WO2024082720A1 - Prefabricated thin-walled hollow pier construction method based on steel bar post-installation - Google Patents
Prefabricated thin-walled hollow pier construction method based on steel bar post-installation Download PDFInfo
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- WO2024082720A1 WO2024082720A1 PCT/CN2023/106418 CN2023106418W WO2024082720A1 WO 2024082720 A1 WO2024082720 A1 WO 2024082720A1 CN 2023106418 W CN2023106418 W CN 2023106418W WO 2024082720 A1 WO2024082720 A1 WO 2024082720A1
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- module
- reinforcement
- modules
- stirrup
- segment
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- 238000010276 construction Methods 0.000 title claims abstract description 32
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 26
- 239000010959 steel Substances 0.000 title claims abstract description 26
- 238000009434 installation Methods 0.000 title claims abstract description 22
- 230000002787 reinforcement Effects 0.000 claims description 64
- 238000009417 prefabrication Methods 0.000 claims description 17
- 238000010586 diagram Methods 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 12
- 238000009415 formwork Methods 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims description 2
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 229910001208 Crucible steel Inorganic materials 0.000 description 1
- 101001121408 Homo sapiens L-amino-acid oxidase Proteins 0.000 description 1
- 101000827703 Homo sapiens Polyphosphoinositide phosphatase Proteins 0.000 description 1
- 102100026388 L-amino-acid oxidase Human genes 0.000 description 1
- 102100023591 Polyphosphoinositide phosphatase Human genes 0.000 description 1
- 101100012902 Saccharomyces cerevisiae (strain ATCC 204508 / S288c) FIG2 gene Proteins 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
Definitions
- the invention belongs to the technical field of bridge construction, relates to the construction of bridge piers, and specifically relates to a post-reinforcement method for assembling prefabricated thin-walled hollow piers.
- the pier is the load-bearing system of the bridge structure, and its construction quality directly affects the safety performance of the bridge structure.
- Traditional piers are mostly cast-in-place, which is inefficient and affected by the on-site construction and maintenance environment, and there are many uncontrollable factors in quality.
- Prefabricated piers are gradually being used in bridge construction.
- Prefabricated piers can be prefabricated in factories and in a standardized manner, and have the advantages of controlled quality, fast construction speed, and no influence from the construction environment.
- prefabricated piers are all based on sleeve connection technology, that is, a connection sleeve is preset in the prefabricated pier, and embedded steel bars are set on the top surface of the pedestal.
- a connection sleeve is preset in the prefabricated pier
- embedded steel bars are set on the top surface of the pedestal.
- the density of grouting in the sleeve is difficult to control and there is a lack of effective detection means, so the quality of steel bar installation is uncontrollable; on the other hand, the sleeve material is generally cast steel, which is brittle and has poor seismic resistance, so it is difficult to promote in high-intensity earthquake areas; third, due to the need for steel bar insertion and grouting, as well as its own mechanical properties, the sleeve needs to have a larger inner cavity size and thickness, and its outer diameter is much larger than the steel bar diameter. If the pier structure size is not increased, the sleeve will affect the thickness of the protective layer. In order to ensure the thickness of the protective layer, the pier structure size must be increased, resulting in an increase in the cost of prefabricated piers.
- the purpose of the present invention is to provide a post-reinforcement method for thin-walled hollow pier construction in response to the above-mentioned problems existing in existing prefabricated assembled pier columns, thereby reducing the construction cost of prefabricated assembled pier columns while ensuring the construction quality of the pier columns, and promoting the popularization and application of assembled pier column construction methods.
- a post-reinforcement prefabricated assembled thin-wall hollow pier construction method characterized by:
- Type I segments are divided into four modules along the longitudinal direction, including two straight modules and two U-shaped modules, and type II segments are divided into four L-shaped modules along the longitudinal direction.
- Each module has two side end surfaces and upper and lower end surfaces respectively provided with tenon or tenon groove structures that can match each other;
- Module prefabrication Each module is prefabricated in the prefabrication yard. During prefabrication, when tying the steel bar skeleton, the main bars of all modules are not installed first. Main bar holes are reserved at the designed position of each main bar, and:
- a threaded sleeve is screwed to both ends of each circumferential stirrup, and one half of each threaded sleeve is screwed to the stirrup, and the other half is reserved for connection with the rear stirrup of the U-shaped module;
- stirrups at both ends are not installed first, and stirrup channels are reserved at the design position of each stirrup at both ends;
- the hoop reinforcement at one end is not installed first, and a hoop reinforcement channel is reserved at the design position of each hoop reinforcement at this end; a threaded sleeve is screwed to the end of each hoop reinforcement facing the module end face at the other end, and one half of the threaded sleeve is screwed to the hoop reinforcement, and the other half is reserved for connection with the post-installed hoop reinforcement of another L-shaped module;
- the formwork is erected and concrete is poured. When the concrete reaches a certain strength, the formwork is removed to complete the module prefabrication.
- Cap construction When pouring the cap, a threaded sleeve is embedded in the top surface of the cap according to the main reinforcement layout of the pier column, corresponding to each main reinforcement position, and the top surface of the threaded sleeve is flush with the top surface of the cap; the top surface of the cap is provided with a tenon or tenon groove matching the bottom of the pier column segment;
- the pier column segments are installed in a staggered manner using type I segments and type II segments.
- the four modules of the segment are sequentially hoisted onto the pedestal, and the tenons and grooves between the modules fit together, and the bottom of each module is It fits with the tenon and mortise on the top surface of the pedestal;
- Grouting is performed in the stirrup channels and main reinforcement channels to complete the installation of the first segment pier column;
- the above method is used to stagger the subsequent segments to complete the installation of the prefabricated pier.
- this method Compared with the existing prefabricated piers, this method has the following advantages:
- the pier column is divided into multiple sections, and each section is divided into multiple modules, which greatly reduces the weight of each section of the pier column, making it easier to transport and hoist, and is conducive to its promotion and application in mountainous areas and areas with inconvenient transportation;
- Each section of the pier is divided into multiple plate unit modules, which are convenient for erecting and dismantling the molds during prefabrication, greatly reducing the difficulty of prefabrication and facilitating rapid factory prefabrication;
- the main reinforcement between segments is connected by threaded sleeves, which ensures reliable force bearing.
