阅读说明：本技术 配重式桥墩的施工方法 (Construction method of counterweight type bridge pier ) 是由 吴健 杨洪磊 温东昌 沈倩 于 2020-12-31 设计创作，主要内容包括：本发明涉及一种配重式桥墩的施工方法,包括：在桩基上安装混凝土承台,在所述承台上安装堆载压重模块；在所述堆载压重锚块上安装墩身,在所述墩身上吊装钢盖梁,其中,所述墩身与钢盖梁锚固连接。堆载压重模块设置于承台和墩身之间,在配重式桥墩受压时,桩基能够为桥梁主梁提供支撑力；在配重式桥墩受拉时,在堆载压重模块增加了桩基的重量,进而使得桩基不会在桥墩上部结构的作用下,出现受拉的工况,保证了桩基的稳定性,使得该桥墩能够满足受拉或者受压两种工况。(The invention relates to a construction method of a counterweight type pier, which comprises the following steps: installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure loading module on the bearing platform; and installing a pier body on the heaped load weight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner. The pile loading weight module is arranged between the bearing platform and the pier body, and when the counterweight type pier is pressed, the pile foundation can provide supporting force for the bridge girder; when the counter weight formula pier is pulled, the weight of pile foundation has been increased at the heavy module of heap year pressure, and then makes the pile foundation can not appear the operating mode that is pulled under pier superstructure's effect, has guaranteed the stability of pile foundation for this pier can satisfy two kinds of operating modes of being pulled or pressurized.)

1. A construction method of a counterweight type bridge pier is characterized by comprising the following steps:

installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure loading module on the bearing platform;

and installing a pier body on the heaped load weight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner.

2. The construction method of a counterweight type pier according to claim 1, wherein a pier body is installed on the heaped load-bearing anchor block, and a steel cap beam is hoisted on the pier body, wherein after the pier body is anchored and connected with the steel cap beam, the construction method comprises the following steps:

and an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam.

3. The construction method of a counterweight pier according to claim 1, wherein the pier body is formed by a first steel pipe column, and the hoisting of the steel bent cap on the pier body comprises:

pre-assembling a second steel pipe upright post and the steel bent cap;

hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post;

and placing the pre-assembled second steel pipe stand column and the steel cover beam downwards, so that the end part of the second steel pipe stand column is sleeved in the first steel pipe stand column.

4. The construction method of a counterweight pier according to claim 3, wherein after the steel bent cap is hoisted on the pier body, the construction method comprises the following steps:

and inclined struts are respectively arranged between the first steel pipe upright post and the second steel pipe upright post.

5. The construction method of a counterweight pier according to claim 3, further comprising, after installing a pier body on the ballast anchor block:

installing an annular stiffening rib on the first steel pipe upright post;

filling concrete in the first steel tube column until the top of the concrete reaches the position of the annular stiffening rib on the first steel tube column.

6. The construction method of a counterweight pier according to claim 3, wherein before installing the concrete cap on the pile foundation, the method comprises:

and prefabricating the bearing platform by adopting concrete, and anchoring and connecting the first steel pipe upright post and a steel casing connecting structure in the pile foundation in the bearing platform.

7. The construction method of a counterweight pier according to claim 6, wherein installing a concrete cap on the pile foundation comprises:

and connecting the connecting structure with the steel casing.

8. The construction method of a counterweight pier according to claim 7, wherein the step of installing a ballast weight module on the platform comprises:

prefabricating the stacking load weight module, and reserving a through hole through which the first steel pipe upright post penetrates in the stacking load weight module.

9. The construction method of a counterweight pier according to claim 8, wherein the step of installing a pier body on the ballast anchor block comprises:

and connecting the first steel pipe upright post with the connecting device after penetrating through the through hole.

10. The method of constructing a counterweight pier according to claim 8, wherein a concrete cap is installed on a pile foundation, and before the installation of the ballast weight module on the cap, the method comprises:

drilling a pile hole with a preset length at a set position, and placing the steel casing to a designed position along the inner wall of the pile hole;

and pouring concrete into the pile hole along the steel casing, and forming a pile foundation together with the steel casing after the concrete is solidified.

