中译英-公路工程抗震设计规范-译文.doc

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1、【精品文档】如有侵权，请联系网站删除，仅供学习与交流中译英-公路工程抗震设计规范-译文.精品文档.Trade Standard of the Peoples Republic of ChinaJTJJTJ 044-89Anti-seismic Design Code for Highway EngineeringIssued on 01-01-1990Implemented on 01-01-1990Issued by the Ministry of Communications ofthe Peoples Republic of ChinaContents1General Rules12Ro

2、ute, Bridge Site, Tunnel Site and Foundation32.1.Route, Bridge site and Tunnel Site32.2.Foundation53.Subgrade and Retaining Wall93.1.Checking calculations of anti-seismic strength and stability93.2.Anti-seismic measures124Bridges144.1.General rules144.2.Seismic load154.3.Checking Calculations of Ant

3、i-seismic Strength and Stability314.4.Anti-seismic measures34Chapter 5Tunnels405.1.General Rules405.2.Checking Calculations of Anti-seismic Strength and Stability405.3.Anti-seismic measures42Appendix 1Approximate Formulas for Fundamental Period of Beam Bridge Piers44Appendix 2Approximate Calculation

4、 Formula for Fundamental Period of Beam Bridges with Laminated Rubber Bearings46Appendix 3Approximate Calculation Formulas for Fundamental Period of Single-span Arch Bridges47Appendix 4Approximate Calculation Formula for Natural Vibration Period of Multiple-arch Bridges49Appendix 5Table of Seismic I

5、nternal Force Coefficient for Arch Bridges52Appendix 6 Method of Determination of Dynamic Magnification Coefficient According to Site Assessment Index 57Appendix 7Explanation of Terminology of this Code59Appendix 8Wording Explanation of the Code60Anti-seismic Design Code for Highway EngineeringJTJ04

6、4-89 Execution on January 1st, 1990 Basic SymbolsActions and their effects-Horizontal seismic load acting at the center of gravity of calculated subgrade soil mass-Horizontal seismic load acting at the center of gravity of wall body above section i-Horizontal seismic load acting at mass point i of a

7、 beam bridge pier -Horizontal seismic load generated on the top surface of laminated rubber bearings on pier i by superstructure-Horizontal seismic load generated by pier body-Summation of horizontal seismic loads generated on the top surface of one or several laminated rubber bearings by superstruc

8、ture-Horizontal seismic load acting at the center of gravity of abutment body-Active soil pressure acting over every linear meter of abutment back in case of an earthquake-Longitudinal horizontal concentrated force acting on pier top-Longitudinal horizontal seismic load distributed around pier body-

9、Transverse horizontal concentrated force acting on pier top-Bending moment, shear force or torsional moment caused at arch foot, arch crown and 1/4 arch span sections by transverse horizontal seismic load uniformly distributed along arch rings of an equal-span multiple-arch bridge-Horizontal seismic

10、 load acting on any of mass points on tunnel lining and open cut tunnels-Gravity of calculated soil mass of subgrade-Gravity of wall body masonry above section i-Gravity of pier body segments-Converted mass point gravity on the top surface of bearingsGap-Gravity of superstructure-Gravity of beam cap

11、s-Gravity of pier body-Converted mass point gravity of piers to the top surface of laminated rubber bearings-Gravity of abutment body above the top surface of foundation-Average gravity over unit arc length of arch rings, including structures on top of arches-Concentrated gravity on the top of pier

12、i-Total gravity of superstructures of a one-span arch bridge-Gravity over each linear meter of pier body-Total hydrodynamic pressure acting on piers at 1/2 height of water depth in case of an earthquake-Longitudinal horizontal seismic load acting on fixed bearings-Transverse horizontal seismic load

13、acting on fixed bearings and freely movable bearings-Longitudinal or transverse horizontal seismic load acting on rubber bearings-Bending moment, shear force or axial force caused at arch foot, arch crown and 1/4 arch span section by vertical seismic load arising from longitudinal horizontal seismic

14、 motion of a single-span arch bridge-Variable moment, shear or axial force caused at arch foot, arch crown and 1/4 arch span cross section by horizontal seismic load arising from longitudinal horizontal seismic motion of a single-span arch bridge-Bending moment, shear force or torsion moment caused

15、at arch foot, arch crown and 1/4 arch span section by horizontal seismic load arising from transverse horizontal seismic motion of a single-span arch bridge-Total seismic internal force of arch rings of an equal-span multiple-arch bridge-Total seismic internal force of pier bodies of an equal-span m