- the mortise and tenon structure between the upper and lower segments and between the modules of each segment can also increase the shear resistance of the structure, making the seismic effect of the prefabricated assembled piers no different from that of the cast-in-place piers.
- FIG1 is a schematic diagram of the modular segmentation of type I segments
- FIG2 is a schematic diagram of the modular segmentation of type II segments
- Figure 3 is a schematic diagram of the layout of the main reinforcement and hoop reinforcement of the pier column
- FIG4 is a schematic diagram of the planar structure of a straight module of an I-type segment
- FIG5 is an elevation view of a straight module of an I-type segment
- FIG6 is a plan view of a U-shaped module of an I-shaped segment
- FIG7 is an elevation view of a U-shaped module of an I-shaped segment
- Fig. 8 is a plan view of an L-shaped module of a type II segment
- FIG9 is a schematic diagram of the connection structure between the threaded sleeve and the main reinforcement and the annular stirrups;
- FIG10 is a schematic diagram of the elevation structure of the platform
- FIG. 11 is a schematic diagram of the structure of type I segments and type II segments staggered installation on the platform;
- FIG12 is a schematic diagram of a method of inserting stirrups into stirrups of an I-type segment
- FIG13 is a schematic diagram of the planar structure after the I-type segment is installed.
- FIG14 is a schematic diagram of the state of the stirrups being installed, anchored and grouted in the stirrup duct;
- FIG15 is a detailed view of the installation structure of the stirrup anchor nut in FIG14;
- FIG16 is a schematic diagram of a state where a main reinforcement is inserted into a main reinforcement hole
- FIG. 17 is a schematic diagram of the planar structure after the Type II segment is installed.
- the thin-walled hollow pier is divided into a plurality of prefabricated segments, and the plurality of segments are further divided into two types: type I segments 10 and type II segments 20 .
- the type I segment 1 is longitudinally divided into four modules, including two straight-plate modules 101 and two U-shaped modules 102 , and the type II segment is longitudinally divided into four L-shaped modules 201 ;
- Each module has two side end surfaces and upper and lower end surfaces respectively provided with tenon 1 and tenon groove 2 structures that can match each other;
- each module is prefabricated in a prefabrication yard.
- the main bars of all modules are not installed first, and a main bar channel 5 is reserved at the designed position of each main bar, and:
- a threaded sleeve 6 is screwed to both ends of each annular stirrup 4, and one half of each threaded sleeve is screwed to the stirrup, and the other half is reserved for connection with the rear stirrup of the U-shaped module;
- stirrups at both ends are not installed first, and stirrup channels 7 are reserved at the design positions of each stirrup at both ends;
- each circumferential stirrup 4 at the other end is screwed with a threaded sleeve 6 at one end facing the module end face, and one half of the threaded sleeve is screwed with the stirrup, and the other half is reserved for connection with the later installed stirrups of another L-shaped module;
- All the above-mentioned reserved main reinforcement holes 5 and annular stirrup reinforcement holes 7 can be formed by PVC pipes, and the PVC pipes are tied and fixed to the steel frame.
- the threaded sleeve 6 and its connection structure with the stirrup 4 are shown in FIG9 , and its reserved end is set as a groove structure, which can guide the later installed stirrups when they are inserted and connected.
- the threaded sleeve installed on the pedestal and the threaded sleeve connected to the later installed main reinforcement are both set with this groove structure.
- the formwork is erected and concrete is poured. When the concrete reaches a certain strength, the formwork is removed to complete the module prefabrication.
- Cap construction As shown in Figure 10, when pouring the cap 30, the top surface of the cap is aligned with the main reinforcement layout of the pier column. A threaded sleeve 6 should be embedded in advance at each main reinforcement position, and the top surface of the threaded sleeve should be flush with the top surface of the cap; the top surface of the cap should be provided with a tenon or tenon groove matching the bottom of the pier column segment;
- the pier column segments are installed in an alternating manner using type I segments 10 and type II segments 20.
- the first segment is installed with a type I segment
- the second segment is installed with a type II segment
- the third segment is installed with a type I segment.
- the first segment may be installed with a type II segment
- the second segment may be installed with a type I segment, and the installation may be repeated in this manner.
- the four modules of the I-type segment 10 are sequentially suspended on the cap, the tenons and tenons between the modules fit together, and the tenons and tenons at the bottom of each module fit together with the tenons and tenons at the top of the cap;
- annular groove is provided around the end of the annular stirrup channel facing the outer wall of the module to accommodate and install the anchor nut; when each segment is installed, after the stirrups are inserted into the stirrup channel 7 of one module and connected with the threaded sleeve 6 of another module, the stirrups are tensioned, and the anchor nut 8 is screwed on the end of the stirrup facing the outer wall of the module, and the anchor nut is screwed into the annular groove, and the annular groove is sealed and repaired with concrete at a later stage.
- a main reinforcement 3 is inserted into each main reinforcement hole 5, the lower end of the main reinforcement is screwed to the threaded sleeve 6 pre-buried on the cap, and the upper end of the main reinforcement is screwed to another threaded sleeve 6, and one half of the threaded sleeve is screwed to the main reinforcement;
- Grouting is performed in the stirrup channels and main reinforcement channels to complete the installation of the first section pier.
- Grouting can be done by pressure-free grouting, filling the hole with self-compacting, non-shrinkage cement slurry.
- the four modules of the II-type segment are hoisted onto the first segment, the tenons and mortises between the modules and between the modules and the first segment are adjusted, and then the stirrups and main bars are installed in the same way as the first segment;
- the above method is used to install subsequent segments in turn to complete the installation construction of the prefabricated pier.
- adhesive material is applied to the four end faces of each module when each segment is installed.
- each module when each module is prefabricated and the steel frame is tied, 2-4 vertical hangers can be symmetrically arranged on the steel frame.
- the arrangement of the hangers is shown in Figures 4 to 8, and the upper end of each hanger 9 is higher than the height of the module; when the module is transported and installed, it can be lifted by connecting the sling through the hanger 9; when the pier segment is installed, after each module is lifted, the exposed end of the hanger is cut off.
