WO2024082720A1 - Procédé de construction de pilier creux à paroi mince préfabriqué basé sur une post-installation de barre d'acier - Google Patents

Procédé de construction de pilier creux à paroi mince préfabriqué basé sur une post-installation de barre d'acier Download PDF

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Publication number
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
Authority
WO
WIPO (PCT)
Prior art keywords
module
reinforcement
modules
stirrup
segment
Prior art date
Application number
PCT/CN2023/106418
Other languages
English (en)
Chinese (zh)
Inventor
卢冠楠
肖向荣
刘丹娜
杨伟威
邵文泽
葛纪平
高昊
田汉州
Original Assignee
中交路桥建设有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中交路桥建设有限公司 filed Critical 中交路桥建设有限公司
Publication of WO2024082720A1 publication Critical patent/WO2024082720A1/fr

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Classifications

    • 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)
  • Civil Engineering (AREA)
  • Architecture (AREA)
  • General Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

L'invention concerne un procédé de construction de pilier creux à paroi mince préfabriqué basé sur une post-installation de barre d'acier. Ledit procédé comprend : la division d'une colonne de pilier en une pluralité de sections préfabriquées, la pluralité de sections étant divisée en deux types de sections, c'est-à-dire, des sections de type I et des sections de type II, chaque section de type I étant divisée en deux modules de plaque droite et deux modules en forme de U dans la direction longitudinale, et chaque section de type II étant divisée en quatre modules en forme de L dans la direction longitudinale ; la fourniture d'un canal de barre d'acier principale dans la position de barre d'acier principale de chaque module, et la fourniture d'un canal de barre d'acier en boucle dans la position de barre d'acier en boucle de chacun de certains des modules de chaque section ; et l'installation des sections de type I et les sections de type II en alternance au niveau d'une position de pilier. Pendant l'installation de chaque section, une barre d'acier en boucle est insérée dans chaque canal de barre d'acier en boucle et est reliée à une barre d'acier en boucle prédéfinie au moyen d'un manchon fileté, et les barres d'acier principales sont insérées dans les canaux de barre d'acier principale de sections supérieure et inférieure et sont reliées au moyen de manchons filetés. La présente invention réduit considérablement le poids de chaque section de colonne de pilier, ce qui facilite le transport et l'installation, et le raccordement entre les sections est ferme, de telle sorte que la résistance au cisaillement est élevée.
PCT/CN2023/106418 2022-10-21 2023-07-07 Procédé de construction de pilier creux à paroi mince préfabriqué basé sur une post-installation de barre d'acier WO2024082720A1 (fr)

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Application Number Priority Date Filing Date Title
CN202211297039.5A CN115492004B (zh) 2022-10-21 2022-10-21 一种后筋法预制装配式薄壁空心墩施工方法
CN202211297039.5 2022-10-21

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Publication number Priority date Publication date Assignee Title
CN115492004B (zh) * 2022-10-21 2024-04-12 中交路桥建设有限公司 一种后筋法预制装配式薄壁空心墩施工方法
CN218508257U (zh) * 2022-10-21 2023-02-21 中交路桥建设有限公司 一种后筋法预制装配式墩柱

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20110008752A (ko) * 2009-07-21 2011-01-27 한국건설기술연구원 호형의 철근 구멍을 갖는 프리캐스트 세그멘트 및 이를 이용한 교각 시공방법
CN109457597A (zh) * 2018-10-22 2019-03-12 北京工业大学 一种平板式模块化预制装配空心桥墩拼接构造及其作法
CN109853365A (zh) * 2019-03-18 2019-06-07 北京工业大学 一种基于高强螺栓连接的模块化预制装配高墩构造及制作方法
CN210194418U (zh) * 2019-01-30 2020-03-27 北京工业大学 一种模块化预制装配钢筋混凝土空心桥墩构造
CN115467250A (zh) * 2022-10-21 2022-12-13 中交路桥建设有限公司 一种后筋法预制装配式薄壁实心墩施工方法
CN115492004A (zh) * 2022-10-21 2022-12-20 中交路桥建设有限公司 一种后筋法预制装配式薄壁空心墩施工方法
CN218508256U (zh) * 2022-10-21 2023-02-21 中交路桥建设有限公司 一种后筋法咬合薄壁空心墩
CN218712272U (zh) * 2022-10-21 2023-03-24 中交路桥建设有限公司 一种后筋法咬合薄壁实心墩

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN208280001U (zh) * 2018-02-05 2018-12-25 横琴共轭科技有限公司 一种普通钢筋与精轧螺纹钢筋混合配筋的拼装墩
CN113106847A (zh) * 2020-01-10 2021-07-13 中国国家铁路集团有限公司 一种通长集束钢筋连接式节段预制拼装桥墩及施工方法
JP2021195788A (ja) * 2020-06-15 2021-12-27 清水建設株式会社 橋脚構築方法
CN212561131U (zh) * 2020-06-29 2021-02-19 中国国家铁路集团有限公司 一种与预制承台相连的集束灌浆套筒拼装墩
CN112761176A (zh) * 2020-12-26 2021-05-07 北京工业大学 一种承插与预埋钢筋组合的预制空心桥墩-承台连接方法与构造
CN114293475B (zh) * 2021-12-31 2023-03-24 中交路桥华南工程有限公司 变截面大断面墩塔钢筋笼节段的分环套装施工方法

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20110008752A (ko) * 2009-07-21 2011-01-27 한국건설기술연구원 호형의 철근 구멍을 갖는 프리캐스트 세그멘트 및 이를 이용한 교각 시공방법
CN109457597A (zh) * 2018-10-22 2019-03-12 北京工业大学 一种平板式模块化预制装配空心桥墩拼接构造及其作法
CN210194418U (zh) * 2019-01-30 2020-03-27 北京工业大学 一种模块化预制装配钢筋混凝土空心桥墩构造
CN109853365A (zh) * 2019-03-18 2019-06-07 北京工业大学 一种基于高强螺栓连接的模块化预制装配高墩构造及制作方法
CN115467250A (zh) * 2022-10-21 2022-12-13 中交路桥建设有限公司 一种后筋法预制装配式薄壁实心墩施工方法
CN115492004A (zh) * 2022-10-21 2022-12-20 中交路桥建设有限公司 一种后筋法预制装配式薄壁空心墩施工方法
CN218508256U (zh) * 2022-10-21 2023-02-21 中交路桥建设有限公司 一种后筋法咬合薄壁空心墩
CN218712272U (zh) * 2022-10-21 2023-03-24 中交路桥建设有限公司 一种后筋法咬合薄壁实心墩

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