such test is to measure at elevated temperature the stress and strain in the elastic range of a metal of known modulus of binations of stress and temperature which will result in creep of the specimen during the extensometer system evaluation should be avoided.N OTE 4—If an extensometer of Class B-2or better is attached to the reduced section of the specimen,the slope of the stress-strain curve will usually be within 10%of the modulus of elasticity.5.4.2Non-axiality of loading is usually sufficient to cause significant errors at small strains when strain is measured on only one side of the specimen.4Therefore,the extensometer should be attached to and indicate strain on opposite sides of the specimen.The reported strain should be the average of the strains on the two sides,either a mechanical or electrical average internal to the instrument or a numerical average of two separate readings.5.4.3When feasible the extensometer should be attached directly to the reduced section of the specimen.When neces-sary,other arrangements (discussed in 9.6.3)may be used by prior agreement of the parties concerned.For example,special arrangements may be necessary in testing brittle materials where failure is apt to be initiated at an extensometer knife edge.5.4.4To attach the extensometer to miniature specimens may be impractical.In this case,separation of the specimen holders or crossheads may be recorded and used to determine strains corresponding to the 0.2%offset yield strength.The value so obtained is of inferior accuracy and must be clearlymarked as “approximate yield strength.”The observed exten-sion should be adjusted by the procedure described in 9.6.3and 10.1.3.5.4.5The extensometer system should include a means of indicating strain rate.N OTE 5—The strain rate limits listed in 9.6are difficult to maintain manually by using equipment which has a pacer disk and a follower hand.Equipment that makes timing marks on the edge of the force-strain record requires some trial and error to set the machine controls to give the specified rate during yielding.Such marks are,however,very useful in determining the strain rate after test.Convenient pacers,recently offered by several manufacturers,work on the principle of an indicating tachom-eter.The machine is manually adjusted to keep the indicator hand of the pacer stationary at a predetermined number.5.5Room-Temperature Control —Unless the extensometer is known to be insensitive to ambient temperature changes,the range of ambient temperature should not exceed 6°C (10°F)while the extensometer is attached.The testing machine should not be exposed to perceptibly varying drafts.6.Sampling6.1Unless otherwise specified the following sampling pro-cedures shall be followed:6.1.1Samples of the material to provide test specimens shall be taken from such locations as to be representative of the lot from which it was taken.6.1.2Samples shall be taken from material in the final condition (temper).One test shall be made on each lot.6.1.3A lot shall consist of all material from the same heat,nominal size,and condition (temper).7.Test Specimens and Sample7.1The size and shape of the test specimens should be based primarily on the requirements necessary to obtain representative samples of the material being investigated.7.2Unless otherwise specified,test specimens shall be oriented such that the axis of the specimen is parallel to the direction of fabrication,and located as follows:7.2.1At the center for products 38mm (11⁄2in.)or less in thickness,diameter,or distance between flats.7.2.2Midway from the center to the surface for products over 38mm (11⁄2in.)in thickness,diameter,or distance between flats.7.3Specimen configurations described in Test Methods E 8,are generally suitable for tests at elevated temperatures;how-ever,tighter dimensional tolerances are recommended in 7.6.The particular specimen used should be mainly governed by the requirements specified in 7.1.When the dimensions