WO2022041449A1 - 一种长平台牵索挂篮及主梁节段施工方法 - Google Patents
一种长平台牵索挂篮及主梁节段施工方法 Download PDFInfo
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- WO2022041449A1 WO2022041449A1 PCT/CN2020/123973 CN2020123973W WO2022041449A1 WO 2022041449 A1 WO2022041449 A1 WO 2022041449A1 CN 2020123973 W CN2020123973 W CN 2020123973W WO 2022041449 A1 WO2022041449 A1 WO 2022041449A1
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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
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- the invention relates to the technical field of bridge construction equipment, in particular to a construction method for a long platform drag cable hanging basket and a main girder segment.
- the construction device of the drag rope hanging basket is generally used.
- the common rope hanging basket structure is generally composed of basic systems such as a load-bearing platform, a rope anchoring system, a hanging lifting system, and a shearing system.
- the front end of the hanging basket load-bearing platform usually adopts an arc-shaped head structure.
- This kind of structural design solves the problem of the universality of the angle of the stay cable, but the cable force of the stay cable has a large variation range, and the minimum cable force value is several times different from the maximum cable force value.
- the principle of "big or small” results in the uneconomical structure of the arc head structure.
- the arc head has the problem of stress concentration, and the situation of insufficient local structural safety reserves is easy to occur, and there is a safety risk.
- the stay cable is connected with the arc head of the stay cable hanging basket by using the stay cable rod to form the front fulcrum of the stay cable hanging basket.
- the cable force is transferred from the arc head to the concrete main beam. The process is complicated, and in the process of "system conversion", there will inevitably be an instantaneous maximum cable force, which can easily cause damage to the structure.
- the purpose of the present invention is to provide a construction method for a long platform pull cable hanging basket and a main girder section, which solves the problem of using a pulling cable rod to connect the stay cable and the pulling cable hanging basket in the prior art.
- the arc head is connected. After the main beam concrete is poured and the tension is prestressed, the stay cable rod needs to be removed, and the cable force of the stay cable needs to be transferred from the arc head to the concrete main beam.
- extreme The large instantaneous cable force can easily cause damage to the structure.
- the present invention provides a long platform pull rope hanging basket, which is characterized by comprising:
- a load-bearing mechanism which includes a load-bearing end, the load-bearing mechanism is configured to be arranged below the poured concrete section, and the load-bearing end can extend out of the poured concrete section;
- a padlock mechanism which includes:
- At least one prefabricated anchor block which is arranged above the end of the load-bearing end, and the prefabricated anchor block is provided with a cable guide for installing the stay cable;
- the two ends of the shear resistance mechanism matched with the prefabricated anchor block abut on the poured concrete segment and the prefabricated anchor block.
- a running mechanism is also included, which is used for extending the load-bearing end of the load-bearing mechanism from below the poured concrete segment.
- the running mechanism includes:
- each of the C-shaped hooks includes a sliding end and a connecting end, the connecting end is connected with the middle of the load-bearing mechanism, and the sliding end is slidably arranged on the corresponding slideway;
- a pusher which is used for pushing the C-shaped hook to slide on the slideway so that the load-bearing end extends out of the poured concrete segment.
- the load-bearing mechanism includes:
- connection trusses arranged at intervals, which are arranged between the two load-bearing trusses, and the two ends are respectively connected with the two load-bearing trusses;
- Two pairs of truss corbels are respectively arranged on the outer sides of the two load-bearing trusses, and the connecting ends of the C-shaped hooks are connected with the truss corbels.
- a hanging mechanism one end of which is arranged at the end of the poured concrete segment, and the other end and the load-bearing end protrude from the poured concrete segment.
- the load-bearing mechanism is connected, and the height of the load-bearing mechanism can be adjusted.
- the hanging mechanism includes two groups of hanging units respectively disposed on both sides of the poured concrete segment, and each group of the hanging units includes:
- Anchoring hanging one end of which is connected with the load-bearing mechanism, and the other end passes through the poured concrete segment;
- the jacking piece which is arranged at one end of the anchor hanger passing through most of the anchor hangers, can lift or lower the anchor hanger to adjust the height of the load-bearing mechanism.
- the shear resistance mechanism includes:
- a hanging mandrel which is provided between the poured concrete segment and the prefabricated anchor block;
- Two adjusting devices with adjustable lengths are respectively arranged on both ends of the hanging top rod, and are respectively abutted on the poured concrete segment and the prefabricated anchor block.
- the prefabricated anchor block when the prefabricated anchor block is one piece, it is arranged in the middle of the transverse direction of the poured concrete segment, and when the prefabricated anchor block is two pieces, the two prefabricated anchor blocks are The blocks are respectively arranged below the flange plates on both sides of the poured concrete segment.
- a method for constructing a main beam segment comprising the following steps:
- the step of extending the load-bearing end of the load-bearing mechanism out of the poured concrete segment to a set position and anchoring includes the following steps:
- the running mechanism is removed after adjusting the height of the load-bearing mechanism by the hanging mechanism.
- the advantages of the present invention lie in: when using the long platform hoisting basket, the load-bearing end of the load-bearing mechanism is first extended out of the poured concrete segment to a set position and anchored; then the prefabricated anchor block is hoisted To the preset position above the load-bearing end, connect the prefabricated anchor block and the load-bearing end with anchors, and set up a shear resistance mechanism between the poured concrete segment and the prefabricated anchor block; after installing the stay cable to the cable guide and tensioning , forming the front fulcrum of the hanging basket, and pouring the next concrete segment between the poured concrete segment and the prefabricated anchor block.
- the prefabricated anchor blocks and cable guides are integrated in the factory.
- the cable rod makes the present invention have the characteristics of simple and clear structural force, and after the construction is completed, there is no problem of "system conversion" of the cable force of the stay cable, which simplifies the construction process.
- the system is to install the stay cable and adjust the cable after the prefabricated stay cable anchoring system is installed.
