探析异形柱结构设计.doc
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1、 探析异形柱结构设计摘要:本文详细阐述了异形柱框架的受力特点,对设计实际工程中异形柱结构的分析计算、构造措施等方面进行了探讨,并给出成功的工程设计实例。Abstract: this paper expounds on the loading characteristics of special-shaped column frame, the design of special-shaped column structure in practical engineering analysis and calculation, construction measures and so on ar
2、e discussed in this paper, and successful engineering design example is given.关键词:异形柱;框架Key words: special-shaped columns; The framework1前言1 introduction近年来,异形柱框架或异形柱框架一剪力墙结构作为一种全新的结构形式广泛用于小高层住宅建筑中,相对于传统的短肢剪力墙或框架结构,能更好的满足建筑需求且造价略有降低,因此具有更好的经济效益和社会效益。该结构形式一般指同层内异形柱数量超过柱总数量10的框架或框架剪力墙结构,适用抗震设防烈度为6度或7度
3、的地区。In recent years, special-shaped column frame or special-shaped columns frame shear wall structure as a new kind of structure widely used in small high-rise residential buildings, compared with the traditional short limb shear wall and frame structure, can better meet the construction demand and
4、cost is slightly reduced, therefore has better economic and social benefits. Within the structure generally refers to namely special-shaped column more than 10% of the total number or frame shear wall structure, the framework of applicable seismic fortification intensity is 6 or 7 degrees.2受力特点2 mec
5、hanical characteristics异形柱是指柱截面摈弃了惯用的矩形柱,而采用多个小墙肢的组合截面柱子,由剪力墙演变而来。柱肢截面中各肢高厚比不大于4,常用的有L形、T形和十形,亦有采用Z形。柱肢宽度一般使用与墙体相同的厚度,一般为200250mm,不大于300mm。肢长较大,规程规定不小于500mm,一般为600800。除此之外,不等肢异形柱肢高比一般不超过1.6,各肢截面厚度不能相差过大。Special-shaped columns is refers to the column section away from the conventional rectangular col
6、umn, and use multiple small wall limb combination section columns, the shear wall. Column leg section high thickness ratio is not greater than 4 in each limb, commonly used is l-shaped, t-shaped and ten shape, also have use Z. Column limb width generally use the same as the wall thickness, average f
7、or 200 250 mm, no greater than 300 mm. Limb length is larger, rules regulation is not less than 500 mm, generally is 600 600. Besides, ranging from limb special-shaped column limb ratio is generally not more than 1.6, the leg section thickness can not differ too much.虽然异形柱由剪力墙演变而来,但由于柱截面本身的特殊性,异形柱结构
8、的受力特点既不同于剪力墙结构,也与普通框架相差很大,具有自己的独特性,在荷载作用的结构反应更加复杂。国内外大量的试验资料和理论分析证明,异形柱的破坏形态有:弯曲破坏、小偏压破坏、剪压破坏等,影响破坏形态的因素主要有:荷载角、轴压比、剪跨比、配箍率等。Although special-shaped columns composed of shear wall has evolved, but due to the particularity of the column section itself, the load-bearing characteristics of the special-
9、shaped columns is different in shear wall structure, and general framework also vary widely, has its own uniqueness, the load of the structure response is much more complicated. At home and abroad a large number of experimental data and theoretical analysis prove that the damage form of special-shap
10、ed columns are: bending failure, small bias damage and shear damage, etc., are the major factors influence the failure pattern, loading Angle, axial compression ratio, shear span ratio, stirrup ratio and so on.21整体计算分析2.1 overall calculation and analysis异形柱的存在和不同的布置对结构整个抗侧力刚度影响很大,总体来讲相对于同样布置的同截面矩形柱结
11、构,异形柱结构的整体性要好,刚度略由增强;而单结构形式来讲,异形柱结构的刚度介于普通框架和框架剪力墙之间。文献2对8度区6层住宅分别采用矩形柱和异形柱框架进行设计,然后分别采用SATWE和CRSC程序对比分析,结果表明在地震作用下异形柱结构的底部剪力要比矩形柱框架结构大1626左右,各层柱的平均剪力和节点剪力也比矩形柱框架大很多。异形柱结构的受力特点介于普通框架柱和剪力墙之间,结构的抗震性能比较差,在内力分析计算时,既不能完全按普通框架柱,也不能完全照搬短肢剪力墙。The existence of the special-shaped columns and different arrange
12、ment of great influence on the whole stiffness to resist lateral force structure, in general compared to the same arrangement with the cross section of the rectangular column structure, special-shaped column structure integrity is better, slightly by enhancing stiffness; And single structure, specia
