CN214459535U - Construction system of asymmetric cantilever beam of cable-stayed bridge - Google Patents
Construction system of asymmetric cantilever beam of cable-stayed bridge Download PDFInfo
- Publication number
- CN214459535U CN214459535U CN202023349876.7U CN202023349876U CN214459535U CN 214459535 U CN214459535 U CN 214459535U CN 202023349876 U CN202023349876 U CN 202023349876U CN 214459535 U CN214459535 U CN 214459535U
- Authority
- CN
- China
- Prior art keywords
- span
- cable
- block
- main beam
- steel
- Prior art date
- Legal status (The legal status 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 status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 74
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 117
- 239000010959 steel Substances 0.000 claims abstract description 117
- 239000004567 concrete Substances 0.000 claims abstract description 36
- 238000007906 compression Methods 0.000 claims abstract description 35
- 238000004873 anchoring Methods 0.000 claims description 8
- 238000003825 pressing Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 22
- 230000008569 process Effects 0.000 abstract description 19
- 238000009434 installation Methods 0.000 description 12
- 239000011150 reinforced concrete Substances 0.000 description 3
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 2
- 235000017491 Bambusa tulda Nutrition 0.000 description 2
- 241001330002 Bambuseae Species 0.000 description 2
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 239000011425 bamboo Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000005034 decoration Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000000725 suspension Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 239000004810 polytetrafluoroethylene Substances 0.000 description 1
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 238000005493 welding type Methods 0.000 description 1
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model relates to a construction system of an asymmetric cantilever beam of a cable-stayed bridge, which comprises a bridge floor crane, a bridge deck crane and a bridge deck, wherein the bridge floor crane is arranged on a midspan girder and is used for hoisting midspan segments; the guy cable hanging basket is arranged on the side span main beam and used for installing the side span main beam steel structure and pouring concrete to the side span main beam steel structure; the counterweight type tension-compression auxiliary pier is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or for balancing the tension on the side span main beam. The counterweight type tension-compression auxiliary pier ensures the stress balance in the construction process of the asymmetric double-cantilever beam of the cable-stayed bridge, and further ensures the stability in the construction process of the asymmetric double-cantilever beam so as to ensure that the bridge construction is smoothly carried out and ensure the construction efficiency.
Description
Technical Field
The utility model relates to a bridge technical field, concretely relates to construction system of asymmetric cantilever beam of cable-stay bridge.
Background
At present, the conventional concrete girder construction mode is generally to carry out concrete pouring by erecting a floor steel pipe high support, and a bridge deck crane is adopted to hoist the steel girder. However, the erection of the floor steel pipe support extremely consumes materials and construction time, but in the periods of erection, dismantling, pre-pressing loading, concrete cast-in-place and beam storage of the steel pipe high support, risk factors are multiple, and potential risks are large; the steel pipe high support has large wind-receiving area and wide water area occupation range, has the risk of ship collision, and is influenced by uncertain factors such as typhoon and the like if the typhoon is frequently generated, so that the safety risk during construction is higher; the cast-in-place support for the steel pipe consumes materials and has a long construction period and large overhead welding workload. In addition, in the simultaneous construction process of the double-cantilever bridge, the side span adopts a concrete pouring girder and the middle span adopts a steel girder, so that the girders on the two sides of the tower column are unbalanced in stress, the construction difficulty is high, and the line type and the quality of the bridge after construction cannot be guaranteed.
SUMMERY OF THE UTILITY MODEL
In order to overcome the technical problems, particularly, in the simultaneous construction process of the double-cantilever bridge, the side span adopts a concrete pouring girder and the middle span adopts a steel girder, so that the girders on two sides of the tower column are unbalanced in stress, the construction difficulty is high, and the line type and the quality of the bridge after construction cannot be guaranteed, the following technical scheme is specially provided:
the utility model provides a construction system of asymmetric cantilever beam of cable-stay bridge that this application embodiment provided includes:
the bridge deck crane is arranged on the mid-span girder and used for hoisting the mid-span segment;
the guy cable hanging basket is arranged on the side span main beam and used for installing the side span main beam steel structure and pouring concrete to the side span main beam steel structure;
the counterweight type tension-compression auxiliary pier is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or for balancing the tension on the side span main beam.
