WO2021056254A1 - 模块化强约束组合柱及其建造方法 - Google Patents

模块化强约束组合柱及其建造方法 Download PDF

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WO2021056254A1
WO2021056254A1 PCT/CN2019/107813 CN2019107813W WO2021056254A1 WO 2021056254 A1 WO2021056254 A1 WO 2021056254A1 CN 2019107813 W CN2019107813 W CN 2019107813W WO 2021056254 A1 WO2021056254 A1 WO 2021056254A1
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column
modular
ribs
holes
modules
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PCT/CN2019/107813
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English (en)
French (fr)
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邹胜斌
陈仪清
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邹胜斌
陈仪清
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Priority to PCT/CN2019/107813 priority Critical patent/WO2021056254A1/zh
Publication of WO2021056254A1 publication Critical patent/WO2021056254A1/zh

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    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B28—WORKING CEMENT, CLAY, OR STONE
    • B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
    • B28B1/00—Producing shaped prefabricated articles from the material
    • B28B1/14—Producing shaped prefabricated articles from the material by simple casting, the material being neither forcibly fed nor positively compacted
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/08—Forms, which are completely dismantled after setting of the concrete and re-built for next pouring

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  • the invention relates to a modular strongly constrained combined column and a construction method thereof, and belongs to the technical field of prefabricated building.
  • the existing reinforced concrete columns are columns made of steel and concrete materials. It is one of the most basic load-bearing components in various engineering structures such as houses, bridges, and hydraulics. Reinforced concrete columns are widely used in modern house structures, mainly for vertical compression and horizontal shear. With the continuous improvement of seismic requirements of modern houses, reinforced concrete columns are particularly important for house structures.
  • the current reinforced concrete columns mainly include cast-in-place reinforced concrete columns and fabricated reinforced concrete columns.
  • the existing cast-in-situ reinforced concrete columns mainly have the following shortcomings:
  • the construction is cumbersome and complicated: the cast-in-place reinforced concrete column needs to support the formwork around the column. After the formwork is erected, supporting and fastening members are required to fix it. After the pouring is completed, it is necessary to wait for a certain age before removing the formwork, and the construction is cumbersome And the cycle is long.
  • the template is easily deformed or damaged in the process of repeated mold support and mold removal, which affects the quality of the column forming.
  • the stirrups of the columns need to be processed and tied separately.
  • the construction site needs a piece of space to process the stirrups.
  • the reinforcement workers use a steel bar processing machine to bend the steel bars into closed hoops, transport them to the column, and fix and bind the stirrups according to the spacing of the drawings.
  • the construction is cumbersome.
  • the column stirrups are arranged at intervals, which have limited restraint effects on concrete, and cannot greatly improve the compressive, shear bearing capacity and column ductility.
  • the existing prefabricated reinforced concrete columns mainly have the following shortcomings:
  • the steel bar joints are connected by grouting sleeves.
  • the steel bars are not easy to align, the connection quality is not easy to guarantee, and the grouting is not easy to compact.
  • the column stirrups are arranged at intervals, which have limited restraint effects on concrete, and cannot greatly improve the compressive, shear bearing capacity and column ductility.
  • the purpose of the present invention is to provide a modular strongly constrained composite column and a construction method thereof, so as to solve the existing existing reinforced concrete columns with complex formwork construction and long construction period. High, produce many quality problems, need to separately process stirrups, and limited improvement in concrete bearing capacity and ductility.
  • the modular strongly constrained combined column is formed by vertically stacking a number of column modules; the column modules are staggered with lattice structures; the lattice structures of the column modules form a plurality of vertically connected columns in the vertical direction.
  • the reinforced concrete column column By modularizing the reinforced concrete column column, it can be prefabricated in the factory, and the module is a standard module. Because the factory production method of the same proportion is used in the production process, the existing cast-in-situ concrete column can solve the problem of the large dispersion of the strength of the existing cast-in-place concrete column. The problem.
  • the modular strong combination column of the present invention sets the stress ribs in the through holes, and is assembled on site.
