摘要
如何科学利用旧有建筑物拆除产生的固体废弃物，以尽量减少新建建筑物对新鲜水泥、石子、河砂等材料的消耗，是实现建筑业可持续发展、发展循环经济、践行“环保、节能、减排”国家战略目标所亟待解决的内容之一。本文针对混凝土废弃物的回收利用问题，就采用大尺度废弃混凝土的圆钢管再生混合柱及其节点的力学性能进行了较系统的试验研究和计算分析，并对钢管再生混合柱的工程应用进行了初步探讨。本文的主要工作和结论如下：
1.通过36根薄壁圆钢管再生混合中长柱的轴压与偏压试验，考察了废弃混凝土取代率、钢管壁厚、荷载偏心距等因素对试件受压性能的影响。基于新、旧混凝土的组合强度，根据国内外钢管混凝土结构设计标准，对试件的受压承载力进行了计算对比。试验和分析结果发现：（1）采用25%或40%的废弃混凝土替换新混凝土后，钢管再生混合中长柱的受压承载力分别比全现浇钢管混凝土中长柱降低5.77%~9.71%和10.65%~15.63%，但前者的初始刚度、屈服性能和延性特征与后者基本相当；（2）为使钢管再生混合中长柱的计算受压承载力具有与全现浇钢管混凝土中长柱相近的安全性，可对前者计算结果乘以调整系数0.95；（3）总体来看，设计标准DBJ13-51-2003和ANSI/AISC360-05对轴压试件受压承载力的预测结果相对较好，JCJ01-89对偏压试件受压承载力的预测结果相对较好。
2.基于纤维梁单元的计算框架，在积分点截面引入随机生成和投放废弃混凝土块体的技术，建议了钢管再生混合柱受压承载力的一种随机数值分析方法，并据此编写了相应的纤维梁单元计算程序。通过程序计算结果与试验结果的对比，初步验证了该方法的有效性。运用该方法考察了柱子长径比、钢管壁厚、废弃混凝土取代率，以及新、旧混凝土强度差等参数对圆钢管再生混合柱受压承载力的影响。研究表明：（1）废弃混凝土取代率不大于40%且新、旧混凝土强度差不大于15MPa时，二者变化对再生混合柱的受压承载力影响不显著；（2）偏心距较小时，随着钢管壁厚或长径比减小，废弃混凝土不均匀分布对再生混合柱受压承载力的影响有所增大；（3）随着偏心距增加，废弃混凝土随机分布对再生混合柱受压承载力的影响呈减小趋势。
3.完成了15根试件在定常轴力和水平往复荷载作用下的拟静力试验，考察了废弃混凝土取代率、钢管壁厚、轴压比等因素对试件抗震性能的影响。基于新、旧混凝土的组合强度，根据国内外钢管混凝土结构设计标准以及基于ABAQUS的纤维梁单元数值模型，对试件的水平承载力进行了计算分析，同时还将试件的水平承载力和极限位移实测值与螺旋箍筋钢筋混凝土柱的OpenSEES计算值进行了对比。研究表明：（1）废弃混凝土取代率在0~40%之间变化对试件的初始抗侧刚度、钢管局部屈曲、极限位移、负刚度段行为、刚度退化效应、等效粘滞阻尼系数、滞回曲线形状都影响有限，但再生混合柱的水平承载力总体上比全现浇柱有所降低；（2）在钢管壁厚仅1.78mm（径厚比168.5）的情况下，轴压比0.4的再生混合柱的极限位移角可达4%，展示了良好的变形能力；（3）为使薄壁圆钢管再生混合柱的计算水平承载力具有与全现浇钢管混凝土柱相近的安全性，可对前者计算结果乘以调整系数0.95；（4）横截面积和总用钢量相同时，薄壁圆钢管再生混合柱的水平承载力大多优于螺旋箍筋柱。研究发现，薄壁圆钢管再生混合柱应用于地震区中、低轴压比情况是可行的。
4.发明了一种连接薄壁圆钢管再生混合柱与钢筋混凝土梁的加强环筋节点，开展了6个加强环筋节点和2个内加强环节点的抗震试验，考察了废弃混凝土取代率和近节点域构造参数对试件抗震性能的影响。采用ABAQUS和OpenSEES程序，分别建立了加强环筋节点的微观和宏观单元模型，对试件进行了单调和往复荷载作用下的数值模拟。研究表明：（1）废弃混凝土取代率为33.3%时，试件的破坏形态和滞回曲线形状等与全现浇试件差别很小，但前者的初始刚度比后者略低；（2）废弃混凝土在钢管内的填筑区域改变对加强环筋节点的力学性能影响有限；（3）实际工程中厚壁钢管出节点域长度可取为钢管外径的一半；（4）在设置4根加强环筋的情况下，加强环筋节点具有不低于内加强环节点的初始刚度；（5）加强环筋节点为半刚性节点，厚壁钢管厚度和加强环筋直径对节点刚度影响较大。
5.对钢管再生混合柱的可行性及实现流程进行了积极探索，完成了采用大尺度废弃混凝土的钢管再生混合柱的首例工程应用。通过2个现场浇注的足尺圆钢管再生混合柱轴压试验，验证了钢管再生混合柱的设计方法及其施工可行性。工程应用初步表明钢管再生混合柱应用于低层和多层建筑是完全可行的。
Recycling and reusing of construction and demolision waste (CDW) is capable ofcontributing to the sustainable development in construction industry, the circular economyand the national strategic goals of saving energy, reducing emissions, and protectingenviroment. A systematic research is presented in this dissertation concerning the mechanicalproperties of the circular thin-walled steel tubular columns filled with demolished concreteblocks (DCBs) and fresh concrete (FC) and novel joints connecting RC beams to suchcolumns. The enginnering applications of the proposed columns are either reported herein.The main work and conclusions are as follows:
1. Tests of36slender circular thin-walled steel tubular columns filled with DCBs and FCunder concentrically or eccentrically compressive loadings were conducted, and influences ofsome parameters (i.e., replacement ratio of DCBs, steel wall thickness, and load eccentricity)on mechanical properties of the specimens were investigated. Based on the concept ofcombined strength of the new and the old concrete, and using the domestic and foreign designcodes, compressive strengths of the specimens were compared with the test results. It can beseen that:(1) when25%or40%of the new concrete were replaced by the demolishedconcrete, the compressive strengths of the specimens filled with DCBs and FC were,respectively,5.77%~9.71%and10.65%~15.63%lower than those filled with FC alone, butthe initial stiffness, yield behavior and ductile performance of the former were similar to thelatter;(2) to ensure that the safety margin of the calculated compressive strength for columnsfilled with DCBs and FC is similar to those filled with FC alone, an adjusting factor of0.95issuggested; and (3) overall DBJ13-51-2003and ANSI/AISC360-05provid better predictionsfor axially loaded specimens and eccentrically loaded specimens, respectively.