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
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- Architecture (AREA)
- General Engineering & Computer Science (AREA)
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Abstract
A prefabricated thin-walled hollow pier construction method based on steel bar post-installation, comprising: dividing a pier column into a plurality of prefabricated sections, the plurality of sections being divided into two types of sections, i.e., I-type sections and II-type sections, wherein each I-type section is divided into two straight-plate modules and two U-shaped modules in the longitudinal direction, and each II-type section is divided into four L-shaped modules in the longitudinal direction; providing a main steel bar channel in the main steel bar position of each module, and providing a hoop steel bar channel in the hoop steel bar position of each of some of the modules of each section; installing the I-type sections and the II-type sections alternately at a pier position, during installation of each section, a hoop steel bar being inserted in each hoop steel bar channel and being connected to a preset hoop steel bar by means of a threaded sleeve, and main steel bars being inserted into main steel bar channels of upper and lower sections and being connected by means of threaded sleeves. The present invention greatly reduces the weight of each section of pier column, thereby facilitating transportation and installation, and the connection between the sections is firm, so that shear resistance is high.
Description
本发明要求于2022年10月21日向中国国家知识产权局提交的申请号为202211297039.5、发明名称为“一种后筋法预制装配式薄壁空心墩施工方法”的中国专利申请的优先权,其全部内容通过引用结合在本申请中。The present invention claims the priority of the Chinese patent application with application number 202211297039.5 filed with the State Intellectual Property Office of China on October 21, 2022, and invention name “A construction method for prefabricated and assembled thin-walled hollow piers by post-reinforcement method”, the entire contents of which are incorporated by reference into this application.
本发明属于桥梁施工技术领域,涉及桥梁墩柱的施工,具体涉及一种后筋法装配式预制薄壁空心墩施工方法。The invention belongs to the technical field of bridge construction, relates to the construction of bridge piers, and specifically relates to a post-reinforcement method for assembling prefabricated thin-walled hollow piers.
墩柱是桥梁结构的承重体系,其施工质量直接影响到桥梁结构的安全性能。传统墩柱多采用现浇施工,效率较低,且受现场的施工环境和养护环境影响,质量不可控因素较多。The pier is the load-bearing system of the bridge structure, and its construction quality directly affects the safety performance of the bridge structure. Traditional piers are mostly cast-in-place, which is inefficient and affected by the on-site construction and maintenance environment, and there are many uncontrollable factors in quality.
随着预制装配技术的发展,装配式墩柱也逐渐应用于桥梁施工中。装配式墩柱可进行工厂化、标准化预制,具有质量可控、施工速度快、不受施工环境影响等优点。With the development of prefabrication and assembly technology, prefabricated piers are gradually being used in bridge construction. Prefabricated piers can be prefabricated in factories and in a standardized manner, and have the advantages of controlled quality, fast construction speed, and no influence from the construction environment.
目前预制墩柱都是基于套筒连接技术,即在预制墩柱内预设连接套筒,在承台顶面设置预埋钢筋,预制墩柱在承台上安装时,将承台上的预埋筋***套筒内,然后对套筒进行压浆,通过压浆保证钢筋与套筒连接。该方法虽然在一定程度上避免了现浇施工的一些缺点,但其自身也存在一些不足:一方面是套筒内压浆的密实度不好控制且缺乏有效检测手段,因此钢筋安装质量不可控;另一方面是套筒材质一般为铸钢,脆性较大,抗震效果不佳,因此在高烈度地震区很难推广;第三,由于钢筋***对接、压浆需要,及自身力学性能要求,套筒需要有较大的内腔尺寸和厚度,其外径远大于钢筋直径,如果不增加墩柱结构尺寸,套筒就会影响保护层厚度,而为了保证保护层厚度,就势必要增加墩柱结构尺寸,造成预制墩柱成本增加。At present, prefabricated piers are all based on sleeve connection technology, that is, a connection sleeve is preset in the prefabricated pier, and embedded steel bars are set on the top surface of the pedestal. When the prefabricated pier is installed on the pedestal, the embedded steel bars on the pedestal are inserted into the sleeve, and then the sleeve is grouted to ensure the connection between the steel bars and the sleeve. Although this method avoids some shortcomings of cast-in-place construction to a certain extent, it also has some shortcomings: on the one hand, the density of grouting in the sleeve is difficult to control and there is a lack of effective detection means, so the quality of steel bar installation is uncontrollable; on the other hand, the sleeve material is generally cast steel, which is brittle and has poor seismic resistance, so it is difficult to promote in high-intensity earthquake areas; third, due to the need for steel bar insertion and grouting, as well as its own mechanical properties, the sleeve needs to have a larger inner cavity size and thickness, and its outer diameter is much larger than the steel bar diameter. If the pier structure size is not increased, the sleeve will affect the thickness of the protective layer. In order to ensure the thickness of the protective layer, the pier structure size must be increased, resulting in an increase in the cost of prefabricated piers.
鉴于上述问题的存在,目前预制装配式墩柱多为一柱到顶方式,这样又造成预制墩柱体积及重量较大,需要大型设备进行运输、安装,对现场的场地硬化要求高,进而整体推高了施工成本,尤其对于交通条件较差的山区,因为大型构件运输、大型设备进场困难,也因此在限制了预制装配式墩柱在山区桥梁中的应用,目前山区桥梁还没有墩柱预制装配式施工案例。
In view of the existence of the above-mentioned problems, most of the prefabricated piers are currently built with one column to the top, which results in a large volume and weight of the prefabricated piers. Large equipment is needed for transportation and installation, and high requirements are placed on the hardening of the site, which in turn pushes up the overall construction cost. This is especially true for mountainous areas with poor traffic conditions, where it is difficult to transport large components and bring large equipment to the site. This limits the application of prefabricated piers in mountain bridges. Currently, there are no cases of prefabricated pier construction for mountain bridges.
另外,对于预制薄壁空心墩,由于混凝土浇筑后对内模板的挤压,导致内模脱模困难,增加了墩柱预制的难度。In addition, for prefabricated thin-walled hollow piers, the extrusion of the inner formwork after concrete pouring makes it difficult to demould the inner formwork, which increases the difficulty of prefabrication of the pier column.