Optionally, the guy cable hanging basket is installed on the side span 1# block after the construction of the side span 1# block is completed, and the bridge deck crane is installed on the mid-span 1# block after the construction of the mid-span 1# block is completed.
Optionally, the tower further comprises a bracket, wherein the bracket is installed on the side of the side span of the tower column and used for pouring the side span 1# block.
Optionally, the system further comprises a floating crane for hoisting the mid-span 1# block, and an unbalanced weight module arranged on the mid-span girder.
Optionally, the weighted tension-compression auxiliary pier comprises: the pile foundation, set up in cushion cap on the pile foundation, set up in pile on the cushion cap carries the heavy module, set up in pile carries the pier shaft in the heavy module of pressure, and the anchor in steel bent cap on the pier shaft, pile carry the heavy module with the size of cushion cap is unanimous.
Optionally, an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam.
Optionally, the pier body is formed by 4 first steel pipe columns, a second steel pipe column is further arranged between the pier body and the steel bent cap, and the second steel pipe column is connected with the first steel pipe column.
Optionally, anchor connecting device in the cushion cap, it is provided with on the ballast weight module to pile the through-hole that first steel pipe stand passed, first steel pipe stand passes the through-hole with connecting device's one end is connected, connecting device's the other end with steel in the pile foundation protects a section of thick bamboo and is connected.
Compared with the prior art, the utility model, following beneficial effect has:
the construction system of the asymmetric cantilever beam of the cable-stayed bridge provided by the embodiment of the application comprises a bridge deck crane, a bridge deck crane and a bridge deck, wherein the bridge deck crane is arranged on a midspan girder and is used for hoisting a midspan section; the guy cable hanging basket is arranged on the side span main beam and is used for installing a steel structure of the side span main beam and pouring concrete into a concrete structure of the side span main beam; the counterweight type tension-compression auxiliary pier is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or for balancing the tension on the side span main beam. The counterweight type tension-compression auxiliary pier ensures the stress balance in the construction process of the asymmetric double-cantilever beam of the cable-stayed bridge, and further ensures the stability in the construction process of the asymmetric double-cantilever beam so as to ensure that the bridge construction is smoothly carried out and ensure the construction efficiency.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
fig. 1 is a schematic structural view of a construction system of the asymmetric cantilever beam of the cable-stayed bridge of the utility model;
fig. 2 is the structural schematic diagram of the counterweight type tension-compression auxiliary pier in the construction system of the asymmetric cantilever beam of the cable-stayed bridge.
Detailed Description
Reference will now be made in detail to the embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar functions throughout. The embodiments described below by referring to the drawings are exemplary only for explaining the present invention, and should not be construed as limiting the present invention.
As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, but do not preclude the presence or addition of one or more other features, integers, steps, operations, and/or groups thereof.
It will be understood by those within the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
In the construction system of the asymmetric cantilever beam of the cable-stayed bridge provided by the embodiment of the application, in the erection step, a mid-span 1# block and an edge-span 1# block are erected respectively; optionally, erecting a mid-span 1# block and an edge-span 1# block respectively, including: and (3) mounting an edge span 0# block and a middle span 0# block at the top of the tower column, and temporarily fixing the edge span 0# block and the middle span 0# block with the tower column respectively. Installing an edge span 1# block connected with the edge span 0# block at the tower edge span side, and simultaneously installing a mid-span 1# block connected with the mid-span 0# block at the tower mid-span side.