11. The construction method of a counterweight pier according to claim 3, wherein hoisting the pre-assembled second steel pipe column and the steel cap beam together above the first steel pipe column comprises:

along the construction advancing direction of a side main beam where the pier is located, after the forward moving position of the hanging basket on the main beam exceeds the position above the pier;

and hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post.

Technical Field

The invention relates to the technical field of bridges, in particular to a construction method of a counterweight type pier.

Background

At present, in the work progress of large-scale bridge girder, need set up supplementary mound generally and be used for supporting the girder segment section of installing earlier, conventional supplementary mound structure is from up including pile foundation, cushion cap, pier shaft, bent cap down, and the structure is comparatively single, and can only utilize the effect that the pile foundation played the resistance to compression for the function singleness and the basis of conventional supplementary mound. However, during the construction of the main beam with the asymmetric double cantilevers, the side span can be under a tensile or a compressive working condition according to different working conditions, the conventional auxiliary pier can only solve the balance of the main beam with the asymmetric double cantilevers under the compressive working condition, but cannot solve the working condition that the side span is under the tensile working condition, so that the application of the auxiliary pier is limited, and more structures need to be allocated on a construction site to solve the balance problem of the main beam with the asymmetric double cantilevers under the working condition that the side span is under the tensile working condition.

Disclosure of Invention

In order to overcome the technical problems, particularly, the conventional auxiliary pier can only solve the problem of the balance of the main beam asymmetric double cantilevers under the compression working condition, and the following technical scheme is specially provided:

the construction method of the counterweight type pier provided by the embodiment of the application comprises the following steps:

installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure loading module on the bearing platform;

and installing a pier body on the heaped load weight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner.

Optionally, installing a pier body on the heaped ballast anchor block, and hoisting a steel cap beam on the pier body, wherein after the pier body is anchored and connected with the steel cap beam, the method includes:

and an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam.

Optionally, the pier shaft adopts first steel pipe stand to constitute, hoist the steel bent cap on the pier shaft, include:

pre-assembling a second steel pipe upright post and the steel bent cap;

hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post;

and placing the pre-assembled second steel pipe stand column and the steel cover beam downwards, so that the end part of the second steel pipe stand column is sleeved in the first steel pipe stand column.

Optionally, after the steel bent cap is hoisted on the pier body, the method includes:

and inclined struts are respectively arranged between the first steel pipe upright post and the second steel pipe upright post.

Optionally, after installing the pier body on the heaped load weight anchor block, the method further includes:

installing an annular stiffening rib on the first steel pipe upright post;

filling concrete in the first steel tube column until the top of the concrete reaches the position of the annular stiffening rib on the first steel tube column.

Optionally, before installing the concrete cap on the pile foundation, the method includes:

and prefabricating the bearing platform by adopting concrete, and anchoring and connecting the first steel pipe upright post and a steel casing connecting structure in the pile foundation in the bearing platform.

Optionally, installing a concrete cap on the pile foundation, comprises:

and connecting the connecting structure with the steel casing.

Optionally, installing a dump weight module on the platform comprises:

prefabricating the stacking load weight module, and reserving a through hole through which the first steel pipe upright post penetrates in the stacking load weight module.

Optionally, installing a pier body on the heaped load weight anchor block, including:

and connecting the first steel pipe upright post with the connecting device after penetrating through the through hole.

Optionally, installing a concrete cap on the pile foundation, before installing the ballast weight module on the cap, includes:

drilling a pile hole with a preset length at a set position, and placing a steel casing to a designed position along the inner wall of the pile hole;

and pouring concrete into the pile hole along the steel casing, and forming a pile foundation together with the steel casing after the concrete is solidified.

Optionally, hoist the second steel pipe stand after will assembling in advance with the steel bent cap is in the first steel pipe stand top together, include:

along the construction advancing direction of a side main beam where the pier is located, after the forward moving position of the hanging basket on the main beam exceeds the position above the pier;

and hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post.