  • the through holes are set inside the modular lattice structure, which solves the problem of exposed ribs; the factory carries out the column body according to the standard prefabricated modules. Miniaturized and divided, so it is not necessary to use wood as a mold according to the existing method.
  • the appearance of the module is the appearance of the column, which is clean and flat, which solves the problems of honeycomb, pitted surface and missing edges during pouring.
  • the miniaturized column module is easy to transport, and only needs to be assembled into a mold on site, saving time and labor, saving labor, and reducing the installation cycle.
  • the lattice structure of the column module is integrated with its outer wall, which has strong binding force in the lateral direction, which greatly improves the compression resistance, shear bearing capacity and ductility of the column.
  • the use of transverse stirrups is eliminated. Adjacent modules are overlapped with each other through a tongue-and-groove dislocation structure, which can resist lateral deformation.
  • fillers are also filled in the through holes where no force-receiving ribs are provided. By filling all the through holes with filler, the strength of the combined column can be enhanced. In order to make the force of the column more uniform, the force-bearing ribs are generally evenly and symmetrically arranged in the vertical through holes of the column.
  • the lattice structure is provided with a plurality of transverse channels connecting a plurality of through holes in the transverse direction, and the fillers in the plurality of through holes are connected as a whole.
  • Several through holes can be connected through the arrangement of the transverse channels, and the fillers in the through holes are connected as a whole, so that the filler and a number of column modules are tightly combined, and the strength of the overall combined column is further enhanced.
  • a column foundation is also provided at the bottom of the column body, and a tongue-and-groove structure for mutual engagement with the lower end of the column module is also provided on the upper end of the column foundation.
  • a number of stressed ribs are pre-embedded in the column foundation, which are effectively connected to the upper column at a certain height.
  • the column foundation is a column module, and the column foundation and the stressed ribs are embedded in the foundation or other components as the base of the upper column, which can greatly improve the combined installation efficiency of the column.
  • cross section of the column module is, but not limited to, a circle, a rectangle, or a polygon.
  • the column module adopts lightweight materials including organic matter, inorganic matter, and polymer materials, and is formed by injection molding or die-casting. By selecting different materials for injection molding, die-casting, cutting or 3D printing for different buildings, the production cost of the column can be reduced, and the production efficiency of the column module can be improved at the same time.
  • the tongue-and-groove dislocation structure is arranged on the outer wall of the column module and the end of the lattice structure.
  • the lattice structure joints of adjacent modules are staggered.
  • the horizontal shear strength of the module splicing can also be enhanced.
  • the mutual contact and interaction between the column modules are increased, and the strength of the overall composite column is ensured.
  • the method for constructing a modular strongly constrained combined column of the present invention includes the following steps:
  • Modularization of the column is carried out, and it can be used as a template by simply assembling it on site.
  • the steps of tying traditional stirrups, supporting the side form, and fixing the template are simplified, which greatly shortens the construction period and improves work efficiency.
  • the filler is filled into the through holes, which can ensure that all the stressed ribs and the column modules are fastened together, and the overall strength is improved.
  • a column foundation is also provided at the bottom of the column body, and a tongue-and-groove structure for mutual engagement with the lower end of the column module is provided on the upper end of the column foundation.
  • the product is modular, small in weight, and light in structure
  • the appearance of the module is the appearance of the column. Industrial production ensures that the appearance is clean and flat without plastering;
  • Fig. 1 is a perspective view of a cylindrical module of the first embodiment
  • Fig. 2 is a top view of a column module according to the first embodiment
  • Fig. 3 is a perspective view of the cylinder module of Fig. 1 turned 180°;
  • Figure 4 is a schematic diagram of the structure of the column foundation and the force-bearing tendon in the first embodiment
  • FIG. 5 is a schematic structural diagram of the splicing process of column modules in the first embodiment
  • Fig. 6 is a schematic diagram of the structure of a combined column in the first embodiment
  • the modular strongly constrained combined column is formed by vertically stacking a number of column modules 1; the column modules 1 are staggered with lattice structures 2;
  • the lattice structure 2 of the column module 1 vertically forms a plurality of vertically connected through holes 3; in the plurality of through holes 3, a plurality of force-receiving ribs 4 are vertically penetrated, and two of the force-receiving ribs 4
  • the ends are respectively fixed on other components;
  • the upper and lower ends of the column module 1 are respectively provided with corresponding tongue-and-groove dislocation structures 5, and the upper and lower adjacent column modules 1 are joined to each other through the tongue-and-groove dislocation structure 5;
  • the through hole 3 of the rib 4 is filled with a filler 6 that fastens the plurality of column modules 1 and the plurality of force ribs 4 into one body.