of the material permit,except for sheet and strip,the gage length of the specimens should have a circular cross section.The largest diameter specimen consistent with that described in 7.1should be used,except that the diameter need not be greater than 12.7mm (0.500in.).The ratio of gage length to diameter should be 4,as for the standard specimens described in Test Methods E 8.If different ratios are used,the specifics should be reported in the results.N OTE 6—Specimen size in itself has little effect on tensile properties provided the material is not subject to appreciable surface corrosion,lack of soundness,or orientation effects.A small number of grains in the4Tishler,D.N.,and Wells,C.H.,“An Improved High-Temperature Extensom-eter,”Materials Research and Standards ,American Society for Testing and Materials,MTRSA,V ol 6,No.1,January 1966,pp.20–22.specimen cross section,or preferred orientation of grains due to fabrica-tion conditions,can have a pronounced effect on the test results.When corrosion is a factor in testing,the results do become a function of specimen size.Likewise,surface preparation of specimens,if affecting results,becomes more important as the specimen size is reduced.7.4Specimens of circular cross section should have threaded,shouldered,or other suitable ends for gripping which will meet the requirements of 5.1.2.N OTE 7—Satisfactory axial alignment may be obtained with precisely machined threaded ends.But at temperatures where oxidation and creep are readily apparent,precisely fitted threads are difficult to maintain and to separate after test.Practical considerations require the use of relatively loose-fitting threads.Other gripping methods have been successfully used.5,67.5For rectangular specimens some modifications of the standard specimens described in Test Methods E 8are usually necessary to permit application of the force to the specimen in the furnace with the axiality specified in 5.1.2.If the material available is sufficient,the use of elongated shoulder ends to permit gripping outside the furnace is the easiest method.When the length of the specimen is necessarily restricted,several methods of gripping may be used as follows:7.5.1A device that applies the force through a cylindrical pin in each of the enlarged ends of the specimen.The pin holes should be accurately centered on extensions of the centerline of the gage section.Grips of this type can provide good axiality of loading.57.5.2High-temperature sheet grips similar to those illus-trated in Test Methods E 8and described as self-adjusting grips.These have proven satisfactory for testing sheet materi-als that cannot be tested satisfactorily in the usual type of wedge grips.7.5.3Extension tabs may be welded or brazed to the specimen shoulders and extended to grips outside the furnace.When these are used,care must be exercised to maintain coaxiality of the centerlines of the extensions and the gage length.Any brazing or welding should be done in a jig or fixture to maintain accurate alignment of the parts.Any machining should be done after brazing or welding.7.5.4Grips that conform to and apply force against the fillets at the ends of the reduced section.7.6The diameter (or width)at the ends of the reduced section of the specimen should not be less than the diameter (or width)at the center of the reduced section.It may be desirable to have the diameter (or width)of the reduced section of the specimen slightly smaller at the center than at the ends.This difference should not exceed 0.5%of the diameter (or width).When specimens of this form are used to test brittle materials,failure may regularly occur at the fillets.In these cases,the center of the reduced section may be made smaller by a gradual taper from the ends and the exception to the requirements above noted in the report.Specimen surfaces shall be smooth and free from undercuts and scratches.Cold work introduced through machining or handling can produce