- the invented prefabricated stay cable anchoring system can meet the requirements of the main girder elevation and alignment even if the first tension cable force of the stay cable is not adjusted during the concrete pouring process, which greatly reduces the construction control of the main girder of the prestressed concrete cable-stayed bridge. Difficulty, improve the construction efficiency, achieve "zero" damage to the main beam, optimize the construction process, and the operation is simple.
- Fig. 1 is the process state diagram of step S1 of the construction method of the main beam segment in the embodiment of the present invention
- Fig. 2 is the sectional view of Fig. 1 in the embodiment of the present invention.
- Fig. 3 is the state diagram of step S2 of the construction method of the main beam segment in the embodiment of the present invention.
- FIG. 4 is a cross-sectional view of the padlock mechanism in FIG. 3 in an embodiment of the present invention.
- FIG. 5 is a front view of the connection between the load-bearing mechanism and the hanging mechanism in the embodiment of the present invention.
- FIG. 6 is a cross-sectional view of the connection between the load-bearing mechanism and the hanging mechanism in the embodiment of the present invention.
- FIG. 7 is a schematic structural diagram of a padlock mechanism in an embodiment of the present invention.
- FIG. 8 is a schematic structural diagram of a shear resistance mechanism in an embodiment of the present invention.
- the present invention provides a long platform pull rope hanging basket, comprising: a load-bearing mechanism 1, which includes a load-bearing end, and the load-bearing mechanism 1 is used to be arranged below the poured concrete section 2, And the load-bearing end can extend out of the poured concrete segment 2; it also includes a padlock mechanism 3, which includes: at least one prefabricated anchor block 31, which is arranged above the end of the load-bearing end, and the prefabricated anchor block 31 is provided with a cable-stayed The cable guide 311 of the cable 5; the padlock mechanism 3 also includes an anchor 32, which connects the prefabricated anchor block 31 and the load-bearing end; The concrete segment 2 and the prefabricated anchor block 31 are used to bear the horizontal component force of the prefabricated anchor block 31 after the stay cable 5 is installed.
- the long platform lanyard hanging basket When using the long platform lanyard hanging basket, first extend the load-bearing end of the load-bearing mechanism 1 out of the poured concrete segment 2 to a set position and anchor it; then hoist the prefabricated anchor block 31 to the preset position above the load-bearing end, and The anchor 32 connects the prefabricated anchor block 31 with the load-bearing end, and sets the shear resistance mechanism 4 between the poured concrete segment 2 and the prefabricated anchor block 31; The front fulcrum of the basket, the next concrete section is poured between the poured concrete section 2 and the prefabricated anchor block 31 .
- the prefabricated anchor block 31 and the cable guide tube 311 are integrated and processed in the factory.
- the prefabricated stay cable anchoring system of the present invention adopts the factory prefabricated construction concept, which provides better It is more conducive to construction quality control, and a set of external positioning brackets can be reused in the factory to fix the cable pipe, and the existing rope hanging basket must use internal positioning brackets (can not be reused when poured in concrete ), the present invention can recycle the positioning bracket, which greatly saves the construction cost. Because the force transmission cable rod between the arc head of the traditional cable hanging basket and the stay cable is omitted, the present invention has the characteristics of simple and clear structural stress, and after the construction is completed, there is no stay cable. The problem of force "system conversion" simplifies the construction process.
- the prefabricated stay cable anchoring system of the present invention is to install the stay cable and adjust the cable after the prefabricated stay cable anchor system is installed, the stay cable is stretched for the first time.
- the pulling force of the cable will be larger than the first tension cable force value of the existing stay cable hanging basket stay cable, so the prefabricated stay cable anchoring system of the present invention does not adjust the first tension cable force of the stay cable during the concrete pouring process.
- the elevation and alignment of the main girder also meet the requirements, which greatly reduces the difficulty of construction control of the main girder of the prestressed concrete cable-stayed bridge, improves the construction efficiency, and reduces the workload of the construction personnel.
- the prefabricated anchor block 31 has reserved concrete main beam steel bar connection interfaces in the prefabricated production process, and the number and specifications of the steel bar connection interfaces reserved by the prefabricated anchor block 31 are subject to the design drawings and specification requirements.
- the connection method of steel bars is generally welding or sleeve connection.
- the size of the prefabricated anchor block 31 is also determined by the hoisting capacity of the deck crane and the load-bearing capacity of the flat-chord bearing mechanism 1 .
- the prefabricated anchor block 31 also reserves installation holes for the vertical anchors 32 in the prefabricated production process. The installation holes do not interfere with ordinary steel bars and prestressed steel bars. After the construction of the whole bridge is completed, it is closed.
- the positioning of the cable guide tube 311 adopts an external positioning bracket, and the outline size of the external positioning bracket is slightly larger than the prefabricated anchor block 31 and does not have a relationship with the prefabricated anchor block 31 .
- the anchors 32 typically use large diameter prestressed finish rolled rebar.
- the long platform lanyard also includes a running mechanism 6 for extending the load-bearing end of the load-bearing mechanism 1 from below the poured concrete section 2 .
- the running mechanism 6 includes: two slideways 61, which are respectively arranged on both sides above the erected poured concrete segment 2; and two C-shaped hooks 62, each of which includes A sliding end and a connecting end, the connecting end is connected with the middle of the load-bearing mechanism 1, and the sliding end is slidably arranged on the corresponding slideway 61; it also includes a pusher, which is used to push the C-shaped hook 62 on the slideway 61 Slide so that the load-bearing end extends out of the poured concrete segment 2 .
- the sliding end and the connecting end are at right angles, the sliding end is arranged on both sides above the erected poured concrete segment 2 , and the connecting end is connected to the middle of the load-bearing mechanism 1 .
- the load-bearing end of the load-bearing mechanism 1 is also located below the poured concrete section 2.
- the C-shaped hook 62 is connected to the load-bearing mechanism 1, the C-shaped hook 62 is pushed by the pusher to slide on the slideway 61.