  • the tongue-and-groove structure 5 is arranged on the outer wall of the column module 1 and the end of the lattic
  • a column foundation 7 is also provided at the bottom of the column, and a tongue-and-groove structure 5 is also provided on the upper end of the column foundation 7 to mutually engage with the lower end of the column module 1.
  • a number of stressed rib heads 8 fixedly connected to the ends of a number of stressed ribs 4 are pre-embedded in the column foundation 7.
  • the column foundation 7 is a column module 1, and the column foundation 7 and the stressed ribs 8 are pre-embedded on the foundation or other components.
  • the column module 1 and the column foundation 7 of this embodiment are embedded with each other through the tongue-and-groove staggered structure 5, and adjacent column modules 1 are embedded with each other through the tongue-and-groove staggered structure 5.
  • the lattice structure 2 is laterally provided with a plurality of horizontal passages communicating with a plurality of through holes 3, and the fillers 6 in the plurality of through holes 3 are connected as a whole.
  • the filler 6 is also filled in the through holes 3 where the force-bearing ribs 4 are not provided, that is, all the through holes 3 are filled with the filler 6.
  • the column module 1 as the column foundation 7 as shown in Figure 4, and partially embed it on the foundation or other components.
  • the lower end of the stressed rib 8 is bent and combined Through the through hole 3 of the column foundation 7, the part of the stressed rib 8 is pre-embedded on the foundation or other components, and the upper end of the stressed rib 8 extends out of the column foundation 7, as shown in Figure 4, with several The part of the rib head 8 protruding from the column foundation 7 is set differently, and the stress ribs are staggered and connected, and the force is more guaranteed;
  • the lattice structure 2 is also provided with a channel transversely, and the filler 6 is connected as a whole;
  • Modularization of the column is carried out, and it can be used as a template by simply assembling it on site.
  • the steps of tying traditional stirrups, supporting the side form, and fixing the template are simplified, which greatly shortens the construction period and improves work efficiency.
  • the filler 6 is filled into the through hole 3, which can ensure that all the stressed ribs 4 and the column module 1 are fastened together, and the overall strength is improved.
  • the module is prefabricated by the factory, and its outer wall and lattice structure 2 are integrated, which has a strong binding force in the transverse direction, eliminating the use of transverse stirrups and ensuring the strength of the overall composite column.
  • the column module 1 is made of concrete die-casting, and its cross section is square, with a side length of 0.3m and a height of 0.4m.
  • the column foundation 7 is pre-embedded in the foundation or other components by the column module 1 by 0.2 m, and the height of the above-ground column is 3 m. It shares 42 stress bars and 82 stress bars. It takes 1 person and 2 hours to build the pillars.
  • the pillars that are successfully built finally have no common quality problems such as the honeycomb pitted surface of the traditional cast-in-place pillars.
  • the through hole 3 is filled with a high-strength concrete filler 6.
  • the combined column of this embodiment is cylindrical.
  • the column module 1 is also cylindrical, with a cross-sectional diameter of 0.4 m.
  • the pillars that are successfully built finally have no common quality problems such as the honeycomb pitted surface of the traditional cast-in-place pillars.
  • the through hole 3 is filled with a high-strength concrete filler 6.

