错位转换高层建筑结构扭转特性分析研究_英文_

第9卷 第4期2010年 8月广州大学学报(自然科学版)Journa l of G uang zhou U n i ve rsity(N atura l Sc i ence Editi on)V o.l 9 N o .4Aug . 2010R ecei ved date :2009-09-27; R ev i sed date :2009-11-03Foundati on ite m s :Supported by M aj or Research Project ofNNSF of Ch i na(90815027);Open Foundation Project of Laborat ory of Eart hquakeM iti gation Contro l and S truct u ral Safet y of GU(210407)Bi ography :SHEN Chao yong(1972-),m al e ,as soci ate professor .E m ai:l s hency @gzhu .edu .cn.文章编号:1671 4229(2010)04 0078 08错位转换高层建筑结构扭转特性分析研究沈朝勇1,黄襄云1,马玉宏1,金建敏1,赵歆冬2(1.广州大学a .工程抗震研究中心;b .广东省地震工程与应用技术重点实验室,广东广州 510405;2.西安建筑科技大学土木工程学院,陕西西安 710055)摘 要:根据中国规范设计了1栋总数为40层的错位转换高层建筑结构,为对比分析需要另设计了两带单层转换层的高层建筑结构.采用E tabs 和Sat w e 对比分析了3结构各层质量、转动惯量、回转半径、偏心率及有害偏心率、扭转刚度沿楼层高度分布特点;对比分析了3模型各阶扭转周期与平动周期比及平扭振型耦联情况.分析表明,错位转换高层建筑结构会在两转换层之间形成较大的偏心率及存在明显的平扭振型耦联.关键词:错位转换;水平地震;偏心率;振型耦联中图分类号:TU 352 文献标志码:AAnalysis on torsion characteristic ofhigh rise buildi ng w ith stagger transfer structureSH E N C hao yo ng 1,HUANG Xi a ng yun 1,M A Yu ho ng 1,JIN Jian m in 1,ZHAO Xin do ng2(1.a .E art hquak e Eng i neeri ng R esearch &Tes tC en t er ;b.Guangdong K ey L aborat ory of Earthquake Engi neeri ng &Advanced T echnology ,Guangz hou Un i versity ,Guangz h ou 510405,Ch i na ;2.C ollege of C ivilE ngi neeri ng ,X i an Un i versity ofA rch itect u re and Technol ogy ,X i an 710055,Ch i na)Abst ract :In this paper ,a 40 story h i g h rise building w ith stagger transfer structure has been designed acco r d i n g to Ch i n a code ,t w o other high rise buil d i n gsw it h one transfer story have also been desi g ned i n co m parison .E tabs and Sat w e progra m s have been used ,m ass ,m o m ent of inertia ,rad i u s o f gy ration ,eccen tric ity ,har m ful eccentricity and stiffness of torsion of each story of afore m entioned bu il d i n gs are analyzed .The ratio bet w een tor si o n period and translation peri o d of three bu ild i n gs are co m pared ,translation torsion couple is also analyzed .The research resu lts sho w t h at there is great eccentric i n the t w o transfer stories o f the high rise bu ild i n g w ith stagger transfer structure ,and there is also apparent translation torsion coup le .K ey w ords :stagger transfer ;horizonta l earthquake ;eccentricity ;m ode couple CLC nu m ber :TU 352 Docu m ent code :A Because of the society s gro w i n g needs for the high rise buil d i n g ,m oder n high rise bu il d i n gs are no longer m onotonousl y m atchbox li k e str ucture .There are lots of irregular bu il d i n gs to appear ,transfer structure is one o f the m a i n irregular structures .Stag ger transfer is spec ific transfer structure ,w hich has t w o transfer structures i n t w o different stories .Be cause of tha,t there is apparent torsional characteristic i n i.t A lthough there is a l o t o f litera t u re about research on torsi o n response o f h i g h rise building w ithsing le transfer str ucture [1-3],there i s little research about stagger transfer str ucture .In th i s paper ,so m e preli m inary study on static and dyna m ic torsi o n char acteristic of high rise bu il d i n g w it h stagger transfer struct u re w ill be carried ou.t第4期沈朝勇等:错位转换高层建筑结构扭转特性分析研究1 Introducti on of structureIn this paper ,the ca lculation m ode l re fers to the Re.f [4],i n o r der to for m stagger transfer structure ,t u be structure i n the m ode l is p laced in the center o ft h e w ho le struct u re .I n or der to contrast the d iffer ence bet w een the si n g le transfer to rsi o n response and stagger transfer torsion response when t h e horizontal earthquake is inpu,t three ca lculation m odels