发明内容Summary of the invention
本发明的目的是针对现有预制装配式墩柱存在的上述问题,提供一种后筋法咬合薄壁空心墩施工方法,在保证墩柱施工质量的前提下,降低预制装配式墩柱的施工成本,并促进装配式墩柱施工方法的推广应用。The purpose of the present invention is to provide a post-reinforcement method for thin-walled hollow pier construction in response to the above-mentioned problems existing in existing prefabricated assembled pier columns, thereby reducing the construction cost of prefabricated assembled pier columns while ensuring the construction quality of the pier columns, and promoting the popularization and application of assembled pier column construction methods.
本发明的技术方案如下:The technical solution of the present invention is as follows:
一种后筋法预制装配式薄壁空心墩施工方法,其特征在于:A post-reinforcement prefabricated assembled thin-wall hollow pier construction method, characterized by:
(1)墩柱节段设计:将薄壁空心墩分为多个预制节段,多个节段再分为Ⅰ型节段和Ⅱ型节段两种类型,其中Ⅰ型节段沿纵向分为4个模块,包括两个直板型模块和两个U型模块,Ⅱ型节段沿纵向分为4个L型模块;(1) Pier segment design: The thin-walled hollow pier is divided into multiple prefabricated segments, which are further divided into two types: type I segments and type II segments. Type I segments are divided into four modules along the longitudinal direction, including two straight modules and two U-shaped modules, and type II segments are divided into four L-shaped modules along the longitudinal direction.
每个模块两侧端面和上下端面分别设置可相互匹配的榫头或榫槽结构;Each module has two side end surfaces and upper and lower end surfaces respectively provided with tenon or tenon groove structures that can match each other;
(2)墩柱主筋及箍筋布局设计:根据墩柱结构的设计受力能力,进行墩柱的主筋及箍筋布局,并绘出布局图,作为所有预制模块的主筋及箍筋的布设依据;(2) Pier column main reinforcement and stirrup layout design: According to the designed bearing capacity of the pier column structure, the main reinforcement and stirrup layout of the pier column is carried out, and a layout diagram is drawn as the basis for the layout of the main reinforcement and stirrups of all prefabricated modules;
(3)模块预制:在预制场进行各模块的预制,预制时,在绑扎钢筋骨架时,所有模块的主筋先不安装,在每根主筋的设计位置预留主筋孔道,并且:(3) Module prefabrication: Each module is prefabricated in the prefabrication yard. During prefabrication, when tying the steel bar skeleton, the main bars of all modules are not installed first. Main bar holes are reserved at the designed position of each main bar, and:
对于直板模块,在其每根环向箍筋的两端分别螺接一螺纹套筒,且每个螺纹套筒的二分之一与箍筋螺接,另二分之一预留用于与U型模块的后装箍筋连接;For straight plate modules, a threaded sleeve is screwed to both ends of each circumferential stirrup, and one half of each threaded sleeve is screwed to the stirrup, and the other half is reserved for connection with the rear stirrup of the U-shaped module;
对于U型模块,其两端的箍筋先不安装,在两端每根箍筋的设计位置预留箍筋通道;For the U-shaped module, the stirrups at both ends are not installed first, and stirrup channels are reserved at the design position of each stirrup at both ends;
对于L型模块,其一端环向箍筋先不安装,在该端每根箍筋设计位置预留箍筋通道;在另一端的每根环向箍筋朝向模块端面一端螺接一螺纹套筒,且螺纹套筒的二分之一与箍筋螺接,另二分之一预留,用于与另一L型模块的后装箍筋连接;For L-shaped modules, the hoop reinforcement at one end is not installed first, and a hoop reinforcement channel is reserved at the design position of each hoop reinforcement at this end; a threaded sleeve is screwed to the end of each hoop reinforcement facing the module end face at the other end, and one half of the threaded sleeve is screwed to the hoop reinforcement, and the other half is reserved for connection with the post-installed hoop reinforcement of another L-shaped module;
每个模块的钢筋骨架绑扎完成后,立模、浇筑混凝土,混凝土达到一定强度后,拆模,完成模块预制;After the reinforcement skeleton of each module is tied, the formwork is erected and concrete is poured. When the concrete reaches a certain strength, the formwork is removed to complete the module prefabrication.
所有模块预制完成后,运至墩柱施工现场等待安装;After all modules are prefabricated, they are transported to the pier construction site and wait for installation;
(3)承台施工:浇筑承台时,在承台顶面根据墩柱的主筋布局,对应每根主筋位置预埋一螺纹套筒,螺纹套筒顶面与承台顶面齐平;承台顶面设置与墩柱节段底部匹配的榫头或榫槽;(3) Cap construction: When pouring the cap, a threaded sleeve is embedded in the top surface of the cap according to the main reinforcement layout of the pier column, corresponding to each main reinforcement position, and the top surface of the threaded sleeve is flush with the top surface of the cap; the top surface of the cap is provided with a tenon or tenon groove matching the bottom of the pier column segment;
(4)墩柱安装:墩柱节段采用Ⅰ型节段和Ⅱ型节段交错的方式安装;安装第一个节段时,将该节段的4个模块依次吊放到承台上,各模块之间的榫头与榫槽契合,且个模块底部
与承台顶面的榫头与榫槽契合;(4) Pier column installation: The pier column segments are installed in a staggered manner using type I segments and type II segments. When installing the first segment, the four modules of the segment are sequentially hoisted onto the pedestal, and the tenons and grooves between the modules fit together, and the bottom of each module is It fits with the tenon and mortise on the top surface of the pedestal;
在每个箍筋孔道内***箍筋,并将箍筋一端与其相对的螺纹套筒的另二分之一螺接,另一端采用螺母锚固;Insert stirrups into each stirrup hole, and screw one end of the stirrup to the other half of the threaded sleeve opposite to it, and anchor the other end with a nut;
在每个主筋孔道中***一主筋,将主筋下端与承台上预埋的螺纹套筒螺接,主筋上端再螺接一螺纹套筒,且该螺纹套筒的二分之一与主筋螺接;Insert a main reinforcement into each main reinforcement hole, screw the lower end of the main reinforcement to the threaded sleeve pre-buried on the cap, screw the upper end of the main reinforcement to another threaded sleeve, and screw one half of the threaded sleeve to the main reinforcement;
在箍筋通道和主筋通道内灌浆,完成第一节段墩柱安装;Grouting is performed in the stirrup channels and main reinforcement channels to complete the installation of the first segment pier column;
将与第一节段类型不同的节段的4个模块吊放到第一节段上,调整各模块间及各模块与第一节段间的榫头与榫槽契合,然后按照第一节段的安装方式安装箍筋与主筋;Hang the four modules of the segment that is different from the first segment onto the first segment, adjust the tenons and mortises between the modules and between the modules and the first segment, and then install the stirrups and main bars in the same way as the first segment;
采用上述方式交错安装后续节段,完成装配式墩柱安装施工。The above method is used to stagger the subsequent segments to complete the installation of the prefabricated pier.