In an embodiment provided by the present application, a construction system for an asymmetric cantilever beam of a cable-stayed bridge, as shown in fig. 1, includes: and the bridge deck crane 13 is arranged on the midspan girder and used for hoisting the midspan girder segment of the steel structure in place and installing the midspan girder segment. And the 14 guy cable hanging basket is arranged on the side span main beam, so that a side span main beam concrete structure is conveniently arranged on the basis of the guy cable hanging basket 14, and concrete pouring is carried out on the side span main beam steel structure on the basis of the guy cable hanging basket 4, so that a side span main beam segment is formed. The counterweight type tension-compression auxiliary pier 15 is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or the tension on the side span girder is balanced, so that the bridge construction is smoothly carried out and the bridge is novel and can be ensured. Unbalanced weight module sets up on the midspan girder, when the great perhaps moment of sidespan side atress, install unbalanced weight module on the midspan and can increase the gravity and the moment of midspan, and then the unbalance atress of the sidespan cantilever of balanced pylon 12 both sides and midspan cantilever, pylon 12 is cable-stay bridge pylon below pylon mound structure, as the fulcrum and the tie point of the construction of sidespan cantilever and midspan cantilever, and construct the sidespan girder and midspan girder respectively in the same direction as the bridge to both sides. As shown in fig. 1, the side span further includes an auxiliary pier 16 and a side span transition pier 17 to improve stability of the side span main beam during the side span construction.
In the construction process of the cable-stayed bridge, firstly, an edge span 0# block and a middle span 0# block are constructed on a tower column so as to facilitate the construction of other sections of the edge span main beam and the middle span main beam on the basis. In order to ensure that the mid-span girder and the side-span girder can keep stability and bridge line type in the construction process of other sections of the side-span girder and the mid-span girder, after the construction of the side-span 0# block and the mid-span 0# block is finished, the side-span 0# block and the mid-span 0# block are respectively and temporarily solidified with the tower column. In the construction process of the 0# block, a steel structure with the 0# block spanning at the side is firstly installed, and then the 0# block spanning at the middle is hoisted to the top of the tower column for installation. And the No. 0 block of the midspan is a reinforced concrete combined section, the reinforced concrete combined section adopts a pre-pouring method, after concrete is solidified, the reinforced concrete combined section is hoisted to the top of the tower column through a floating crane to be installed, the tower column is connected with the No. 0 steel structure of the frame, and then the No. 0 steel structure of the frame is subjected to concrete pouring.
After the installation of the side span 0# block and the middle span 0# block is completed on the top of the tower column, a bracket is installed on the side of the side span along the bridge direction of the tower column, after the installation of the steel structure of the side span 1# block is completed, concrete is poured into the steel structure of the side span 1# block through the bracket, and the side span 1# block is obtained after the strength of the concrete is qualified. Meanwhile, the midspan 1# block and the midspan 0# block are hoisted by adopting a floating crane, and the side-span girder section and the midspan girder section are constructed simultaneously, so that the construction efficiency of the whole bridge is improved. It should be noted that, in the embodiment provided in the present application, the mid-span girder segments need to be pre-assembled before being hoisted, and the pre-assembled mid-span girder segments are hoisted in place for installation, so that the construction efficiency of the mid-span segment is improved.
In order to ensure the linear type of the main beam of the bridge, the bridge is not easy to deform when being subjected to external force, and each segment needs to be tensioned with prestressed steel beams after construction of each segment is completed. Therefore, after the construction of the mid-span 1# block and the side-span 1# block is completed, the prestressed steel beams are tensioned, and then the stay cables are installed on the mid-span 1# block and the side-span 1# block, so that the stability of the mid-span 1# block and the side-span 1# block after the construction is completed is ensured.
A bridge deck crane is arranged on the mid-span 1# block, and a guy cable hanging basket is arranged on the side-span 1# block. Optionally, after installing the bridge deck crane on the mid-span 1# block, the method includes: and installing a mid-span 2# block through a bridge deck crane, and installing an unbalanced weight module at the mid-span side. Optionally, after installing the bridge deck crane on the mid-span 1# block, the method includes: and (4) installing the mid-span segment by a bridge crane until the mid-span segment is folded.