16、ultiple-arch bridge-Relative horizontal displacement of a beam bridge pier at the center of gravity of segment i in the fundamental mode-Ratio of horizontal displacement caused at general scouring line or on the top surface of foundation by unit horizontal force longitudinally acting on the top surf

17、ace of bearings or transversely acting on the mass center of gravity for superstructure to that on the top surface of bearings or at the mass center of gravity for superstructure when the foundation deformation is taken into account.-Ratio of horizontal displacement caused at H/2 of calculated heigh

18、t of pier body by unit horizontal force longitudinally acting on the top surface of bearings to that on the top surface of bearings when the foundation deformation is taken into account.-Displacement of a multiple-arch bridge in the fundamental mode-Displacement of piers of a multiple-arch bridge in

19、 the secondary mode-Horizontal displacement on the top surface of a bearing in relation to its bottom surface caused by horizontal seismic action-Horizontal displacement caused by unit horizontal force acting longitudinally or transversely on the top surface of bearings or at the mass center of grav

20、ity for superstructure at that point-Opposite horizontal displacement caused at arch foot by opposite horizontal concentrated force of a multiple-arch bridge acting on arch foot-Combined thrust stiffness of pier i-Thrust stiffness of laminated rubber bearings on pier i-Thrust stiffness on the top of

21、 pier i-Summation of the thrust stiffness of all laminated rubber bearings corresponding to the superstructure in one union-Summation of the thrust stiffness of piers corresponding to the superstructure in one union-Transverse thrust stiffness of pier i-Opposite thrust stiffness of arch foot-Counter

22、force generated on PTFE sliding plate bearing i by the gravity of superstructure-Counterforce generated on freely movable bearings by the gravity of superstructure-Counterforce generated on laminated rubber bearings by the gravity of superstructureCalculating coefficientsCi-Importance correction coe

23、fficientKh-Horizontal seismic coefficientKv-Vertical seismic coefficientK-Enhancement coefficient of anti-seismic allowable bearing capacity of foundation soilPc-Percentage of clay grain content-Correction coefficient of clay grain contentCv-Reduction coefficient of seismic shear stress with increas

24、ing depthCn-Correction coefficient of standard penetration blow countCe-Liquefaction resistance coefficienta -Reduction coefficientCz-Comprehensive influence coefficientKc-Anti-skid stability coefficientKo-Overturn resistant stability coefficient-Distribution coefficient of horizontal seismic load o

25、ver wall heighti-Dynamic magnification coefficient corresponding to longitudinal or transverse fundamental period of piersi-Participation coefficient of piers in the fundamental mode-Dynamic magnification coefficient corresponding to natural vibration period in a certain mode-Pier body gravity conve

26、rsion coefficientKA-Coefficient of active soil pressure acting on abutment back other than in seismic conditionsh-Sectional form coefficientv-Coefficient related to vertical component of in-arch plane in the fundamental modeh-Coefficient related to horizontal component of in-arch plane in the fundam

27、ental mode Coefficient of internal force generated by longitudinal vertical seismic load Coefficient of internal force generated by evenly distributed longitudinal horizontal seismic load Coefficient of internal force generated by transverse horizontal seismic load Coefficient of internal force gene

28、rated by evenly distributed transverse unit horizontal seismic loadm-Safety factor of material or masonryc-Safety factor of concretes-Safety factor of prestressed reinforcement or non-prestressed reinforcementb-Coefficient of structures working conditionsg-Safety factor of loadq-Safety factor of sei

29、smic loadm-Sectional bending moment coefficientt-Sectional torsional moment coefficientq-Sectional shear force coefficientn-Sectional axial force coefficientGeometric Characteristicsdu-Thickness of overlying non-liquefied soil layerdw-Depth of groundwater levelds-Depth of standard penetration pointH

30、-Height of subgrade side slope, retaining wall, pier or abutment bodyHi-Vertical distance from general scouring line or the top surface of foundation to the center of gravity of pier body segmentsHw-Depth of normal water level of water-logged embankmentHiw-Height of the center of gravity of wall bod

31、y above section i to the bottom of wallB-Longitudinal or transverse maximum width of pier bodyb-Width of piers perpendicular to the direction of seismic actionh-Depth of water starting from ground level or general scouring lineh-Corresponding horizontal central angle of the axis of a curved beam bri

