結(jié)構(gòu)動(dòng)力學(xué)及橋梁的耐震性能評(píng)價(jià)

1、結(jié)構(gòu)動(dòng)力學(xué)橋梁的耐震性能評(píng)價(jià)江西理工大學(xué)江西理工大學(xué)2014年 5月22日Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.spring dashpot mass SDOF struct

2、uresCopyright 2000-2003 MIDAS Information Technology Co., Ltd.自由度 ?靜力超靜定次數(shù) = 5個(gè)構(gòu)件 + 9個(gè)反力 + 4個(gè)剛節(jié)點(diǎn) 2x6個(gè)節(jié)點(diǎn) = 6次超靜定動(dòng)力超靜定數(shù) = 可能發(fā)生位移的節(jié)點(diǎn)數(shù)(6個(gè)節(jié)點(diǎn))x3(每個(gè)節(jié)點(diǎn)的位移數(shù)) 3x3 反力數(shù) = 9次超靜定. 9 自由度動(dòng)力超靜定次數(shù) = 每個(gè)節(jié)點(diǎn)可生成的節(jié)點(diǎn)位移方程數(shù) 已知的方程數(shù)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.) t (pkuucum Inertia Force kufS ucfD um

3、fI Damping Force Restoring Force Copyright 2000-2003 MIDAS Information Technology Co., Ltd.噪音與振動(dòng)標(biāo)準(zhǔn)地震規(guī)模和等級(jí)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.靜力荷載Dead Load,Live Load, Permanent Load, Slowly Varying Load 動(dòng)力荷載Harmonic,Periodic,Transient,ImpulsiveMachine OperationMachine OperationH

4、uman MotionWindWindWater WavesEarthquakeRail and Road TrafficConstruction WorksConstruction WorksImpactBlast Wave ExplosionLoss of SupportCopyright 2000-2003 MIDAS Information Technology Co., Ltd.-正弦波(sinusoidal wave), 三個(gè)參數(shù): 振幅、頻率、位相角-振幅: A peak to peak amplitude = 2A-均方根(roof means square: RMS) = A

5、/ : 用于表現(xiàn)復(fù)雜波形的振幅2最大值正弦波的運(yùn)動(dòng)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.- 寬帶隨機(jī)振動(dòng)不規(guī)則振動(dòng)的表現(xiàn)方式Mean ValueRMS Value (Root-Mean-Square Value)Standard Deviation最大值寬帶(隨即)波時(shí)間Copyright 2000-2003 MIDAS Information Technology Co., Ltd.- Amplitude : PGA, EPA- Duration : spectrum intensity, total energy

6、- Frequency ContentsCopyright 2000-2003 MIDAS Information Technology Co., Ltd.FFT快速傅立葉轉(zhuǎn)換Transient LoadEl Centro (NS, 1940) 每個(gè)信號(hào)均可表現(xiàn)為多個(gè)正弦波的和將測(cè)試的信號(hào)通過(guò)測(cè)試裝置隨時(shí)做傅立葉轉(zhuǎn)換 時(shí)間參數(shù) 頻率參數(shù)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-

7、2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.) t (p)u, u(fsucum kufS )u, u(fS Inelastic System inelasticelasticloading unloading reloadingResisting Force ) t (pkuucum Elastic System Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Damp

8、ing Force ) t (pkuucum Aluminum Plexiglass阻尼是隨著時(shí)間將振動(dòng)減弱或停止的能量擴(kuò)散Viscous DamperCopyright 2000-2003 MIDAS Information Technology Co., Ltd.Damping Force ) t (pkuucum ucfD 速度和阻尼力的關(guān)系能量原理HDSKIEEEEE Copyright 2000-2003 MIDAS Information Technology Co., Ltd.HDSKIEEEEE 能量原理SKEE DEHECopyright 2000-2003 MIDAS In

9、formation Technology Co., Ltd.HDSKIEEEEE SKEE DE彈性非彈性HE彈性能非彈性能能量原理Copyright 2000-2003 MIDAS Information Technology Co., Ltd.umff) t (pDS Newtons Second Laws of MotionsInertia Force 慣性力: 做加速運(yùn)動(dòng)的慣性體系內(nèi) 與物體加速度方向相反的假想力) t (pkuucum 靜止/勻速運(yùn)動(dòng)加速度運(yùn)動(dòng)達(dá)朗波特原理 (D Alemberts Principle)行進(jìn)方向Copyright 2000-2003 MIDAS Inf