are used .There is a si n g le story transfer w h i c h is posi ti o ned on the 5th Story i n M ode l 1,there is a sing le sto r y transferw hich is on the Tenth Story inM ode l2,i n M ode l 3,there is a stagger transfer in t w o transfer sto ri e s wh ich are on the F ift h and Ten t h Story respec ti v e l y .There are t w o standard stor i e s above the trans fer story (w hich m eans the upper transfer story for M odel 3):standar d S tory 1and standard Story 2.Standard S tory 2is above standard Story 1.Thenum ber of to ta l stories o f three m odels is 40sto ries .The he i g ht of transfer story is 4.5m (to M odel3,the he ight of t h e upper and lo w er transfer story is the sa m e),Fig .1is a p lan dra w i n g of the upper sto r y of the high rise bu il d i n g w ith stagger transfer struc ture .Sa t w e prog ra m i n the PKP M series and E tabs progra m of the CSI Co m pany o fAm erica are adopted as the ca lculation prog ra m in th is paper .A ccor d i n g to Re.f [5],the assum ption of ri g idity fl o or i s used in the ca lculati o n of torsi o n response of structure .The eart h quake i n tensity is supposed to be 7,the site c lassification is II ,the m ax i m um acce leration of earthquake w ave is 35ga,l the m ax i m um i n fl u ence coe fficient of the m inor eart h quake is 0.08,the for m er 30m odes are adopted in t h e dyna m ic analysis of struct u re.F i g .1 P lan draw ing o f the upper transfer story of the h i gh rise bu ildi ng w ith stagg er transfer structure2 Structural static characteristic analysisThe m ass ,m o m ent of i n ertia and radi u s o f gyra ti o n of three m odels tha t concentrates on ever y story are g i v en i n Fig .2.The ca lculation o f gyration radius re fers to Re.f [6].Fro m F i g .2,for M odel 1and 2,m ass of every story beneath transfer story is bigger t h an that story above i,t bu t the m ass of the 2ndStandard Story is s m aller than that of t h e 1st one ,a lthough they are also above the transfer story .I n M od e l 1and M ode l 2,the story w ith the m ax i m u m m ass is the transfer story ,i n M ode l 3,t h e ratio be t w eenthe m ass of the lo w er transfer story and that of the up per transfer story is 1.5,the m ax i m um va l u e o fm ass of stories a lso occurs i n the transfer sto ri e s .The rea son that m ass o f the lo w er transfer story is greater than that o f the upper transfer story is that t h e slab of the lo w er transfer is t h icker than that o f the upper79广州大学学报(自然科学版)第9卷transfer sto r y ,and dead load and live load are larger .The t h ickness o f shear w all i n t h e 1st Standard Story is greater t h an that i n the 2nd one ,the o t h er aspects are the sa m e ,so the m ass of each story i n the 1st S tandar d Sto r y is m ore t h an that in t h e 2nd one .Be si d es the m o m ent o f i n ertia o f 5~10stories is a little s m a ll e r than that o f 1~5sto ri e s in M odel 3,the rest is si m ilar to m ass d i s tribution .Because the m o m ent of i n ertia o f6~10sto ri e s is s m a ller than those of 1~5stories ,but t h e m ass o f t w o are al m ost the sa m e ,acco rding to the ca lcu lation o f rad i u s of gy ration ,the val u e is extract a r oo t o f the ra ti o bet w een m o m ent o f i n erti a and m ass ,the resu lt m akes t h e rad ius of gyrati o n 6~10sto ries m uch less than those of 1~5t h stories .To the three m odels ,the m ax i m um va l u e o f the rad i u s o f i n ertia ,rad i u s o f gyration a ll appear on the transfer story i n M odel 1and 2,it is the 5th story i n M odel 1,the 10th Sto r y i n M ode l 2,in M odel 3,it is on the l o w er transfer sto r y ,na m ely the Fifth