CN102535679B - Shear wall with dense ribs and clad steel plates - Google Patents
Shear wall with dense ribs and clad steel plates Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 186
- 239000010959 steel Substances 0.000 title claims abstract description 186
- 239000002131 composite material Substances 0.000 claims abstract description 26
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 11
- 229910001209 Low-carbon steel Inorganic materials 0.000 claims abstract description 6
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 claims abstract description 4
- 229910052782 aluminium Inorganic materials 0.000 claims abstract description 4
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical group [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 19
- 239000004567 concrete Substances 0.000 claims description 12
- 238000009434 installation Methods 0.000 abstract description 8
- 238000010276 construction Methods 0.000 abstract description 7
- 239000003351 stiffener Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000005253 cladding Methods 0.000 description 2
- 229910052602 gypsum Inorganic materials 0.000 description 2
- 239000010440 gypsum Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000006260 foam Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 239000011120 plywood Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
本发明公开了一种密肋复合钢板剪力墙，包括多个肋梁和肋柱，多个肋梁和肋柱构成矩形框格结构，各框格内均设置有内嵌钢板；多个肋梁和肋柱均由钢筋混凝土、型钢混凝土或全钢制成；多个内嵌钢板均为普通低碳钢、高强度钢、低屈服点钢或低屈服强度铝；多个内嵌钢板的形式均为矩形板、带竖缝和圆孔的矩形板、X形板和条形板，通过改变钢板的开缝数量、孔径尺寸、圆弧大小和宽度，可方便地调节钢板剪力墙的延性和刚度，从而改善整体结构的受力性能，是一种优越的地震抗侧力构件。本发明可防止钢板屈曲，内嵌钢板可调节，抗震性能好，施工安装方便，节省钢材，造价低，易于实施，是高层建筑钢筋混凝土结构、钢结构或其它结构的一种新型抗侧力构件。
The invention discloses a dense rib composite steel plate shear wall, which comprises a plurality of rib beams and rib columns, the plurality of rib beams and rib columns form a rectangular grid structure, each grid is provided with embedded steel plates; a plurality of ribs The beams and rib columns are all made of reinforced concrete, reinforced concrete or all steel; the multiple embedded steel plates are ordinary low carbon steel, high strength steel, low yield point steel or low yield strength aluminum; the multiple embedded steel plates are in the form of All are rectangular plates, rectangular plates with vertical slits and round holes, X-shaped plates and strip plates. By changing the number of slits, aperture size, arc size and width of the steel plate, the ductility of the steel plate shear wall can be easily adjusted And rigidity, thereby improving the mechanical performance of the overall structure, it is a superior earthquake-resistant lateral force member. The invention can prevent the buckling of the steel plate, the embedded steel plate can be adjusted, the anti-seismic performance is good, the construction and installation are convenient, the steel is saved, the cost is low, and it is easy to implement. .
Description
技术领域technical field
本发明属于建筑结构抗震技术领域，具体涉及一种密肋复合钢板剪力墙。The invention belongs to the field of anti-seismic technology of building structures, and in particular relates to a dense rib composite steel plate shear wall.
背景技术Background technique
框架—剪力墙结构是我国广泛采用的一种结构形式。传统的框架—剪力墙结构是以钢筋混凝土框架配以一定数量的钢筋混凝土剪力墙而成，然而，近年来的一系列震后调查统计数据显示，钢筋混凝土剪力墙在抵抗中、强地震时效果不好，其在震后完全或大部分损坏，无法进行维修和加固，从而大幅度增加了震后重建工作量。为此，美国、日本和加拿大等国家发展了一种新型抗侧力结构体系内嵌钢板剪力墙结构，其是在框架中配以一定数量的内嵌钢板而成，内嵌钢板只承担沿框架梁、柱传递的剪力，而不承担结构的竖向荷载。研究表明：在一般风载和小震下，内嵌钢板不会产生永久变形，震后可以恢复至原状；在大震作用下，内嵌钢板通过自身塑性变形吸收、耗散地震能量，从而保护其他构件正常使用，充分体现了耗能减震结构的特点与抗震优越性，是一种较理想的结构体系。The frame-shear wall structure is a structural form widely used in my country. The traditional frame-shear wall structure is composed of a reinforced concrete frame and a certain number of reinforced concrete shear walls. However, a series of post-earthquake survey statistics in recent years show that the reinforced concrete The effect is not good during an earthquake, and it is completely or mostly damaged after the earthquake, and cannot be repaired and reinforced, thereby greatly increasing the post-earthquake reconstruction workload. For this reason, countries such as the United States, Japan, and Canada have developed a new type of lateral force-resisting structure system embedded steel plate shear wall structure, which is formed by a certain number of embedded steel plates in the frame, and the embedded steel plates only bear the The shear force transmitted by frame beams and columns does not bear the vertical load of the structure. Studies have shown that: under normal wind loads and small earthquakes, the embedded steel plate will not produce permanent deformation, and can return to its original shape after the earthquake; under the action of a large earthquake, the embedded steel plate absorbs and dissipates seismic energy through its own plastic deformation, thereby protecting the environment. The normal use of other components fully embodies the characteristics of energy-dissipating and shock-absorbing structures and the superiority of anti-seismic, and is an ideal structural system.