After the construction of the stay cable constructed by the mid-span 1# block and the side-span 1# block is completed, in order to improve the construction efficiency of the bridge, a stay cable hanging basket is installed on the side-span 1# block, and a bridge floor crane is installed on the mid-span 1# block, so that the side-span main beam and the mid-span main beam can be installed at the same time, and the construction efficiency is further improved. Wherein, guy cable hanging basket includes: any one of the long platform guy cable hanging basket, the short platform composite guy cable hanging basket, the stock rod piece assembly type guy cable hanging basket and the profile steel grade welding type guy cable hanging basket; the bridge deck crane comprises any one of a door type bridge deck crane and a mast type full-rotation crane. After the guy cable hanging basket is installed, the side-span 2# steel structure is installed on the basis of the guy cable hanging basket, concrete is poured on the side-span 2# steel structure on the basis of the guy cable hanging basket, after the concrete is solidified, the strength of the concrete is qualified, the side-span 2# block is formed, and in the process of pouring the side-span 2# block, the middle-span 2# block is hoisted in place and installed at the same time, so that the construction efficiency is improved. As before, in order to ensure the line type of the bridge, after the installation of the side span 2# block and the middle span 2# block is finished, the prestressed steel bundles of the side span 2# block and the middle span 2# block are tensioned. And meanwhile, the unbalanced counterweight module is arranged at the midspan side to balance the gravity of the main beams at the two sides of the tower column, namely the force between the side-span cantilever and the midspan cantilever, so that the bridge construction can be continued, and the line type of the bridge conforms to the design line type.
And in order to complete the installation of the whole side span 2# block and the middle span 2# block, after the tensioning of the prestressed steel bundles of the side span 2# block and the middle span 2# block is completed, the stay cables are installed on the side span 2# block and the middle span 2# block and are tensioned, so that the stability and the construction safety of the side span 2# block and the middle span 2# block are ensured.
After the installation of the side span 2# block and the middle span 2# block is finished, the guy rope hanging basket is moved forwards, the forward moving direction of the guy rope hanging basket is the construction advancing direction from the bridge to the side span, and meanwhile, the bridge deck crane correspondingly moves forwards along the middle span construction advancing direction so as to ensure the smooth construction of the side span and the middle span. In order to ensure that the forces on two sides of the side span cantilever and the middle span cantilever are balanced, the unbalanced weight module on the middle span also moves forwards along the construction advancing direction of the middle span.
The auxiliary pier closest to the cable tower is configured as a weighted tension-compression auxiliary pier; and when the side span girder is extended to the counterweight type tension-compression auxiliary pier, fixedly connecting the side span girder with the counterweight type tension-compression auxiliary pier. Optionally, before the main girder of side span lengthens to the auxiliary pier of counter weight formula tension-compression, include: installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure weight module on the bearing platform; and a pier body is arranged on the piled loading and ballast anchor block. Optionally, the supplementary mound is drawn to counter weight formula that the side span girder extends to, includes: advancing the guy cable hanging basket along the side span construction advancing direction; and hoisting the steel cover beam on the pier body to form a counterweight type tension-compression auxiliary pier, wherein the pier body is connected with the steel cover beam in an anchoring manner.
The auxiliary pier closest to the cable tower is configured into the counterweight type tension-compression auxiliary pier, the side span side counterweight type tension-compression auxiliary pier can meet two working conditions of compression and tension, and excessive auxiliary equipment does not need to be added on the side span and the mid-span side in order to meet the stress balance in the side span and mid-span construction process. The side span main beam can apply tension or pressure to the bridge pier, and unbalanced stress on two sides of the main pier in the construction process of the asymmetric double-cantilever bridge is balanced. As shown in fig. 2, the counterweight type tension-compression auxiliary pier comprises a pile foundation, a bearing platform 3 arranged on the pile foundation, a stacking load-compression module 4 arranged on the bearing platform 3, a pier body 7 arranged on the stacking load-compression module 4, and a steel cover beam 10 anchored on the pier body 7, wherein the stacking load-compression module 4 and the bearing platform 3 are consistent in size. According to the construction sequence of the bridge pier, firstly, a pile hole with a preset length is drilled at a set position, so that sufficient concrete can be poured in the pile hole, and the solidified concrete can ensure the stability of the whole bridge pier.