high residual stresses or other undesired effects and should be minimized.The axis of the reduced section should be straight within 60.5%of the diameter.Threads of the specimen should be concentric with this axis within the same tolerance.Other means of gripping should have comparable tolerances.7.7For cast-to-size specimens it may not be possible to adhere to the diameter,straightness,and concentricity limita-tions of 7.6,but every effort should be made to approach these as closely as possible.If the specimen does not meet the requirements specified in 7.6,the test report should so state.The magnitude of the deviations should be reported.8.Calibration and Standardization8.1The following devices should be calibrated against standards traced to the National Institute of Standards and Technology.Applicable ASTM methods are listed beside the device.Force-measuring system E 4and E 74Extensometer E 83Thermocouples A E 220Potentiometers MicrometersAMelting point methods are also recommended for thermocouple calibration.8.1.1Axiality of the loading apparatus should be measured as described in 5.1.2.8.2Calibrations should be as frequent as is necessary to assure that the errors in all tests do not exceed the permissible variations listed in this test method.The maximum period between calibrations of the testing machine shall be one year.Instruments in either constant or nearly constant use should be calibrated more frequently;those used only occasionally should be calibrated before each use.9.Procedure9.1Measurement of Cross-Sectional Area —Determine the minimum cross-sectional area of the reduced section of the specimen as specified in 7.2of Test Methods E 8or E 8M.In addition measure the largest diameter (or width)in the reduced section and compare with the minimum value to determine whether the requirements of 7.6are satisfied.9.2Measurement of Original Length :9.2.1Unless otherwise specified,base all values for elon-gation on a gage length equal to four diameters in the case of round specimens and four times the width in the case of rectangular specimens,the gage length being punched or scribed on the reduced section of the specimen.N OTE 8—Elongation values of specimens with rectangular cross sec-tions cannot be compared unless all dimensions including the thickness are equal.Therefore,an elongation specification should include the specimen cross-sectional dimensions as well as the gage ing a gage length equal to 4.5times the square root of the cross-sectional area5Schmieder,A.K.,“Measuring the Apparatus Contributions to Bending in Tension Specimens,”Elevated Temperature Testing Problem Areas,ASTM STP 488,American Society for Testing and Materials,1971,pp.15–42.6Penny,R.K.,Ellison,E.G.,and Webster,G.A.,“Specimen Alignment and Strain Measurement in Axial Creep Tests,”Materials Research and Standards ,American Society for Testing and Materials,MTRSA,V ol 6,No.2,February 1966,pp.76–84.compensates somewhat for variations in specimen thickness but even this does not result in the same value of elongation when specimens of the same material are machined to different thicknesses and tested.79.2.2When testing metals of limited ductility gage marks punched or scribed on the reduced section may be undesirable because fracture may occur at the stress concentrations so caused.Then,place gage marks on the shoulders or measure the over-all length of the specimen.Also measure the adjusted length of the reduced section to the nearest 0.2mm (0.01in.)as described in 9.2.3.If a gage length,other than that specified in 9.2.1is employed to measure elongation,describe the gage length in the report.In the case of acceptance tests,any deviation from 9.2.1must be agreed upon before testing.N OTE 9—The availability of flexible ceramic fiber cords for mounting of high temperature extensometers with high purity ceramic rods with chisel or vee-chisel ends,provides a good measure of ductility without excessive damage to the gage