在钢筋混凝土框架—剪力墙结构中，采用内嵌钢板剪力墙替代钢筋混凝土剪力墙可以改善结构的初始刚度、抗侧向力、延性以及滞回性能等。作为一种新技术，近年来在我国高烈度抗震设防地区，内嵌钢板剪力墙已经被应用于一些新建工程和维修加固工程，事实表明具有良好的效果。内嵌钢板剪力墙已成为一种非常具有发展前景的高层抗侧力体系。In reinforced concrete frame-shear wall structures, using embedded steel plate shear walls instead of reinforced concrete shear walls can improve the initial stiffness, lateral force resistance, ductility and hysteretic performance of the structure. As a new technology, in recent years in my country's high-intensity seismic fortification areas, embedded steel plate shear walls have been applied to some new constructions and maintenance and reinforcement projects, and the facts show that they have good results. The embedded steel plate shear wall has become a kind of high-rise lateral force resistance system with great development prospects.
传统的内嵌钢板剪力墙有厚板剪力墙、薄板剪力墙和加劲钢板墙几种，厚板剪力墙有较大的弹性初始面内刚度，且在大震作用下具有良好的延性及稳定的滞回性能。厚板剪力墙通过面内抗剪承担侧向水平力，一般不会发生局部屈曲，即使发生屈服后屈曲也不会形成较大的拉力带，对周边框架梁柱的依赖程度小。厚板墙的最大不足是耗钢量大及成本高，发展受到一定的限制。薄板剪力墙可节省用钢量，但由于其宽厚比较大，在侧向力较小时就发生局部屈曲，并随着侧向力的逐渐增大在钢板墙对角线方向形成拉力带；拉力带锚固在钢板墙周边梁柱构件上，对柱会形成附加弯矩。对薄钢板墙，可以通过设置加劲肋以改善其受力性能及延性。设置加劲肋的最大优点是提高薄板的弹性刚度，并使其在弹塑性范围内具有稳定饱满的滞回曲线，克服薄钢板滞回曲线的“捏拢”现象。但对加劲内嵌钢板墙，由于内嵌钢板较薄，加劲肋施焊起来容易“烧穿”内嵌钢板，大量焊接部位不可避免地存在裂纹、夹杂等缺陷，在往复荷载作用下，裂纹易迅速扩展并很快发生脆性断裂，降低了墙板的延性，大量的加劲肋会增加造价。公开号为CN1603536的专利文本公开了一种名称为“防屈曲耗能内嵌钢板剪力墙”，其构成由内嵌钢板和前后两侧混凝土盖板组成，内嵌钢板与混凝土盖板之间通过穿透三块板的普通螺栓或预应力高强度螺栓连接。由于混凝土盖板对内嵌钢板提供面外约束，可有效地防止内嵌钢板屈曲失稳。但混凝土和内嵌钢板的弹性模量差异较大，要满足混凝土盖板约束刚度的要求，混凝土盖板的厚度往往会很大，加之剪力墙的面积较大（一般3米高、6米宽），导致防屈曲耗能内嵌钢板剪力墙自重大，制作、施工、运输和安装困难，不易实施。公开号为CN101126253的专利申请文本公开了一种名称为“分区块式无粘结防屈曲内嵌钢板剪力墙”。该防屈曲内嵌钢板剪力墙是将外围约束单元混凝土盖板分区成若干块，以缓解上述难题。但内嵌钢板仍是一整块，且为保证刚度在混凝土盖板分区之间的内嵌钢板上又需要增加多条纵横加劲肋。因此，分区块式无粘结防屈曲钢板剪力墙仍不能从根本上解决该类墙体的制作施工和运输安装问题。综上所述，由于现有的技术大多存在着易屈曲失稳、施工难度大、自重大、造价高、不易实施等主要问题，影响了其在工程实际中的推广应用。Traditional embedded steel plate shear walls include thick plate shear walls, thin plate shear walls and stiffened steel plate walls. Thick plate shear walls have relatively large elastic initial in-plane stiffness, and have good Ductility and stable hysteretic properties. The thick plate shear wall bears the lateral horizontal force through the in-plane shear resistance, and generally does not undergo local buckling. Even if the buckling occurs after yielding, it will not form a large tension band, and the dependence on the surrounding frame beams and columns is small. The biggest disadvantage of the thick plate wall is the large amount of steel consumption and high cost, and the development is subject to certain restrictions. Thin-slab shear walls can save steel consumption, but due to their large width-to-thickness ratio, local buckling occurs when the lateral force is small, and tension bands are formed in the diagonal direction of the steel plate wall as the lateral force gradually increases; The belt is anchored on the beam-column member around the steel plate wall, and an additional bending moment will be formed on the column. For thin steel plate walls, stiffeners can be set to improve their mechanical performance and ductility. The biggest advantage of setting stiffeners is to increase the elastic stiffness of the thin plate and make it have a stable and full hysteretic curve in the elastic-plastic range, so as to overcome the "pinching" phenomenon of the hysteretic curve of the thin steel plate. However, for the stiffened embedded steel plate wall, since the embedded steel plate is relatively thin, the stiffener is easy to "burn through" the embedded steel plate during welding, and a large number of welded parts inevitably have defects such as cracks and inclusions. Under the action of reciprocating load, cracks are easy to Rapid expansion and brittle fracture will occur soon, reducing the ductility of the wallboard, and a large number of stiffeners will increase the cost. The patent text with the publication number CN1603536 discloses a kind of "buckling-resistant energy-dissipating embedded steel plate shear wall", which is composed of embedded steel plates and concrete cover plates on both sides of the front and rear sides, and the gap between