Furthermore, because the foundation on the upper part of the pile hole is soft and collapsed, the wall of the pile hole is easy to collapse in the concrete pouring process, and silt is also mixed and sunk into the concrete, so that the pile foundation is easy to form an interlayer and the strength is not high. Therefore, as shown in fig. 2, a steel casing 2 is lowered to a designed position along the inner wall of a pile hole, then concrete is poured into the pile hole along the steel casing 2, a cast-in-place pile 1 is formed after the concrete is solidified, and the cast-in-place pile 1 and the steel casing 2 together form a pile foundation, wherein the ratio of the length of the steel casing 2 sleeved on the cast-in-place pile 1 to the total length of the steel casing 2 is 23:63-5:7, and preferably, the ratio of the length of the steel casing 2 sleeved on the cast-in-place pile 1 to the total length of the steel casing 2 is 3: 10. A section of thick bamboo 2 has been protected to steel has kept apart silt and the concrete of pouring bored concrete pile 1, and silt can not be absorbed into bored concrete pile 1 in, has guaranteed the integrality in stake hole for the pile foundation stability of formation is better, and intensity is higher, protects the stake hole simultaneously, and silt can not sink etc.. After the pile foundation is formed, the bearing platform 3, the pile loading and pressure weight module 4, the pier body 7 and the steel bent cap 10 are sequentially installed.
In the application, as shown in fig. 2, the pile loading and pressing weight module 4 is arranged between the bearing platform 3 and the pier body 7, when the counterweight type tension and pressing auxiliary pier is pressed, the pile foundation can provide supporting force for the bridge girder, and the pile foundation does not settle; when the auxiliary pier is pulled in the counter weight type tension-compression mode, the pile-loading compression weight module 4 increases the weight of the pile foundation, so that the pile foundation cannot be pulled under the action of the upper structure of the pier, the whole pier can bear unbalanced force and apply pulling force generated by the pier, and the stability of the pile foundation can be further guaranteed. Correspondingly, in order to ensure that the tensile force can be continuously and stably transmitted to the pier when the pier is under the tensile force, and the pile foundation is not under the tensile force action, in the embodiment provided by the application, the steel cover beam 10 is anchored on the pier body 7. In order to ensure that the stack load weight module 4 can be stably positioned on the platform 3, the size of the stack load weight module 4 is consistent with the size of the platform. Illustratively, when the size of the platform is 7 × 7 × 3.5m, the size of the stack load weight module 4 is also 7 × 7 × 3.5 m.
In the embodiment that this application provided, during the construction that the supplementary pier of counter weight formula pulling and pressing was applied to asymmetric cantilever beam, pull and press supplementary pier place one side at the counter weight formula, adopt and hang basket installation bridge girder, owing to hang the basket and have certain size. In the construction process of the counterweight pier, as shown in fig. 2, the steel bent cap 10 is firstly installed on the pier body 7, or the pier body 7 is constructed too high, which may affect the movement of the cradle. Therefore, in the embodiment that this application provided, pier shaft 7 adopts four first steel pipe stands to constitute, under the intensity of guaranteeing pier shaft, has guaranteed the convenience of pier shaft 7 installation. In order to enable the steel capping beam 10 to be stably connected with the pier body 7, a second steel pipe upright post 9 is arranged between the steel capping beam 10 and the pier body 7, the height of the pier is guaranteed to be consistent with the design height, and then the steel capping beam is connected with a main beam of the bridge through an anchoring device 11, and the line type of the bridge can be guaranteed. The second steel pipe upright post 9 and the steel cover beam 10 are pre-assembled before hoisting.
For example, if the weighted tension-compression auxiliary pier is arranged below the side span 8# block, after the cradle is moved forward to a position above the weighted tension-compression auxiliary pier, the side span 8# block and the stay cable are installed in the cable cradle. The installation of midspan 8# piece and the installation of suspension cable are accomplished carrying out through the bridge floor crane, the suspension cable hanging basket is along the sidespan construction advancing direction antedisplacement, after moving the position of counterweight type tension-compression auxiliary pier top, then hoist first steel pipe stand top with second steel pipe stand 9 of assembling in advance and steel cover roof beam 10 together, and transfer both together, make second steel pipe stand 9 can overlap and establish in the first steel pipe stand, and connect second steel pipe stand 9 and first steel pipe stand, when counterweight type tension-compression auxiliary pier is pulled, the pulling force can be stably transmitted for pier shaft 7 (first steel pipe stand) through second steel pipe stand 9.