- the load-bearing end extends beyond the poured concrete segment 2 .
- running mechanisms 6 can also be selected, which can mount the load-bearing mechanism 1 and make the load-bearing portion of the load-bearing mechanism 1 extend out of the poured concrete segment 2, and the same effect can also be achieved.
- the load-bearing mechanism 1 includes: two spaced-apart load-bearing trusses 11 extending along the length direction of the poured concrete segment 2 ; and a plurality of The connecting trusses 12 arranged at intervals are arranged between the two load-bearing trusses 11, and the two ends are respectively connected with the two load-bearing trusses 11; it also includes two auxiliary truss corbels 13, which are respectively arranged on the outer sides of the two load-bearing trusses 11, C The connecting end of the hook 62 is connected with the corbel 13 of the truss.
- a plurality of spaced connecting trusses 12 are arranged between the two spaced load-bearing trusses 11 , which can be detachably connected to enhance the strength of the entire load-bearing mechanism 1 .
- the sub-truss corbel 13 can facilitate the installation and matching of the C-shaped hook 62 .
- the installation connection interface of the hanging mechanism 7 is reserved, and the structure at the interface is reinforced with stiffening plates.
- other forms of the load-bearing mechanism 1 can also be selected in other embodiments, and the same effect can also be achieved.
- the long platform pull rope hanging basket further includes: a hanging mechanism 7 , one end of which is arranged at the end of the poured concrete section 2 , and the other One end is connected with the load-bearing mechanism 1 after the load-bearing end protrudes from the poured concrete section 2, and the height of the load-bearing mechanism 1 can be adjusted.
- the hanging mechanism 7 includes two groups of hanging units respectively disposed on both sides of the poured concrete section 2, and each group of hanging units includes: an anchor hanger 71, one end of which is connected to the load-bearing mechanism 1, and the other end passes through The concrete segment 2 has been poured; it also includes a jacking member 72 , which is arranged at one end of the anchoring hanger 71 passing through most of the anchoring hangers 71 , and can lift or lower the anchoring hanger 71 to adjust the height of the load-bearing mechanism 1 .
- the anchor hanger 71 is located at the middle and rear of the load-bearing mechanism 1, and the jacking member 72 is arranged on the top surface of the concrete main beam. Located on both sides of the load-bearing mechanism 1.
- the load-bearing mechanism is The weight of the mechanism 1 is transferred from the rear anchorage hanger 71 to the poured concrete section 2, and preparations for subsequent construction are started, and the stay cable and the load-bearing mechanism 1 are not directly connected. Therefore, compared with the existing design in which the load-bearing mechanism 1 of the traction rope hanging basket needs to be directly connected with the stay cable, the load-bearing mechanism 1 of the present invention adopts the design without arc head, and does not need to be directly connected with the stay cable, thus avoiding the arc The problem of stress concentration in the shape head improves the safety of the structure.
- the anti-shear mechanism 4 includes: further includes a hanging top rod 41 , which is provided between the poured concrete segment 2 and the prefabricated anchor block 31 ; and also includes two adjustable Adjusting devices 42 for adjusting the length are respectively provided at both ends of the hanging top rod 41 and abut against the poured concrete segment 2 and the prefabricated anchor block 31 respectively.
- the suspension mandrel 41 is a steel or concrete structure, and has a high axial bearing capacity, and its specific specifications need to be designed and selected according to the maximum axial force in the construction process.
- the hanging jack 41 is a single full-length structure. (inside the beam structure), if there is a transverse partition wall and other structures between the stay cable anchoring systems, the number and segment length of the hanging top rods 41 are divided according to the position and number of the transverse partition wall.
- the adjustment device 42 has a three-way position adjustment function, and generally adopts a three-way jack device.
- the prefabricated anchor block 31 when it is one piece, it is provided in the middle of the transverse direction of the poured concrete segment 2; Below the flange plates on both sides of the poured concrete segment 2.
- the present invention also provides a construction method for a main beam segment, comprising the following steps:
- the contact surface of the adjusting device 42 and the padlock mechanism 3 is compacted to ensure full cross-section contact, and then the adjusting device 42 is activated to ensure that the position of the hanging mandrel 41 meets the design requirements, and finally
- the rod 41 applies a pre-jacking force as a safety reserve, and the pre-jacking force is determined by calculation, analysis and simulation, taking into account the construction displacement of the padlock mechanism 3 reserved for the concrete main beam to be poured.
- the load-bearing system of the traction rope hanging basket of the present invention adopts the design of no arc head, does not need to be directly connected with the stay cable, avoids the problem of stress concentration of the arc head, and improves the structural safety.
- the prefabricated stay cable anchoring system of the present invention includes a prefabricated anchor block, a cable conduit and a vertical anchoring device. The prefabricated anchor block and the cable guide tube are integrated in the factory. Compared with the existing construction concept of all cast-in-situ hanging baskets, the prefabricated stay cable anchoring system of the present invention adopts the factory prefabricated construction concept, which provides better operation.
- the environment is more conducive to construction quality control, and a set of external positioning brackets can be reused in the factory to fix the cable pipe, which is different from the existing rope hanging baskets that must use internal positioning brackets (can not be reused when poured in concrete).
- the present invention can recycle the positioning bracket, which greatly saves the construction cost.
- the present invention Compared with the anchoring system of the existing rope hanging basket, because the force transmission rope rod between the arc head of the traditional rope hanging basket and the stay cable is omitted, the present invention has the advantages of simple and clear structural force. and after the construction is completed, there is no problem of "system conversion" of the cable force of the stay cable, which simplifies the construction process.
- the cable force for the first tension of the stay cable will be greater than the first tension force value of the existing stay cable hanging basket stay cable, so the prefabricated stay cable anchoring system of the present invention
- the elevation and alignment of the main girder can meet the requirements, thus greatly reducing the difficulty of construction control of the main girder of the prestressed concrete cable-stayed bridge and improving the construction efficiency. Reduce the workload of construction workers.