the embedded steel plates and the concrete cover plates is It is connected by ordinary bolts or prestressed high-strength bolts penetrating the three plates. Since the concrete cover slab provides out-of-plane restraint for the embedded steel plate, it can effectively prevent the buckling and instability of the embedded steel plate. However, the elastic modulus of concrete and embedded steel plates is quite different. To meet the requirements of the concrete cover slab's constraint stiffness, the thickness of the concrete cover slab is often very large, and the area of the shear wall is relatively large (generally 3 meters high, 6 meters high) wide), resulting in buckling-resistant energy-dissipating embedded steel plate shear walls, which are self-heavy, difficult to manufacture, construct, transport and install, and difficult to implement. The patent application document with the publication number CN101126253 discloses a kind of name "block-type unbonded anti-buckling embedded steel plate shear wall". In the anti-buckling embedded steel plate shear wall, the concrete cover plate of the peripheral constraint unit is divided into several pieces to alleviate the above problems. However, the embedded steel plate is still a whole piece, and multiple vertical and horizontal stiffeners need to be added on the embedded steel plate between the concrete cover slab partitions to ensure the rigidity. Therefore, the block-type unbonded buckling-resistant steel plate shear wall still cannot fundamentally solve the problems of fabrication, construction, transportation and installation of this type of wall. To sum up, most of the existing technologies have major problems such as easy buckling and instability, difficult construction, heavy weight, high cost, and difficult implementation, which affect their popularization and application in engineering practice.
发明内容Contents of the invention
本发明的目的是提供一种密肋复合钢板剪力墙，可防止钢板屈曲，内嵌钢板可调节，抗震性能好，施工安装方便，节省钢材，造价低，易于实施。The object of the present invention is to provide a dense rib composite steel plate shear wall, which can prevent buckling of the steel plate, the embedded steel plate can be adjusted, the anti-seismic performance is good, the construction and installation are convenient, steel is saved, the cost is low, and it is easy to implement.
本发明所采用的技术方案是，一种密肋复合钢板剪力墙，其特征在于，包括多个肋梁和肋柱，该多个肋梁和肋柱构成矩形框格结构，各框格内均设置有内嵌钢板；该多个肋梁和肋柱均由钢筋混凝土、型钢混凝土或全钢制成；该多个内嵌钢板均为普通低碳钢Q235、高强度钢Q345、高强度钢Q390、高强度钢Q420、低屈服点钢或低屈服强度铝，该低屈服点钢的屈服强度为100MPa、160MPa或225MPa。The technical solution adopted in the present invention is a densely ribbed composite steel plate shear wall, which is characterized in that it includes a plurality of rib beams and rib columns, and the plurality of rib beams and rib columns form a rectangular lattice structure, and each lattice All are equipped with embedded steel plates; the multiple rib beams and rib columns are made of reinforced concrete, steel concrete or all steel; the multiple embedded steel plates are ordinary low-carbon steel Q235, high-strength steel Q345, high-strength steel Q390, high strength steel Q420, low yield point steel or low yield strength aluminum, the yield strength of the low yield point steel is 100MPa, 160MPa or 225MPa.
矩形框格结构为四肋柱四肋梁结构、三肋柱四肋梁结构或五肋柱四肋梁结构，且墙板厚度为200mm～300mm，所述框格尺寸为500mm～1000mm，各肋梁和肋柱的高度尺寸为100mm～200mm，各内嵌钢板的宽厚比不大于250；四肋柱四肋梁结构墙板的长度尺寸为2.0m～3.6m，三肋柱四肋梁结构墙板的长度尺寸为1.3m～2.2m，五肋柱四肋梁结构墙板的长度尺寸为2.5m～4.5m.，该三种墙板的高度尺寸均为2.5m～3.6m。The rectangular sash structure is four-rib column and four-rib beam structure, three-rib column and four-rib beam structure or five-rib column and four-rib beam structure, and the thickness of the wallboard is 200mm-300mm, and the size of the sash is 500mm-1000mm. The height of beams and rib columns is 100mm-200mm, and the width-to-thickness ratio of each embedded steel plate is not greater than 250; The length of the panels is 1.3m to 2.2m, the length of the five-rib column and four-rib beam structure wall panels is 2.5m to 4.5m, and the height of the three wall panels is 2.5m to 3.6m.