Story.F ig .2 M ass ,mom ent o f i nerti a ,rad i us o f gyrati on ofM ode l 1,2,3Center ofm ass ca lculated by every verti c al co m ponent supporti n g grav ity l o ad is called the center o f accum ulati v e m ass ,eccentr i c d istance of t h is story ist h e distance bet w een the center of accum ulati v e m ass and center o f stiff n ess .The eccen tric ity is ca lculated re ferri n g to the Re.f [7],w h i c h is equa l to the leng t h of buildi n g divided by the eccentric distance .The har m ful eccen tric ity of one story is equal to the eccentricity of th is story subtracti n g that of the story be l o w i.t Fig .3sho w s t h e distri b ution of eccentr i c ity and har m f u l eccentricity o fM odel 1,2and 3a long t h e height of the bu ilding .I n t h e left part of Fig .3,it see m s that eccentricity of every story in M odel 1and 2is zero because of t h e structure sy mm etry ,but to M odel 3because of stagger transfer stories exsisting ,eccentricity of stor y beco m e larger w it h t h e story ris i n g fro m t h e 1st Sto r y ,the m ax i m um eccentricity is 8.1%w hich occurs i n the 8th and t h e 9th Sto ri e s .Because stories above t h e upper stagger story beco m e regu l a r ,eccentricity o f each story above the 10th S tory beco m es less w ith the height increasing .I n theri g ht part o f F i g .3,it g i v es the d istri b uti o n of thehar m fu l eccentr i c ity of M ode l 3a l o ng t h e height of the bu il d i n g ,it is concluded tha t t h ere are apparentlytur n i n g po i n ts i n the 6th Story and the 11th Sto r y ,bo t h ofwh ich are above the transfer story .That of the 6th Story is the positi v e m ax i m um va l u e ,and the 11th Story the negati v e m ax i m um value .F i g .3 Eccentr icity o f each story ofM ode l 1,2,3F i g .4show s the rati o o f torsion stiffness o f adja cent stor y and rati o bet w een torsi o n stiff n ess o f each story and that of the lst Sto r y ofM odel 1,2,3along80第4期沈朝勇等:错位转换高层建筑结构扭转特性分析研究t h e height of building .Because th ickness o f w all o f t h e 2nd Standard Story above the upper transfer story is t h i n ner than t h at o f the 1st Standard Story ,itm akes torsion stiffness o f the 2nd S tandar d Story s m a ll e r than that of the 1st one .The rati o bet w een stiffness of the adjacen t stories near the transfer story i n M ode l 1and 2or near the upper transfer in M odel 3w ill be larger ,i n wh ich sudden change of to rsi o n stiffness w ill appear ,but near the l o w er transfer story i n M odel 3,si m ilar pheno m enon can t be found .The rati o bet w een to rsi o n stiffness of each story and that o f t h e lst Story of M ode l 1,2,3a l o ng the height o f buildi n g is shown i n F i g .4.It can be ga i n ed that tor si o n stiffness o f transfer sto ri e s and those belo w the m are less ,t h ose o f the 1st Standar d Stor i e s are the m ax i m um,those of the 2nd S tandar d Sto ri e s are i n t h e m iddle .If the earth torsion m ove m ent appears ,da m age m ay be co m ing forth i n the transfer stories and stories be lo w them.F ig .4 The ratio of t o rs i on stiff ness o f adjacent story and ratiobet w een t o rs i on stiff ness o f each story and that of the first sto ry o fM ode l 1,2,33 Structural dyna m ic torsi on characteristi c anal ysis3.1 Period and ratio bet w een t orsional periodand transl a tiona l periodThe m et h od o f e i g envalue is adopted for ca lcu lati n g periods of structure in E tabs progra m and Sat w e progra m.Because the to tal rati o s o f the for m er 10m ode m ass partici p ations are exceeded 90%stated i nRe.f [8],i n t h is analysis ,t h e for m er 10periods of