section caused by other types of extensom-eters or traditional punch or scribe marks.Damage to the rods from specimen failure may be minimized through the use of spring loaded attachment fixtures.Non contact extensometers may also be used for this purpose.9.2.3When the extensometer is to be attached to the specimen shoulders,measure the adjusted length of the re-duced section between points on the two fillets where the diameter (or width)is 1.05times the diameter (or width)of the reduced section.The strain rate and offset yield calculations are based on this dimension (see 9.6.3,10.1.2,and 10.3).N OTE 10—In the yield region,stress is approximately proportional to offset strain to a power which usually lies in the range from zero to 0.20.For specimens of circular cross section the above value of adjusted length of the reduced section was found by calculation to give an error in yield stress of less than 1⁄2%within this range of exponents and for fillet radii ranging from 1⁄2to 1times the diameter of the reduced section.The method of calculation was similar to that used by Thomas and Carlson.89.3Cleaning Specimen —Wash carefully the reduced sec-tion and those parts of the specimen which contact the grips in clean alcohol,acetone,or other suitable solvent that will not affect the metal being tested.9.4Temperature Control :9.4.1Form the thermocouple bead in accordance with Guide E 633.9.4.2In attaching thermocouples to a specimen,the junction must be kept in intimate contact with the specimen and shielded from radiation.Shielding may be omitted if,for a particular furnace and test temperature,the difference in indicated temperature from an unshielded bead and a bead inserted in a hole in the specimen has been shown to be less than one half the variation listed in 9.4.4.The bead should be as small as possible and there should be no shorting of the circuit (such as could occur from twisted wires behind the bead).Ceramic insulators should be used on the thermocouples in the hot zone.If some other electrical insulation material isused in the hot zone,it should be determined that the electrical insulating properties are maintained at higher temperatures.9.4.3When the length of the reduced section is less than 50mm (2in.),attach at least two thermocouples to the specimen,one near each end of the reduced section.For reduced sections greater-than or equal to 50mm (2in.)add a third thermocouple near the center of the reduced section.9.4.4For the duration of the test,(defined as the time from the application of force until fracture),do not permit the difference between the indicated temperature and the nominal test temperature to exceed the following limits:Up to and including 1000°C (1800°F)63°C (5°F)Above 1000°C (1800°F)66°C (10°F)When testing at temperatures of a few hundred degrees,internal heating due to plastic working may raise the tempera-ture of the specimen above the limits specified.In these cases include the temperature at maximum force and the reason for the overshoot in the report.9.4.5The term “indicated temperature”means the tempera-ture that is indicated by the temperature measuring device using good quality pyrometric practice.N OTE 11—It is recognized that true temperature may vary more than the indicated temperature.The permissible indicated temperature variations in 9.4.4are not to be construed as minimizing the importance of good pyrometric practice and precise temperature control.All laboratories should keep both indicated and true temperature variations as small as practicable.It is well recognized,in view of the extreme dependency of strength of materials on temperature,that close temperature control is necessary.The limits prescribed represent ranges which are common practice.9.4.6Temperature overshoots during heating shall not ex-ceed the above limits,unless agreed upon by the customer and the supplier.The heating characteristics of the furnace and the temperature control system should be