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Abstract

一种模块化强约束组合柱及其建造方法，组合柱由若干柱体模块(1)堆叠而成；柱体模块(1)内设置格构结构(2)；格构结构(2)在竖向上形成若干通孔(3)；在通孔(3)内竖向贯穿有受力筋(4)；在柱体模块(1)的上下两端分别设置有企口错位结构(5)；在设置有受力筋(4)的通孔内填充有填充剂(6)。所述建造方法通过将若干柱体模块(1)逐层堆叠构成组合柱，组合柱内部围合孔道壁以及最外层的外壁对于填充剂有很好的约束作用，提高柱子的抗压、抗剪承载力和柱子的延性。通过将传统的受力筋混凝土柱模块化，便于大规模生产、自重小、结构轻巧；运输方便、吊装简单；现场免支模，施工简单方便，对于施工人员技术要求低、施工效率高；柱体模块(1)可工业化生产，精度高，模块外表无需后期抹灰装修。

Description

模块化强约束组合柱及其建造方法 技术领域
本发明涉及一种模块化强约束组合柱及其建造方法，属于装配式建筑技术领域。
背景技术
现有的钢筋混凝土柱是用钢筋和混凝土材料制成的柱。是房屋、桥梁、水工等各种工程结构中最基本的承重构件之一。钢筋混凝土柱在现代房屋结构中运用广泛，主要用于竖向受压和水平受剪。随着现代房屋抗震要求的不断提高，钢筋混凝土柱对于房屋结构来说尤为重要。目前的钢筋混凝土柱主要有现浇钢筋混凝土柱和装配式钢筋混凝土柱。
现有的现浇钢筋混凝土柱主要有以下缺点：
1、混凝土强度离散性大：受混凝土运输时间，施工人员浇筑、振捣等操作过程的影响，柱子的混凝土离散性强度较大。
2、施工繁琐复杂：现浇的钢筋凝土柱，需要在柱四周支模板，模板竖立起后需要支撑和紧固构件进行固定，浇筑完成后需等待一定的龄期方能拆模，施工繁琐且周期长。
3、模板的周转需要一定的时间，为了加快工期，需要施工单位同时准备多套模板，增加造价。
4、模板在反复支模和拆模的过程中容易变形或损坏，影响柱子成型的质量。
5、对施工人员技术要求高，柱子浇筑的质量与模板制作和施工浇筑的质量紧密相关。主要体现在:
1)柱子的垂直度不易保证：由于模板支模的精度不高，且在反复使用下模板容易变形，混凝土浇筑中对柱模板产生侧压力，斜向支撑不牢等一系列原因都容易造成柱垂直度发生偏移。
2)当支撑和紧固构件不稳固时，容易产生“爆模”现象，后期需要对爆模处的混凝土进行踢打。
3)柱底易产生“烂根”：柱子底部表面不平，柱子模板底部与柱子基础表面缝隙过大，柱底混凝土振捣时发生严重漏浆，砂石多水泥浆少，出现混凝土柱“烂根”。所以，模板与基础表面的缝隙应用木片或水泥袋填堵，防止漏浆，施工麻烦。
4)易露筋：模板四角拼缝未堵好，或模板支撑不牢固，振捣时，混凝土浇筑振捣时从拼缝处漏浆；受力筋的垫块移位，或垫块太少，甚至漏放，受力筋紧贴模板致使拆模后露筋。
5)混凝土蜂窝麻面，缺棱掉角。主要产生原因是模板表面粗糙或清理不干净；浇筑混凝土前木板未湿或湿润不够；养护不好；混凝土振捣不密实；过早拆模，受外力撞击或保护不 好，棱角被碰掉。
6、柱子的箍筋需要单独的进行加工绑扎。施工现场需要一片场地对箍筋进行加工，钢筋工采用钢筋加工机器对钢筋进行弯曲加工成封闭环箍，运输到柱子处，根据图纸的箍筋间距进行定位固定和绑扎，施工繁琐。
7、柱子箍筋为间隔布置，对于混凝土的约束效果有限，不能大幅提高抗压、抗剪承载力和柱子延性。
现有的装配式钢筋混凝土柱主要有以下缺点：
1、自重较大，运输吊装复杂。