进一步地，各内嵌钢板为矩形板。或者，各内嵌钢板为均匀开有多个竖缝的矩形板，各竖缝的缝宽为1mm～2mm。或者，各内嵌钢板为均匀开有多个圆形孔的矩形板，圆形孔共5排23个，且孔径为20mm～40mm。各内嵌钢板的上下两边或者四个周边均焊接或通过高强螺栓栓接在连接钢板上；对应的肋梁或肋柱上均设置有预埋铁件，各连接钢板焊接或通过高强螺栓栓接在对应的预埋铁件上；或者，对应的肋梁或肋柱上预留有栓孔，各连接钢板通过高强穿心螺栓连接在对应的肋梁或肋柱上。Further, each embedded steel plate is a rectangular plate. Alternatively, each embedded steel plate is a rectangular plate uniformly provided with a plurality of vertical slits, and the slit width of each vertical slit is 1mm-2mm. Alternatively, each embedded steel plate is a rectangular plate uniformly opened with a plurality of circular holes, 23 circular holes in 5 rows, and the diameter of the holes is 20mm-40mm. The upper and lower sides or four peripheries of each embedded steel plate are welded or bolted to the connecting steel plate by high-strength bolts; the corresponding rib beams or rib columns are equipped with embedded iron parts, and each connecting steel plate is welded or bolted by high-strength bolts On the corresponding embedded iron parts; or, bolt holes are reserved on the corresponding rib beams or rib columns, and each connecting steel plate is connected to the corresponding rib beams or rib columns through high-strength core-through bolts.
或者，各内嵌钢板为条形板，条形板的宽度为框格宽度的1/3～1/2。各内嵌钢板的上下两边均焊接或通过高强螺栓栓接在连接钢板上；对应的肋梁上均设置有预埋铁件，各连接钢板焊接或通过高强螺栓栓接在对应的预埋铁件上；或者，对应的肋梁上预留有栓孔，各连接钢板用高强穿心螺栓连接在对应的肋梁上。Alternatively, each embedded steel plate is a strip plate, and the width of the strip plate is 1/3-1/2 of the width of the sash. The upper and lower sides of each embedded steel plate are welded or bolted to the connecting steel plate by high-strength bolts; the corresponding rib beams are equipped with embedded iron parts, and each connecting steel plate is welded or bolted to the corresponding embedded iron parts by high-strength bolts; Alternatively, bolt holes are reserved on the corresponding rib beams, and each connecting steel plate is connected to the corresponding rib beams with high-strength through-hole bolts.
或者，各内嵌钢板为X形板，X形板的四边为1/4～1/2圆弧。各内嵌钢板的四个端脚均焊接或通过高强螺栓栓接在连接钢板上，对应的肋梁和肋柱的节点上均设置有预埋铁件，各连接钢板焊接或通过高强螺栓栓接在对应的预埋铁件上。Alternatively, each embedded steel plate is an X-shaped plate, and the four sides of the X-shaped plate are 1/4 to 1/2 arcs. The four end legs of each embedded steel plate are welded or bolted to the connecting steel plate by high-strength bolts, and the joints of the corresponding rib beam and rib column are equipped with embedded iron parts, and each connecting steel plate is welded or bolted by high-strength bolts On the corresponding embedded iron parts.
本发明密肋复合钢板剪力墙的优点是：The advantages of the dense rib composite steel plate shear wall of the present invention are:
（1）现有的钢板剪力墙为了防止钢板屈曲失稳，必须采用厚钢板或在薄板上布置大量加劲肋，经济性差。而本发明密肋复合钢板剪力墙由多个小框格和分散布置的多块钢板组成，内嵌钢板尺寸较小，采用薄板，其受力性能就类似于厚板，可避免钢板屈曲，而无须再设加劲肋，可节省钢材，自重轻、造价低，具有重大的工程实际应用价值，并对提高结构的抗震安全性具有重要的意义。(1) In order to prevent buckling and instability of steel plates, the existing steel plate shear walls must use thick steel plates or arrange a large number of stiffeners on thin plates, which is poor in economy. However, the dense rib composite steel plate shear wall of the present invention is composed of a plurality of small frames and a plurality of scattered steel plates, and the embedded steel plate is relatively small in size. If a thin plate is used, its mechanical performance is similar to that of a thick plate, and buckling of the steel plate can be avoided. There is no need to set stiffeners, steel can be saved, the weight is light, and the cost is low. It has great engineering practical application value and is of great significance to improving the seismic safety of the structure.
