【摘要】：配筋砌塊砌體柱已被納入到2002版砌體結構設計規(guī)范,經(jīng)過幾年的應用,積累了很多經(jīng)驗,也發(fā)現(xiàn)存在一些問題：(1)配筋砌塊砌體柱軸心受壓承載力計算方法在引入時基本套用了無筋砌體的模式,試驗數(shù)據(jù)僅作為驗證性,缺乏理論依據(jù)；偏心受壓承載力計算方法目前還沒有給出；(2)規(guī)范對構件長細比限值的規(guī)定套用了國際標準(IS09652-3)長細比β=30的要求,沒有考慮長短柱、細長柱的劃分；(3)偏心率限值尚未明確,構造設計要求等也有待完善。2007年國家砌體結構設計規(guī)范修編組針對02版規(guī)范的修訂,召開成立暨第一次工作會議,明確將上述問題列入規(guī)范修訂重點及主要內(nèi)容；為此,針對規(guī)范修訂大綱及上述需解決的問題,本文做了如下主要工作： (1)研究配筋砌塊砌體短柱軸心受壓性能。通過8組18根配筋砌塊砌體柱的軸壓試驗,對其受力性能和破壞特征等進行了研究,對比分析了配筋率對柱抗壓性能的影響,提出了最大配筋率限值建議值,并對改變孔洞內(nèi)放置鋼筋數(shù)量、縮小箍筋間距、改變箍筋擺放位置對配筋砌塊砌體柱抗壓性能的影響進行了研究。將柱極限承載力規(guī)范公式計算值與試驗結果進行了對比分析,驗證了規(guī)范計算式的準確性與適用性。 (2)研究配筋砌塊砌體短柱偏心受壓性能。通過5組13根配筋砌塊砌體短柱的偏壓試驗,對其受力性能和破壞特征等進行了研究,對比分析了偏心率對柱抗壓性能的影響,提出了最大偏心率限值建議值；并基于配筋砌體受壓構件承載力計算方法的基本假定與模式,在試驗研究和理論分析的基礎上,通過引入偏心距影響系數(shù)建立了配筋砌塊砌體短柱極限承載力計算式。 (3)研究配筋砌塊砌體長柱偏心受壓性能。通過8組16根配筋砌塊砌體柱的偏壓試驗,對其受力性能和破壞特征等進行了研究,提出長短柱的劃分界限,并基于配筋砌體受壓構件承載力計算方法的基本假定與模式,在試驗研究和理論分析的基礎上,通過引入綜合考慮長細比與偏心率影響的系數(shù)建立了配筋砌塊砌體長柱極限承載力計算式；對軸向力產(chǎn)生的附加偏心距進行了計算分析,提出了附加偏心距計算式。 (4)對砌塊砌體的本構關系進行了探討與研究,評述了國內(nèi)外現(xiàn)有砌體本構關系研究成果,在砌體結構較為成熟的本構關系模型基礎上,結合試驗結果,提出了適用于灌芯砌塊砌體的本構關系計算式。應用ANSYS有限元分析軟件對配筋砌塊砌體長柱進行數(shù)值模擬,將試驗數(shù)據(jù)與數(shù)值計算結果進行對比,驗證了利用非線性有限元方法對配筋砌塊砌體長柱進行數(shù)值模擬的正確性。
[Abstract]:Reinforced block columns have been included in the 2002 edition of masonry structure design code, after several years of application, accumulated a lot of experience, It is also found that there are some problems: (1) the calculation method of axial compressive capacity of reinforced block columns is based on the model of non-reinforced masonry when introduced, and the experimental data are only used as confirmations and lack of theoretical basis; The calculation method of eccentrically compressive bearing capacity has not been given at present. (2) the criterion for the limit value of the slenderness ratio of members is applied to the international standard (IS09652-3) with the requirement of 尾 = 30, without considering the division of long and short columns and slender columns; (3) the eccentricity limit has not yet been clearly defined, and the requirements for structural design have yet to be perfected. In 2007, the National Code for the Design of masonry structures was revised in accordance with the 2002 edition of the Code, and the establishment and the first working meeting were held. Explicitly include the above-mentioned issues in the focus and main content of the revision of the norms; The main work of this paper is as follows: (1) the axial compression behavior of reinforced block masonry short columns is studied. Based on the axial compression test of 18 reinforced block columns in 8 groups, the mechanical properties and failure characteristics of the columns are studied. The influence of reinforcement ratio on the compressive behavior of columns is compared and analyzed, and the recommended value of maximum reinforcement ratio limit value is put forward. The effects of changing the number of steel bars placed in the holes, reducing the spacing of stirrups and changing the placement position of stirrups on the compressive behavior of reinforced block columns were studied. The accuracy and applicability of the code formula for the ultimate bearing capacity of columns are verified by comparing and analyzing the calculated values of the code formula with the test results. (2) the eccentric compression behavior of reinforced block masonry short columns is studied. Based on the biasing test of 13 reinforced block masonry short columns in 5 groups, the mechanical properties and failure characteristics of the columns are studied. The influence of eccentricity on the compressive performance of columns is compared and analyzed, and the proposed value of maximum eccentricity limit is put forward. Based on the basic assumptions and models of the calculation method for the bearing capacity of reinforced masonry members under compression, and on the basis of experimental research and theoretical analysis, a formula for calculating the ultimate bearing capacity of reinforced block masonry short columns is established by introducing eccentricity influence coefficient. (3) the eccentric compression behavior of reinforced block masonry columns is studied. Based on the biasing test of 16 reinforced block columns in 8 groups, the mechanical behavior and failure characteristics of the columns are studied, and the dividing limits of the long and short columns are put forward. Based on the basic assumptions and models of the calculation method for the bearing capacity of the compressive members of reinforced masonry, On the basis of experimental research and theoretical analysis, a formula for calculating the ultimate bearing capacity of reinforced block masonry long columns is established by introducing the coefficient considering the effect of slenderness ratio and eccentricity. The additional eccentricity caused by axial force is calculated and analyzed, and the formula for calculating additional eccentricity is put forward. (4) the constitutive relation of block masonry is discussed and studied, and the existing research results of constitutive relation of masonry at home and abroad are reviewed. On the basis of the mature constitutive relation model of masonry structure, combined with the test results, The calculation formula of constitutive relation suitable for pouring core block masonry is put forward. The numerical simulation of reinforced block masonry long columns is carried out by using ANSYS finite element analysis software. The experimental data are compared with the numerical results, and the correctness of the numerical simulation of reinforced block masonry long columns by nonlinear finite element method is verified.
【學位授予單位】：大連理工大學
【學位級別】：博士
【學位授予年份】：2013
【分類號】：TU365

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