10、ormation Technology Co., Ltd.2fCopyright 2000-2003 MIDAS Information Technology Co., Ltd. 墨西哥地震(1985)墨西哥城350 kmCopyright 2000-2003 MIDAS Information Technology Co., Ltd. 墨西哥地震(1985)Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 墨西哥地震(1985)Copyright 2000-2003 MIDAS Information Technology

11、Co., Ltd.A 地震 : 低周期(高頻率)地震 : 支配振動(dòng)周期=0.5秒 巖石地基、近震、高頻振動(dòng)、低層建筑受害較重B 地震 : 高周期(低頻)地震 : 支配振動(dòng)周期=5秒 軟弱地基、遠(yuǎn)震、低頻振動(dòng)、高層建筑受害較重Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Free body Diaphragm ) t (u) t (u) t (ugt - 集中質(zhì)量的慣性力與包含地基運(yùn)動(dòng)影響的絕對(duì)加速度成比例- 阻尼力與結(jié)構(gòu)地基的相對(duì)速度成比例- 彈性恢復(fù)力與地基的相對(duì)位移成比例0kuuc)uu(mg effective ear

12、thquake force : horizontal ground motion0)uu(k)uu( cumggt Absolute DisplacementRelative Displacementgumkuucum 地基加速度 : 測(cè)量Copyright 2000-2003 MIDAS Information Technology Co., Ltd.1. Classical Methodgumkuucum ) t (pkuucum ) t (u) t (u) t (uPC )t (u)t (u)t (uPC k/ptwsinBtwcosA) t (u0nn or二階線性微分方程2. Duh

13、amels Integral將外力視為由時(shí)間間隔非常短的沖擊荷載組成的結(jié)構(gòu)反應(yīng)為對(duì)各沖擊荷載反應(yīng)之和Response to impulse 1Response to impulse 2Response to impulse Total ResponseCopyright 2000-2003 MIDAS Information Technology Co., Ltd.4. Numerical Method當(dāng)外荷載不是周期性荷載時(shí)，使用傅立葉變換，用傅立葉積分表示可適用于彈性和非彈性領(lǐng)域, Numerical time stepping methodDirect integration metho

14、d : Wilson- , Newmark- 5. Frequency-Domain Method1/2,1/41/2,1/61平均加速度法 與時(shí)間步長(zhǎng)無(wú)關(guān)，始終收斂1.4/10ntT Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 2 40kuum nnnnnf2,f12T .6,4,2t 2Copyright 2000-2003 MIDAS Information Technology Co., Ltd.0kuucum 0uu2u2nn critical damping coefficientCopyright 2000

15、-2003 MIDAS Information Technology Co., Ltd.0kuucum 0uu2u2nn 0u)m/k(u)m/c (u m/k2 m/cn2 0uun2u2 rtAeu 0rn2r2 mk)m2c(m2cnnr222 mk)m2c(2mk)m2c(2 mk)m2c(2過(guò)阻尼: 隨時(shí)間振幅祖逐漸衰減，門(mén)的衰減裝置隨時(shí)間振幅祖逐漸衰減，門(mén)的衰減裝置低阻尼: 自然界大部分的動(dòng)力系統(tǒng)，以特有的頻率振動(dòng)自然界大部分的動(dòng)力系統(tǒng)，以特有的頻率振動(dòng)臨界阻尼: 不做振動(dòng)的最小的阻尼，根據(jù)初始條件可能發(fā)生振動(dòng)。不做振動(dòng)的最小的阻尼，根據(jù)初始條件可能發(fā)生振動(dòng)。Copyright 2

16、000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Decay of motionCopyright 2000-2003 MIDAS Information Technology Co., Ltd.Logarithmic decrementCopyright 2000-2003 MIDAS Information Technology Co., Ltd.Half-power bandwidthCopyright 2000-2003 MID

