纖維增強(qiáng)混凝土剪力墻雙參數(shù)地震損傷模型研究*
寇佳亮1，梁興文2，鄧明科2，顧小睿3
- 摘 要
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（1 西安理工大學(xué)土木建筑工程學(xué)院，西安 710048; 2 西安建筑科技大學(xué)土木工程學(xué)院， 西安 710055；3 中科院建筑設(shè)計(jì)研究院有限公司，西安 710065）［摘要］以4個(gè)纖維增強(qiáng)混凝土剪力墻試件在低固往復(fù)荷載作用下的抗震性能試驗(yàn)為基礎(chǔ)，充分考慮纖維增強(qiáng)混凝土良好的延性和抗剪性能以及水平荷載對(duì)試件累積損傷的影響，提出了纖維增強(qiáng)混凝土剪力墻雙參數(shù)地震損傷模型。通過(guò)與試驗(yàn)結(jié)果對(duì)比，發(fā)現(xiàn)該模型能較好地反映纖維增強(qiáng)混凝土剪力墻的受力機(jī)理和破壞模式。在此基礎(chǔ)上，采用試驗(yàn)過(guò)程和損傷指數(shù)相結(jié)合的方法，研究了影響纖維增強(qiáng)混凝土剪力墻損傷性能的主要因素，包括軸壓比、箍筋體積配箍率和纖維增強(qiáng)混凝土區(qū)高度，并給出其損傷過(guò)程各個(gè)階段損傷指數(shù)所對(duì)應(yīng)的試驗(yàn)現(xiàn)象，為從宏觀試驗(yàn)現(xiàn)象得出結(jié)構(gòu)損傷程度提供了便利條件。［關(guān)鍵詞］纖維增強(qiáng)混凝土剪力墻; 雙參數(shù)地震損傷模型; 損傷指數(shù); 損傷演化分析; 參數(shù)分析中圖分類號(hào)：TU377.9+4,TU311.4 文獻(xiàn)標(biāo)識(shí)碼：A 文章編號(hào)：1002-848X(2014)19-0087-05Study on dual parameter seismic damage model of fiber reinforced concrete shearwallsKou Jialiang1, Liang Xingwen2, Deng Mingke2, Gu Xiaorui3(1 School of Civil Engineering and Architecture, Xi′an University of Technology, Xi′an 710048, China; 2 School of Civil Engineering, Xi′an University of Architecture and Technology, Xi′an 710055, China; 3 Institute of Architecture Design and Research, Chinese Academy of Sciences, Xi′an 710065, China)Abstract:Based on the seismic performance experiments on four fiber reinforced concrete(FRC) shearwall specimens under low cyclic loading, the dual parameter seismic damage model was proposed considering the well ductility and shear performance of FRC and the effects of horizontal loading on cumulative damage of the specimen. The comparison of the calculated and the experimental results reveal that the dual parameter seismic damage model can well reflect the stress mechanism and failure mode of FRC shearwalls. The method combining the test process and damage index was adopted, and main factors that influenced damage performance of FRC shearwalls were studied, including axial compression ratio, stirrup volumn ratio and height of FRC. Meanwhile, the corresponding experimental phenomena of damage indexs at the different stages during the entire loading process were derived, providing convenient conditions for getting structure damage degree from macroscopic phenomena.Keywords: fiber reinforced concrete shearwall; dual parameter seismic damage model; damage index; damage evolution analysis; parameter analysis*國(guó)家自然科學(xué)基金項(xiàng)目(51408487，51278402，51078305，50908187)，陜西省自然科學(xué)基金項(xiàng)目(2014JQ7292)，西安理工大基礎(chǔ)研究基金(118-211206,118-211403)，中國(guó)博士后第56批面上基金資助項(xiàng)目，陜西省教育廳專項(xiàng)科學(xué)研究計(jì)劃項(xiàng)目（14JK1516）。作者簡(jiǎn)介：寇佳亮，博士，講師，Email:jialiangkou0918@163.com。參考文獻(xiàn)［1］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.［2］鄧明科，寇佳亮，梁興文,等. 延性纖維混凝土剪力墻抗震性能試驗(yàn)研究［J］. 工程力學(xué), 2014, 31(7): 170-177.［3］Applied Technology Council. Database damage evaluation data for California［R］. Redwood City: Applied Technology Council, 1985：1-3.［4］Applied Technology Council. Earthquake damage evaluation data for California［R］. Redwood City: Applied Technology Council, 1985：5-8.［5］STEPHEN A MAHIN, VITEMLO V. Bertero. An evaluation of inelastic scismic design spectra ［J］. Journal of Structural Engineering, ASCE, 1981, 107(9): 1777-1795.［6］DAVID DARWIN, CHARLES K NMAI. Energy dissipation in RC beams under cyclic load ［J］. Journal of Structural Engineering, ASCE, 1986, 112(8): 1829-1846.［7］YOUNG-JI PARK, ALFREDO H S ANG, YI KWEN WEN. Seismic damage analysis of reinforced concrete buildings［J］.Journal of Structural Engineering, ASCE,1985, 111(4): 740-757.［8］何利,葉獻(xiàn)國(guó). Kratzig及Park-Ang損傷指數(shù)模型比較研究［J］.土木工程學(xué)報(bào), 2010, 43(12):1-6.［9］梁興文，鄧明科，張興虎，等. 高性能混凝土剪力墻性能設(shè)計(jì)理論的試驗(yàn)研究［J］. 建筑結(jié)構(gòu)學(xué)報(bào)，2007，28(5)：80-87.［10］梁興文，辛力，鄧明科，等. 高強(qiáng)混凝土剪力墻抗震性能及其性能指標(biāo)試驗(yàn)研究［J］. 土木工程學(xué)報(bào)，2010，43(11)：37-45.［11］梁興文,楊鵬輝,崔曉玲,等. 帶端柱高強(qiáng)混凝土剪力墻抗震性能試驗(yàn)研究［J］.建筑結(jié)構(gòu)學(xué)報(bào), 2010, 31(1):23-32.［12］梁興文,白亮,楊紅樓,等. 型鋼高性能混凝土剪力墻抗震性能試驗(yàn)研究［J］.工程力學(xué),2010, 27(10):131-138.［13］梁興文,馬愷澤,李菲菲,等. 型鋼高強(qiáng)混凝土剪力墻抗震性能試驗(yàn)研究［J］. 建筑結(jié)構(gòu)學(xué)報(bào), 2011, 32(6)：68-75.
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