32、dgeR-Radius of a curved beamu-Total thickness of the rubber layer of laminated rubber bearingsAr-Area of laminated rubber bearingsAf-Sectional area of foundation bottomAp-Sectional area of pier bodye-Resultant force eccentricity of the section of a masonry/concrete member or that of foundation botto

33、m-Core radius of foundation bottom sectionW-Resistance moment of foundation bottom section-Minimum distance between beam end and pier/abutment cap or capping beam edgeL-Calculated span of a beamd-Lap length between a hanging beam and a cantileverIe-Inertia moment of equivalent section of a pierI-Sec

34、tional inertia momentS-Arc length of the axis of an archa-Corresponding central angle for full arc length of the axis of a circular archMaterial Indexes-Corrected allowable bearing capacity of foundation soil or allowable material stress upon increase in strengthe-Allowable anti-seismic bearing capa

35、city of foundation soilo-Total overlying pressure of soil at standard penetration pointe-Effective overburden pressure of soil at standard penetration pointe-Allowable bearing capacity of foundation soilu-Unit weight of soil above groundwater leveld-Unit weight of soil below groundwater level-Unit w

36、eight of soil- Internal friction angle of soil-Seismic anglee-Friction angle between wall back and fillGd-Dynamic shear modulus of laminated rubber bearingsd-Dynamic frictional resistance coefficient of bearingsw-Unit weight of waterp-Unit weight of pier body materialRi-Ultimate strength of material

37、 or masonryRc-Design strength of concreteRaDesign strength of prestressed reinforcement or non-prestressed reinforcementE-Elastic modulus of materialGm-Average shear modulus of site soilMiscellaneousNi-Corrected standard penetration blow count of actually measured soil layerNc-Corrected liquefaction

38、-critical standard penetration blow count of calculated soil layerN63.5-Standard penetration blow count of actually measured soil layerG-Non-seismic load effectQd-Seismic load effecti-Longitudinal fundamental circular frequency of a beam bridge pier or a multiple-arch bridge2p-Longitudinal secondary

39、 circular frequency of a multiple-arch bridge pieriz-Transverse fundamental circular frequency of a multiple-arch bridgeTis-Transverse fundamental period of a multiple-arch bridgeTi-Longitudinal fundamental period of a beam bridge pier, single-span arch bridge or multiple-arch bridgeTis-Longitudinal

40、 secondary period of a multiple-arch bridge pierg-Acceleration of gravity1-Contribution of average shear modulus of a site to site assessment index2-Contribution of the thickness of overlying soil layer to site assessment index1General Rules1.0.1.This Code is set down specifically to carry out the p

41、olicy of Prevention Foremost in activities against earthquakes, alleviate the seismic damage to highway engineering, guarantee the safety of peoples life and property, reduce the economic loss, and give better play to highway transportation and that in anti-seismic relief.1.0.2This Code applies to a

42、nti-seismic design of highway engineering in the regions of basic intensity of 7, 8 or 9 magnitudes, as specified in the Seismic Intensity Zoning Map of China. For the regions of basic intensity higher than 9 magnitudes, special researches should be done during anti-seismic design of highway enginee

43、ring, whereas the simple fortifications may be used for highway engineering in regions of basic intensity of 6 magnitudes, unless specifically defined by the state.For highway engineering in a region for which seismic micro-zoning has been finished, the anti-seismic design should not commence until

44、approval is obtained from the competent authorities.Its advisable to do intensity rechecking or seismic risk analysis for a site where a particularly important special large bridge is to be constructed.Anti-seismic design of highway-associated houses along the route should be carried out in accordan

45、ce with the current national anti-seismic design code for industrial and civil buildings.1.0.3After designed in accordance with this Code and in the event that the impact of an earthquake of basic intensity equivalent to it occurs, the expressway and class 1 highway engineering in ordinary sections

46、can be put into normal service after a general refit; class 2 highway engineering in ordinary sections and expressway and class 1 highway engineering on a soft clayey soil layer or liquefied soil layer can become usable again after short-time emergency repair; class 3 or 4 highway engineering, class

47、 2 highway engineering in seismically dangerous sections, a soft clayey soil layer or liquefied soil layer and expressway and class 1 highway engineering in seismically dangerous sections can provide a guarantee that no serious damage to bridges, tunnels and important structures will take place.Note: A seismically dangerous section refers to a developing fault and its adjacent sections or a section where large-scale landslide, collapse, bank slope slip and the like might take place in case of an earthquake.1.0.4.Seismic action o