13、l-shaped column structure stiffness between ordinary frame and shear wall frame. Literature 2, respectively for 8 degrees area - 6 layer housing design and special-shaped column frame with rectangular column, and then respectively by using SATWE and CRSC program comparison and analysis, results show
14、 that the structure with special-shaped columns under seismic action at the bottom of the shear force is about 16% 26% larger than the rectangular column frame structure, the average shear shear and node of each column is a lot larger than the rectangular column frame. Special-shaped column structur
15、e of mechanical characteristics between ordinary frame column and shear wall, the structures seismic performance is poor, the internal force analysis and calculation, neither completely according to the common frame column, also can not completely copy the short limb shear wall.根据规范要求,对于矩形柱结构,当无斜向抗侧
16、力构件时,结构设计的地震作用方向一般取工程纵横轴方向,即0和90以此来求得地震作用下的结构内力,正截面承载力两个方向分别按单偏压计算配筋,其承载力基本上可以包络地震作用沿其他方向的情况。但对于异形柱,由于截面惯性矩沿不同方向差别很大,地震作用下柱受力的最不利方向不一定0或90,也就是说仅沿该两个方向计算的正截面配筋并不能完全包络地震作用沿其他方向时的情况,尤其在高烈度地区体现得更显著。对此,规程强制规定,7度及以上时地震作用尚应对与主轴成45方向进行补充验算。According to specification requirement, the rectangular column struc
17、ture, when no oblique component to resist lateral force, structure design of the seismic action direction generally take engineering vertical and horizontal axis direction, namely 0 and 90 to obtain structural internal force under earthquake action, normal section bearing capacity of two directions
18、respectively by single bias of reinforcement calculation, its bearing capacity can be basically envelope along other direction seismic action. But for special-shaped columns, as a result of section moment of inertia along different direction difference is very big, the earthquake under the action co
19、lumn stress does not necessarily the most unfavorable direction 0 or 90 , that is to say, only along the direction of the two calculating the normal section of reinforced not completely enveloping along the other direction seismic action, especially in high intensity areas is more prominent. To this
20、, discipline mandatory regulation, 7 degrees and above the seismic action is still coping with the spindle on supplement 45 direction.考虑到受力后异形柱结构反应复杂,抗震性能不好,为符合“三水准两阶段”的抗震设计思路,地震作用计算后梁柱的内力调整都相对要求更严格些。对此,目前国内通用的结构设计软件PKPM并没有体现出来,虽然可以建立异形柱的模型,但尚未增加异形柱这种结构形式。其内部的内力调整和截面配筋计算仍然按照矩形柱或者短肢剪力墙的模式进行的,这难免会带来误差
21、,有时可能相差甚远。天津大学开发的异形柱设计软件CRSC尚未普及。Considering the complicated mechanical structure with special-shaped columns after response, seismic performance is not good, to meet the three levels and two stage seismic design train of thought, after the earthquake action calculation beam internal force adjustmen
22、t are relative requirements more strict. To this, the current domestic general structure design software PKPM is not reflected, while it is possible to establish models of special-shaped columns, but not yet increase form the structure with special-shaped columns. Its internal internal force adjustm
23、ent and calculation of steel is still in accordance with the rectangular column or short limb shear wall model, this will inevitably bring error, sometimes may be far. Special-shaped columns design software developed by tianjin university CRSC hasnt been widespread.目前很多设计都是把异形柱作为短肢剪力墙,按短肢剪力墙结构利用PKPM
24、等空间软件进行分析设计,误差大在所难免。相对精确的设计方法是:假设梁柱节点与普通框架梁柱节点相同,按等主轴刚度及等截面面积两个条件把异形柱截面转化成等效矩形柱截面,利用空间有限元分析程序进行内力分析,求出柱的内力重新按照有关异形柱截面的配筋计算公式进行截面配筋验算。但这种等效转化后的计算模型仍与实际结构有较大出入,由于异形柱肢长比较大,与梁相交时梁柱重叠部分较大,形成类似与壁式框架的梁柱刚域,梁的计算长度大大减小,实际结构的侧向刚度比计算模型大,导致地震力计算偏于不安全,文献3对柱内力在程序计算结果的基础上乘以约1.1的放大系数或者加大周期折减度以适当考虑其影响。但这也是权宜之计,且对于普通设
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