17、AS Information Technology Co., Ltd.tsinpkuum0 Non-homogeneous Solutioncomplementary solution, homogeneousparticular solutionCopyright 2000-2003 MIDAS Information Technology Co., Ltd.tsinpkuucum0 Copyright 2000-2003 MIDAS Information Technology Co., Ltd.承受諧振荷載的單自由度結(jié)構(gòu)的非衰減反應(yīng) (a) 自由振動(dòng) (b) 正常狀態(tài) (c) 總反應(yīng)承受

18、諧振荷載的單自由度結(jié)構(gòu)的衰減反應(yīng) (a) 自由振動(dòng) (b) 正常狀態(tài) (c) 總反應(yīng)Undamped Free-VibrationDamped Free-VibrationSteady-StateSteady-StateCopyright 2000-2003 MIDAS Information Technology Co., Ltd.IF, frequency ratio )TT.,e . i (1/nn Force is “slowly varying” Rd is only slightly larger than 1 and is essentially independent of d

19、ampingkp)u(u00st0 controlled by the stiffness of the system 荷載頻率變小時(shí), 位相角趨近于0: 與荷載方向相同Slowly varying, in phaseCopyright 2000-2003 MIDAS Information Technology Co., Ltd. 荷載頻率增加, 位相角趨近于180度: 與荷載方向相反Rapid varying, out of phaseIF, frequency ratio )TT.,e . i (1/nn Force is “rapidly varying” Rd tends to ze

20、ro as w/wn increases and is essentially unaffected by damping. 2022n0st0mp)u(u controlled by the mass of the systemCopyright 2000-2003 MIDAS Information Technology Co., Ltd.IF, frequency ratio 1/n Rd is very sensitive to dampingn00st0cp2)u(u controlled by the damping of the systemForcing frequency =

21、 natural frequencyCopyright 2000-2003 MIDAS Information Technology Co., Ltd.動(dòng)力分析時(shí)的最大位移靜力分析時(shí)的最大位移荷載和結(jié)構(gòu)的頻率比，動(dòng)力放大系數(shù)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.IF, frequency ratio 1/n Rd is very sensitive to dampingn00st0cp2)u(u controlled by the damping of the system結(jié)構(gòu)的共振現(xiàn)象(SDOF)Copyright

22、 2000-2003 MIDAS Information Technology Co., Ltd.f22 f/1/Tbeating 結(jié)構(gòu)物自振頻率為20Hz, 動(dòng)力荷載的頻率為19.8Hz時(shí)，拍音周期為 T=1/(20-19.8)Hz=5(sec)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.二層剪切變形框架體系的動(dòng)力方程式Copyright 2000-2003 MIDAS Information Techno

23、logy Co., Ltd.當(dāng)沒(méi)有外力和阻尼時(shí)，自由振動(dòng)的二自由度體系的運(yùn)動(dòng)方程式 特征值問(wèn)題 :固有圓頻率向量模態(tài)向量Copyright 2000-2003 MIDAS Information Technology Co., Ltd.解以上動(dòng)力方程的自振周期和模態(tài)向量解的二次方程Copyright 2000-2003 MIDAS Information Technology Co., Ltd.計(jì)算模態(tài)向量:Copyright 2000-2003 MIDAS Information Technology Co., Ltd.n個(gè)自由度體系的n個(gè)自振頻率和模態(tài)向量:模態(tài)質(zhì)量矩陣和剛性矩陣的關(guān)系:各

24、特征向量之間滿(mǎn)足正交條件。即，時(shí)利用模態(tài)向量的正交性，可生成對(duì)角線的質(zhì)量矩陣和剛度矩陣Copyright 2000-2003 MIDAS Information Technology Co., Ltd.歸一化的質(zhì)量矩陣歸一化的剛度矩陣根據(jù)模態(tài)的正交特性 且以上公式將耦聯(lián)的n個(gè)自由度體系的動(dòng)力方程分解為獨(dú)立的n個(gè)單自由度體系Copyright 2000-2003 MIDAS Information Technology Co., Ltd.將位移u用q來(lái)表現(xiàn)，將兩邊用Mn來(lái)除，外力項(xiàng)按下面公式，將單自由度體系用D(t)來(lái)解，由此可將模態(tài)方程的解用來(lái)求。Copyright 2000-2003 MID