（2）现有的钢板剪力墙使用的是整块钢板，不便自由地调整墙体结构的延性、滞回性能、抗侧刚度和承载力。本发明由于使用多块钢板，因此通过调节钢板的形式、材质和尺寸，能方便的调整墙体结构的延性、滞回性能、抗侧刚度和承载力，从而改善整体框架结构的受力性能和抗震能力，有效地避免框架结构在大震作用下倒塌。(2) The existing steel plate shear wall uses a whole piece of steel plate, which is inconvenient to freely adjust the ductility, hysteretic performance, lateral stiffness and bearing capacity of the wall structure. Since the present invention uses multiple steel plates, by adjusting the form, material and size of the steel plates, the ductility, hysteresis performance, lateral stiffness and bearing capacity of the wall structure can be adjusted conveniently, thereby improving the mechanical performance and bearing capacity of the overall frame structure. The anti-seismic ability can effectively prevent the frame structure from collapsing under the action of a large earthquake.
（3）本发明为预制构件，内嵌钢板尺寸小，施工安装方便，施工速度快。且震后更换、修复方便，震后修复费用低。(3) The present invention is a prefabricated component with small embedded steel plates, convenient construction and installation, and fast construction speed. Moreover, it is convenient to replace and repair after the earthquake, and the repair cost after the earthquake is low.
（4）本发明中可适用钢板的材质范围大，使本发明具有广阔的实际工程应用前景。尤其是可选用最常用、最易获得和价格较低的普通低碳钢Q235，其既适用于承载型剪力墙，也适用于耗能型剪力墙。(4) The material range of steel plates applicable to the present invention is wide, so that the present invention has broad practical engineering application prospects. In particular, the common low-carbon steel Q235, which is the most commonly used, most readily available and relatively low in price, can be used, which is suitable for both load-bearing shear walls and energy-dissipating shear walls.
（5）本发明使用范围广泛，可用于框架、框架-剪力墙、剪力墙结构体系。(5) The present invention has a wide range of applications and can be used in frame, frame-shear wall, and shear wall structural systems.
附图说明Description of drawings
图1是本发明密肋复合钢板剪力墙在框架结构的安装示意图；Fig. 1 is the installation schematic diagram of dense rib composite steel plate shear wall in frame structure of the present invention;
图2是本发明密肋复合钢板剪力墙的结构示意图，其中，图2（a）为四肋柱四肋梁结构，2（b）为三肋柱四肋梁结构，图2（c）为五肋柱四肋梁结构，图2（d）为纵向截面图；Fig. 2 is a structural schematic diagram of the dense rib composite steel plate shear wall of the present invention, wherein, Fig. 2 (a) is a four-rib column and four-rib beam structure, 2 (b) is a three-rib column and four-rib beam structure, and Fig. 2 (c) It is a five-rib column and four-rib beam structure, and Figure 2(d) is a longitudinal section view;
图3是本发明中的内嵌钢板的形式和连接示意图；其中，图3（a）中，内嵌钢板为均匀开有多个竖缝的矩形板，连接位置为四个周边；图3（b）中，内嵌钢板为均匀开有多个竖缝的矩形板，连接位置为上下两边；图3（c）中，内嵌钢板为均匀开有多个圆形孔的矩形板，连接位置为四个周边；图3（d）中，内嵌钢板为均匀开有多个圆形孔的矩形板，连接位置为上下两边；图3（e）中，内嵌钢板为X形板，连接位置为四个端脚；图3（f）中，内嵌钢板为条形板，连接位置为上下两边。Fig. 3 is a schematic diagram of the form and connection of the embedded steel plate in the present invention; wherein, in Fig. 3 (a), the embedded steel plate is a rectangular plate evenly opened with multiple vertical slits, and the connection positions are four peripheries; Fig. 3 ( In b), the embedded steel plate is a rectangular plate evenly opened with multiple vertical slits, and the connection position is the upper and lower sides; in Figure 3(c), the embedded steel plate is a rectangular plate evenly opened with multiple circular holes, and the connection position are four perimeters; in Figure 3(d), the embedded steel plate is a rectangular plate with multiple circular holes evenly opened, and the connection position is the upper and lower sides; in Figure 3(e), the embedded steel plate is an X-shaped plate, connected The position is the four end legs; in Figure 3(f), the embedded steel plate is a strip plate, and the connection position is the upper and lower sides.
其中，1.肋梁，2.肋柱，3.内嵌钢板，4.框架梁，5.框架柱，6.连接柱，7.连接钢板，8.连接钢筋，9.预埋铁件，10.竖缝，11.圆形孔。Among them, 1. Rib beam, 2. Rib column, 3. Embedded steel plate, 4. Frame beam, 5. Frame column, 6. Connecting column, 7. Connecting steel plate, 8. Connecting steel bar, 9. Embedded iron parts, 10. Vertical seam, 11. Round hole.