2、目前钢筋接头采用灌浆套筒连接，施工时，钢筋不易对齐，连接质量不易保证，灌浆不易密实。
3、柱子箍筋为间隔布置，对于混凝土的约束效果有限，不能大幅提高抗压、抗剪承载力和柱子延性。
发明内容
针对现有技术存在的上述不足之处，本发明的目的在于提供一种模块化强约束组合柱及其建造方法，以解决现有现有钢筋混凝土柱存在的支模施工复杂、施工周期长造价高、产生质量问题较多、需要单独加工箍筋、混凝土承载力和延性提高有限等问题。
为达到上述目的，本发明的技术方案如下：
模块化强约束组合柱,由若干柱体模块竖向堆叠而成；所述柱体模块内部交错设置有格构结构；若干所述柱体模块的格构结构在竖向上形成若干竖向连通的通孔；在若干所述通孔内竖向贯穿设置有若干受力筋，所述受力筋的端部固定在建筑物或构筑物上；在柱体模块的上端和下端分别设置有相对应的企口错位结构，上下相邻的柱体模块通过企口错位结构相互接合；在设置有受力筋的通孔内填充有将若干柱体模块和若干受力筋紧固为一体的填充剂。
通过将受力筋混凝土柱柱体模块化，可通过工厂预制，模块为标准模块，因为在制作过程中采用同等配比的工厂制作方式，可解决现有的现浇混凝土柱强度离散性较大的问题。本发明的模块化强组合柱将受力筋设置在通孔中，在现场组装，通孔设置在模块格构结构内部，解决了露筋的问题；工厂按照标准预制的模块将柱体进行了小型化分割，故可不按照现有的方式使用木板为模，模块的外表即为柱的外表，干净平整，解决了浇筑时的表面蜂窝、麻面、缺棱掉较的问题。同时小型化的柱体模块便于运输，只需要在现场进行组装成模，省时省力，节约了劳动力，降低了安装周期。柱体模块的格构结构与其外壁为一体化设置，在横向上具有强的约束力，大大提高柱子抗压、抗剪承载力和柱子延性，同时省去了横向上箍筋的使用， 且相邻模块之间通过企口错位结构相互搭接，可抗横向变形。
进一步，在未设置受力筋的所述通孔内也填充有填充剂。通过在所有通孔中填充填充剂，可增强组合柱的强度。为了使柱体的受力更加均匀，受力筋一般均匀对称布置在柱体的竖向通孔内。
进一步，所述格构结构横向上设置有连通若干通孔的若干横向孔道，若干所述通孔内的填充剂连为一体。通过横向孔道的设置可将若干通孔连通，若干通孔内的填充剂连为一体，使填充剂和若干柱体模块紧密结合在一起，更加增强了整体组合柱的强度。
进一步，在柱体的底部还设置有柱体基础，在柱体基础的上端也设置有与柱体模块下端相互接合的企口错位结构。通过设置柱体基础以及在柱体基础上设置企口错位结构与柱体模块直接搭接，保证了整个组合柱的稳定性，同时只需要现场拼接即可，提高了工作效率。柱底模块和柱体基础可进行卡合，底部不漏浆，解决了“烂根”的问题。
更进一步，在柱体基础内预埋有若干受力筋头，在一定高度位置与上部柱子受力筋进行有效的连接。
进一步，所述柱体基础为柱体模块，所述柱体基础与受力筋头预埋在基础或其它构件上，作为上部柱子的底座，可大大提高了柱体的组合安装效率。
进一步，所述柱体模块横截面是但不限于圆形、矩形或多边形。
进一步，所述柱体模块采用包括有机物、无机物、高分子材料在内的轻质材料，通过注塑或压铸构成。通过针对不同的建筑物可选择不同的材料进行注塑、压铸、切割或3D打印成型，可降低柱子的生产成本，同时可提高柱体模块的生产效率。
进一步，所述企口错位结构设置在柱体模块的外壁和格构结构的端部。相邻所述模块的格构结构接缝处交错设置。通过设置企口错位结构，亦可增强模块拼接处水平抗剪强度。同时通过企口错位结构的设置，增加柱体模块之间的相互接触和相互作用，保证了整体组合柱的强度。