25、AS Information Technology Co., Ltd.外力項(xiàng)(模態(tài)參與系數(shù))(有效模態(tài)質(zhì)量)分析時(shí)需要滿(mǎn)足Copyright 2000-2003 MIDAS Information Technology Co., Ltd.模態(tài)參與系數(shù)有效模態(tài)質(zhì)量Copyright 2000-2003 MIDAS Information Technology Co., Ltd.有效模態(tài)高度Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Spectral Acceleration ( g )aCaC.520TTCvsT.T20=0

26、sTPeriod (sec)avsC./CT52= (UBC-97)設(shè)計(jì)反應(yīng)譜各模態(tài)基底剪力各模態(tài)加速度響應(yīng)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.位移響應(yīng):各模態(tài)傾覆彎矩:(二層最大位移)(一層最大位移)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.結(jié)構(gòu)的阻尼矩陣與質(zhì)量矩陣和剛度矩陣不同，很難構(gòu)成明確的矩陣比例衰減質(zhì)量比例、剛度比例按模態(tài)指定阻尼比(經(jīng)驗(yàn))- 不必構(gòu)成阻尼矩陣按模態(tài)指定阻尼比后使用于振型疊加法需要阻尼矩陣的情況非比例衰減、非古典衰減

27、體系非線性分析(直接積分法)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.模態(tài)阻尼比結(jié)構(gòu)的模態(tài)阻尼比是由規(guī)模接近的結(jié)構(gòu)在較強(qiáng)地震期間的響應(yīng)為基礎(chǔ)評(píng)價(jià)而得的(彈性響應(yīng))目前的資料還不是很充分Copyright 2000-2003 MIDAS Information Technology Co., Ltd.古典阻尼矩陣非古典阻尼矩陣-與質(zhì)量和剛度成比例的阻尼矩陣(比例衰減)-經(jīng)驗(yàn)決定的阻尼比矩陣-使用模態(tài)向量的正交性分解阻尼矩陣-Rayleigh衰減、Caughey衰減-與質(zhì)量和剛度不成比例-設(shè)置局部阻尼器時(shí)，不能與質(zhì)量和剛度成

28、比例 - 非比例衰減體系-將局部阻尼矩陣添加到整體阻尼矩陣中Copyright 2000-2003 MIDAS Information Technology Co., Ltd.與質(zhì)量和剛度成比例的衰減與剛度不同，和質(zhì)量成比例的衰減的可靠度不高Copyright 2000-2003 MIDAS Information Technology Co., Ltd.與質(zhì)量成比例的衰減與質(zhì)量成比例衰減的體系的第n個(gè)模態(tài)的阻尼公式模態(tài)阻尼比 - 阻尼比與固有頻率成反比常數(shù) a0 - 決定特定模態(tài)(第i模態(tài))的阻尼比與剛度成比例的衰減與剛度成比例衰減的體系的模態(tài)阻尼比 - 決定常數(shù)a1阻尼比隨著固有頻率線性增

29、加決定特定模態(tài)的n - 決定常數(shù)a1Copyright 2000-2003 MIDAS Information Technology Co., Ltd.單獨(dú)的質(zhì)量比例或剛度比例衰減不適合MDF體系中。 -與實(shí)際試驗(yàn)中表現(xiàn)出來(lái)的多個(gè)模態(tài)具有同樣的阻尼比的情況不一致。 - Rayleigh 阻尼(質(zhì)量比例衰減+剛性比例衰減)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.構(gòu)成與實(shí)驗(yàn)結(jié)果相同的阻尼阻尼第n個(gè)模態(tài)的阻尼比用常數(shù) a0、a1求 1、 2 - 用矩陣表示阻尼矩陣 CnCopyright 2000-2003 MIDAS In

