MDOF系統(tǒng)構(gòu)件地震能量反應(yīng)研究
常磊1,2
- 摘 要
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(1 廣州容柏生建筑結(jié)構(gòu)設(shè)計(jì)事務(wù)所， 廣州 510170; 2 合肥工業(yè)大學(xué)土木與水利工程學(xué)院， 合肥 230009)［摘要］基于有限元理論推導(dǎo)結(jié)構(gòu)能量方程，提出構(gòu)件能量反應(yīng)的不平衡性。在地震動(dòng)作用下，由于能量的往復(fù)傳遞，結(jié)構(gòu)內(nèi)部任何構(gòu)件的能量反應(yīng)幾乎時(shí)刻均是不平衡的。構(gòu)件的彈性行為是能量在構(gòu)件間傳遞的途徑和保障，而其塑性行為則是能量得以耗散的原因，據(jù)此定義吸能及耗能構(gòu)件。通過(guò)不同場(chǎng)地條件記錄、對(duì)不同剪切型多自由度體系展開(kāi)的彈塑性時(shí)程反應(yīng)統(tǒng)計(jì)分析，研究構(gòu)件能量反應(yīng)分布及傳遞特征。結(jié)果表明：剛度分布對(duì)結(jié)構(gòu)耗能分布影響最大，即便是等屈服強(qiáng)度系數(shù)分布模型，底層最薄弱，耗能也最集中；構(gòu)件的吸能及耗能特征與構(gòu)件質(zhì)量、結(jié)構(gòu)剛度的分布關(guān)系密切，而滯回模型的選取及不同場(chǎng)地條件下的記錄輸入對(duì)構(gòu)件能量反應(yīng)分布的影響不大。［關(guān)鍵詞］能量方程; 滯回耗能分布特征; 滯回模型; 彈塑性時(shí)程分析; 構(gòu)件能量不平衡性中圖分類號(hào)：P315.3+1， TU311.3 文獻(xiàn)標(biāo)識(shí)碼：A 文章編號(hào)：1002-848X(2013)21-0078-08Research on component-based seismic energy response of MDOF systemChang Lei1,2(1 RBS Architectural Engineering Design Associates, Guangzhou 510170, China; 2 School of Civil and Hydraulic Engineering, Hefei University of Technology, Hefei 230009, China)Abstract: Structure’s energy equation was derived based on finite element method, with the component-based energy imbalance energy proposed. As energy transfers constantly under earthquake excitation, almost at any time any structural component has imbalanced energy response. The component’s elasticity ensures energy’s transferring while its plasticity renders energy’s dissipation, thus, the energy-producing and the energy-absorbing components were defined conceptually. Statistical analyses of the component-based energy’s distribution and energy’s transferring were carried out on the layered shear multi-degree of freedom (abbr. MDOF) system with its properties and input record’s site condition considered. The results show that: stiffness’ distribution of the MDOF system has the greatest influence on its energy distribution, and the bottom layer is the weakest where energy concentration happens, even to the equal yield strength coefficient model; component’s character of energy-producing or energy-absorbing highly depends on the component’s mass and system’s stiffness distribution, while selection of the hysteretic model and the input record’s site condition has little influence.Keywords: energy equation; hysteretic energy distribution; hysteretic model; elasto-plastic time history analysis; component-based imbalance energy response作者簡(jiǎn)介：常磊，博士，工程師，Email: changlei1218@163.com。參考文獻(xiàn)［1］HOUSNER G W. Limit Design of Structures to Resist Earthquakes［C］//1st World Conference Earthquake Engineering, Berkeley, CA. EERI, 1956: 1-13.［2］MANFREDI GAETANO. Evaluation of seismic energy demand［J］. Earthquake Engineering & Structural Dynamics, 2001, 30(4): 485-499.［3］KUNNATH S K，CHAI Y H. Cumulative damage-based inelastic cyclic demand spectrum［J］. Earthquake Engineering & Structural Dynamics,2004,33(4):499-520.［4］ARROYO DANNY，ORDAZ MARIO. On the estimation of hysteretic energy demands for SDOF systems［J］. Earthquake Engineering & Structural Dynamics, 2007, 36（15）: 2365-2382.［5］程光煜，葉列平.彈性SDOF系統(tǒng)的地震輸入能量譜［J］.工程抗震與加固改造，2006，28(5)：1-8.［6］程光煜，葉列平.彈塑性SDOF系統(tǒng)的地震輸入能量譜［J］.工程力學(xué)，2008，25(2)：28-39.［7］周云，樂(lè)登，鄧雪松.設(shè)計(jì)用地震動(dòng)總輸入能量譜研究［J］.工程抗震與加固改造，2008，30(5)：1-7.［8］滕軍，董志君，容柏生，等.彈性單自由度體系能量反應(yīng)譜研究［J］.建筑結(jié)構(gòu)學(xué)報(bào)，2009，30(S1)：129-133.［9］葉獻(xiàn)國(guó).建筑結(jié)構(gòu)彈塑性地震反應(yīng)中的能量表達(dá)及應(yīng)用［J］.合肥工業(yè)大學(xué)學(xué)報(bào)：自然科學(xué)版，1998，21(5)： 9-16.［10］程光煜，葉列平.彈塑性MDOF系統(tǒng)地震輸入能量研究［J］.工程抗震與加固改造，2007，29(6)：29-35.［11］PRASANTH THOLEN,GHOSH SIDDHARTHA,COLLINS KEVIN R. Estimation of hysteretic energy demand using concepts of modal pushover analysis［J］. Earthquake Engineering & Structural Dynamics, 2008, 37(6): 975-990.［12］BENAVENT CLIMENT A，ZAHRAN R. An energy-based procedure for the assessment of seismic capacity of existing frames: Application to RC wide beam systems in Spain［J］. Soil Dynamics and Earthquake Engineering, 2010, 30(5): 354-367.［13］李寧，翟長(zhǎng)海，謝禮立.基于能量的模態(tài)pushover分析方法［J］.建筑結(jié)構(gòu)學(xué)報(bào)，2009，30(6)：101-106.［14］BATHE KLAUS-JURGEN. Finite element procedures［M］. New Jersey: Prentice-Hall Inc., 1996.［15］MAHIN S A，BERTERO V V. Nonlinear seismic response of a coupled wall system［J］. Journal of the Structural Division, ASCE, 1976, 102(9): 1759-1980.［16］MIRANDA EDUARDO，RUIZ-GARCIA JORGE. Influence of stiffness degradation on strength demands of structures built on soft soil sites［J］. Engineering Structures, 2002, 24(10): 1271-1281.［17］KUNNATH SASHI K, REINHORN ANDREI M，PARK YOUNG J. Analytical modeling of inelastic seismic response of RC structures［J］. Journal of Structural Engineering, 1990, 116(4): 996-1017.［18］常磊，葉獻(xiàn)國(guó)，李康寧.高層混凝土基礎(chǔ)隔震結(jié)構(gòu)的損傷與耗能評(píng)價(jià)［J］.土木工程學(xué)報(bào)，2010，34(9)：22-31.［19］GB 50011—2010 建筑抗震設(shè)計(jì)規(guī)范［S］. 北京：中國(guó)建筑工業(yè)出版社，2010.
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