中译英-公路工程抗震设计规范-译文

1、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 People's Republic of ChinaContents1General Rules12Route, Bridge Site, Tunnel Site and Foundation

2、32.1.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 Anti-seismic Strength and Stability314.4.Anti-s

3、eismic 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 Formula for Fundamental Period of Beam Brid

4、ges 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 Internal Force Coefficient for Arch Bridges52

5、Appendix 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 EngineeringJTJ044-89 Execution on January 1st, 1990 Basic Sy

6、mbolsActions 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 beam bridge pier -Horizontal seismic load g

7、enerated 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 superstructure-Horizontal seismic load acting at the c

8、enter 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-Transverse horizontal concentrated force act

9、ing 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 load acting on any of mass points on tunnel

10、 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 caps-Gravity of pier body-Converted mass point

11、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 i-Total gravity of superstructures of a one-

12、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 acting on fixed bearings and freely movable

13、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 motion of a single-span arch bridge-Variabl

14、e 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 at arch foot, arch crown and 1/4 arch span s

15、ection 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 multiple-arch bridge-Relative horizontal disp

16、lacement 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 surface of bearings or transversely acting on th

17、e 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 height of pier body by unit horizontal force long

18、itudinally 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 the secondary mode-Horizontal displacement

19、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 gravity for superstructure at that point-Opposit

20、e 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 pier i-Summation of the thrust stiffness of

21、 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-Counterforce generated on PTFE sliding plate bearin

22、g 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 coefficientKh-Horizontal seismic coefficientKv-

23、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 increasing depthCn-Correction coefficient of standa

24、rd 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 over wall heighti-Dynamic magnification coeff

25、icient 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 conversion coefficientKA-Coefficient of active so

26、il 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 fundamental mode Coefficient of internal force gen

27、erated 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 generated by evenly distributed transverse unit

28、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 seismic loadm-Sectional bending moment coeffici

29、entt-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-Height of subgrade side slope, retaining wa

30、ll, 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 body above section i to the bottom of wallB-Lon

31、gitudinal 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 bridgeR-Radius of a curved beamu-Total thicknes

32、s 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 bottom-Core radius of foundation bottom sectionW-

33、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-Sectional inertia momentS-Arc length of the axi

34、s 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 capacity of foundation soilo-Total overlying pre

35、ssure 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 weight of soil- Internal friction angle of so

36、il-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 or masonryRc-Design strength of concreteRaD

37、esign 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-critical standard penetration blow count of

38、 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 circular frequency of a multiple-arch bridg

39、e 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 secondary period of a multiple-arch bridge

40、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 policy of Prevention Foremost in activities a

41、gainst 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 anti-seismic design of highway engineering in

42、 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 engineering, whereas the simple fortifications may

43、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 approval is obtained from the competent auth

44、orities.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 accordance with the current national anti-seismic de

45、sign 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 can be put into normal service after a gener

46、al 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 2 highway engineering in seismically danger

47、ous 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

48、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 on a structure should be corrected according to Table 1.0.4, depending on the grade of the route, importance of

49、 the structure and degree of difficulty in renovation/rush repair.Table 1.0.4Importance Correction Coefficient CiClassification of route and structuresImportance correction coefficient CiAnti-seismic works in expressways and class 1 highways1.7Ordinary works in expressways and class 1 highways, key

50、anti-seismic works in class 2 highways, beam-end bearings in bridges in class 2 & 3 highways1.3Ordinary works in class 2 highways, key anti-seismic works in class 3 highways and beam-end bearings for bridges in class 4 highways1.0Ordinary works in class 3 highways and key anti-seismic works in c

51、lass 4 highways0.6Notes:(1)The importance correction coefficient of key anti-seismic works in expressways and class 1 highways in regions of basic intensity of 9 may be also assumed as 1.5.(2)Key anti-seismic works refer to a special large bridge, large bridge, tunnel or works like subgrade, medium

52、bridge and retaining wall hard to renovate or rush repair after being damaged. Ordinary works refer to non-key works like subgrade, medium/small bridge and retaining wall.An importance correction coefficient which is one level higher than that in Table 1.0.4 may be used for class 3 or 4 highway engi

53、neering of political, economic or national defense significance after it is submitted to and approved by the national authorities with appropriate power of approval1.0.5.Anti-seismic measures should be generally taken for structures according to the basic intensity. For key anti-seismic works in exp

54、ressways and class 1 highways, the anti-seismic measures which are one degree higher than those for basic intensity may be taken; for the regions of basic intensity of 9, however, the special researches should be done on anti-seismic measures which are one degree higher. For ordinary works in class

55、4 highways, anti-seismic measures may be ignored or simple ones taken instead.1.0.6.Anti-seismic design of overpass line works in a flyover crossing should not lower than the requirements for under line works.1.0.7.During checking calculation of the seismic action of structures, horizontal seismic c

56、oefficient Kh should be used according to Table 1.0.7.Vertical seismic coefficient Kv is assumed as the value of Kh.1.0.8.Anti-seismic design should meet the following requirements:1.Choose sections in favor of seismic resistance when arranging the route and determining bridge site.2.Avoid or abate

57、damage to highway engineering due to foundation deformation or foundation failure under the influence of an earthquake.Table 1.0.7Horizontal Seismic Coefficient KhBasic intensity (degree)789Horizontal Seismic Coefficient Kh0.10.20,43.Identify a reasonable design scheme in the principle of abating seismic hazards and facilitating renovation/rush repair.4.Increase the stability of subgrade and the integrity of structures.5.Properly decrease the height of subgrade and structures, an