本发明的模块化强约束组合柱的建造方法，包括如下步骤：
S1、根据受力需求，计算出所需受力筋的大小和数量；
S2、根据柱体通孔的位置信息及受力筋在通孔内的布置信息，将若干受力筋的底端固定在柱体底部的建筑物或构筑物上；
S3、将若干柱体模块依次从若干受力筋的顶端穿入并相互堆叠为组合柱柱体，相邻柱体模块之间通过企口错位结构相互接合，若干受力筋分别位于若干通孔内；
S4、从柱体顶部向设置有受力筋的通孔内填充填充剂；
S5、将柱体的顶部以及若干受力筋的顶端与柱体顶部的建筑物或构筑物相互固定连接即可。
通过柱体进行模块化分割，只需在现场进行拼装即可成为模板，将传统的箍筋绑扎，侧面支模、模板固定等步骤进行了简化，大大缩短了施工周期，提高了工作效率。堆叠完成后向通孔中填充填充剂，可保证所有受力筋和柱体模块紧固为一体，提高了整体强度。
进一步，在步骤S2中，在柱体的底部还设置有柱体基础，在柱体基础的上端设置有与柱体模块下端相互接合的企口错位结构。通过柱体基础以及在柱体基础上设置企口错位结构，只需要在现场将模块组装到到柱体基础上即可，提高了柱子的组装效率。柱体基础也可在工厂进行生产，将生产的柱体基础直接作为柱子基础或预埋连接在其他构件上。
与现有技术相比，本发明模块化强约束组合柱的优势在于：
1)将普通的钢筋混凝土柱分散成小模块，便于大规模生产加工；
2)解决了柱体强度离散性大的问题。
3)产品模块化、自重小、结构轻巧；
4)运输方便、吊装简单；
5)现场免支模、拆模，无模板周转问题，减少施工程序，缩短施工周期；
6)模块的外表即为柱的外表，工业化生产保证外表干净平整，无须抹灰；
5)施工简单，将模块化产品拼装后浇筑即可，对于施工人员技术要求低、施工效率高；
7)消除了柱子垂直度差，易“烂根”、蜂窝和孔洞、露筋、麻面等柱子的问题；
8)减少了箍筋加工绑扎的施工步骤；
8)对柱子强有力的约束，大大提高柱子抗压、抗剪承载力和柱子延性。
附图说明
说明书各附图所表达的内容及图中的标记作出简要的说明：
图1为实施例一柱体模块的立体图；
图2为实施例一柱体模块的俯视图；
图3为图1柱体模块翻转180°的立体图；
图4为实施例一柱体基础与受力筋头配合的结构示意图；
图5为实施例一柱体模块拼接过程的结构示意图；
图6为实施例一组合柱的结构示意图；
图中：1为柱体模块；2为格构结构；3为通孔；4为受力筋；5为企口错位结构；6为填充剂；7为柱体基础；8为受力筋头。
具体实施方式
下面结合附图给出一个非限定的实施例对本发明作进一步的阐述。但是应该理解，这些描述只是示例的，而并非要限制本发明的范围。此外，在以下说明中，省略了对公知结构和技术的描述，以避免不必要地混淆本发明的概念。
实施例一
如图1、2、3、5、6所示，模块化强约束组合柱,由若干柱体模块1竖向堆叠而成；所述柱体模块1内部交错设置有格构结构2；若干所述柱体模块1的格构结构2在竖向上形成若干竖向连通的通孔3；在若干所述通孔3内竖向贯穿设置有若干受力筋4，所述受力筋4的两端分别固定在其他构件上；在柱体模块1的上端和下端分别设置有相对应的企口错位结构5，上下相邻的柱体模块1通过企口错位结构5相互接合；在设置有受力筋4的通孔3内填充有将若干柱体模块1和若干受力筋4紧固为一体的填充剂6。所述企口错位结构5设置在柱体模块1的外壁和格构结构2的端部。其中格构结构2由竖向的格栅板相互交错构成，从而能够形成竖向的通孔3。