studied to determine the power input,temperature set point,proportioning control adjustment,and control-thermocouple placement necessary to limit transient temperature overshoots.It may be desirable to stabilize the furnace at a temperature from 6to 28°C below the nominal test temperature before making the final adjustments.If allowed,overshoots shall be reported,with details of magnitude and duration.9.4.7The time of holding at temperature prior to the start of the test should be governed by the time necessary to ensure that the specimen has reached equilibrium and that the temperature can be maintained within the limits specified in 9.4.4.Unless otherwise specified this time should not be less than 20minutes.Report the time to attain test temperature and the time at temperature before testing.9.5Connecting Specimen to the Machine —Take care not to introduce nonaxial forces while installing the specimen.For example,threaded connections should not be turned to the end of the threads or “bottomed.”If threads are loosely fitted,lightly apply force to the specimen string and manually move it in the transverse direction until the force drops to its minimum value before testing.If packing is used to seal the furnace,it must not be so tight that the extensometer arms or pull rods are displaced or their movement restricted.9.6Strain Measurement and Strain Rate :7Stickley,G.W.,and Brownhill,D.J.,“Elongation and Yield Strength of Aluminum Alloys as Related to Gage Length and Offset,”Proceedings ,American Society for Testing and Materials,ASTEA,V ol 65,1965,pp 597–616.8Thomas,J.M.,and Carlson,J.F.,“Errors in Deformation Measurements for Elevated Temperature Tension Tests,”ASTM Bulletin ,ASTM,May 1955,pp.47–51.。
美国ASHTTO规范
LRFDUS-4-E3
7/30/2007
AASHTO LRFD Bridge Design Specifications
Customary U.S. Units 4th Edition 2007
American Association of State Highway a n d Tr a n s p o r t a t i o n O f f i c i a l s
7/30/2007
Section 8: Wood Structures pp. 8-13–8-34 Article 8.4.1.2.3 Article 8.4.1.3 Article 8.4.4.4 Article 8.4.4.4 Article 8.5.2.4.3 Insert Tables 8.4.1.2.3-1 and 8.4.1.2.3-2 In the title for Table 8.4.1.3-1, change “Base Resistance and Modulus of Elasticity” to “Reference Design Values” Relocate Tables 8.4.4.4-1 and Table 8.4.4.4-2 to the end of Article 8.4.4.4 Delete Table 8.4.4.4-1, Deck Factors, Cp, for Mechanically Laminated Solid Sawn Lumber Decks Change article header “8.5.2.4.3 Stability” to “8.5.2.3 Stability” Section 11: Abutments, Piers, and Walls pp. 11-3/11-4 Article 11.3.1 Article 11.3.1 Article 11.3.1 Article 11.3.1 pp. 11-9/11-10 pp. 11-13/11-14 pp. 11-15/11-16 pp. 11-19/11-20 pp. 11-31/11-32 pp. 11-79/11-80 Article 11.5.6 Article 11.6.2.1 Article 11.6.3.1 Article 11.6.4 Article 11.9.4.3 Article C11.10.11 For PH, change “(11.10.11.1)” to “(11.10.10.1)” For Pv, change “(11.10.11.1)” to “(11.10.10.1)” For P′v, change “(11.10.11.1)” to “(11.10.10.1)” For ΔsH, change “(11.10.11.2)” to “(11.10.10.2)” In paragraphs 1 and 2, change “Tables 10.5.5-1 through 10.5.5-3” to “Tables 10.5.5.2.2-1, 10.5.5.2.3-1, 10.5.5.2.4-1,” Change “Articles 10.6.2.2.3, 10.7.2.3, 10.2.2.3,” to “Articles 10.6.2.4, 106.2.5, 10.7.2.3 through 10.7.2.5, 10.8.2.2 through 10.8.2.4,” Change “Article 10.6.2.2.4” to “Article 10.6.2.5” Change “Article 10.6.3.1.5” to “Article 10.6.1.3” Change “Articles 11.6.3.6, 11.6.3.7,” to “Articles 11.6.3.5, 11.6.3.6,” In paragraph 2, change “Article C10.6.2.2” to “Article C10.5.2.2” Section 12: Buried Structures and Tunnel Liners pp. 12-1/12-2 pp. 12-5/12-6 pp. 12-79/12-80 pp. 12-83/12-84 Article 12.3 Article 12.3 Article 12.3 Article 12.3 Article 12.13.3.3 Article 12.14.5.8 For Bd, change “Article 12.10.2.1.2” to “Article 12.11.2.2” For Cd, change “Article 12.10.2.1.2” to “Article 12.11.2.2” For γs, change “Article 12.9.2.2” to “Article C12.9.2” For μ′, change “μ′ ” to “μ” [no prime] and “(12.10.2.1.2)” to “(12.10.2.1)” Change “Article 12.3.2.2” to “Article 12.13.2.2” Change “Article 5.10.8.2” to “Article 5.10.8” Section 14: Joints and Bearings pp. 14-27/14-28 pp. 14-41/14-42 Article 14.5.6.9.7a Article 14.7.1.2 In paragraph 1, change “Article 6.10.7.4.2” to “Article 6.10.10.2” Change “Table 6.4.1-2” to “Table 6.4.2-1”