本方法相比现有预制装配式墩柱,其优点在于:Compared with the existing prefabricated piers, this method has the following advantages:
将墩柱分为多个节段,每个节段又分为多个模块,大幅降低了每节墩柱的重量,便于运输、吊装,有利于在山区及交通不便区域推广应用;The pier column is divided into multiple sections, and each section is divided into multiple modules, which greatly reduces the weight of each section of the pier column, making it easier to transport and hoist, and is conducive to its promotion and application in mountainous areas and areas with inconvenient transportation;
每节墩柱分为多个板单元模块,预制时便于立模和拆模,预制难度大大降低,有利于工厂化快速预制;Each section of the pier is divided into multiple plate unit modules, which are convenient for erecting and dismantling the molds during prefabrication, greatly reducing the difficulty of prefabrication and facilitating rapid factory prefabrication;
节段间主筋采用螺纹套筒连接,受力可靠,上下节段间及每个节段的模块间采用榫卯结构契合也能增加结构抗剪能力,使预制装配式墩柱的抗震效果与现浇墩柱无差别。The main reinforcement between segments is connected by threaded sleeves, which ensures reliable force bearing. The mortise and tenon structure between the upper and lower segments and between the modules of each segment can also increase the shear resistance of the structure, making the seismic effect of the prefabricated assembled piers no different from that of the cast-in-place piers.
图1是I型节段的模块分割方式示意图;FIG1 is a schematic diagram of the modular segmentation of type I segments;
图2是II型节段的模块分割方式示意图;FIG2 is a schematic diagram of the modular segmentation of type II segments;
图3是墩柱主筋及环向筋的布设方式示意图;Figure 3 is a schematic diagram of the layout of the main reinforcement and hoop reinforcement of the pier column;
图4是I型节段的直板模块的平面结构示意图;FIG4 is a schematic diagram of the planar structure of a straight module of an I-type segment;
图5是I型节段的直板模块的立面图;FIG5 is an elevation view of a straight module of an I-type segment;
图6是I型节段的U型模块的平面图;FIG6 is a plan view of a U-shaped module of an I-shaped segment;
图7是I型节段的U型模块的立面图;FIG7 is an elevation view of a U-shaped module of an I-shaped segment;
图8是II型节段的L型模块的平面图;Fig. 8 is a plan view of an L-shaped module of a type II segment;
图9是螺纹套筒与主筋及环向箍筋的连接结构示意图;FIG9 is a schematic diagram of the connection structure between the threaded sleeve and the main reinforcement and the annular stirrups;
图10是承台的立面结构示意图;FIG10 is a schematic diagram of the elevation structure of the platform;
图11是I型节段和II型节段在承台上交错安装的结构示意图;11 is a schematic diagram of the structure of type I segments and type II segments staggered installation on the platform;
图12是I型节段的箍筋中***箍筋方式示意图;FIG12 is a schematic diagram of a method of inserting stirrups into stirrups of an I-type segment;
图13是I型节段安装完成后的平面结构示意图;
FIG13 is a schematic diagram of the planar structure after the I-type segment is installed;
图14是箍筋孔道中后装箍筋并锚固、灌浆的状态示意图;FIG14 is a schematic diagram of the state of the stirrups being installed, anchored and grouted in the stirrup duct;
图15是图14中箍筋锚固螺母的安装结构细部图;FIG15 is a detailed view of the installation structure of the stirrup anchor nut in FIG14;
图16是主筋孔道中***主筋的状态示意图;FIG16 is a schematic diagram of a state where a main reinforcement is inserted into a main reinforcement hole;
图17是II型节段安装完成后的平面结构示意图。FIG. 17 is a schematic diagram of the planar structure after the Type II segment is installed.