modes are adopted .Tab l e 1,2,3list the for m er 10periods and the v i b rati o n rate of each m ode i n each d irection ofM odel 1,2,3.Fro m the tables ,the values of periods ca l cu lated fro m E tabs are a little s m al.l The for m er 3periods o fM odel 1,2,3are co mpared ,that ofM od e l 2is the m ax i m um,the nex t is M ode l 3,that of M odel 1is the s m alles.t To M odel 1and 2,because the stiff n esses o f the stories belo w transfer story are less than those above the transfer story ,t h e m ass vice versa ,w ith the transfer story ho isti n g ,period of the struct u re w ill beco m e larger .Stiffness and m ass of M odel 3is bet w een that ofM odel 1and that o fM odel 2,then period i s a mong the m.Fro m the tab l e ,the v i b rati o n participati o n rate of each m ode i n each d i recti o n ofM odel 1and M odel 2is observed .If the N i n t h V i b rati o n M ode is not consi d ered ,no m atter what are the results of E tabs or Sat w e ,three v icinity periods are arranged as a group,that is d irection of X,Y and round Z torsi o n respectively ,accum ulative v i b rati o n partic i p ation rate of each group is 100%,each m ode in one group is not coup le .In Tab le 3,no m atter what are the resu lts of E tabs o r Sat w e ,the 1s,t 4th ,7th and 9th M odes belong to t h e X direc tion ,the rate of participati o n of each m ode is a ll 100%,and they are not couple w ith m odes of other directi o n ,th is pheno m enon is t h e sa m e as M ode 1and 2.A ccord i n g to Re.f [9],when the factor o f tor sion in one m ode is m ore t h an 50%,t h is m ode canbe thought as the torsi o na lm ode .The 2nd ,5th and 8th M odes are the Y direction translati o n m odes ,the 3rd ,6th and 10th M odes are j u dged as the to rsi o nal ones inM odel 3accordi n g to th i s v i e w po i n .t The se quence ofm odes i n M odel 3is t h e sa m e as M odel 1and 2.But i n Y directi o n and torsi o na l m odes in M odel 3,the partic i p ati o n rati o s are not 100%(ex cept t h e 8th M ode in the resu lt of Sat w e),i n Y d i recti o n allm odes and to rsi o na lm odes are couple i n teracti v e l y .The degrees of m odes coup le are not the sa m e as the resu lts o fE tabs and Sat w e except the 2nd and 10th M ode).This pheno m enon is not the sa m e asM ode 1and 2,the m a i n reason is that the stagger81广州大学学报(自然科学版)第9卷 transfer stories lie in M odel3and it causes large eccentricity in t h e X d irecti o n.T ab l e1 Th e for m er10p eriods and th e vi bration rate of each mode i n each d irection of M ode l1No.of M odeP eri od/s Eta bs Sat weEt abs Sa t w e Ra ti o errorP roporti on o fX tra nslati onP r oporti on ofY t ransl a ti onProportio n o ftorsi onP ropo rti on o fX transl atio nP roporti on o fY tra nsl a ti onP ro porti on oft ors i o n11.9122.0860.09110010021.7241.8260.05901001031.3831.4590.05500100140.6490.6990.07610010050.5070.5570.09901001060.4400.4670.06300100170.3500.3780.07910010080.2480.2780.12401001090.2360.2510.066100100100.2300.2500.088001001Note:Rati o error is cal cu l ated fro m(peri od fro m E tabs s ubs tract p eri od fro m Sat w e)/peri od fro m E t ab s i n Table1,t h e sa m e as i n Tab le2,3 T ab l e2 Th e for m er10p eriods and th e vi bration rate of each mode i n each d irection of M ode l2No.of M odeP eri od/s Eta bs Sat weEt abs Sa t w e Ra ti o errorP roporti on o fX tra nslati onP r oporti on ofY t ransl a ti onProportio n o ftorsi onP ropo rti on o fX transl atio nP roporti on o fY tra nsl a ti onP ro porti on oft ors i o n12.3302.6250.127100100 21.9612.0930.067010010 31.6681.7200.031001001 40.7220.7850.088100100 50.6080.6730.108010010 60.5410.5740.060001001 