30、formation Technology Co., Ltd.第一和第二模態(tài)的阻尼: 假定為 5%決定質(zhì)量和剛度矩陣Copyright 2000-2003 MIDAS Information Technology Co., Ltd.求 a1 和 a2求阻尼矩陣求第三模態(tài)的阻尼比Copyright 2000-2003 MIDAS Information Technology Co., Ltd.考慮第2個(gè)模態(tài)以上阻尼比的阻尼矩陣使用Caughey阻尼方法前面兩項(xiàng)與Rayleigh阻尼相同第n模態(tài)的阻尼比系數(shù) al 由 J 個(gè)方程式?jīng)Q定(N : 結(jié)構(gòu)的自由度數(shù))Caughey阻尼的問(wèn)題阻尼的問(wèn)題- 數(shù)

31、值上的不利(方程式的系數(shù)的階數(shù)不同)- 兩個(gè)以上的項(xiàng)包含在Caughey級(jí)數(shù)中將生成非對(duì)角形矩陣 - 分析時(shí)間增加- Rayleigh阻尼更實(shí)用一些 Copyright 2000-2003 MIDAS Information Technology Co., Ltd.第一和第二模態(tài)的阻尼: 假定為 5%決定質(zhì)量和剛度矩陣Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDA

32、S Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd. New Experience with an Urban EarthquakeNorthridge (1994.1.17)Kobe (1995.1.17)Workshop Bled

33、97Slovenia (1997.6.24-27)Copyright 2000-2003 MIDAS Information Technology Co., Ltd.加洲北嶺加洲北嶺地震地震 1994年年1月月17日日 04時(shí)時(shí)30分分- Magnitude : ML=6.7- 人員傷亡人員傷亡 : 57名死亡名死亡- 受災(zāi)人數(shù)受災(zāi)人數(shù) : 約約20,000名名 - 財(cái)產(chǎn)損失財(cái)產(chǎn)損失 : 400億美元億美元Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 神戶(hù)神戶(hù)地震地震 1995年年1月月17日日 05點(diǎn)點(diǎn)46分分- Mag

34、nitude : ML=7.2- 人員傷亡人員傷亡 : 5,373名死亡名死亡- 受災(zāi)人數(shù)受災(zāi)人數(shù) : 約約32,000名名- 財(cái)產(chǎn)損失財(cái)產(chǎn)損失 : 9兆兆9,630億日元億日元Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 提出現(xiàn)有耐震設(shè)計(jì)方法存在的問(wèn)題1994 Northridge1995 Kobe1999 Turkey1999 Taiwan 預(yù)測(cè)結(jié)構(gòu)的真實(shí)動(dòng)力反應(yīng) + 確保耐震性能 新的耐震設(shè)計(jì)方法的開(kāi)發(fā) 對(duì)現(xiàn)有建筑的抗震性能和水準(zhǔn)評(píng)價(jià)“Workshop on Seismic Design Methodologies

35、for the Next Generation of Codes”Copyright 2000-2003 MIDAS Information Technology Co., Ltd.U.S.-Slovenian Joint Board for Scientific and Technological Cooperation OrganizationWorkshop on Seismic Design Methodologies for the Next Generation of Codes- America, New Zealand, Europe, Japan : About 40 lea

36、ding experts Hugo Bachmann, Vitelmo V. Bertero, Peter Fajfar, Ronald O. Hamburger Yuji Ishiyama, James O. Jirsa, Andreas J. Kappos, Helmut Krawinkler, Eduardo Miranda, Shunsuke Otani, Thomas Paulay, Nigel M.J. Priestley etc. Objective- New methodologies for the seismic design of new building and bri

37、dge structures- For the evaluation and strengthening of existing structures- Seismic design under development in different regions of the worldP. FajfarH. KrawinklerBled, Slovenia, 24-27 June 1997Copyright 2000-2003 MIDAS Information Technology Co., Ltd.U.S.-Japan Joint WorkshopWorkshop on Performan

38、ce-Based Earthquake Engineering Methodology for Reinforced Concrete Building StructuresMaui, Hawaii, 13 September 1999 U.S. SIDE A.Chopra, S.Kunnath, F.Filippou, V.Bertero, J.Moehle, H.Krawinkler, J.Jirsa . U.S. SIDET.Okada, H.Kuramoto, F.Watanabe, M.Maeda, D.Kato, T.Kabeyasawa, M.Teshigawara . - Ea