In order to ensure the stability between the first steel pipe column and the second steel pipe column, an inclined strut 8 and a parallel connection are respectively arranged between the first steel pipe column and the second steel pipe column, an annular stiffening rib 6 is arranged on the first steel pipe column, and concrete 5 filled in the position of the annular stiffening rib 6 is also arranged in the first steel pipe column. The ratio of the length of the second steel pipe upright post sleeved in the first steel pipe upright post to the length of the second steel pipe upright post exposed between the steel cover beam and the first steel pipe upright post is 1:5-2:5, preferably, the ratio of the length of the second steel pipe upright post sleeved in the first steel pipe upright post to the length of the second steel pipe upright post exposed between the steel cover beam and the first steel pipe upright post is 3:10, and when the height requirement of the whole pier body is met, the second steel pipe upright post and the first steel pipe upright post have a large contact area, so that the stability of the second steel pipe upright post 9 and the steel cover beam 10 is improved.
In order to ensure that the stress on the two sides of the tower column can be balanced in the construction process of the main beam, the main beam is required to be stably connected with the pier, so that the force applied to the main beam can be continuously and stably transmitted to the counterweight type tension-compression auxiliary pier. Therefore, as shown in fig. 2, an anchoring device 11 for anchoring the main girder of the bridge is installed on the steel cap beam 10. Wherein, anchor 11 upwards includes in proper order from the steel lid roof beam: steel backing plate, concrete leveling building block, tetrafluoro slide. Further, in order to guarantee the stability of connection, still include the steel strand wires that link main beam and steel lid roof beam together. The steel backing plate, the concrete leveling building block and the PTFE slide plate enable two sides of the main beam to be in contact with the counterweight type tension-compression auxiliary pier, and the line type of the main beam of the bridge is guaranteed. After the girders on the two sides of the main pier of the bridge are constructed to the preset sections, construction consolidation is formed between the girder on one side and the counterweight type tension-compression auxiliary pier, the pressure or the pulling force applied to the girder on the side where the counterweight type tension-compression auxiliary pier is located is balanced, and normal construction of the girders is ensured.
If before, after the pile foundation construction is completed, a bearing platform is installed on the pile foundation, the bearing platform is prefabricated by concrete, and the bearing platform can be directly installed on the pile foundation in the construction process of the counterweight type tension-compression auxiliary pier. As shown in fig. 2, in order to ensure that the pier shaft 7 has good stability, the pier shaft 7 is directly connected with the bearing platform 3, a through hole through which the first steel pipe upright post can pass is formed in the stacked load weight module 4, and the stacked load weight module 4 can be of a prefabricated concrete structure, a steel structure and the like. During the prefabrication process of the stack load weight module 4, the through hole is reserved on the stack load weight module 4 according to the size of the first steel pipe column and the installation position on the bearing platform, so that the first steel pipe column can pass through the through hole to be directly connected with the bearing platform 3 after the stack load weight module 4 is installed on the bearing platform 3. In other embodiments, after the first steel pipe column is connected with the bearing platform, the pile-loading ballast module 4 can be installed on the bearing platform again, so that the pile-loading ballast module 4 can be better attached to the bearing platform 3, and the pile-loading ballast module 4 can also generate certain tensile force for the pier shaft 7, thereby ensuring the tensile strength and the stability of the pier shaft 7.