LESSON 3 SHAFT DESIGN
LESSION 3 SHAFT DESIGN Shafts are usually of circular cross section; either solid or hollow sections can be used. A hollow shaft weighs considerably less than a solid shaft of comparable strength, but is somewhat more expensive. Shafts are subjected to torsion, bending, or a combination of these two; in unusual cases, other stresses might also become involved. Careful location of bearings can do much to control the size of shafts, as the loading is affected by the position of mountings. After a shaft size is computed, its diameter is often modified (upward only) to fit a standard bearing. Calculations merely indicate the minimum size.Common Shaft SizesTable 3-1 lists some of the common available sizes for steel (round, solid) shafting. These are nominal sizes only. A designer must accurately compute the exact size so that it will fit properly into bearings. Since any machining is costly, a minimal amount of metal should be removed from stock sizes. Any metal removed in certain locations changes the shaft diameter in various axial positions. Therefore, proper radii must be provided to minimize stress concentrations. Abrupt changes in diameter without sufficient radii produce so-called …stress raisers.‟Thus it is desirable——from the standpoint of stress... to provide large radii. However, large radii also make it difficult to mount such other components as pulleys, cams, gears, and so on because of radiusinterference. Often, the bore of such other components has to be chamfered to clear radii at the point where a shaft changes diameter. In the final analysis, a compromise has to be made between ideal shaft radii and the undercutting of other components.Metric Shaft SizesThe diameters of shafts made compatible with metric-sized bores of mechanical components (such as antifriction bearings) are specified in millimeters. Although any shaft size can be turned to provide extremely accurate fits, Table 3-2 shows popular nominal sizes.TorsionEquations for a shaft in pure torsion are listed below; these equations are for round solid and round hollow sections only: T=NS c J S s s (hp)6300016D 3＝π= for solid shafts; T= Nhp S c J S s s )(6300016D D D o 4i 4o ＝）π（-= for hollow shafts; whereT= torque (in-lh),s S = design stress in shear (psi),D= diameter of solid shaft (in.),o D = outside diameter of hollow shaft (in.),i D = inside diameter of hollow shaft (in.)hp = horsepower,N = revolutions per minute (rpm)J = polar moment of inertia (in),c = distance from neutral axis to outermost fiber (in.)Example 1Compute the diameter of a solid shaft that rotates 100 rpm and transmits 1.2 hp. The design stress for shear is to be 6000 psi and the shaft is subjected to torsion only.Solution T=N hp )(63000=100)2.1)(63000(=756 in-lhD=3S 16s T π=3)6000)(14.3()756)(16(=0.863 in. (minimum) Use 87-in. diameter. Torsional Deflection (Solid Shaft)The amount of twist in a shaft is important. One rule of thumb is to restrict the torsional deflection to one degree in a length equal to 20 diameters. For example, if the active part of a shaft is 40 in. and the shaft diameter is 2 in. , 1 deg of torsional deflection would be permitted. In some applications, the angle of twist must be smaller than this. The following equation applies to torsional deflection: D=4G 32θπTL whereL= length of shaft subjected totwist (in.)G=shear modulus of elasticity(psi)θ＝ angle of twist (rad)Fig.3-1 shows the angle of twist (greatly exaggerated) that appears when torque is applied to a shaft.Example 2A 2-in. lineshaft transmits 20 hp and rotates at 200 rpm. Two pulleys spaced 30 in. apart cause a torsional deflection. If the shear modulus ofelasticity is 12,000,000 psi, find the angle of twist in degree.Solution: T=N hp )(63000=200)20)(63000(=6300 in-lh θ＝4GD 32πTL ＝4)2)(000,000,12)(14.3()30)(630)(32(＝0.0100 rad ； 0.0100×57.3＝0.573 deg.Combined Torsion and Bending (Solid Shafting)A shaft is often subjected to combined torsion and flexure. There are numerous ways of computing a shaft diameter under these conditions. The simplest is to compute equivalent bending and twisting moments for the shaft and then substitute these values into the regular equations for torsion and bending. Equations for equivalent moments are as follows:T E =22T M +M E =2E T M + whereT E = equivalent twisting moment (in-lb),M E =equivalent bending moment (in-lb),The torsion equation then becomes D=316S E S T π and the bending (or flexure) equation becomes D=3S32πE MBoth equations must be solved; the larger of the two diameters is then used for the calculated size. It is important to remember that the allowable shearing stress is used in the torsion formula; the allowable stress in tension is used in the flexure (or bending) formula. The following example shows how the method is applied.Example 3In Fig.3-2, the shaft transmits 10 hp at 500 rpm. Assume that the design stresses are 6000 psi (shear) and 8000 psi (torsion). Compute the diameter. (Neglect shaft weight)Solution. First compute the two reactions. Here, these are 600 lb on the left bearing and 200 lb on the right bearing. The maximum moment is then 600×5=3000 in-lb. ThusT =N hp 63000=5001063000⨯=1260 (in-lb) E T =22T M +=22)1260()3000(+=3260 in-lb;E M =2E T M +=232603000+=3130 in-lb; D=316E E S T π=36000)3260)(16(）π（=1.40 in. D=332S M E π=3)8000()3130)(32(π=1.59 in. The safe shaft size for the given conditions is the larger of the two, or 1.59 in.New Wordsshaft 轴 section 截面 hollow 空心的 bearing 轴承 modify 修改，更改 stock 原料 radii 半径 mount 安装 pulley 滑轮 cam 凸轮 gear 齿轮 radius 半径 interference 冲突，干涉 bore 孔 chamfer 斜切 compromise 妥协，折衷 component 零件，部件 metric 米制的 compatible 一致的，兼容的 antifriction 减少摩擦 specify 规定 turn 车削 fit 配合equation 等式，方程式 torsion 扭转 torque 扭矩，转矩 inertia 惯性，惯量 fiber 纤维 restrict 限制modulus 模数，模量 elasticity 弹性 equivalent 想等的 Phrases and Expressionsbe subjected to 受到 stress raisers 应力集中 antifriction bearing 滚动轴承one rule of thumb （一个）经验方法Notes1. A hollow shaft weighs considerably less than a solid shaft ofcomparable strength, but is somewhat more expensive.“but somewhat more expensive”是省略句，相当于“but a hollow shaft is somewhat more expensive than a solid shaft”2.Careful location of bearing can do much to control the size of shafts,as the loading is affected by the position of moutings.3.Often, the bore of such other components has to be chamfered to clearradii at the point where a shaft changes diameter.4.The diameters of shafts made compatible with metric-sized bores ofmechanical component (such as antifriction bearings) are specified in millimeters.与机械零件（如滚动轴承）的米制尺寸的孔相配合的轴，其直径用茂密来规定。
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Ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ ｅｘｐｒｅｓｓｉｏｎ ｆｏｒ ｔｅｎｓｉｏｎ ｓｔｒｉｐ ｗｉｔｈ ｅｃｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ
Ｌｉｎ ＬＵＯ（罗林） 一，Ｙｕ ＸＩＡＮＧ（向 宇）。，Ｑｉ—ｚｈｉ ＷＡＮＧ（王启智） ，。 （１．Ｓｔａｔｅ Ｋｅｙ Ｌａｂｏｒａｔｏｒｙ ｏｆ Ｈｙｄｒａｕｌｉｃｓ ａｎｄ Ｍｏｕｎｔａｉｎ Ｒｉｖｅｒ Ｅｎｇｉｎｅｅｒｉｎｇ， Ｃｈｅｎｇｄｕ ６１００６５，Ｐ．Ｒ．Ｃｈｉｎａ； ２．Ｄｅｐａｒｔｍｅｎｔ ｏｆ Ｃｉｖｉｌ Ｅｎｇｉｎｅｅｒｉｎｇ ａｎｄ Ａｐｐｌｉｅｄ Ｍｅｃｈａｎｉｃｓ，Ｓｉｃｈｕａｎ Ｕｎｉｖｅｒｓｉｔｙ Ｃｈｅｎｇｄｕ ６１００６５，Ｐ．Ｒ．Ｃｈｉｎａ）
Ａｂｓｔｒａｃｔ Ｔｗｏ ｅｘｐｌｉｃｉｔ ｅｘｐｒｅｓｓｉｏｎｓ ｏｆ ｔｈｅ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ ｆｏｒ ａ ｔｅｎｓｉｏｎ ｆｉｎｉｔｅ—ｗｉｄｔｈ ｓｔｒｉｐ ｗｉｔｈ ａ ｃｅｎｔｒａｌ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ａｎｄ ａｎ ｅｃｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ，ｒｅｓｐｅｃｔｉｖｅｌｙ， ａｒｅ ｆｏｒｍｕｌａｔｅｄ ｂｙ ｕｓｉｎｇ ａ ｓｅｍｉ—ａｎａｌｙｔｉｃａｌ ａｎｄ ｓｅｍｉ—ｅｍｐｉｒｉｃａｌ ｍｅｔｈｏｄ．Ａｃｃｕｒａｃｙ ｏｆ ｔｈｅ ｒｅｓｕｌｔｓ ｏｂｔａｉｎｅｄ ｆｒｏｍ ｔｈｅｓｅ ｅｘｐｒｅｓｓｉｏｎｓ ｉｓ ｂｅｔｔｅｒ，ａｎｄ ａｐｐｌｉｃａｔｉｏｎ ｓｃｏｐｅ ｉｓ ｗｉｄｅｒ，ｔｈａｎ ｔｈｅ ｒｅｓｕｌｔｓ ｏｆ Ｄｕｒｅｌｌｉ’ｓ ｐｈｏｔｏ－ｅｌａｓｔｉｃ ｅｘｐｅｒｉｍｅｎｔ ａｎｄ Ｉｓｉｄａ’ｓ ｆｏｒｍｕｌａ．Ｗｈｅｎ ｅｃｃｅｎｔｒｉｃｉｔｙ ｏｆ ｔｈｅ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｉｓ ｗｉｔｈｉｎ ａ ｃｅｒｔａｉｎ ｒａｎｇｅ，ｔｈｅ ｅｒｒｏｒ ｉｓ ｌｅｓｓ ｔｈａｎ ８％．