具体实施方式Detailed ways
如图1所示，本发明密肋复合钢板剪力墙包括多个肋梁1和肋柱2，多个肋梁1和肋柱2构成矩形框格结构，各框格内均设置有内嵌钢板3。肋梁1和肋柱2均由钢筋混凝土、型钢混凝土或全钢制成。As shown in Figure 1, the densely ribbed composite steel plate shear wall of the present invention includes a plurality of rib beams 1 and rib columns 2, and a plurality of rib beams 1 and rib columns 2 form a rectangular grid structure, and each grid is provided with a built-in steel plate 3. Both the rib beam 1 and the rib column 2 are made of reinforced concrete, steel concrete or all steel.
本发明在框架结构中的应用是，将本发明该密肋复合钢板剪力墙，或多个密肋复合钢板剪力墙之间通过连接柱6相连接后，安装在由框架梁4和框架柱5构成的框架中。本发明密肋复合钢板剪力墙的周边向外伸出多个连接钢筋8，并通过该连接钢筋8与框架相连接。内嵌钢板3两侧可用轻质泡沫塑料块与框格填平，并外抹发泡水泥，或在框格两侧设置外包层，外包层为植物纤维复合条板、纸面石膏板、水泥石膏板、石膏水泥板及各种胶合板。框架梁4和框架柱5以及连接柱6均为钢筋混凝土、型钢混凝土或全钢。The application of the present invention in the frame structure is that after the densely ribbed composite steel plate shear wall of the present invention, or a plurality of densely ribbed composite steel plate shear walls are connected through the connecting column 6, they are installed on the frame beam 4 and the frame In the framework of columns 5. A plurality of connecting steel bars 8 protrude outwards from the periphery of the dense-ribbed composite steel plate shear wall of the present invention, and are connected to the frame through the connecting steel bars 8 . The two sides of the embedded steel plate 3 can be filled with lightweight foam plastic blocks and the grid, and foamed cement is applied outside, or an outer cladding is set on both sides of the grid, and the outer cladding is plant fiber composite slats, plasterboard, cement Gypsum board, gypsum cement board and various plywood. The frame beam 4, the frame column 5 and the connecting column 6 are reinforced concrete, steel concrete or all steel.
按照使用功能，本发明密肋复合钢板剪力墙分成承载型和耗能型两种类型。承载型密肋复合钢板剪力墙仅用于防止墙板屈曲失稳；耗能型密肋复合钢板剪力墙既能保证墙板不屈曲，还能保证钢板屈服后的耗能能力。因此，当墙板仅用于提高结构的刚度和承载力时，则可选用承载型密肋复合钢板剪力墙，设计中应根据设计性能目标确定墙板承载力。当墙板既要用于提高结构的刚度和承载力，又要用于结构的耗能构件时，则可选用耗能型密肋复合钢板剪力墙，设计中应能够保证墙板在中震下达到屈服。对耗能型密肋复合钢板剪力墙，各内嵌钢板3与框格之间、以及框格与框架的屈服位移比小于等于2/3，各内嵌钢板3与框格、框格与框架的屈服荷载比大于等于0.8，由此控制破坏顺序按内嵌钢板3、框格、框架的顺序进行，以分级耗散地震能量，保证合理的破坏模式。According to the use function, the dense rib composite steel plate shear wall of the present invention is divided into two types: load-bearing type and energy-dissipating type. The load-bearing composite steel plate shear wall with dense ribs is only used to prevent buckling and instability of the wall panel; the energy-dissipating composite steel plate shear wall with dense ribs can not only ensure that the wall panel does not buckle, but also ensure the energy dissipation capacity of the steel plate after yielding. Therefore, when the wall panels are only used to improve the rigidity and bearing capacity of the structure, the load-bearing densely ribbed composite steel plate shear wall can be selected, and the bearing capacity of the wall panels should be determined according to the design performance goals in the design. When the wall panels are not only used to improve the rigidity and bearing capacity of the structure, but also to be used as energy-dissipating components of the structure, the energy-dissipating type dense rib composite steel plate shear wall can be selected, and the design should be able to ensure that the wall panels can withstand moderate earthquakes. Down to surrender. For energy-dissipative dense rib composite steel plate shear walls, the yield displacement ratio between each embedded steel plate 3 and the sash, and between the sash and the frame is less than or equal to 2/3, and the ratio of each embedded steel plate 3 to the sash, sash and frame The yield load ratio of the frame is greater than or equal to 0.8, so the failure sequence is controlled in the order of the embedded steel plate 3, the grid, and the frame, so as to dissipate the seismic energy in stages and ensure a reasonable failure mode.
