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现浇无粘结预应力混凝土蜂巢式空心楼盖静力性能的参数影响分析及设计方法

发布时间:2019-04-07 16:17
【摘要】:目前,普通的实心楼盖及空心楼盖已无法满足更大跨度及对抗裂性能要求高的建筑。预应力混凝土蜂巢式空心楼盖将预应力技术和空心楼盖技术相结合,适用于跨度更大的建筑,同时蜂巢式的芯模避免了筒芯芯模两向刚度差异的存在。近年来,人们对这种楼盖的研究多处于正常使用阶段,其设计多采用弹性理论方法,安全储备偏大,降低了楼盖的经济性能。因此,为更合理地利用预应力混凝土蜂巢式空心楼盖,有必要对其进行进一步的研究。本文首先以现有的试验作为参照,应用ABAQUS有限元软件对蜂巢式空心楼盖和无粘结预应力单向空心板进行模拟,验证有限元模型的准确性。在此基础上,通过改变预应力钢筋与混凝土的粘结方式、非预应力钢筋的配筋率、肋间距、肋宽度、跨高比、底板厚度、顶板厚度,研究这些参数的改变对预应力空心楼盖受力性能与变形性能的影响。有限元分析结果表明,有粘结预应力板的承载能力要大于无粘结预应力板。设计时,在合理配筋率范围内,改变非预应力钢筋配筋率以改变钢筋直径的方法为优,非预应力钢筋的配筋率取为0.6%~0.7%最佳;肋间距设置不宜大于1000mm,以500mm~800mm为最佳;肋宽度的取值以60mm~80mm为宜;跨高比40~42左右为宜;若对建筑抗裂性能要求高,则顶板厚度的取值不宜大于底板;顶板与底板厚度的差值不宜超过30mm;为方便设计与施工,可将顶板和底板取为相同厚度,厚度在60mm~80mm为宜。其次,对于目前普遍使用的边支承双向楼盖,以一块15m×15m的预应力空心双向楼盖为例,分别将单位宽度的板带等效为工字形截面与矩形截面,根据现有的普通实心双向板分析理论,分别采用弹性分析方法及修正的塑性铰线法进行正常使用极限状态下的内力计算、挠度验算与极限承载力计算,并借助ABAQUS有限元软件进行模拟验证。结果表明:对楼盖进行设计时,采用修正的塑性铰线法计算的内力与有限元结果更为接近,计算时单位宽度的板带等效为工字形截面最佳;对极限承载力的计算,采用规范的弹性方法计算时宜等效为矩形截面,采用本文的塑性方法计算时宜等效为工字形截面;楼盖处于弹性状态下的挠度验算宜等效为矩形截面并按经验系数法计算。
[Abstract]:At present, ordinary solid floor and hollow floor can not meet the requirements of larger span and crack resistance. The pre-stressed concrete honeycomb hollow floor combines the prestress technology with the hollow floor technology, which is suitable for the buildings with larger span, and the honeycomb-type mandrel avoids the difference of the two-way stiffness of the cylindrical core mould. In recent years, the research of this kind of floor is in the normal use stage, its design mostly adopts the elastic theory method, the safety reserve is too large, which reduces the economic performance of the floor. Therefore, in order to make more reasonable use of prestressed concrete honeycomb hollow floor, it is necessary to study it further. In this paper, the ABAQUS finite element software is used to simulate the honeycomb hollow floor and unbonded prestressed unidirectional hollow slab in order to verify the accuracy of the finite element model. On this basis, by changing the bond between prestressed steel bar and concrete, the reinforcement ratio, rib spacing, rib width, span-height ratio, floor thickness and roof thickness of non-prestressed steel bar, The influence of these parameters on the mechanical and deformation properties of prestressed hollow floor is studied. The results of finite element analysis show that the bearing capacity of bonded pre-stressed slabs is greater than that of unbonded prestressed slabs. In the design, in the range of reasonable reinforcement ratio, changing the reinforcement ratio of non-prestressed steel bar is the best way to change the steel bar diameter, and the reinforcement ratio of non-prestressed steel bar is 0.6% / 0.7%. The setting of rib spacing should not be more than 1000mm, and 500mm~800mm is the best; the value of rib width is 60mm~80mm; the ratio of span to height is about 40? 42. If the requirement for building crack resistance is high, the thickness of roof should not be greater than that of floor. The difference between the thickness of roof and floor should not exceed 30mm, for the convenience of design and construction, the thickness of roof and floor can be taken as the same thickness, and the thickness is appropriate in 60mm~80mm. Secondly, taking a prestressed hollow double-direction floor with 15m 脳 15m as an example, the strip with unit width is equivalent to I-shaped section and rectangular section, respectively, for the two-way floor which is widely used at present. According to the existing theory of common solid two-way plate analysis, the elastic analysis method and the modified plastic hinge method are used to calculate the internal force, deflection check and ultimate bearing capacity under the normal service limit state, respectively. And with the help of ABAQUS finite element software to carry on the simulation verification. The results show that the internal force calculated by the modified plastic hinge method is more close to the finite element result when designing the floor, and the plate strip with unit width is the best I-shaped section in the calculation. For the calculation of ultimate bearing capacity, the standard elastic method is used to calculate the rectangular section and the plastic method is used to calculate the I-shaped section. The deflection of the floor in elastic state is equivalent to rectangular section and calculated by empirical coefficient method.
【学位授予单位】:广西大学
【学位级别】:硕士
【学位授予年份】:2017
【分类号】:TU378

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