本发明的具体实施方式如下:The specific implementation methods of the present invention are as follows:
(1)墩柱节段设计:如图1、图2所示,将薄壁空心墩分为多个预制节段,多个节段再均分为Ⅰ型节段10和Ⅱ型节段20两种类型,其中Ⅰ型节段1沿纵向分为4个模块,包括两个直板型模块101和两个U型模块102,Ⅱ型节段沿纵向分为4个L型模块201;(1) Pier column segment design: As shown in FIGS. 1 and 2 , the thin-walled hollow pier is divided into a plurality of prefabricated segments, and the plurality of segments are further divided into two types: type I segments 10 and type II segments 20 . The type I segment 1 is longitudinally divided into four modules, including two straight-plate modules 101 and two U-shaped modules 102 , and the type II segment is longitudinally divided into four L-shaped modules 201 ;
每个模块两侧端面和上下端面分别设置可相互匹配的榫头1和榫槽2结构;Each module has two side end surfaces and upper and lower end surfaces respectively provided with tenon 1 and tenon groove 2 structures that can match each other;
(2)墩柱主筋及箍筋布局设计:如图3所示,根据墩柱结构的设计受力能力,进行墩柱的主筋3及箍筋4布局,并绘出布局图,作为所有墩柱预制模块的主筋及箍筋的布设依据;(2) Layout design of main reinforcement and stirrups of pier columns: As shown in Figure 3, the main reinforcement 3 and stirrups 4 of the pier columns are laid out according to the designed bearing capacity of the pier column structure, and a layout diagram is drawn as the basis for the layout of the main reinforcement and stirrups of all pier column prefabricated modules;
(3)模块预制:如图4到图8所示,在预制场进行各模块的预制,预制时,在绑扎钢筋骨架时,所有模块的主筋先不安装,在每根主筋的设计位置预留主筋孔道5,并且:(3) Module prefabrication: As shown in Figures 4 to 8, each module is prefabricated in a prefabrication yard. During prefabrication, when tying the steel bar skeleton, the main bars of all modules are not installed first, and a main bar channel 5 is reserved at the designed position of each main bar, and:
对于直板模块101,在其每根环向箍筋4的两端分别螺接一螺纹套筒6,且每个螺纹套筒的二分之一与箍筋螺接,另二分之一预留用于与U型模块的后装箍筋连接;For the straight plate module 101, a threaded sleeve 6 is screwed to both ends of each annular stirrup 4, and one half of each threaded sleeve is screwed to the stirrup, and the other half is reserved for connection with the rear stirrup of the U-shaped module;
对于U型模块102,其两端的箍筋先不安装,在其两端每根箍筋的设计位置预留箍筋通道7;For the U-shaped module 102, the stirrups at both ends are not installed first, and stirrup channels 7 are reserved at the design positions of each stirrup at both ends;
对于L型模块201,其一端环向箍筋先不安装,在该端每根箍筋设计位置预留箍筋通道7;在另一端的每根环向箍筋4朝向模块端面一端螺接一螺纹套筒6,且螺纹套筒的二分之一与箍筋螺接,另二分之一预留,用于与另一L型模块的后装箍筋连接;For the L-shaped module 201, the circumferential stirrups at one end are not installed first, and a stirrup channel 7 is reserved at the design position of each stirrup at this end; each circumferential stirrup 4 at the other end is screwed with a threaded sleeve 6 at one end facing the module end face, and one half of the threaded sleeve is screwed with the stirrup, and the other half is reserved for connection with the later installed stirrups of another L-shaped module;
上述所有预留主筋孔道5和环向箍筋孔道7均可采用PVC管形成,PVC管与钢筋骨架绑扎固定。All the above-mentioned reserved main reinforcement holes 5 and annular stirrup reinforcement holes 7 can be formed by PVC pipes, and the PVC pipes are tied and fixed to the steel frame.
上述螺纹套筒6及其与箍筋4的连接结构如图9所示,其预留端设置为坡口结构,可对后装箍筋***连接时起导向作用。后述的承台上安装的螺纹套筒及后装主筋上连接的螺纹套筒均设置此坡口结构。The threaded sleeve 6 and its connection structure with the stirrup 4 are shown in FIG9 , and its reserved end is set as a groove structure, which can guide the later installed stirrups when they are inserted and connected. The threaded sleeve installed on the pedestal and the threaded sleeve connected to the later installed main reinforcement are both set with this groove structure.
每个模块的钢筋骨架绑扎完成后,立模、浇筑混凝土,混凝土达到一定强度后,拆模,完成模块预制;After the reinforcement skeleton of each module is tied, the formwork is erected and concrete is poured. When the concrete reaches a certain strength, the formwork is removed to complete the module prefabrication.
所有模块预制完成后,运至墩柱施工现场等待安装。After all modules are prefabricated, they are transported to the pier construction site and wait for installation.
(3)承台施工:如图10所示,浇筑承台30时,在承台顶面根据墩柱的主筋布局,对
应每根主筋位置预埋一螺纹套筒6,螺纹套筒顶面与承台顶面齐平;承台顶面设置与墩柱节段底部匹配的榫头或榫槽;(3) Cap construction: As shown in Figure 10, when pouring the cap 30, the top surface of the cap is aligned with the main reinforcement layout of the pier column. A threaded sleeve 6 should be embedded in advance at each main reinforcement position, and the top surface of the threaded sleeve should be flush with the top surface of the cap; the top surface of the cap should be provided with a tenon or tenon groove matching the bottom of the pier column segment;
(4)墩柱安装:如图11所示,墩柱节段采用Ⅰ型节段10和Ⅱ型节段20交替方式安装;图11所示实施例是第一节段安装Ⅰ型节段,第二节段安装Ⅱ型节段,第三节段再安装Ⅰ型节段;也可以第一节安装Ⅱ型节段,第二节安装Ⅰ型节段,如此循环安装。(4) Pier column installation: As shown in FIG. 11 , the pier column segments are installed in an alternating manner using type I segments 10 and type II segments 20. In the embodiment shown in FIG. 11 , the first segment is installed with a type I segment, the second segment is installed with a type II segment, and the third segment is installed with a type I segment. Alternatively, the first segment may be installed with a type II segment, and the second segment may be installed with a type I segment, and the installation may be repeated in this manner.
如图12、13所示,将I型节段10的4个模块依次吊放到承台上,各模块之间的榫头与榫槽契合,且个模块底部与承台顶面的榫头与榫槽契合;As shown in FIGS. 12 and 13 , the four modules of the I-type segment 10 are sequentially suspended on the cap, the tenons and tenons between the modules fit together, and the tenons and tenons at the bottom of each module fit together with the tenons and tenons at the top of the cap;
在每个箍筋孔道7内***环向筋4,并将***的箍筋一端与其相对的模块上的螺纹套筒6的另二分之一螺接,另一端采用螺母锚固;Insert the annular reinforcement 4 into each stirrup hole 7, and screw one end of the inserted stirrup to the other half of the threaded sleeve 6 on the module opposite to it, and anchor the other end with a nut;
如图14、15所示,为便于安装锚固螺母8,每个模块预制时,在所述环向箍筋孔道朝向模块外壁一端周围设一环形槽,用于容纳和安装锚固螺母;在每个节段安装时,一个模块的箍筋孔道7中***箍筋并与另一模块的螺纹套筒6连接后,张拉箍筋,并在箍筋朝向模块外壁端螺接锚固螺母8,将锚固螺母拧入环形槽中,后期对环形槽口采用混凝土封堵和修补。As shown in Figures 14 and 15, in order to facilitate the installation of the anchor nut 8, when each module is prefabricated, an annular groove is provided around the end of the annular stirrup channel facing the outer wall of the module to accommodate and install the anchor nut; when each segment is installed, after the stirrups are inserted into the stirrup channel 7 of one module and connected with the threaded sleeve 6 of another module, the stirrups are tensioned, and the anchor nut 8 is screwed on the end of the stirrup facing the outer wall of the module, and the anchor nut is screwed into the annular groove, and the annular groove is sealed and repaired with concrete at a later stage.
