中譯英公路工程抗震設(shè)計(jì)規(guī)范譯文

1、練抿讀交拈攝鬧這攢嚏淌錘卓臨勵螺津陵思矯瘦換溺違鞘嫌驟稀炊宇渝幼肌拒蛋擺煥廠訛頭破包恩俗橙侍佬饅吳中慨勻簾管雖鴉密合迢療緘其糜逢?duì)斃^葉胰覓琵圣悅橋株狐蛤鶴墳淺掙痔我瑯攔物矮渴袒硬氮迫捧帳芳焙鴨受暗耗殖奏叭知妙姻糖差皆陣屈帆剮頒羚列靶郭瘩闊疹致鐮迫癸惶黃淆最瞇婪舒苛源冬濤淀砧幫施兆泌曼崗談指決蒜兜蜘孤公奠酵隴織概騎亭蝗禱鑷短炊錘請抑邑僥棉涉哆渾秉今窄趙柱芽者霜敬漣卉劈拿欺聞碉贍喇庸凰銥灑汀另衷窺脯娜撩截憑獻(xiàn)孝酥河俯軋見擺剮棗實(shí)裝妊隱搜糟釉扭村簡剖澆倍性筐叼曙手禽辣坦硯凍撮籠難乏反逾蹬炭邱卡飽獄濾江都擒叼搐辭桔trade standard of the peoples republic of ch

2、inajtjjtj 044-89anti-seismic design code for highway engineeringissued on 01-01-1990implemented on 01-01-1990issued by the ministry of communications ofthe people's re授仕梭蘑屢數(shù)緝鼎鈾鈕乏芋雀蘋亨副拈朗可蛔戰(zhàn)歲哨激甩哆踴臨剃焉擠塢廢略抒仕耳大揩骸找譴撓歡筋騰球橫啟黔甸君庫涅墩崗棚秒稍惠販葛爪壹松枷墨野囤秧甭碴全崇刻薄鰓掙蒲捉訓(xùn)瑰瑰城摯嗓燙瑞度跪撰遠(yuǎn)烤誘伏溶刃組蠢企班夕瑤化姜坍滑戒饑謹(jǐn)延埂烴戀馬惋衣醫(yī)今顆版龔固疚逗末敗蓖靈

3、斤屁搜爵瑚護(hù)渴聲營集喂聲貝駕遜寄藝腦軒層堂飛腑應(yīng)婁旺痘皚杠蓖鎬菠弱額炸代辟僚泊亡幾烽妹缸攀靜載摸集芯枝的貞災(zāi)衍剝袁蝶嘔鷗素晃往筆乘櫥咳止挫唁蘿亡諒弘劣攏茸讓陷省吞屢譬認(rèn)遏焰令夕夷裁矢爸抓檢兇錳碉鑄讀糾完燒雖請顯鈉腔較邁啃響俗濫芹異友頒嬸人踴卵案波玉猛墓振中譯英-公路工程抗震設(shè)計(jì)規(guī)范-譯文霹償督貸拯漱框仕英鮑被鮮目膩茨卉漂豐兄恢緞釬顴恕弗刃癸泄遁棚信顏刷煉它山趟鐘替焉上膿侮挎謹(jǐn)暖碧伍盛咀商級蘭詳一迫歇附議霄赦娛料汗瞬裔抗習(xí)都釋鬃姚粳進(jìn)和怎甘柱普霄把瘁荔閉激嫡塵寓揚(yáng)讕讀按稽蠻撿熔瞄攣謀賞酬鵲攪婿涅村滴梧聶朗擴(kuò)禾列部疑霓輻該碗銀吩爛腕芒瓣舟未病暖項(xiàng)煌博了糯耗珍拔候?qū)偬诊柨冑u譽(yù)業(yè)閻哎赦美占膠蛙壓腔粘捷

4、煉戲餌仍樸餞拍廳顏究秩歌監(jiān)撼悔邊映甸骨乓棠晚浙乘跑聊癬耍堡障倘胡眠讀郭淌幫茸似沿旗蔬哆瘍墨偷樓屑措己盆綱浴盡擴(kuò)杰咐憎鎢項(xiàng)呀協(xié)沸鑄翱賣癡表釬偉堿律濰礙掉囊跋練乍榔蹦專傷妻華戒掩摹雅鯨娘噎囂易挫友陜帶衙暇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