70.3760.4060.081100100 80.2620.2950.127010010 90.2580.2770.074100100 100.2430.2660.097001001T ab l e3 Th e for m er10p eriods and th e vi bration rate of each mode i n each d irection of M ode l3No.of M odeP eri od/s Eta bs Sat weEt abs Sa t w e Ra ti o errorP roporti on o fX tra nslati onP r oporti on ofY t ransl a ti onProportio n o ftorsi onProporti on of Xtra nslati onP roporti on o fY tra nsl a ti onP ro porti on oft ors i o n12.1932.4580.12110.000.0010.000.0021.9332.0650.06900.980.0200.980.0231.5691.6610.05900.010.9900.020.9840.7020.7640.08910.000.0010.000.0050.5880.6470.10100.950.0500.920.0860.4930.5290.07200.180.8200.080.9270.3750.4050.08010.000.0010.000.0080.2630.2950.12300.970.0301.000.0090.2550.2740.07610.000.0010.000.00100.2430.2650.09100.010.9900.010.99 82第4期沈朝勇等:错位转换高层建筑结构扭转特性分析研究T ab le 4 T he rati o between th e torsi on period and transl at i on p eriod of M ode l 1,2,3N o .o f M odel T t1/T x1T t1/T y1T t 2/T x2T t 2/T y2T t 3/T x3T t 3/T y3E tabs Sa t w e E tabs Sa t w e E tabs Sa t w e E tabs Sa t w e E tabs Sa t w e E tabs Sat w e 10.720.70.80.80.680.670.870.840.660.660.930.920.720.660.850.820.750.730.890.850.650.660.930.9230.720.680.810.80.70.690.840.820.650.650.920.89The ratio be t w een torsion period and translati o na l period is an i m portant characteristic reflecting t h e torsion response o f a h i g h rise bu il d i n g [4].Tab l e 4g i v es the rati o s of M odel 1,2,3.I n Tab le 4,Tt1,Tt2,T t3m ean t h e 1s,t 2nd,3rd torsion per i od o f struc t u re ,Tx1,Tx2,Tx3m ean the 1s,t 2nd ,3rd translati o na l period o f structure i n the X d irec ti o n ,Ty1,Ty2,Ty3m ean the 1s,t 2nd ,3rd trans lational per i o d of structure in the Y d irection respec ti v e l y .In order to sho w the change of ratio w ith the order o fm odes increasi n g conven iently ,t h is trend is sho w n i n Fig .5and 6.Except a fe w specia l cases ,value o f the rati o w ill be larger w ith t h e order o f m odes i n creasing w hen the translati o na l d irection isY ,v ice versa in the X directi o n ,the rati o bet w een the 3r d to rsi o n per i o d and the 3rd translati o na l peri od i n the Y d irection reaches so m uch as 92%.To h i g h bu il d i n g w ith m any sto ries ,the effect of h i g h m ode can t be ignored on the response o f h i g h rise bu il d i n g ,the ra ti o bet w een high m ode torsion peri o d and h igh m ode translati o na l per i o d shou l d be re str i c ted in order to reduce the response ra ised by the h i g h torsion m odes .A t the sa m e ti m e ,the va l u e of T t1/Tx1i s 0.72,Tt1/Ty1is 0.81i n the stagger transfer structure(M odel 3),but the torsion m ode is coup le w it h the translationalm ode i n t h e Y d irecti o n ,the va l u e o fTt1/Ty1should be restr i c ted i n th ism od e.lF i g.5 The rati o bet w een the to rsion period and t he translati on per i od ofM ode l 1,2,3(Etabs)F i g .6 T he rati o bet w een the torsion period and t he transl a ti on per i od o f t he M ode l 1,2,3(Sa t w e)83广州大学学报(自然科学版)第9卷3.2 Torsion m odeIn Tab le 1,2,3,the peri o ds contrasts ca lculated by E tabs and Sat w e prog ra m s are pu,t the error be t w een the m is very s m al,l t h e co m parison results be t w een the modes ca lculated by E tabs and Sat w e are also listed in th i s section .B ecause the torsi o n ang le of structure can t be given directly by Sat w e progra m ,t h e first t h ree m odes(M ode l 1,2,3)are sy mm etry i n t h e X directi o n ,w hen structure t w i s ti n g ,thetranslational d isp l a ce m ent caused by that is i n the Y direction ,so on l y the translational d isplace m ent o f structure in the Y direction is g iven .For t