As shown in fig. 2, in order to ensure the stability of the connection between the pier shaft 7 and the bearing platform 3 and to provide the pile foundation with continuous stable support for the bearing platform 3. When the bearing platform is prefabricated, the connecting structure 11 is anchored in the bearing platform 3, one end of the connecting structure 11 is connected with the first steel pipe stand column, the other end of the connecting structure 11 is connected with the steel casing 2, a stiffening plate is arranged at one end of the connecting structure 11, which is connected with the steel casing 2, and a stiffening plate is also arranged at one end of the steel casing 2, which is connected with the connecting structure 11, so that the bearing rigidity and stability of the steel casing 2 and the connecting structure 11 are improved, and the steel casing 2 and the connecting structure 11 are not easy to deform.
In conclusion, the construction system of the asymmetric cantilever beam of the cable-stayed bridge provided by the application comprises the following beneficial effects:
the construction system of the asymmetric cantilever beam of the cable-stayed bridge provided by the embodiment of the application comprises a bridge deck crane, a bridge deck crane and a bridge deck, wherein the bridge deck crane is arranged on a midspan girder and is used for hoisting a midspan section; the guy cable hanging basket is arranged on the side span main beam and is used for installing a steel structure of the side span main beam and pouring concrete into a concrete structure of the side span main beam; the counterweight type tension-compression auxiliary pier is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or for balancing the tension on the side span main beam. The counterweight type tension-compression auxiliary pier ensures the stress balance in the construction process of the asymmetric double-cantilever beam of the cable-stayed bridge, and further ensures the stability in the construction process of the asymmetric double-cantilever beam so as to ensure that the bridge construction is smoothly carried out and ensure the construction efficiency.
The above are only some embodiments of the present invention, and it should be noted that, for those skilled in the art, a plurality of improvements and decorations can be made without departing from the principle of the present invention, and these improvements and decorations should also be regarded as the protection scope of the present invention.
Claims (8)
1. The utility model provides a construction system of asymmetric cantilever beam of cable-stay bridge which characterized in that includes:
the bridge deck crane is arranged on the mid-span girder and used for hoisting the mid-span segment;
the guy cable hanging basket is arranged on the side span main beam and used for installing the side span main beam steel structure and pouring concrete to the side span main beam steel structure;
the counterweight type tension-compression auxiliary pier is arranged on the side where the side span main beam is located and used for supporting the side span main beam; or for balancing the tension on the side span main beam.
2. The system for constructing an asymmetric cantilever beam of a cable-stayed bridge according to claim 1, wherein the guy cable hanging basket is installed on the side span 1# block after the construction of the side span 1# block is completed, and the bridge deck crane is installed on the mid-span 1# block after the construction of the mid-span 1# block is completed.
3. The system for constructing an asymmetric cantilever beam of a cable-stayed bridge according to claim 2, further comprising a bracket installed at the side span side of the tower column for casting the side span 1# block.
4. The system for constructing an asymmetric cantilever beam of a cable-stayed bridge according to claim 3, further comprising a floating crane for hoisting the mid-span 1# block, and an unbalanced weight module arranged on the mid-span girder.
5. The system for constructing an asymmetric cantilever beam of a cable-stayed bridge according to claim 4, wherein the weighted tension-compression auxiliary pier comprises: the pile foundation, set up in cushion cap on the pile foundation, set up in pile on the cushion cap carries the heavy module, set up in pile carries the pier shaft in the heavy module of pressure, and the anchor in steel bent cap on the pier shaft, pile carry the heavy module with the size of cushion cap is unanimous.
6. The system for constructing an asymmetric cantilever beam of a cable-stayed bridge according to claim 5, wherein the steel capping beam is provided with an anchoring device for anchoring a main beam of the bridge.
7. The system for constructing the asymmetric cantilever beam of the cable-stayed bridge according to claim 6, wherein the pier body is formed by 4 first steel pipe columns, a second steel pipe column is further arranged between the pier body and the steel bent cap, and the second steel pipe column is connected with the first steel pipe column.