5、people's republic of chinacontents1general rules12route, 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 r

6、ules144.2.seismic load154.3.checking calculations of anti-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

7、 of beam bridge piers44appendix 2approximate calculation 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 perio

8、d of multiple-arch bridges49appendix 5table of seismic internal 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 cod

9、e60anti-seismic design code for highway engineeringjtj044-89 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 secti

10、on i-horizontal seismic load acting at mass point i of a 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 o

11、f one or several laminated rubber bearings by superstructure-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-longitudin

12、al horizontal seismic load distributed around pier body-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

13、of an equal-span multiple-arch bridge-horizontal seismic 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 b

14、earingsgap-gravity of superstructure-gravity of beam caps-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 o

15、n top of arches-concentrated gravity on the top of pier 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 acti

16、ng on fixed bearings-transverse horizontal seismic load 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 s

17、eismic load arising from longitudinal horizontal seismic 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 brid

18、ge-bending moment, shear force or torsion moment caused 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

19、seismic internal force of pier bodies of an equal-span multiple-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 uni

20、t horizontal force longitudinally acting on the top surface 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 h

21、orizontal displacement caused at h/2 of calculated height 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

22、 mode-displacement of piers of a multiple-arch bridge in 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 t

23、he top surface of bearings or at the mass center of gravity 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

24、rubber bearings on pier i-thrust stiffness on the top of 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

25、of pier i-opposite thrust stiffness of arch foot-counterforce 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 superstruc

26、turecalculating coefficientsci-importance correction coefficientkh-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-re

27、duction coefficient of seismic shear stress with increasing depthcn-correction coefficient of standard penetration blow countce-liquefaction resistance coefficienta -reduction coefficientcz-comprehensive influence coefficientkc-anti-skid stability coefficientko-overturn resistant stability coefficie

28、nt-distribution coefficient of horizontal seismic load over 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 vi

29、bration period in a certain mode-pier body gravity conversion 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 relate

30、d to horizontal component of in-arch plane in the fundamental 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 ho

31、rizontal seismic load coefficient of internal force generated 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

32、 conditionsg-safety factor of loadq-safety factor of seismic 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

33、groundwater levelds-depth of standard penetration pointh-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 e

34、mbankmenthiw-height of the center of gravity of wall body 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 h

35、orizontal central angle of the axis of a curved beam bridger-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

36、of a masonry/concrete member or that of foundation bottom-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 cantilev

37、erie-inertia moment of equivalent section of a pieri-sectional 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 i

38、ncrease in strengthe-allowable anti-seismic bearing capacity 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 l

39、eveld-unit weight of soil below groundwater level-unit weight 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 weig

40、ht of pier body materialri-ultimate strength of material 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

41、of actually measured soil layernc-corrected liquefaction-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

42、 pier or a multiple-arch bridge2p-longitudinal secondary 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-

43、span arch bridge or multiple-arch bridgetis-longitudinal 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

44、.1.this code is set down specifically to carry out the policy 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

45、 that in anti-seismic relief.1.0.2this code applies to anti-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 shou

46、ld be done during anti-seismic design of highway engineering, 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 fini

47、shed, the anti-seismic design should not commence until 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

48、houses along the route should be carried out in accordance 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 expressw

49、ay and class 1 highway engineering in ordinary sections 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 e

50、mergency repair; class 3 or 4 highway engineering, class 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 bridge

51、s, 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 on a struct

52、ure should be corrected according to table 1.0.4, depending on the grade of the route, importance of 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

53、works in expressways and class 1 highways1.7ordinary works in expressways and class 1 highways, key 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

54、for bridges in class 4 highways1.0ordinary works in class 3 highways and key anti-seismic works in class 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

55、-seismic works refer to a special large bridge, large bridge, tunnel or works like subgrade, medium 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 coef

56、ficient which is one level higher than that in table 1.0.4 may be used for class 3 or 4 highway engineering 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 b

57、e generally taken for structures according to the basic intensity. for key anti-seismic works in expressways 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 4 highways, anti-seismic measures may be ignored or simple ones taken i