39、rthquake and Responses- Response of Frame- Modeling of Frame- Seismic Capacity of Frame or Members- Seismic Demands- Design Philosophy- Design of Elements or Code Requirements CONTENTSCopyright 2000-2003 MIDAS Information Technology Co., Ltd. 為了確定結(jié)構(gòu)的真實(shí)地震響應(yīng)，使用非線性地震分析Lack of Konwledge onEarthquake Dem

40、andand Building CapacityLinear ElasticBuilding ResponseDisplacementDVdesignVBase Shear?5% Smooth Elastic Design SpectaElastic ForcesReduced for Design by RInelasticResponseCapacity(elastic)DisplacementDDmaxDyieldVdesignVBase ShearR5% Smooth Elastic Design SpectaPerformance PointDemand SpectrumCapaci

41、ty SpectrumSpectral DisplacementSpectral AccelerationSaSdDdesign Historical Approach Traditional Code Basis Performance-Based Design- factors-of-safety- Vdesign=5-10% of Wt- Vdesign= Vmax /R- Reduction justified by expected ductility- Resolution of capacity & demand- Design based on displacement

42、 結(jié)構(gòu)的抵抗能力與對(duì)地震作用的要求水準(zhǔn)之間的比較BLACK BOXCopyright 2000-2003 MIDAS Information Technology Co., Ltd. 傳統(tǒng)的耐震設(shè)計(jì)原理Copyright 2000-2003 MIDAS Information Technology Co., Ltd. Documents- Vision 2000(1995)- ATC-40(1996)- FEMA-273(1997)- SEAOC Blue Book (7th Edition 1999)- ATC-44(1998)- FEMA-356(2000)- ATC-55(2002)Pe

43、rformance PointCopyright 2000-2003 MIDAS Information Technology Co., Ltd.PBSD的基本概念(SEAOC 2000)Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 依據(jù)非線性靜力分析的耐震性能基準(zhǔn)評(píng)價(jià)Copyright 2000-2003 MIDAS Information Technology Co., Ltd. 基于性能的耐震設(shè)計(jì)標(biāo)準(zhǔn)基于性能的耐震設(shè)計(jì)標(biāo)準(zhǔn)多階段性能基準(zhǔn)多階段性能基準(zhǔn)SEAOC Vision 20001995. 04. 03SEAOC

44、 Vision 20001995. 04. 03ATC-401996. 01ATC-401996. 01FEMA-273, 2741997. 10FEMA-273, 2741997. 10SEAOC Bluebook1999 7th EditionSEAOC Bluebook1999 7th EditionIBC 20002000. 8IBC 20002000. 8 ( 1997.12 )韓國(guó)地震工學(xué)會(huì)耐震性能基準(zhǔn) ( 1997.12 ) - Capacity Spectrum : Pushover - Demand Spectrum : UBC-94 - Capacity Spectrum

45、: Pushover - Demand Spectrum : UBC-94UBC-97( 1997.04 )UBC-97( 1997.04 ) - BSSC+ATC+ASCE - Capacity Spectrum : Pushover, Modified Performance Level - Demand Spectrum : UBC-97 - BSSC+ATC+ASCE - Capacity Spectrum : Pushover, Modified Performance Level - Demand Spectrum : UBC-97 - Modified UBC-97+AISC S

46、eismic-97 - Structural Performance Level - Design Ground Motions Definition - Capacity Spectrum Method - Modified UBC-97+AISC Seismic-97 - Structural Performance Level - Design Ground Motions Definition - Capacity Spectrum MethodPerformance Based Seismic Design 1998. 06. 12 1998. 06. 12U.S.AKOREAJAP

47、AN制定建筑基準(zhǔn)法Copyright 2000-2003 MIDAS Information Technology Co., Ltd.以性能為基礎(chǔ)的耐震設(shè)計(jì)原理以性能為基礎(chǔ)的耐震設(shè)計(jì)原理相對(duì)于各階段地基運(yùn)動(dòng)水準(zhǔn)，滿(mǎn)足相應(yīng)的性能目標(biāo)的設(shè)計(jì)Very Rare( 5%-50years )Rare( 10%-50years )Occasional( 20%-50years )Frequent( 50%-50years )NearCollapseLife SafetyFunctionalFullyOperationalUnacceptable Performance( for New Construct