- the anti-shear mechanism of the present invention includes a suspension top rod and an adjusting device. Compared with the prefabricated stay cable anchoring system, the suspension mandrel and the adjustment device are arranged.
- the suspension mandrel and the adjustment device are arranged for the external main girder stay cable anchor system.
- there is usually no structure such as a transverse partition wall between the main girder stay cable anchor systems.
- a single full-length structure can be used for the hanging mandrel of the hanging shearing system, while for the built-in main girder stay cable anchoring system, there is usually a structure such as a diaphragm wall between the main girder stay cable anchoring systems.
- the shear resistance system needs to be divided into the corresponding number and length according to the position and number of the transverse partition wall.
- the suspended shear-resisting system of the present invention does not directly contact the beam body, and the existing guy rope hanging basket needs to open holes on the beam body to provide shear-resisting parts to transmit the ineffective horizontal force Compared with the prefabricated stay cable anchoring system to transmit force, the beam structure will not be damaged, and the beam section will not be weakened, thus ensuring the safety of the beam structure.
- the terms “installed”, “connected” and “connected” should be understood in a broad sense, for example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection, It can also be an electrical connection; it can be a direct connection, an indirect connection through an intermediate medium, or an internal connection between two components.
- installed should be understood in a broad sense, for example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection, It can also be an electrical connection; it can be a direct connection, an indirect connection through an intermediate medium, or an internal connection between two components.
Abstract
一种长平台牵索挂篮及主梁节段施工方法，该方法包括以下步骤：将承重机构（1）的承重端伸出已浇筑混凝土节段（2）至设定位置并锚固；吊装预制锚块（31）至承重端上方的预设位置，用锚固件（32）将预制锚块（31）和承重端连接，并在已浇筑混凝土节段（2）和预制锚块（31）之间设置抗剪机构（4）；安装斜拉索（5）至索导管（311）并张拉后，在已浇筑混凝土节段（2）和预制锚块（31）之间浇筑混凝土完成主梁节段浇筑，解决了采用牵索杆将斜拉索与牵索挂篮弧形首相连，在主梁混凝土浇筑完成且张拉预应力后，需拆除牵索杆，需将斜拉索索力由弧形首转换至混凝土主梁，"体系转换"过程中，会出现极大瞬时索力，极易对结构造成损坏的问题，可减小牵索次数，提高施工功效。
Description
本发明涉及桥梁施工装备技术领域，具体涉及一种长平台牵索挂篮及主梁节段施工方法。
在预应力混凝土斜拉桥主梁悬臂浇筑施工时，如果一个标准节间的梁体尺寸及混凝土方量均较大，一般采用牵索挂篮这种施工装置。目前，常见的牵索挂篮结构，一般由承重平台、牵索锚固系统、吊挂升降走行系统、抗剪系统等基本系统组成。