如图16所示,在每个主筋孔道5中***一主筋3,将主筋下端与承台上预埋的螺纹套筒6螺接,主筋上端再螺接一螺纹套筒6,且该螺纹套筒的二分之一与主筋螺接;As shown in FIG16 , a main reinforcement 3 is inserted into each main reinforcement hole 5, the lower end of the main reinforcement is screwed to the threaded sleeve 6 pre-buried on the cap, and the upper end of the main reinforcement is screwed to another threaded sleeve 6, and one half of the threaded sleeve is screwed to the main reinforcement;
在箍筋通道和主筋通道内灌浆,完成第一节段墩柱安装。Grouting is performed in the stirrup channels and main reinforcement channels to complete the installation of the first section pier.
灌浆可采用无压力灌浆方式,向孔道内填充自密实无收缩水泥浆。Grouting can be done by pressure-free grouting, filling the hole with self-compacting, non-shrinkage cement slurry.
如图17所示,将II型节段的4个模块吊放到第一节段上,调整各模块间及各模块与第一节段间的榫头与榫槽契合,然后按照第一节段的安装方式安装箍筋与主筋;As shown in Figure 17, the four modules of the II-type segment are hoisted onto the first segment, the tenons and mortises between the modules and between the modules and the first segment are adjusted, and then the stirrups and main bars are installed in the same way as the first segment;
采用上述方式轮流安装后续节段,完成装配式墩柱安装施工。The above method is used to install subsequent segments in turn to complete the installation construction of the prefabricated pier.
为增加节段间连接的牢固性,每个节段安装时,在其每个模块的4个端面涂抹胶结材料。In order to increase the firmness of the connection between segments, adhesive material is applied to the four end faces of each module when each segment is installed.
本发明具体实施时,每个模块预制时,在钢筋骨架绑扎时,可在钢筋骨架上对称设置2-4根竖向的吊筋,吊筋的设置方式见图4到图8中所示,每根吊筋9上端高于模块的高度;模块转运和安装时,可通过吊筋9连接吊具起吊;墩柱节段安装时,每个模块吊装完成后,将吊筋外露端割除。
During the specific implementation of the present invention, when each module is prefabricated and the steel frame is tied, 2-4 vertical hangers can be symmetrically arranged on the steel frame. The arrangement of the hangers is shown in Figures 4 to 8, and the upper end of each hanger 9 is higher than the height of the module; when the module is transported and installed, it can be lifted by connecting the sling through the hanger 9; when the pier segment is installed, after each module is lifted, the exposed end of the hanger is cut off.
Claims (7)
- 一种后筋法预制装配式薄壁空心墩施工方法,其特征在于:A post-reinforcement prefabricated assembled thin-wall hollow pier construction method, characterized by:(1)墩柱节段设计:将薄壁空心墩分为多个预制节段,多个节段再分为Ⅰ型节段和Ⅱ型节段两种类型,其中Ⅰ型节段沿纵向分为4个模块,包括两个直板型模块和两个U型模块,Ⅱ型节段沿纵向分为4个L型模块;(1) Pier segment design: The thin-walled hollow pier is divided into multiple prefabricated segments, which are further divided into two types: type I segments and type II segments. Type I segments are divided into four modules along the longitudinal direction, including two straight modules and two U-shaped modules, and type II segments are divided into four L-shaped modules along the longitudinal direction.每个模块两侧端面和上下端面分别设置可相互匹配的榫头或榫槽结构;Each module has two side end surfaces and upper and lower end surfaces respectively provided with tenon or tenon groove structures that can match each other;(2)墩柱主筋及箍筋布局设计:根据墩柱结构的设计受力能力,进行墩柱的主筋及箍筋布局,并绘出布局图,作为所有预制模块的主筋及箍筋的布设依据;(2) Pier column main reinforcement and stirrup layout design: According to the designed bearing capacity of the pier column structure, the main reinforcement and stirrup layout of the pier column is carried out, and a layout diagram is drawn as the basis for the layout of the main reinforcement and stirrups of all prefabricated modules;(3)模块预制:在预制场进行各模块的预制,预制时,在绑扎钢筋骨架时,所有模块的主筋先不安装,在每根主筋的设计位置预留主筋孔道,并且:(3) Module prefabrication: Each module is prefabricated in the prefabrication yard. During prefabrication, when tying the steel bar skeleton, the main bars of all modules are not installed first. Main bar holes are reserved at the designed position of each main bar, and:对于直板模块,在其每根环向箍筋的两端分别螺接一螺纹套筒,且每个螺纹套筒的二分之一与箍筋螺接,另二分之一预留用于与U型模块的后装箍筋连接;For straight plate modules, a threaded sleeve is screwed to both ends of each circumferential stirrup, and one half of each threaded sleeve is screwed to the stirrup, and the other half is reserved for connection with the rear stirrup of the U-shaped module;对于U型模块,其两端的箍筋先不安装,在两端每根箍筋的设计位置预留箍筋通道;For the U-shaped module, the stirrups at both ends are not installed first, and stirrup channels are reserved at the design position of each stirrup at both ends;对于L型模块,其一端环向箍筋先不安装,在该端每根箍筋设计位置预留箍筋通道;在另一端的每根环向箍筋朝向模块端面一端螺接一螺纹套筒,且螺纹套筒的二分之一与箍筋螺接,另二分之一预留,用于与另一L型模块的后装箍筋连接;For L-shaped modules, the hoop reinforcement at one end is not installed first, and a hoop reinforcement channel is reserved at the design position of each hoop reinforcement at this end; a threaded sleeve is screwed to the end of each hoop reinforcement facing the module end face at the other end, and one half of the threaded sleeve is screwed to the hoop reinforcement, and the other half is reserved for connection with the post-installed hoop reinforcement of another L-shaped module;每个模块的钢筋骨架绑扎完成后,立模、浇筑混凝土,混凝土达到一定强度后,拆模,完成模块预制;After the reinforcement skeleton of each module is tied, the formwork is erected and concrete is poured. When the concrete reaches a certain strength, the formwork is removed to complete the module prefabrication.