对承载型密肋复合钢板剪力墙，内嵌钢板3使用普通低碳钢Q235、高强度钢Q345、高强度钢Q390或高强度钢Q420。对耗能型密肋复合钢板剪力墙，内嵌钢板3使用低屈服点钢，所述低屈服点钢的屈服强度为100MPa、160MPa或225MPa，或使用普通低碳钢Q235、低屈服强度铝。For the load-bearing densely ribbed composite steel plate shear wall, the embedded steel plate 3 uses ordinary low-carbon steel Q235, high-strength steel Q345, high-strength steel Q390 or high-strength steel Q420. For the energy-dissipative dense rib composite steel plate shear wall, the embedded steel plate 3 uses low-yield-point steel whose yield strength is 100MPa, 160MPa or 225MPa, or ordinary low-carbon steel Q235, low-yield-strength aluminum .
如图2所示，本发明矩形框格结构为四肋柱四肋梁结构、三肋柱四肋梁结构或五肋柱四肋梁结构。墙板厚度L7为200mm～300mm，框格尺寸L2为500mm～1000mm，各肋梁1和肋柱2的高度尺寸L1为100mm～200mm，各内嵌钢板3的宽厚比不大于250。四肋柱四肋梁结构墙板的长度尺寸L4为2.0m～3.6m，三肋柱四肋梁结构墙板的长度尺寸L5为1.3m～2.2m，五肋柱四肋梁结构墙板的长度尺寸L6为2.5m～4.5m.，该三种墙板的高度尺寸L3均为2.5m～3.6m。该三种规格墙板可按需要进行任意组合，并用连接柱6连接。As shown in FIG. 2 , the rectangular grid structure of the present invention is a four-rib column and four-rib beam structure, a three-rib column and four-rib beam structure, or a five-rib column and four-rib beam structure. The wall panel thickness L7 is 200mm-300mm, the grid size L2 is 500mm-1000mm, the height dimension L1 of each rib beam 1 and rib column 2 is 100mm-200mm, and the width-thickness ratio of each embedded steel plate 3 is not greater than 250. The length dimension L4 of the four-rib column and four-rib beam structure wall panel is 2.0m to 3.6m, the length dimension L5 of the three-rib column and four-rib beam structure wall panel is 1.3m to 2.2m, and the five-rib column and four-rib beam structure wall panel length dimension L5 The length dimension L6 is 2.5m-4.5m., and the height dimension L3 of the three kinds of wallboards are all 2.5m-3.6m. The wallboards of these three specifications can be combined arbitrarily as required, and are connected with connecting columns 6 .
如图3所示，内嵌钢板3使用矩形板。或者，内嵌钢板3使用均匀开有多个竖缝10的矩形板，各竖缝10的缝宽为1mm～2mm。或者，内嵌钢板3使用均匀开有多个圆形孔11的矩形板，共5排23个圆形孔11，且孔径为20mm～40mm。此时，内嵌钢板3在框格中的安装方式为：1、各内嵌钢板3的上下两边或者四个周边均焊接或通过高强螺栓栓接在连接钢板7上，对应的肋梁1或肋柱2上均设置有预埋铁件9，各连接钢板7焊接或通过高强螺栓栓接在对应的预埋铁件9上。2、各内嵌钢板3的上下两边或者四个周边均焊接或通过高强螺栓栓接在连接钢板7上，对应的肋梁1或肋柱2上预留有栓孔，各连接钢板7通过高强穿心螺栓连接在对应的肋梁1或肋柱2上。As shown in FIG. 3 , a rectangular plate is used for the embedded steel plate 3 . Alternatively, the embedded steel plate 3 is a rectangular plate uniformly provided with a plurality of vertical slits 10, and the slit width of each vertical slit 10 is 1mm-2mm. Alternatively, the embedded steel plate 3 is a rectangular plate uniformly opened with a plurality of circular holes 11 , 5 rows of 23 circular holes 11 in total, and the diameter of the holes is 20mm-40mm. At this time, the installation method of the embedded steel plate 3 in the grid is as follows: 1. The upper and lower sides or four peripheries of each embedded steel plate 3 are welded or bolted to the connecting steel plate 7 by high-strength bolts, and the corresponding rib beam 1 or Rib columns 2 are provided with embedded iron pieces 9, and each connecting steel plate 7 is welded or bolted to the corresponding embedded iron pieces 9 by high-strength bolts. 2. The upper and lower sides or the four peripheries of each embedded steel plate 3 are welded or bolted to the connecting steel plate 7 by high-strength bolts. There are bolt holes reserved on the corresponding rib beam 1 or rib column 2, and each connecting steel plate 7 passes through high-strength bolts. The through bolts are connected to the corresponding rib beam 1 or rib column 2.