常见的牵索挂篮，为了适应斜拉索索面纵横向角度的变化，通常在挂篮承重平台前端采用弧形首结构。这种结构设计解决了斜拉索角度通用性问题，但斜拉索索力变化范围大，最小索力值与最大索力值相差几倍，由此弧形首结构在设计过程中必须遵循“就大不就小”的原则，从而造成弧形首结构的不经济。同时由于斜拉索在弧形首上的锚固点接触面范围有限，使得弧形首存在应力集中问题，及容易出现局部结构安全储备不足的情况，存在安全风险。
并且采用牵索杆将斜拉索与牵索挂篮弧形首相连，形成牵索挂篮的前支点，在主梁混凝土浇筑完成，且张拉预应力后，需拆除牵索杆，将斜拉索索力由弧形首转换至混凝土主梁。工序复杂，且在这个“体系转换”过程中，必然会出现瞬时极大索力，极易对结构造成损坏。
为了保证主梁的标高及线形匀称，一般在混凝土浇筑到一半时，需要调整斜拉索索力一次，然后继续浇筑混凝土，这种施工工艺复杂， 且对施工过程中的控制要求极高。
发明内容
针对现有技术中存在的缺陷，本发明的目的在于提供一种长平台牵索挂篮及主梁节段施工方法，解决了现有技术中采用牵索杆将斜拉索与牵索挂篮弧形首相连，在主梁混凝土浇筑完成且张拉预应力后，需拆除牵索杆，需将斜拉索索力由弧形首转换至混凝土主梁，“体系转换”过程中，会出现极大瞬时索力，极易对结构造成损坏的问题。
为达到以上目的，本发明采取的技术方案是：
一方面，本发明提供一种长平台牵索挂篮，其特征在于，包括：
承重机构，其包括承重端，所述承重机构用于设于已浇筑混凝土节段下方，且所述承重端可伸出所述已浇筑混凝土节段；
挂锁机构，其包括：
-至少一块预制锚块，其设于所述承重端的端部上方，且所述预制锚块内设有用于安装斜拉索的索导管；
-锚固件，其连接所述预制锚块和承重端；
与所述预制锚块匹配的抗剪机构，其两端抵持在所述已浇筑混凝土节段和所述预制锚块上。
在上述技术方案的基础上，还包括走行机构，其用于将所述承重机构的承重端从所述已浇筑混凝土节段下方伸出。
在上述技术方案的基础上，所述走行机构包括：
两条滑道，其用于分别设于已架设好的所述混凝土节段上方两侧；
两根C型挂钩，每根所述C型挂钩包括滑动端和连接端，所述连接端与所述承重机构的中部连接，所述滑动端可滑动地设在对应的所述滑道上；
顶推件，其用于顶推所述C型挂钩在所述滑道上滑动以使所述承重端伸出所述已浇筑混凝土节段。
在上述技术方案的基础上，所述承重机构包括：
两条间隔设置的承重桁架，其沿所述已浇筑混凝土节段的长度方向延伸设置；
多条间隔设置的连接桁架，其设于两条所述承重桁架之间，两端分别与两条所述承重桁架连接；
两副桁架牛腿，其分别设于两条所述承重桁架外侧，所述C型挂钩的连接端与所述桁架牛腿连接。
在上述技术方案的基础上，还包括：吊挂机构，其用于一端设于所述已浇筑混凝土节段的端部，另一端与所述承重端伸出所述已浇筑混凝土节段后的承重机构连接，并可调整所述承重机构的高度。
在上述技术方案的基础上，所述吊挂机构包括两组分别设于所述已浇筑混凝土节段两侧的吊挂单元，每组所述吊挂单元包括：
锚固吊挂，其一端与所述承重机构连接，另一端穿过所述已浇筑混凝土节段；
顶升件，其设于所述锚固吊挂穿过多数锚固吊挂的一端，可顶升或者下放所述锚固吊挂以调整所述承重机构的高度。
在上述技术方案的基础上，所述抗剪机构包括：
悬挂顶杆，其设于所述已浇筑混凝土节段和所述预制锚块之间；
两个可调节长度的调节装置，其分别设于所述悬挂顶杆的两端，并分别抵持在所述已浇筑混凝土节段和所述预制锚块上。
在上述技术方案的基础上，当所述预制锚块为一块时，其设于所述已浇筑混凝土节段横向方向的中部，当所述预制锚块为两块时，两块所述预制锚块分别设于所述已浇筑混凝土节段两侧翼缘板的下方。
另一方面，一种主梁节段施工方法，包括以下步骤：
将所述承重机构的承重端伸出所述已浇筑混凝土节段至设定位置并锚固；
吊装预制锚块至承重端上方的预设位置，用锚固件将所述预制锚块和承重端连接，并在所述已浇筑混凝土节段和所述预制锚块之间设置抗剪机构；
安装斜拉索至索导管并张拉后，在已浇筑混凝土节段和所述预制锚块之间浇筑混凝土完成主梁节段浇筑。
在上述技术方案的基础上，所述的将所述承重机构的承重端伸出所述已浇筑混凝土节段至设定位置并锚固，包括以下步骤：
利用走行机构将所述承重机构的承重端从所述已浇筑混凝土节段下方伸出至设定位置；
通过吊挂机构将所述承重机构与所述已浇筑混凝土节段的端部连接；
利用吊挂机构调整所述承重机构的高度后拆除所述走行机构。
与现有技术相比，本发明的优点在于：在使用该长平台牵索挂篮时，首先将承重机构的承重端伸出已浇筑混凝土节段至设定位置并锚固；然后吊装预制锚块至承重端上方的预设位置，用锚固件将预制锚块和承重端连接，并在已浇筑混凝土节段和预制锚块之间设置抗剪机构；安装斜拉索至索导管并张拉后，形成挂篮前支点，在已浇筑混凝土节段和预制锚块之间浇筑下一混凝土节段。预制锚块和索导管在工厂内集成加工，与现有的牵索挂篮全现浇施工理念相比，省去了传统牵索挂篮的弧形首与斜拉索之间的传力牵索杆，使得本发明具有结构受力简洁明确的特点，且在施工完成后，也不存在斜拉索索力“体系转换”的问题，简化了施工工艺，同时由于本发明的预制式牵索锚固 系统是在安装预制式牵索锚固系统后再安装斜拉索并调索，斜拉索首次张拉的索力会比现有牵索挂篮斜拉索首次张拉索力值大，所以本发明的预制式牵索锚固系统在混凝土浇筑过程中即使不调整斜拉索的首次张拉索力，主梁标高及线形也满足要求，极大的降低了预应力混凝土斜拉桥主梁施工控制难度，提高了施工效率，做到了对主梁梁体“零”损伤，优化了施工工序，且操作简单。
为了更清楚地说明本申请实施例中的技术方案，下面将对实施例描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图仅仅是本申请的一些实施例，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为本发明实施例中主梁节段施工方法步骤S1的过程状态图；