2. Based on the framework of fiber beam element model, a stochastic numerical method,applicable to analyzing compressive strength of circular steel tubular columns filled withDCBs and FC, was proposed by introducing the technique of generating random particles (i.e.a representation of DCBs) and then placing them randomly in the sections on integrationpoints of a fiber beam element. A computer program in accordance with the proposed method was implemented. The validity of the proposed method was prelimilarily verified bycomparing the numerical results with the test results. By using this method, the effects ofsome parameters, including length-to-diameter ratio, steel wall thickness, replacement ratio ofDCBs, and strength difference of the new and the old concrete, on the compressive strength ofthe columns studied are clarified. The findings show that:(1) in the case that the replacementratio of DCBs and the strength difference of the new and the old concrete are, respectively,not larger than40%and15MPa, these two factors have insignificant effects on thecompressive strength of the columns studied;(2) when the eccentricity is smaller, theinfluence of the non-uniform distribution of DCBs on the compressive strength of thecolumns studied increases with an decrease of the steel wall thickness or thelength-to-diameter ratio; and (3) the effect of the non-uniform distribution of DCBs on thecompressive strength of the columns studied decreases with increasing the eccentricity.
3. Tests of fifteen circular thin-walled steel tubular columns filled with DCBs and FCunder constant axial load and cyclic load reversals were conducted, and influences of someparameters (i.e., replacement ratio of demolished concrete, steel wall thickness, and axial loadratio) on seismic behaviors of the specimens were investigated. Using the domestic andforeign design provisions and the fiber beam element model based on ABAQUS, lateralstrengths of the specimens were calculated and compared with the test results. In addition, themeasured lateral strengths and ultimate displacements of the specimens were compared withthe numerical results generated by OpenSEES for circular concrete columns reinforced withspiral and longitudinal reinforcements. Research findings indicate that:(1) the influences ofthe replacement ratio of demolished concrete within a range of0~40%on the specimens’initial lateral stiffness, local buckling of steel tube, ultimate displacement, post-peak behavior,stiffness degradation, equivalent viscous damping coefficient, and shape of hysteretic curveare all limited, but the lateral strengths of the specimens filled with DCBs and FC aregenerally lower than those filled with FC alone;(2) in the case that the thickness of steel tubeis only1.78mm (i.e., diameter-to-thickness ratio=168.5), the ultimate drift ratio of aspecimen filled with DCBs and FC with an axial load ratio of0.4can reach4%, showing good deformation capacity;(3) to ensure that the safety margin of the calculated lateralstrength for columns filled with DCBs and FC is similar to those filled with FC alone, anadjusting factor of0.95is suggested; and (4) with equivalent sectional area and steel ratio, thelateral strengths of the circular thin-walled steel tubular columns filled with DCBs and FC arelargely higher than those of the spirally reinforced concrete columns.
4. A through-column-type joint, connecting RC beam to thin-walled circular steel tubularcolumn filled with DCBs and FC, is proposed herein. Seismic tests of8joints with stiffeningrings (JSR) and2joints with internal diagrams (JID) were conducted. The influences of boththe replacement ratio of DCBs and the local details adjacent to panel zone on seismicperformances of the specimens were investigated. The microelement and macroelementmodeling through ABAQUS and OpenSEES were, respectively, utilized to simulate themonotonic and cyclic behaviors of the JSR specimens. It is found that:(1) the failure modeand profile of hysteretic curve of the specimen with33.3%replacement ratio of DCBs aresimilar to those of the specimen with FC alone, while the initial stiffness of the former isslightly lower than the latter;(2) the mechanical properties of the specimens are not sensitiveto the filling zone of DCBs in the tube;(3) the protruded length of the thick tube out of thepanel zone is suggested to be a half of the tube outer diameter;(4) the initial stiffness of theJSR specimen with4stiffening rings is comparable to that of the JID specimen; and (5) as asemi-rigid connection, the moment stiffness of the JSR specimen is significantly influencedby the thickness of the thick tube and the diameter of the stiffening rings.
5. The feasibility and implementation process of the steel tubular columns filled withDCBs and FC was positively explored. The first application of such columns was achieved.Through two axial tests of full-scale, field-cast circular steel tubular columns filled withDCBs and FC, design method and construction workbility of the proposed columns wereexamined and verified. The actural applications preliminarily showed that the steel tubularcolumns filled with DCBs and FC are feasible and dependable in low-and mid-rise buildings.
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