Ｂａｓｅｄ ｏｎ ｔｈｅ ｒｅｌａｔｉｏｎ ｂｅｔｗｅｅｎ ｔｈｅ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ ａｎｄ ｔｈｅ ｓｔｒｅｓｓ ｉｎｔｅｎｓｉｔｙ ｆａｃｔｏｒ．ａ ｓｔｒｅｓｓ ｉｎｔｅｎｓｉｔｙ ｆａｃｔｏｒ ｅｘｐｒｅｓｓｉｏｎ ｆｏｒ ｔｅｎｓｉｏｎ ｓｔｒｉｐｓ ｗｉｔｈ ａ ｃｅｎｔｅｒ ｏｒ ａｎ ｅｃｃｅｎｔｒｉｃ ｃｒａｃｋ ｉｓ ｄｅｒｉｖｅｄ ｗｉｔｈ ｔｈｅ ｏｂｔａｉｎｅｄ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ ｅｘｐｒｅｓｓｉｏｎｓ．Ｃｏｍｐａｒｅｄ ｗｉｔｈ ｔｈｅ ｅｘｉｓｔｉｎｇ ｆｏｒｍｕｌａｅ ａｎｄ ｔｈｅ ｆｉｎｉｔｅ ｅｌｅｍｅｎｔ ａｎａｌｙｓｉｓ，ｔｈｉｓ ｓｔｒｅｓｓ ｉｎｔｅｎｓｉｔｙ ｆａｃｔｏｒ ｅｘｐｒｅｓｓｉｏｎ ａｌｓｏ ｈａｓ ｓｕｍｃｉｅｎｔ ａｃｃｕｒａｃｙ． Ｋｅｙ ｗｏｒｄｓ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ，ｅｘｐｌｉｃｉｔ ｅｘｐｒｅｓｓｉｏｎ，ｅｃｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｃｅｎｔｒａｌ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ，ｔｅｎｓｉｏｎ ｆｉｎｉｔｅ—ｗｉｄｔｈ ｓｔｒｉｐ，ｓｅｍｉ—ａｎａｌｙｔｉｃａｌ ｍｅｔｈｏｄ
Ｃｈｉｎｅｓｅ Ｌｉｂｒａｒｙ Ｃｌａｓｓｉｆｉｃａｔｉｏｎ ＴＢ１２１，ＴＢ１２５ ２０１０ Ｍａｔｈｅｍａｔｉｃｓ Ｓｕｂｊｅｃｔ Ｃｌａｓｓｉｆｉｃａｔｉｏｎ ７０Ｃ２０
１ Ｉｎｔｒｏｄｕｃｔｉｏｎ Ｉｎ ｍｅｃｈａｎｉｃａｌ，ｃｉｖｉｌ，ａｎｄ ｈｙｄｒａｕｌｉｃ ｅｎｇｉｎｅｅｒｉｎｇ，ｔｈｅ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｐｈｅｎｏｍｅｎａ ｐｒｏ ｄｕｃｅｄ ｂｙ ｎｏｔｃｈｅｓ，ｃａｖｉｔｉｅｓ，ａｎｄ ｉｎｈｏｍｏｇｅｎｅｏｕｓ ｍａｔｅｒｉａｌｓ ｉｓ ｏｆｆｅｎ ｕｎａｖｏｉｄａｂｌｅ．Ｆｏｒ ｅｘａｍｐｌｅ，ｉｎ ｈｙｄｒａｕｌｉｃ ｅｎｇｉｎｅｅｒｉｎｇ ｃｏｒｒｉｄｏｒｓ ａｎｄ ｈｏｌｅｓ ｉｎ ｃｏｎｃｒｅｔｅ ｄａｍｓ ａｒｅ ｕｓｅｄ ｆｏｒ ｆｌｏｏｄ ｄｉｓｃｈａｒｇｅ，ｗａｔｅｒ ｔｒａｎｓｐｏｒｔ，ｔｅｓｔ，ａｎｄ ｒｅｐａｉｒ．Ｔｈｅｓｅ ｃｏｒｒｉｄｏｒｓ ａｎｄ ｈｏｌｅｓ ｏｆｆｅｎ ｈａｖｅ ａ ｃｉｒｃｕｌａｒ．ｅｌｌｉｐｔｉｃａｌ ｏｒ ｒｅｃｔ— ａｎｇｕｌａｒ ｃｒｏｓｓ—ｓｅｃｔｉｏｎ．Ｔｈｅｒｅ ｉｓ ａ ｃｏｍｐｒｅｈｅｎｓｉｖｅ ｄｉｓｃｕｓｓｉｏｎ ｏｎ ｓｍａｌｌ ｈｏｌｅ ｐｒｏｂｌｅｍｓ ｉｎ Ｒｅｆ．…． Ｈｏｗｅｖｅｒ，ｈｏｌｌｏｗ ｄａｍｓ ｗｉｔｈ ｌａｒｇｅ ｆａｃｔｏｒｉｅｓ ｏｒ ｌａｒｇｅ—ｓｉｚｅ ｈｏｌｅｓ ｏｒ ｗａｔｅｒ ｐｉｐｅｌｉｎｅｓ，ａｒｅ ｂｉｇ ｈｏｌｅ ｐｒｏｂｌｅｍｓ，ｗｈｉｃｈ ｂｅｌｏｎｇｓ ｔｏ ｆｉｎｉｔｅ ｆｉｅｌｄ ｐｒｏｂｌｅｍｓ ｏｆ ｅｌａｓｔｉｃｉｔｙ．Ｆｏｒ ａｎｏｔｈｅｒ ｅｘａｍｐｌｅ，ｉｎ ｃｉｖｉｌ ｅｎｇｉ— ｎｅｅｒｉｎｇ ｉｎ ｒｅｃｅｎｔ ｙｅａｒｓ ｗｉｔｈ ｃｏｎｓｔｒｕｃｔｉｏｎ ｏｆ ｌａｒｇｅ ｓｔｅｅｌ ｂｕｉｌｄｉｎｇｓ．ｓｔｕｄｙ ｏｎ ｆｒａｃｔｕｒｅ ｍｅｃｈａｎｉｓｍ ａｎｄ ｆｒａｃｔｕｒｅ ｄｅｓｉｇｎ ｏｆ ｓｔｒｕｃｔｕｒａｌ ｓｔｅｅｌ ｐｌａｔｅ ｗｉｔｈ ｈｏｌｅｓ ｂｅｃｏｍｅｓ ａｎ ｕｒｇｅｎｔ ｐｒｏｂｌｅｍ［２—４ Ｃｉｒｃｕｌａｒ ｈｏｌｅ，ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ，ａｎｄ ｒｅｃｔａｎｇｕｌａｒ ｈｏｌｅ ａｒｅ ｔｗｏ—ｄｉｍｅｎｓｉｏｎａｌ ｈｏｌｅｓ ｕｓｕａｌｌｙ．Ｄｕｅ ｔｏ ｓｅｖｅｒｅ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ，ｔｈｅ ｒｅｃｔａｎｇｕｌａｒ ｈｏｌｅ ｉｓ ｏｆｔｅｎ ｒｅｊｅｃｔｅｄ．Ｆｏｒ ｃｉｒｃｕｌａｒ ｈｏｌｅ ｐｒｏｂ． １ｅｍｓ ｉｎ ｆｉｎｉｔｅ ｆｉｅｌｄ，ｔｈｅｒｅ ａｒｅ ｓｏｍｅ ｒｅｓｅａｒｃｈ ｒｅｓｕｌｔｓ ｕｓｉｎｇ ａｐｐｒｏｘｉｍａｔｅ ａｎａｌｙｔｉｃａｌ ｍｅｔｈｏｄｓ［５—７Ｉ．
Ｒｅｃｅｉｖｅｄ Ｊｕｎ．２８，２０１１／Ｒｅｖｉｓｅｄ Ｏｃｔ．１５，２０１１ Ｐｒｏｊｅｃｔ ｓｕｐｐｏｒｔｅｄ ｂｙ ｔｈｅ Ｎａｔｉｏｎａｌ Ｎａｔｕｒａｌ Ｓｃｉｅｎｃｅ Ｆｏｕｎｄａｔｉｏｎ ｏｆ Ｃｈｉｎａ（Ｎｏ．５１１７９１１５） Ｃｏｒｒｅｓｐｏｎｄｉｎｇ ａｕｔｈｏｒ Ｑｉ—ｚｈｉ ＷＡＮＧ，Ｐｒｏｆｅｓｓｏｒ，Ｐｈ．Ｄ．，Ｅ－ｍａｉｌ：ｑｚｗａｎｇ２００４＠１６３．ｃｏｍ １１８ Ｌｉｎ ＬＵＯ，Ｙｕ ＸＩＡＮＧ，ａｎｄ Ｑｉ—ｚｈｉ ＷＡＮＧ Ｈｏｗｅｖｅｒ，ｒｅｓｅａｒｃｈ ａｃｈｉｅｖｅｍｅｎｔｓ ａｂｏｕｔ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ａｒｅ ｒｅｌａｔｉｖｅｌｙ ｆｅｗ．Ｅｓｐｅｃｉａｌｌｙ ｆｏｒ ｔｈｅ ｅｃ— ｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｐｒｏｂｌｅｍ．ｃｕｒｒｅｎｔｌｙ ｏｎｌｙ Ｉｓｉｄａ’ｓ ａｎａｌｙｔｉｃａｌ ｆｏｒｍｕｌａ ｃａｎ ｂｅ ｆｏｕｎｄ［８Ｊ．ｂｕｔ
ｔｈｅ ｆｏｒｍｕｌａ ｉｓ ｎｏｔ ｅｖｅｎ ｃｏｌｌｅｃｔｅｄ ｉｎ ｔｈｅ ｓｔｒｅｓｓ ｃｏｎｃｅｎｔｒａｔｉｏｎ ｈａｎｄｂｏｏｋｓｔ９－１０Ｊ．Ｉｎ ａｄｄｉｔｉｏｎ．ｔｈｅ
ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ａｃｔｓ ａｓ ａ ｂｒｉｄｇｅ ｌｉｎｋｉｎｇ ｅｌａｓｔｉｃ ｍｅｃｈａｎｉｃｓ ａｎｄ ｆｒａｃｔｕｒｅ ｍｅｃｈａｎｉｃｓ ｔｏｇｅｔｈｅｒ．Ｉｔ ｃａｎ ｄｅｇｅｎｅｒａｔｅ ｉｎｔｏ ａ ｃｉｒｃｕｌａｒ ｈｏｌｅ ａｔ ｏｎｅ ｅｘｔｒｅｍｅ，ｂｕｔ ａ ｃｒａｃｋ ａｔ ｔｈｅ ｏｔｈｅｒ．Ｔｈｅｒｅｆｏｒｅ，ｓｔｕｄｙ ｏｎ ｓｔｒｅｓｓ ｄｉｓｔｒｉｂｕｔｉｏｎ ａｎｄ ｓｔｒｅｓｓ ｃ０ｎｃｅｎｔｒａｔｉｏｎ ｆａｃｔｏｒ ｆＳＣＦ１ ｏｆ ｓｔｒｉｐｓ ｗｉｔｈ ａｎ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｕｎｄｅｒ ｄｉｆｆｅｒｅｎｔ ｋｉｎｄｓ ｏｆ ｇｅｏｍｅｔｒｉｃ ａｎｄ ｂｏｕｎｄａｒｙ ｃｏｎｄｉｔｉｏｎ ｈａｓ ｂｏｔｈ ｅｎｇｉｎｅｅｒｉｎｇ ｖａｌｕｅ ａｎｄ ｔｈｅｏｒｅｔｉｃａｌ ｓｉｇｎｉｆｉｃａｎｃｅ． Ａ ｔｅｎｓｉｏｎ ｓｔｒｉｐ ｗｉｔｈ ａｎ ｅｃｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｉｓ ｓｈｏｗｎ ｉｎ Ｆｉｇ．１．ｗｈｅｒｅ ２ｈ ｉｓ ｔｈｅ ｓｔｒｉｐ ｗｉｄｔｈ．ａｎｄ ｅ ｉｓ ｔｈｅ ｅｃｃｅｎｔｒｉｃｉｔｙ．Ｖｖ ｈｅｎ ｅ＝０．ｔｈｅ ｓｔｒｉｐ ｉｎ Ｆｉｇ．１ ｉｓ ｓｉｍｐｌｉｆｉｅｄ ｔｏ ａ ｃｅｎｔｒａｌ ｅｌｌｉｐｔｉｃａ１ ｈｏｌｅ ｐｒｏｂｌｅｍ．Ｆｏｒ ａ ｔｅｎｓｉｏｎ ｆｉｎｉｔｅ—ｗｉｄｔｈ ｓｔｒｉｐ ｗｉｔｈ ａ ｃｅｎｔｒａｌ ｅｌｌｉｐｔｉｃａ１ ｈｏｌｅ．ｔｈｅｏｒｅｔｉｃａ１ ａｎａｌｙｓｉｓ ｗｅｒｅ ｓｔｕｄｉｅｄ ｂｙ Ｉｓｉｄａｔｎｊ．ＳＣＦ ｓｅｒｉｅｓ ｅｘｐｒｅｓｓｉｏｎｓ ｏｆ ｃｏｍｐｏｓｉｔｅ １ａｍｉｎａｔｅｓ ｗｉｔｈ ａｒｂｉｔｒａｒｙ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅｓ ｕｎｄｅｒ ｍｕｌｔｉ—ｓｉｔｕａｔｉｏｎｓ ｈａｄ ｂｅｅｎ ｄｅｒｉｖｅｄ ｂｙ Ｘｕ ｅｔ ａ１．［１２】．Ｍａｏ ｅｔ ａ１．［１３】．ａｎｄ Ｘｕ
ｅｔ ａ１．【ｌ ４。ｕｓｉｎｇ ａ ｃｏｍｐｌｅｘ ｐｏｔｅｎｔｉａｌ ｍｅｔｈｏｄ ａｎｄ Ｆａｂｅｒ ｓｅｒｉｅｓ．Ｔｈｅｏｒｅｔｉｃａｌ ｓｔｕｄｙ ｏｎ ａ ｔｅｎｓｉｏｎ ｓｔｒｉｐ ｗｉｔｈ ａｎ ｅｃｃｅｎｔｒｉｃ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｗａｓ ｄｏｎｅ ｂｙ Ｎｉｓｈｉｄａｔ８Ｊ．ｂｕｔ ｔｈｅ ｅｒｒｏｒ ｏｆ ｃｏｒｒｅｓｐｏｎｄｉｎｇ ｆｏｒｍｕｌａ ｉｓ ｒｅｌａｔｉｖｅｌｙ ｌａｒｇｅ．Ａ ｐｈｏｔｏ—ｅｌａｓｔｉｃ ｔｅｓｔ ｆｏｒ ａ ｔｅｎｓｉｏｎ ｓｔｒｉｐ ｗｉｔｈ ａ ｃｅｎｔｒａ１ ｅｌｌｉｐｔｉｃａｌ ｈｏｌｅ ｗａｓ ｃｏｎｄｕｃｔｅｄ ｂｙ Ｄｕｒｅｌｌｉ ｅｔ ａ１．０５１．Ｈｏｗｅｖｅｒ．ｔｈｅ ａｐｐｌｉｃａｔｉｏｎ ｒａｎｇｅｓ ｏｆ ｔｈｅｓｅ ｔｈｅｏｒｅｔｉｃａｌ