图2为本发明实施例中图1截面视图；
图3为本发明实施例中主梁节段施工方法步骤S2状态图；
图4为本发明实施例中图3中挂锁机构处的截面视图；
图5为本发明实施例中承重机构和吊挂机构连接的主视图；
图6为本发明实施例中承重机构和吊挂机构连接的截面图；
图7为本发明实施例中挂锁机构的结构示意图；
图8为本发明实施例中抗剪机构的结构示意图。
图中：1、承重机构；11、承重桁架；12、连接桁架；13、桁架牛腿；2、已浇筑混凝土节段；3、挂锁机构；31、预制锚块；311、索导管；32、锚固件；4、抗剪机构；41、悬挂顶杆；42、调节装置；5、斜拉索；6、走行机构；61、滑道；62、C型挂钩；7、吊挂机构；71、锚固吊挂；72、顶升件。
为使本申请实施例的目的、技术方案和优点更加清楚，下面将结合本申请实施例中的附图，对本申请实施例中的技术方案进行清楚、完整地描述，显然，所描述的实施例是本申请的一部分实施例，而不是全部的实施例。基于本申请中的实施例，本领域普通技术人员在没有做出创造性劳动的前提下所获得的所有其他实施例，都属于本申请保护的范围。
以下结合附图对本发明的实施例作进一步详细说明。
如图3、图4和图7所示，本发明提供一种长平台牵索挂篮，包括：承重机构1，其包括承重端，承重机构1用于设于已浇筑混凝土节段2下方，且承重端可伸出已浇筑混凝土节段2；还包括挂锁机构3，其包括：至少一块预制锚块31，其设于承重端的端部上方，且预制锚块31内设有用于安装斜拉索5的索导管311；挂锁机构3还包括锚固件32，其连接预制锚块31和承重端；牵索挂篮还包括与预制锚块31匹配的抗剪机构4，其抵持在已浇筑混凝土节段2和预制锚块31上，用于承担预制锚块31安装斜拉索5后的水平方向分力。
在使用该长平台牵索挂篮时，首先将承重机构1的承重端伸出已浇筑混凝土节段2至设定位置并锚固；然后吊装预制锚块31至承重端上方的预设位置，用锚固件32将预制锚块31和承重端连接，并在已浇筑混凝土节段2和预制锚块31之间设置抗剪机构4；安装斜拉索5至索导管311并张拉后，形成挂篮前支点，在已浇筑混凝土节段2和预制锚块31之间浇筑下一混凝土节段。预制锚块31和索导管311在工厂内集成加工，与现有的牵索挂篮全现浇施工理念相比，本发明的预制式牵索锚固系统采用工厂预制化施工理念，提供了更好的作业环境，更有利于施工质量控制，而且在工厂内可以重复使用一套外置 定位支架来固定索道管，与现有的牵索挂篮必须使用内部定位支架(浇筑在混凝土内无法重复使用)相比，本发明可以重复循环利用定位支架，大大节约施工成本。由于省去了传统牵索挂篮的弧形首与斜拉索之间的传力牵索杆，使得本发明具有结构受力简洁明确的特点，且在施工完成后，也不存在斜拉索索力“体系转换”的问题，简化了施工工艺，同时由于本发明的预制式牵索锚固系统是在安装预制式牵索锚固系统后再安装斜拉索并调索，因此，斜拉索首次张拉的索力会比现有牵索挂篮斜拉索首次张拉索力值大，所以本发明的预制式牵索锚固系统在混凝土浇筑过程中即使不调整斜拉索的首次张拉索力，主梁标高及线形也满足要求，由此，极大的降低了预应力混凝土斜拉桥主梁施工控制难度，提高了施工效率，减少了施工人员的工作量。做到了对主梁梁体“零”损伤，优化了施工工序，且操作简单，适用范围广，可用于混凝土主梁斜拉桥，也可用于钢-混组合梁结构斜拉桥，减少大量现场操作环节，亦减少了施工人员的大量高空作业，节省了人力物力，节省了成本，提高了施工效率。
本实施例中，预制锚块31在预制生产过程中预留了混凝土主梁钢筋连接接口，预制锚块31预留的钢筋连接接口，其数量、规格，均以设计图纸和规范要求为准，钢筋的连接方式一般为焊接或套筒连接。预制锚块31的规格尺寸还由桥面吊机的起吊能力及平弦式的承重机构1的承重能力来决定。预制锚块31在预制生产过程中还预留了竖向的锚固件32的安装孔，安装孔不干扰普通钢筋和预应力钢筋，在全桥施工完成后，进行封闭处理。索导管311的定位采用了外置式定位支架，外置式定位支架轮廓尺寸略大于预制锚块31，不与预制锚块31发生关系。锚固件32通常使用大直径预应力精轧螺纹钢筋。
如图1和图2所示，在一些可选的实施例中，长平台牵索挂篮还 包括走行机构6，其用于将承重机构1的承重端从已浇筑混凝土节段2下方伸出。
优选地，走行机构6包括：两条滑道61，其用于分别设于已架设好的已浇筑混凝土节段2上方两侧；还包括两根C型挂钩62，每根C型挂钩62包括滑动端和连接端，连接端与承重机构1的中部连接，滑动端可滑动地设在对应的滑道61上；还包括顶推件，其用于顶推C型挂钩62在滑道61上滑动以使承重端伸出已浇筑混凝土节段2。
在本实施例中，滑动端和连接端呈直角，滑动端设于已架设好的已浇筑混凝土节段2上方两侧，连接端与承重机构1的中部连接。起始位置，承重机构1的承重端也位于已浇筑混凝土节段2的下方，将C型挂钩62于承重机构1连接好之后，用顶推件推C型挂钩62在滑道61上滑动使承重端伸出已浇筑混凝土节段2。当然，在其他实施例中，也可以选择其他形式的走行机构6，可以实现挂载承重机构1并使承重机构1的承重部伸出已浇筑混凝土节段2，也可以达到相同的效果。
如图5和图6所示，在一些可选的实施例中，承重机构1包括：两条间隔设置的承重桁架11，其沿已浇筑混凝土节段2的长度方向延伸设置；还包括多条间隔设置的连接桁架12，其设于两条承重桁架11之间，两端分别与两条承重桁架11连接；还包括两副桁架牛腿13，其分别设于两条承重桁架11外侧，C型挂钩62的连接端与桁架牛腿13连接。
在本实施例中，在两条间隔设置的承重桁架11之间设置多条间隔设置的连接桁架12，并可拆卸连接，可以增强整个承重机构1的强度，在两条承重桁架11外侧设置两副桁架牛腿13可以方便C型挂 钩62的安装和配合。在承重桁架11的上弦、下弦，预留了吊挂机构7的安装连接接口，接口处结构采用加劲板加固。当然在其他实施例中也可以选择其他形式的承重机构1，也可以达到相同的效果。