48、ion)Basic ObjectiveEssential / Hazardous ObjectiveSafety Critical ObjectiveEarthquake Design LevelPerformance Level Matrix of Performance Objective (FEMA-273,274) 根據(jù)設(shè)計(jì)地震和性能水準(zhǔn)確定的建筑性能指標(biāo)根據(jù)設(shè)計(jì)地震和性能水準(zhǔn)確定的建筑性能指標(biāo): KOREA 韓國(guó)耐震性能基準(zhǔn)韓國(guó)耐震性能基準(zhǔn): 韓國(guó)地震工學(xué)會(huì)韓國(guó)地震工學(xué)會(huì)- 根據(jù)重要性分為三個(gè)抗震等級(jí)- 兩個(gè)性能基準(zhǔn)兩個(gè)性能基準(zhǔn): 履行功能水準(zhǔn)、防止坍塌水準(zhǔn)- 根據(jù)平均重現(xiàn)周期分為六

49、個(gè)階段場(chǎng)地運(yùn)動(dòng)水準(zhǔn)六個(gè)階段場(chǎng)地運(yùn)動(dòng)水準(zhǔn)- 巖石、沙土、回填土等六個(gè)階段場(chǎng)地類(lèi)型六個(gè)階段場(chǎng)地類(lèi)型Copyright 2000-2003 MIDAS Information Technology Co., Ltd.評(píng)價(jià)設(shè)計(jì)地基運(yùn)動(dòng)評(píng)價(jià)設(shè)計(jì)地基運(yùn)動(dòng)Spectral Acceleration ( g )aCaC.520TTCvsT.T20=0sTPeriod (sec)avsC./CT52=設(shè)計(jì)反應(yīng)譜 (UBC-97)051015202530spectral displacement ( cm )0.00.20.40.6spectral acceleration ( g )Soil = SASoil

50、= SBSoil = SCSoil = SDSoil = SET=0.5 secT=1.0 secT=1.5 secT=2.0 secCopyright 2000-2003 MIDAS Information Technology Co., Ltd.Codes on Performance-Based Seismic Design-1U.S.A1992 SEAOC Vision 2000 委員會(huì)決定開(kāi)始開(kāi)發(fā)以性能為基準(zhǔn)的耐震設(shè)計(jì) 1989.10.17 Loma Prieta Earthquake 1994. 1.17 Northridge Earthquake 1994 NEHRP (1991

51、-NEHRP 較大幅度修改) 1994 IBCC (整合 ICBO-UBC, BOCA-NBC, SBCCI-SBC) 1995 ATC-19, 34. SEAOC: PBSE 發(fā)布報(bào)告 1996 ATC-40: Seismic Evaluation and Retrofit of Concrete Buildings 1997 FEMA-273,274 NEHRP Guideline for the Seismic Rehabilitation of Buildings NEHRP Commentary on the Guideline for the Seismic Rehabilitat

52、ion of Buildings 1997 FEMA-302,303 . 1997-NEHRP NEHRP Recommended Provisions for the Seismic Regulations for the New Buildings and Other Structures Provisions and Commentary 1999 SEAOC “Blue Book” 7th Edition Recommended Lateral Force Requirements and Commentary 2000 ICC(International Code Council)

53、“2000 International Building Code”Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Codes on Performance-Based Seismic Design-2JAPAN 1968. 5.16 Hachinohe Earthquake . 1971 修改建筑基準(zhǔn)法試行板修改建筑基準(zhǔn)法試行板 1978. 2.20 Miyagi Earthquake . 1981 即即“新耐震設(shè)計(jì)法新耐震設(shè)計(jì)法” 1995. 1.17 Hanshin Earthquake . 1998.6.12 修改建筑

54、基準(zhǔn)法修改建筑基準(zhǔn)法New Zealand NZS 3101: 1995 Concrete Structures Standard, Standards Associations of New Zealand, Wellington, 1995Eurocode 1990 Commission of the European Communities (CEC) 歐共體決定開(kāi)發(fā) . Structural Eurocode “European Committee for Standardization” CEN 1994 - European Prestandard Eurocode 8: Desi