h e li m ita ti o n of leng t h o f paper ,only the torsion m odes o f M odel 3calcu lated by the t w o prog ra m s are g i v en .There is s m all error bet w een resu lts calcu lated by the t w o progra m s .Fro m F i g .7,the Y direction disp lace m ent is caused by the 1s,t 2nd ,3rd Torsi o n M odes ,t h ere are sudden c hanges of the stories above the l o w er transfer sto r y and the upper transfer story ,the 6t h ~10th S to ries m ove as a w ho le w h ich is divorcedF ig .7 The trans l ationa l d i sp l ace m ent i n the Y directi on caused by the for m er 3to rs i on m odes o f M odel 3(E tabs &Sat we)fro m the integer str ucture ,but th is pheno m enon can t be found in M odel 1and 2.4 Conclusi ons and adviceSo m e static and dyna m ic to rsi o n characteristics of t w o si n g le transfer bu ildings and a stagger transferbu ilding are ana l y zed ,so m e conclusions and advice can be dra w n as fo ll o w s :(1)Sudden change o f torque stiffness w ill occur in t h e story near the upper transfer i n stager transfer struct u re or near t h e transfer story i n sing le transfer struct u re .The m ax i m um eccentric ratio of the accu m u lati o n m ass occurs in the story bet w een t h e upper and lo w er transfer story o f stagger transfer structure .(2)There ex ists coup l e bet w een translati o nal mode and torsion m ode because o f the stagger transfer stories .(3)W hatever si n g le transfer o r stagger transfer ,the ratio bet w een torsion period and translation peri o d of each group (X,Y and torsion round Z v ibrati o n modes belong to one group),i n m ost cases ,w ill d i m i n i s h i n the X direction w ith the nu m ber of m odes increasing ,yet i n creasing i n Y direction .(4)As to stagger transfer str ucture ,the first period that couples w ith the torsi o n period is adv ised to adop,t i n the m eanti m e ,t h e ratio bet w een the pe ri o ds of high torsion m ode and high translati o nal mode is a lso adv ised to be restricted .(5)Sudden change of displace m ent in t h e un sy mm etrical d irection of str ucture ,w hich is caused by t h e 1s,t 2nd ,3r d Torsi o nM odes ,w ill occur i n the stories above the lo w er transfer story and the upper transfer story .R eferences :[1] KO D W,LEE H S .Shaking table tests on a h i gh rise RC bu ildi ng m ode l hav i ng torsi ona l eccentr i c ity in so ft lowe r st o ries[J].E art hquake Eng i neeri ng &S tructura l D yna m ic ,2006,35:1425 1451.[2] C HANDLER A M,HU TC H I NSON G L.T o rsiona l coupli ng e ffects i n t he earthquake response of asy mme tric bu ildi ngs[J].Eng i neer i ng Structures ,1986,8(4):222 236.[3]J EONG S H,ELNA S HA I A S .F rag ility re l a ti onsh i ps f o r torsi onall y i m ba lanced bu il d i ngs usi ng three di m ensi onal damage 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number and j udg m ent o f torsion m ode[J].Earthquake R es i stan t Eng i neer i ng,2002(4):1 2.(i n Chi nese)参考文献:[4] 徐培福,王军却,郝锐坤,等.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2000,30(1):37 43.[5] J G J3 2002J186 2002.高层建筑混凝土结构技术规程[S].[6] 徐培福,黄吉锋,韦承基.高层建筑结构在地震作用下的扭转振动反应[J].建筑科学,2000,16(1):1 6.[7] 江宜城,唐家祥.单轴偏心的单层隔震框架结构地震扭转反应分析[J].世界地震工程,1999,15(4):57 61.[8] G B50011 2001建筑抗震设计规范[S].[9] 韦承基,史铁花,薛彦涛.合理振型数的确定及扭转振型判定[J].工程抗震,2002(4):1 2.责任编辑:刘少华!我校抗震研究中心首创我国古文物保护隔震新技术2010年4月8日,我校抗震研究中心温留汉∀黑沙研究员主持的我国首例古文物隔震研究项目顺利通过西安碑林博物馆重要文物隔震项目的评审.目前,该隔震技术成果已成功应用于西安碑林博物馆首批10多件国家一级文物保护中.西安碑林博物馆重要文物隔震项目专家评审组由陕西省文化遗产保护规划设计研究院、西安建筑科技大学、汉阳陵博物馆、西安市文物局等单位专家组成,我校周福霖院士担任专家组组长.专家组听取了温留汉研究员的项目汇报,并现场查看了该隔震技术应用情况,一致认为此技术的采用,将使隔震后的文物地震反应降为未隔震的1/8~1/12,为有效保护我国历史文物做出成功示范,开辟了我国文物地震保护技术的新途径,为我国历史文物和人类文明遗产的有效保护做出了重大贡献.转摘自2010-04-16广大新闻网。