或者，内嵌钢板3使用条形板，各条形板的宽度为框格宽度的1/3～1/2。此时，内嵌钢板3在框格中的安装方式为：1、各内嵌钢板3的上下两边均焊接或通过高强螺栓栓接在连接钢板7上，对应的肋梁1上均设置有预埋铁件9，各连接钢板7焊接或通过高强螺栓栓接在对应的预埋铁件9上。2、各内嵌钢板3的上下两边均焊接或通过高强螺栓栓接在连接钢板7上，对应的肋梁1上预留有栓孔，各连接钢板7用高强穿心螺栓连接在对应的肋梁1上。Alternatively, the embedded steel plate 3 uses strip-shaped plates, and the width of each strip-shaped plate is 1/3-1/2 of the width of the sash. At this time, the installation method of the embedded steel plate 3 in the grid is as follows: 1. The upper and lower sides of each embedded steel plate 3 are welded or bolted to the connecting steel plate 7 by high-strength bolts, and the corresponding rib beams 1 are provided with pre-set For the embedded iron parts 9, each connecting steel plate 7 is welded or bolted to the corresponding embedded iron parts 9 by high-strength bolts. 2. The upper and lower sides of each embedded steel plate 3 are welded or bolted to the connecting steel plate 7 by high-strength bolts. There are bolt holes reserved on the corresponding rib beam 1, and each connecting steel plate 7 is connected to the corresponding rib with high-strength core-through bolts. Beam 1 on.
或者，内嵌钢板3使用X形板，各X形板的四边为1/4～1/2圆弧。此时，内嵌钢板3在框格中的安装方式为：各内嵌钢板3的四端脚均焊接或通过高强螺栓栓接在连接钢板7上，对应的肋梁1和肋柱2的节点上均设置有预埋铁件9，各连接钢板7焊接或通过高强螺栓栓接在对应的预埋铁件上。Alternatively, X-shaped plates are used as the embedded steel plate 3, and the four sides of each X-shaped plate are 1/4˜1/2 arcs. At this time, the installation method of the embedded steel plates 3 in the grid is as follows: the four end legs of each embedded steel plate 3 are welded or bolted to the connecting steel plate 7 by high-strength bolts, and the joints of the corresponding rib beam 1 and rib column 2 All of them are provided with embedded iron parts 9, and each connecting steel plate 7 is welded or bolted to the corresponding embedded iron parts by high-strength bolts.
本发明在使用时，通过调整矩形钢板上开缝的数量、开孔孔径尺寸的大小、X形钢板上圆弧的大小、或者条形钢板的宽度，能方便地调节密肋复合钢板剪力墙的延性、滞回性能、抗侧刚度和承载力，从而改善整体结构的受力性能和抗震能力。When the present invention is in use, by adjusting the number of slits on the rectangular steel plate, the size of the hole diameter, the size of the arc on the X-shaped steel plate, or the width of the strip-shaped steel plate, the densely ribbed composite steel plate shear wall can be adjusted conveniently. Excellent ductility, hysteretic performance, lateral stiffness and bearing capacity, thereby improving the mechanical performance and earthquake resistance of the overall structure.
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| CN102912896B (en) * | 2012-09-18 | 2015-07-29 | 西安理工大学 | Separate type steel plate shear force wall |
| CN103628585B (en) * | 2013-11-18 | 2016-06-01 | 西安建筑科技大学 | A kind of buckling-restrained shaped steel plate shear wall structure of soap-free emulsion polymeization part |
| CN103790262B (en) * | 2014-02-13 | 2015-10-28 | 智性科技南通有限公司 | A kind of changeable type Wasted-energy steel plate combines the shear wall that cracks |
| CN104481055A (en) * | 2014-12-06 | 2015-04-01 | 塔里木大学 | Dense-rib column anti-seismic ecological wall body system for villages and small town dwelling house |
| CN105625607A (en) * | 2016-02-16 | 2016-06-01 | 中建三局集团有限公司 | Bolting and welding mixed connection structure for plate type steel plate walls and construction method of bolting and welding mixed connection structure |
| CN108729573A (en) * | 2017-04-19 | 2018-11-02 | 青岛理工大学 | Circular-arc-shaped notch stiffened steel plate shear wall capable of reducing vertical load influence |
| CN107254924A (en) * | 2017-04-19 | 2017-10-17 | 青岛腾远设计事务所有限公司 | The making of the non-stiffened steel plate shear wall of circular-arc cut and construction method |
| CN106930434A (en) * | 2017-04-19 | 2017-07-07 | 青岛腾远设计事务所有限公司 | Reduce the non-stiffened steel plate shear wall of circular-arc cut of vertical load influence |
| CN108867939B (en) * | 2018-09-18 | 2023-11-14 | 广东工业大学 | Buckling-restrained steel plate shear wall |
| CN109811932A (en) * | 2019-02-18 | 2019-05-28 | 河南工业大学 | A kind of ecological composite wall structure and construction method thereof |
| CN111236491A (en) * | 2020-03-06 | 2020-06-05 | 西安工业大学 | A kind of steel frame embedded prefabricated composite wall and construction method thereof |
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