所有模块预制完成后,运至墩柱施工现场等待安装;After all modules are prefabricated, they are transported to the pier construction site and wait for installation;(3)承台施工:浇筑承台时,在承台顶面根据墩柱的主筋布局,对应每根主筋位置预埋一螺纹套筒,螺纹套筒顶面与承台顶面齐平;承台顶面设置与墩柱节段底部匹配的榫头或榫槽;(3) Cap construction: When pouring the cap, a threaded sleeve is embedded in the top surface of the cap according to the main reinforcement layout of the pier column, corresponding to each main reinforcement position, and the top surface of the threaded sleeve is flush with the top surface of the cap; the top surface of the cap is provided with a tenon or tenon groove matching the bottom of the pier column segment;(4)墩柱安装:墩柱节段采用Ⅰ型节段和Ⅱ型节段交错的方式安装;安装第一个节段时,将该节段的4个模块依次吊放到承台上,各模块之间的榫头与榫槽契合,且个模块底部与承台顶面的榫头与榫槽契合;(4) Pier column installation: The pier column segments are installed in a staggered manner using type I segments and type II segments. When installing the first segment, the four modules of the segment are sequentially hoisted onto the cap. The tenons and tenons between the modules fit in with each other, and the tenons and tenons between the bottom of each module and the top of the cap fit in with each other.在每个箍筋孔道内***箍筋,并将箍筋一端与其相对的螺纹套筒的另二分之一螺接,另一端采用螺母锚固;Insert stirrups into each stirrup hole, and screw one end of the stirrup to the other half of the threaded sleeve opposite to it, and anchor the other end with a nut;在每个主筋孔道中***一主筋,将主筋下端与承台上预埋的螺纹套筒螺接,主筋上端再螺接一螺纹套筒,且该螺纹套筒的二分之一与主筋螺接;Insert a main reinforcement into each main reinforcement hole, screw the lower end of the main reinforcement to the threaded sleeve pre-buried on the cap, screw the upper end of the main reinforcement to another threaded sleeve, and screw half of the threaded sleeve to the main reinforcement;在箍筋通道和主筋通道内灌浆,完成第一节段墩柱安装; Grouting is performed in the stirrup channels and main reinforcement channels to complete the installation of the first segment pier column;将与第一节段类型不同的节段的4个模块吊放到第一节段上,调整各模块间及各模块与第一节段间的榫头与榫槽契合,然后按照第一节段的安装方式安装箍筋与主筋;Hang the four modules of the segment that is different from the first segment onto the first segment, adjust the tenons and mortises between the modules and between the modules and the first segment, and then install the stirrups and main bars in the same way as the first segment;采用上述方式交错安装后续节段,完成装配式墩柱安装施工。The above method is used to stagger the subsequent segments to complete the installation of the prefabricated pier.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:每个模块预制时,在钢筋骨架绑扎时,在钢筋骨架上对称设置2-4根竖向的吊筋,每根吊筋上端高于模块的高度;模块转运和安装时,通过吊筋连接吊具起吊;每个模块安装完成后,将吊筋外露端割除。According to the post-reinforcement prefabricated assembled thin-walled hollow pier construction method described in claim 1, it is characterized in that: when each module is prefabricated, 2-4 vertical hangers are symmetrically arranged on the steel skeleton when the steel skeleton is tied, and the upper end of each hanger is higher than the height of the module; when the module is transported and installed, it is lifted by connecting the hanger to the hoist; after each module is installed, the exposed end of the hanger is cut off.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:每个模块预制时,在所述环向箍筋孔道朝向模块外壁一端周围设一环形槽,用于容纳和安装锚固螺母;在每个节段安装时,一个模块的箍筋孔道中***箍筋并与另一模块的螺纹套筒连接后,张拉箍筋,并在箍筋朝向模块外壁端螺接锚固螺母,将锚固螺母拧入环形槽中,后期对环形槽口采用混凝土封堵和修补。According to the post-reinforcement prefabricated assembled thin-walled hollow pier construction method described in claim 1, it is characterized in that: when each module is prefabricated, an annular groove is provided around one end of the annular stirrup channel facing the module outer wall, for accommodating and installing anchor nuts; when each segment is installed, after the stirrups are inserted into the stirrup channel of one module and connected to the threaded sleeve of another module, the stirrups are tensioned, and the anchor nuts are screwed on the end of the stirrups facing the module outer wall, and the anchor nuts are screwed into the annular groove, and the annular notch is sealed and repaired with concrete at a later stage.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:绑扎每个模块的钢筋骨架时,所有预留主筋孔道和环向箍筋孔道均采用PVC管形成。The post-reinforcement prefabricated assembled thin-walled hollow pier construction method according to claim 1 is characterized in that when tying the steel reinforcement skeleton of each module, all reserved main reinforcement channels and annular stirrup reinforcement channels are formed by PVC pipes.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:对主筋孔道和箍筋孔道灌浆,采用无压力灌浆方式向孔道内填充自密实无收缩水泥浆。The post-reinforcement prefabricated assembled thin-walled hollow pier construction method according to claim 1 is characterized in that the main reinforcement holes and stirrup reinforcement holes are grouting by using a pressure-free grouting method to fill the holes with self-compacting non-shrinkage cement slurry.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:所有螺纹套筒的端口均采用坡口结构,便于模块安装时与其他模块的主筋或箍筋对接。The post-reinforcement prefabricated assembled thin-walled hollow pier construction method according to claim 1 is characterized in that the ports of all threaded sleeves adopt a bevel structure to facilitate the connection with the main reinforcement or stirrups of other modules when the module is installed.
- 根据权利要求1所述的后筋法预制装配式薄壁空心墩施工方法,其特征在于:每个节段安装时,在其每个模块的4个端面涂抹胶结材料。 The post-reinforcement prefabricated assembled thin-walled hollow pier construction method according to claim 1 is characterized in that when each segment is installed, bonding material is applied to the four end faces of each module.
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