如图5和图6所示，在一些可选的实施例中，该长平台牵索挂篮还包括：吊挂机构7，其用于一端设于已浇筑混凝土节段2的端部，另一端与承重端伸出已浇筑混凝土节段2后的承重机构1连接，并可调整承重机构1的高度。
优选地，吊挂机构7包括两组分别设于已浇筑混凝土节段2两侧的吊挂单元，每组吊挂单元包括：锚固吊挂71，其一端与承重机构1连接，另一端穿过已浇筑混凝土节段2；还包括顶升件72，其设于锚固吊挂71穿过多数锚固吊挂71的一端，可顶升或者下放锚固吊挂71以调整承重机构1的高度。
在本实施例中，锚固吊挂71位于承重机构1的中后部，顶升件72设置在混凝土主梁的顶面，本例中，顶升件72为穿心式千斤顶，桁架牛腿13位于承重机构1两侧。使用本发明进行预应力混凝土斜拉桥主梁悬臂浇筑施工时，承重机构1由顶升件72提升，直至与已浇筑混凝土节段2紧密贴合，然后锁定后锚固吊挂71，此时承重机构1的重量由后锚固吊挂71传递至已浇筑混凝土节段2上，开始准备进行后续工序施工，斜拉索与承重机构1不直接连接。因此，与现有牵索挂篮的承重机构1要和斜拉索直接连接这种设计相比，本发明的承重机构1采用无弧形首设计，无需和斜拉索直接连接，避免了弧形首应力集中问题，提高了结构安全性。
如图8所示，在一些可选的实施例中，抗剪机构4包括：还包括悬挂顶杆41，其设于已浇筑混凝土节段2和预制锚块31之间；还包括两个可调节长度的调节装置42，其分别设于悬挂顶杆41的两端， 并分别抵持在已浇筑混凝土节段2和预制锚块31上。
在本实施例中，悬挂顶杆41为型钢或混凝土结构，具有很高的轴向承载力，其具体规格，需依据施工过程中的最大轴向力进行设计选型。对于外置式混凝土主梁的挂锁机构3(挂锁机构3位于混凝土主梁结构外侧)，悬挂顶杆41为单根通长结构，对于内置式混凝土主梁的挂锁机构3(挂锁机构3位于混凝土主梁结构内部)，牵索锚固系统之间存在横隔墙等结构的，悬挂顶杆41的数量和分节长度依据横隔墙位置及数量来划分。
调节装置42一端与悬挂顶杆41连接，另外一端支撑在预制锚块31上，接触面均使用半刚性硬质塑胶过渡。调节装置42具有三向位置调节功能，一般采用三向千斤顶设备。
在一些可选的实施例中，当预制锚块31为一块时，其设于已浇筑混凝土节段2横向方向的中部，当预制锚块31为两块时，两块预制锚块31分别设于已浇筑混凝土节段2两侧翼缘板的下方。
再次参见图1和图7所示，本发明还提供一种主梁节段施工方法，包括以下步骤：
S1：将承重机构1的承重端伸出已浇筑混凝土节段2至设定位置并锚固。
S11：利用走行机构6将承重机构1的承重端从已浇筑混凝土节段2下方伸出至设定位置；
S12：通过吊挂机构7将承重机构1与已浇筑混凝土节段2的端部连接；
S13：利用吊挂机构7调整承重机构1的高度后拆除走行机构6。
S2：吊装预制锚块31至承重端上方的预设位置，用锚固件32将预制锚块31和承重端连接，并在已浇筑混凝土节段2和预制锚块 31之间设置抗剪机构4。
具体地，使用小型吊装工具起吊锚固件32，穿过预制锚块31上预留的安装孔，将预制式的挂锁机构3与承重机构1牢固连接，并对锚固件32施加一定的预紧力，保证挂锁机构3与承重机构1锁定牢靠。在悬挂顶杆41和调节装置42安装后，调节装置42与挂锁机构3接触面抄垫密实，保证全截面接触，然后启动调节装置42，保证悬挂顶杆41位置满足设计要求，最后对悬挂顶杆41施加预顶力作为安全储备，预顶力通过计算分析模拟确定，要考虑预留待浇筑混凝土主梁的挂锁机构3施工位移。
S3：启动斜拉索5安装牵引设备，安装斜拉索5至索导管311并张拉后，形成无弧形首的长平台牵索挂篮的前支点，在已浇筑混凝土节段2和预制锚块31之间浇筑混凝土完成主梁节段浇筑。
本发明的牵索挂篮承重系统采用无弧形首设计，无需和斜拉索直接连接，避免了弧形首应力集中问题，提高了结构安全性。本发明的预制式牵索锚固系统包括预制锚块、索导管、竖向锚固装置。预制锚块和索导管在工厂内集成加工，与现有的牵索挂篮全现浇施工理念相比，本发明的预制式牵索锚固系统采用工厂预制化施工理念，提供了更好的作业环境，更有利于施工质量控制，而且在工厂内可以重复使用一套外置定位支架来固定索道管，与现有的牵索挂篮必须使用内部定位支架(浇筑在混凝土内无法重复使用)相比，本发明可以重复循环利用定位支架，大大节约施工成本。
与现有牵索挂篮的牵索锚固系统相比，由于省去了传统牵索挂篮的弧形首与斜拉索之间的传力牵索杆，使得本发明具有结构受力简洁明确的特点，且在施工完成后，也不存在斜拉索索力“体系转换”的问题，简化了施工工艺，同时由于本发明的预制式牵索锚固系统是在 安装预制式牵索锚固系统后再安装斜拉索并调索，因此，斜拉索首次张拉的索力会比现有牵索挂篮斜拉索首次张拉索力值大，所以本发明的预制式牵索锚固系统在混凝土浇筑过程中即使不调整斜拉索的首次张拉索力，主梁标高及线形也满足要求，由此，极大的降低了预应力混凝土斜拉桥主梁施工控制难度，提高了施工效率，减少了施工人员的工作量。
本发明抗剪机构包括悬挂顶杆和调节装置。相对于预制式牵索锚固系统之间设置了悬挂顶杆及调节装置，对于外置式主梁斜拉索锚固系统，通常主梁斜拉索锚固系统之间无横隔墙等结构，本发明的悬挂式抗剪系统悬挂顶杆可以用单根通长结构，而对于内置式主梁斜拉索锚固系统，通常主梁斜拉索锚固系统之间存在横隔墙等结构，本发明的悬挂式抗剪系统需要依据横隔墙位置及数量，划分为相应的数量和长度。因此，在各种主梁结构形式下，本发明悬挂式抗剪系统均不直接与梁体发生接触，与现有牵索挂篮需要在梁体上开孔设置抗剪件来传递无效水平力相比，通过预制式牵索锚固系统来传力，不会破坏梁体结构，不削弱梁体截面，保证了梁体结构安全。