如图4、5、6所示，在柱体的底部还设置有柱体基础7，在柱体基础7的上端也设置有与柱体模块1下端相互接合的企口错位结构5。在柱体基础7内预埋有与若干受力筋4端部固定连接的若干受力筋头8。所述柱体基础7为柱体模块1，所述柱体基础7与受力筋头8预埋在基础或其它构件上。如图5所示，本实施例的柱体模块1与柱体基础7之间通过企口错位结构5相互嵌接，相邻柱体模块1之间通过企口错位结构5相互嵌接。
所述格构结构2横向上设置有连通若干通孔3的若干横向孔道，若干所述通孔3内的填充剂6连为一体。本实施例如图5、6所示，在未设置受力筋4的所述通孔3内也填充有填充剂6，也即在所有的通孔3内都填充由填充剂6。
本实施例模块化强约束组合柱的建造方法包括如下步骤：
S1、根据需求的组合柱的受力信息，计算出使用受力筋4的数量；如图4、5所示，本实施例使用的受力筋4为十二根，柱体模块1如图2所示，最终形成的通孔3数量为十六个，所有的受力筋4最终均设置在与模块外壁形成的通孔3内；
S2、根据具体情况，将柱体模块1作为柱体基础7如图4所示，部分预埋在基础或其它构件上，预埋柱体基础7前将受力筋头8的下端折弯并穿过柱体基础7的通孔3，将受力筋头8的部分预埋在基础或其它构件上，受力筋头8的上端伸出柱体基础7，如图4所示，若干受力筋头8伸出柱体基础7的部分高低不一设置，受力筋错开连接，受力更有保证；
S3、将十二根受力筋4的底端与受力筋头8的上端固定连接，将若干柱体模块1依次从 十二根受力筋4的顶端穿入并相互堆叠为组合柱柱体，相邻柱体模块1之间以及柱体模块1和柱体基础7之间通过企口错位结构5相互接合，十二根受力筋4分别均匀对称位于十二个通孔3内；
S4、从柱体顶部向通孔3内填充填充剂6，从而将十六个通孔3填满，因格构结构2横向还设置有孔道，填充剂6整体连为一体；
S5、将柱体的顶部以及受力筋4的顶端与柱体顶部的结构构件相互固定连接即可。
通过柱体进行模块化分割，只需在现场进行拼装即可成为模板，将传统的箍筋绑扎，侧面支模、模板固定等步骤进行了简化，大大缩短了施工周期，提高了工作效率。堆叠完成后向通孔3中填充填充剂6，可保证所有受力筋4和柱体模块1紧固为一体，提高了整体强度。模块通过工厂预制，其外壁和格构结构2为一体，在横向上具有强的约束力，省去了横向箍筋的使用，且能够保证整体组合柱的强度。
本实施例建造的模块化强约束组合柱，其柱体模块1采用混凝土压铸构成，其横截面为方形，边长为0.3m，高度为0.4m。如图6所示，共用八个柱体模块1，其中柱体基础7采用柱体模块1预埋在基础或其它构件内0.2m，构成地上柱体的高度为3m。共用受力筋4十二根，受力筋头8十二根，需要1人耗时2个小时，最终搭建成功的柱子无上述传统现浇柱子蜂窝麻面等质量通病问题。其中在通孔3中填充高强度的混凝土填充剂6。
实施例二：
本实施例与实施例一不同之处在于：
本实施例的组合柱为圆柱形。柱体模块1也为圆柱形，其截面直径为0.4m。共用八个柱体模块1，其中柱体基础7采用柱体模块1预埋在建筑物内0.2m，构成地上柱体的高度为3m。共用受力筋4十二根，受力筋头8十二根，需要1人耗时2个小时，最终搭建成功的柱子无上述传统现浇柱子蜂窝麻面等质量通病问题。其中在通孔3中填充高强度的混凝土填充剂6。
以现有浇筑的钢筋混凝土柱作为对照组，其横截面为方形，边长为0.3m，地上高度为3.0m，竖向受力筋4使用十二根，受力筋头8十二根，横向箍筋间距200，其比较如下：
项目 实施例一 实施例二 对照组