55、gn Provisions for Earthquake Resistance of Structures NZS 4203: Code of Practice for General Structural Design and Loading for Buildings Standards Associations of New Zealand, Wellington, 1984NZSEECopyright 2000-2003 MIDAS Information Technology Co., Ltd.12th WCEEAuckland, New Zealand6th NCEESeattle

56、, Washington11th WCEEAcapulco, Mexico7th NCEEBoston, Massachusetts 11th ECEE Paris, FranceConference on Earthquake Engineering199620002002199812th ECEELondon, United KingdomCopyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Copyright 2

57、000-2003 MIDAS Information Technology Co., Ltd.Direct Displacement Based Design地震工學(xué)上的迷信和誤區(qū)地震工學(xué)上的迷信和誤區(qū) 設(shè)計(jì)和現(xiàn)實(shí)之間的矛盾設(shè)計(jì)和現(xiàn)實(shí)之間的矛盾確立以數(shù)學(xué)分析和大型實(shí)驗(yàn)研究為基礎(chǔ)的新的耐震設(shè)計(jì)理念耐震設(shè)計(jì)理念的假設(shè)和不正確性指出了設(shè)計(jì)與分析的分離的現(xiàn)象彈性反應(yīng)譜的錯(cuò)誤，對(duì)精密分析的迷信，對(duì)能量的迷信，對(duì)剪切的迷信Copyright 2000-2003 MIDAS Information Technology Co., Ltd.目前強(qiáng)度設(shè)計(jì)的問(wèn)題點(diǎn)目前強(qiáng)度設(shè)計(jì)的問(wèn)題點(diǎn)1. 需要假定固有周期2. 響

58、應(yīng)修正系數(shù)(R)對(duì)周期的依賴(lài)性3. 由位移(而不是強(qiáng)度)決定非彈性能力響應(yīng)修正系數(shù)(R)-變形延性()n位移法則： R （長(zhǎng)周期結(jié)構(gòu)）n能量法則：（長(zhǎng)周期結(jié)構(gòu)）n加速度法則：（忽略 ，周期為零）Copyright 2000-2003 MIDAS Information Technology Co., Ltd.彈性-非彈性位移比與的平均位移比Copyright 2000-2003 MIDAS Information Technology Co., Ltd.基于位移設(shè)計(jì)的概念基于位移設(shè)計(jì)的概念1. 結(jié)構(gòu)的損傷限度與變形極限狀態(tài)有關(guān)聯(lián)2. 構(gòu)件的初期強(qiáng)度只考慮了附加的重要性3. 不應(yīng)使用5%的彈性阻

59、尼比，應(yīng)該使用適合非彈性狀態(tài)的阻尼比4. 可以正確反應(yīng)預(yù)想的柔度水準(zhǔn)5. 使用位移反應(yīng)譜基于位移的設(shè)計(jì)過(guò)程基于位移的設(shè)計(jì)過(guò)程決定屈服位移y (一般選擇與y=0.005的y ）決定容許塑性位移P 容許最大位移 t = y + P - 位移延性比 sys= m /y決定有效阻尼比(5) 由相應(yīng)于有效阻尼比的位移反應(yīng)譜中決定 Teff、Keff(6) 決定需求屈服強(qiáng)度決定符合需求屈服強(qiáng)度的構(gòu)件尺寸和細(xì)部 初期強(qiáng)度: (8) 修改總位移、系統(tǒng)延性、有效阻尼比，反復(fù)迭代計(jì)算直到收斂Copyright 2000-2003 MIDAS Information Technology Co., Ltd.位移控制

60、設(shè)計(jì)例題位移控制設(shè)計(jì)例題Copyright 2000-2003 MIDAS Information Technology Co., Ltd.位移控制設(shè)計(jì)例題位移控制設(shè)計(jì)例題Copyright 2000-2003 MIDAS Information Technology Co., Ltd.位移控制設(shè)計(jì)例題位移控制設(shè)計(jì)例題Copyright 2000-2003 MIDAS Information Technology Co., Ltd.Capacity Spectrum Method5% Smooth Elastic Design SpectaPerformance PointDemand Spectru