8. The system for constructing the asymmetric cantilever beam of the cable-stayed bridge according to claim 7, wherein a connecting device is anchored in the bearing platform, a through hole through which the first steel pipe upright passes is formed in the pile loading and pressing module, the first steel pipe upright passes through the through hole and is connected with one end of the connecting device, and the other end of the connecting device is connected with a steel casing in the pile foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202023349876.7U CN214459535U (en) | 2020-12-31 | 2020-12-31 | Construction system of asymmetric cantilever beam of cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202023349876.7U CN214459535U (en) | 2020-12-31 | 2020-12-31 | Construction system of asymmetric cantilever beam of cable-stayed bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214459535U true CN214459535U (en) | 2021-10-22 |
Family
ID=78109857
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202023349876.7U Active CN214459535U (en) | 2020-12-31 | 2020-12-31 | Construction system of asymmetric cantilever beam of cable-stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214459535U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114775456A (en) * | 2022-05-24 | 2022-07-22 | 中铁大桥科学研究院有限公司 | Construction method and construction system for asynchronously hoisting cantilever of cable-stayed bridge |
-
2020
- 2020-12-31 CN CN202023349876.7U patent/CN214459535U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114775456A (en) * | 2022-05-24 | 2022-07-22 | 中铁大桥科学研究院有限公司 | Construction method and construction system for asynchronously hoisting cantilever of cable-stayed bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100543235C (en) | The method and system of erecting steel trusses by stay cable auxiliary complete cantilever | |
| CN112227206B (en) | Process design and construction method for ground anchor to self-anchored beam | |
| CN201106155Y (en) | Inclined guy cable auxiliary full cantaliver crane trussed steel beam device | |
| CN211815489U (en) | Super large span flying swallow type concrete filled steel tube arch bridge with self-anchoring suspension cable system | |
| CN103290784B (en) | Arched girder conjugative bridge construction method for hanging | |
| CN111764282B (en) | Rigid suspension cable stiffening steel truss bridge construction method based on inclined pull buckling hanging method | |
| CN111335187B (en) | Construction process for triangular area of open-web rigid frame bridge | |
| CN110804952B (en) | Suspension bridge beam prefabrication and assembly construction process | |
| CN112267367B (en) | Method for converting arch-first beam-later system of self-anchored steel box tied arch bridge | |
| CN114781026A (en) | Construction control method for single leaning tower cable-stayed bridge | |
| CN214459535U (en) | Construction system of asymmetric cantilever beam of cable-stayed bridge | |
| CN112695607A (en) | Construction method and system for asymmetric cantilever beam of cable-stayed bridge | |
| CN214245330U (en) | Novel large-tonnage tension swing pier structure of cable-stayed bridge auxiliary pier | |
| CN115613479A (en) | Concrete arch bridge inclined pull buckle hanging cantilever pouring construction method | |
| CN215564318U (en) | Rigid pull rod large-cantilever scaffold platform structure | |
| CN112227216B (en) | Triangular area cable buckling and sling combined construction method for steel diagonal bracing continuous rigid frame bridge | |
| CN212533734U (en) | Cable buckle integrated tower | |
| CN214783223U (en) | Counterweight type bridge pier | |
| CN109458303B (en) | Tower and wind generating set | |
| CN107815976B (en) | A kind of construction method of multi-joint continuous beam or multi-joint rigid structure beam end bay straight line beam section | |
| CN111472285A (en) | Method for mounting main bridge variable-section continuous steel truss girder by using cable crane | |
| CN218479026U (en) | Pedestrian suspension bridge without side cable and anchorage | |
| CN113718654B (en) | Installation structure for ropeless beam section of bridge tower area | |
| CN221218460U (en) | Self-anchored suspension bridge | |
| CN112695622A (en) | Counterweight type bridge pier |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20240715 Address after: 100027, Beijing, Dongcheng District, East Street, No. 9 east ring Plaza, block A, Luqiao building, 8 floor Patentee after: ROAD & BRIDGE INTERNATIONAL Co.,Ltd. Country or region after: China Patentee after: ROAD & BRIDGE SOUTH CHINA ENGINEERING Co.,Ltd. Address before: 528400 19, 3, Central Plaza, 1 Xing Zheng Road, East District, Zhongshan, Guangdong. Patentee before: ROAD & BRIDGE SOUTH CHINA ENGINEERING Co.,Ltd. Country or region before: China |