尺寸 0.3*0.4*h3 Ф0.4*h3 0.3*0.4*h3
强度 2725kN 2860kN 2432kN
自重 675kg 705kg 900kg
是否支模 无 无 有
垂直度偏差 2mm 1.5mm 5mm
“烂根” 无 无 有
蜂窝和孔洞 无 无 有
露筋 无 无 有
麻面 无 无 有
工人 3 3 3
耗时 2小时 2小时 10小时
通过上表可看出本发明的模块化强约束组合柱各个性能均优越于现有受力筋混凝土柱。
以上这些实施例应理解为仅用于说明本发明而不用于限制本发明的保护范围。在阅读了本发明的记载的内容之后，技术人员可以对本发明作各种改动或修改，这些等效变化和修饰同样落入本发明权利要求所限定的范围。

Claims (10)

  1. 模块化强约束组合柱，其特征在于,由若干柱体模块竖向堆叠而成；所述柱体模块内部交错设置有格构结构；若干所述柱体模块的格构结构在竖向上形成若干竖向连通的通孔；在若干所述通孔内竖向贯穿设置有若干受力筋，所述受力筋的端部固定在建筑物或构筑物上；在柱体模块的上端和下端分别设置有相对应的企口错位结构，上下相邻的柱体模块通过企口错位结构相互接合；在设置有受力筋的通孔内填充有将若干柱体模块和若干受力筋紧固为一体的填充剂。
  2. 如权利要求1所述的模块化强约束组合柱，其特征在于，在未设置受力筋的所述通孔内也填充有填充剂。
  3. 如权利要求1所述的模块化强约束组合柱，其特征在于，所述格构结构横向上设置有连通若干通孔的若干横向孔道，浇筑时填充剂可通过横向孔道相互流动，使若干所述通孔内的填充剂连为一体。
  4. 如权利要求1-3任一项所述的模块化强约束组合柱，其特征在于，在柱体的底部还设置有柱体基础，在柱体基础的上端也设置有与柱体模块下端相互接合的企口错位结构。
  5. 如权利要求4所述的模块化强约束组合柱，其特征在于，在柱体基础内预埋有若干受力筋头，受力筋头穿出柱体基础与上部柱子受力筋连接。
  6. 如权利要求1-3任一项所述的模块化强约束组合柱，其特征在于，所述柱体模块横截面是但不限于圆形、矩形或多边形。
  7. 如权利要求1-3任一项所述的模块化强约束组合柱，其特征在于，所述柱体模块采用包括有机物、无机物、高分子材料在内的轻质材料，通过注塑、压铸、切割或3D打印构成。
  8. 如权利要求1-3任一项所述的模块化强约束组合柱，其特征在于，所述企口错位结构设置在柱体模块外壁和格构结构的竖向端部。
  9. 权利要求1-8任一项所述的模块化强约束组合柱的建造方法，其特征在于，包括如下步骤：
    S1、根据受力需求，计算出使用受力筋的数量；
    S2、根据柱体通孔的位置信息及受力筋在通孔内的布置信息，将若干受力筋的底端固定在柱体底部的建筑物或构筑物上；
    S3、将若干柱体模块依次从若干受力筋的顶端穿入并相互堆叠为组合柱柱体，相邻柱体模块之间通过企口错位结构相互接合，若干受力筋分别位于若干通孔内；
    S4、从柱体顶部向设置有受力筋的通孔内填充填充剂；
    S5、将柱体的顶部以及若干受力筋的顶端与柱体顶部的建筑物或构筑物相互固定连接即可。
  10. 如权利要求9所述的建造方法，其特征在于，在步骤S2中，在柱体的底部还设置有柱体基础，在柱体基础的上端设置有与柱体模块下端相互接合的企口错位结构，若干受力筋的底端固定在柱体基础上。
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