在本申请的描述中，需要说明的是，术语“上”、“下”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本申请和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本申请的限制。除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以根据具体情况理解上述术语在本申请中的具 体含义。
需要说明的是，在本申请中，诸如“第一”和“第二”等之类的关系术语仅仅用来将一个实体或者操作与另一个实体或操作区分开来，而不一定要求或者暗示这些实体或操作之间存在任何这种实际的关系或者顺序。而且，术语“包括”、“包含”或者其任何其他变体意在涵盖非排他性的包含，从而使得包括一系列要素的过程、方法、物品或者设备不仅包括那些要素，而且还包括没有明确列出的其他要素，或者是还包括为这种过程、方法、物品或者设备所固有的要素。在没有更多限制的情况下，由语句“包括一个……”限定的要素，并不排除在包括所述要素的过程、方法、物品或者设备中还存在另外的相同要素。
以上所述仅是本申请的具体实施方式，使本领域技术人员能够理解或实现本申请。对这些实施例的多种修改对本领域的技术人员来说将是显而易见的，本文中所定义的一般原理可以在不脱离本申请的精神或范围的情况下，在其它实施例中实现。因此，本申请将不会被限制于本文所示的这些实施例，而是要符合与本文所申请的原理和新颖特点相一致的最宽的范围。
Claims (10)
- 一种长平台牵索挂篮，其特征在于，包括：承重机构(1)，其包括承重端，所述承重机构(1)用于设于已浇筑混凝土节段(2)下方，且所述承重端可伸出所述已浇筑混凝土节段(2)；挂锁机构(3)，其包括：-至少一块预制锚块(31)，其设于所述承重端的端部上方，且所述预制锚块(31)内设有用于安装斜拉索(5)的索导管(311)；-锚固件(32)，其连接所述预制锚块(31)和承重端；与所述预制锚块(31)匹配的抗剪机构(4)，其两端抵持在所述已浇筑混凝土节段(2)和所述预制锚块(31)上。
- 如权利要求1所述的一种长平台牵索挂篮，其特征在于：还包括走行机构(6)，其用于将所述承重机构(1)的承重端从所述已浇筑混凝土节段(2)下方伸出。
- 如权利要求2所述的一种长平台牵索挂篮，其特征在于：所述走行机构(6)包括：两条滑道(61)，其用于分别设于已架设好的所述已浇筑混凝土节段(2)上方两侧；两根C型挂钩(62)，每根所述C型挂钩(62)包括滑动端和连接端，所述连接端与所述承重机构(1)的中部连接，所述滑动端可滑动地设在对应的所述滑道(61)上；顶推件，其用于顶推所述C型挂钩(62)在所述滑道(61)上滑动以使所述承重端伸出所述已浇筑混凝土节段(2)。
- 如权利要求3所述的一种长平台牵索挂篮，其特征在于，所述承重机构(1)包括：两条间隔设置的承重桁架(11)，其沿所述已浇筑混凝土节段(2)的长度方向延伸设置；多条间隔设置的连接桁架(12)，其设于两条所述承重桁架(11)之间，两端分别与两条所述承重桁架(11)连接；两副桁架牛腿(13)，其分别设于两条所述承重桁架(11)外侧，所述C型挂钩(62)的连接端与所述桁架牛腿(13)连接。
- 如权利要求1所述的一种长平台牵索挂篮，其特征在于，还包括：吊挂机构(7)，其用于一端设于所述已浇筑混凝土节段(2)的端部，另一端与所述承重端伸出所述已浇筑混凝土节段(2)后的承重机构(1)连接，并可调整所述承重机构(1)的高度。
- 如权利要求5所述的一种长平台牵索挂篮，其特征在于，所述吊挂机构(7)包括两组分别设于所述已浇筑混凝土节段(2)两侧的吊挂单元，每组所述吊挂单元包括：锚固吊挂(71)，其一端与所述承重机构(1)连接，另一端穿过所述已浇筑混凝土节段(2)；顶升件(72)，其设于所述锚固吊挂(71)穿过多数锚固吊挂(71)的一端，可顶升或者下放所述锚固吊挂(71)以调整所述承重机构(1)的高度。
- 如权利要求1所述的一种长平台牵索挂篮，其特征在于，所述抗剪机构(4)包括：悬挂顶杆(41)，其设于所述已浇筑混凝土节段(2)和所述预制锚块(31)之间；两个可调节长度的调节装置(42)，其分别设于所述悬挂顶杆(41)的两端，并分别抵持在所述已浇筑混凝土节段(2)和所述预制锚块(31)上。
- 如权利要求1所述的一种长平台牵索挂篮，其特征在于，当所述预制锚块(31)为一块时，其设于所述已浇筑混凝土节段(2)横向方向的中部，当所述预制锚块(31)为两块时，两块所述预制锚块(31)分别设于所述已浇筑混凝土节段(2)两侧翼缘板的下方。
- 一种基于如权利要求1所述的一种长平台牵索挂篮的主梁节段施工方法，其特征在于，包括以下步骤：将所述承重机构(1)的承重端伸出所述已浇筑混凝土节段(2)至设定位置并锚固；吊装预制锚块(31)至承重端上方的预设位置，用锚固件(32)将所述预制锚块(31)和承重端连接，并在所述已浇筑混凝土节段(2)和所述预制锚块(31)之间设置抗剪机构(4)；安装斜拉索(5)至索导管(311)并张拉后，在已浇筑混凝土节段(2)和所述预制锚块(31)之间浇筑混凝土完成主梁节段浇筑。
- 如权利要求9所述的一种主梁节段施工方法，其特征在于，所述的将所述承重机构(1)的承重端伸出所述已浇筑混凝土节段(2)至设定位置并锚固，包括以下步骤：利用走行机构(6)将所述承重机构(1)的承重端从所述已浇筑混凝土节段(2)下方伸出至设定位置；通过吊挂机构(7)将所述承重机构(1)与所述已浇筑混凝土节段(2)的端部连接；利用吊挂机构(7)调整所述承重机构(1)的高度后拆除所述走行机构(6)。
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| LU501962B1 (en) | 2022-05-10 |
| GB202214658D0 (en) | 2022-11-23 |
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