Compared with the prior art, the invention has the following beneficial effects:

the construction method of the counterweight type pier provided by the embodiment of the application comprises the following steps: installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure loading module on the bearing platform; and installing a pier body on the heaped load weight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner. The pile loading weight module is arranged between the bearing platform and the pier body, when the counterweight type pier is pressed, the pile foundation can provide supporting force for the bridge girder, and the pile foundation does not have a settlement condition; when the counter weight formula pier is pulled, the weight of pile foundation has been increased at the heavy module of heap year pressure, and then makes the pile foundation can not appear the operating mode of pulling under pier superstructure's effect, and whole pier can bear the pulling force that unbalanced force produced for the pier to can further guarantee the stability of pile foundation. The steel bent cap anchor is on the mound, when guaranteeing that the pier receives the pulling force, on the pulling force can continuously transmit the pier steadily, and the pile foundation can not appear the situation of pulling, guarantees the stability of pile foundation.

The construction method of counterweight pier that this application embodiment provided, after will assembling in advance the second steel pipe stand with the steel bent cap hoists together first steel pipe stand top includes: along the construction advancing direction of a main beam on the side where the pier is located, after the forward moving position of a hanging basket on the main beam exceeds the position of the pier; and hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post. Set up second steel pipe stand between steel bent cap and the pier shaft for steel bent cap can be connected with firmly between the pier shaft. Guarantee simultaneously that the construction of hanging the basket can not influenced in the installation of the height of pier shaft and steel bent cap, satisfy the construction requirement that asymmetric double cantilever bridge girder both sides were under construction simultaneously.

The application embodiment provides a construction method of counterweight pier install the pier shaft on the heavy anchor piece of heap load the pier shaft hoist and mount the steel bent cap, wherein, after pier shaft and steel bent cap anchor connect, include: and an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam. In the guarantee girder work progress, the power of main mound both sides can reach the balance, is connected bridge girder and counter weight formula pier firmly, guarantees the asymmetric double cantilever construction of girder effectively for the power that the power girder receives can continuously stably transmit for counter weight formula pier, and then can ensure construction safety.

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 foregoing 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 flow chart of a construction method of a counterweight type pier of the invention;

fig. 2 is a schematic structural view of a counterweight type pier in the construction method of a counterweight type pier of the present invention.

Detailed Description

Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative only and should not be construed as limiting the 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, and/or 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 skilled in 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.

The construction method of a counterweight pier provided in the embodiment of the present application, as shown in fig. 1, includes: and S110 and S120.

S110: a concrete bearing platform is installed on the pile foundation, and a pile loading and pressure loading module is installed on the bearing platform.

S120: and installing a pier body on the heaped load deadweight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner.

Optionally, installing a concrete cap on the pile foundation, before installing the ballast weight module on the cap, includes:

drilling a pile hole with a preset length at a set position, and placing a steel casing to a designed position along the inner wall of the pile hole;

and pouring concrete into the pile hole along the steel casing, and forming a pile foundation together with the steel casing after the concrete is solidified.

The construction method of the counterweight type bridge pier is mainly applied to bridge construction of asymmetric double cantilevers and used for meeting the condition that a side span main beam can apply pulling force or pressure to the bridge pier in the process of constructing the asymmetric double cantilever bridge and balancing unbalanced stress on two sides of a main pier in the process of constructing the asymmetric double cantilever bridge. As shown in fig. 2, the counterweight type bridge pier comprises a pile foundation, a bearing platform 3 arranged on the pile foundation, a stacking load weight module 4 arranged on the bearing platform 3, a pier body 7 arranged on the stacking load weight module 4, and a steel bent cap 10 anchored on the pier body 7, wherein the stacking load weight 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, 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 pouring pile 1 is formed after the concrete is solidified, the pouring 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 pouring 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 pouring 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 in bored concrete pile 1 in, has guaranteed the integrality in stake hole for the pile foundation stability of formation is just, 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 weight module 4 is arranged between the bearing platform 3 and the pier body 7, when the counterweight pier is pressed, the pile foundation can provide supporting force for the bridge girder, and the pile foundation does not settle; when the counter weight formula pier is pulled, pile and carry the weight that ballast weight module 4 had increased the pile foundation, and then make the pile foundation can not appear pulling the operating mode under pier superstructure's effect, and whole pier can bear the unbalanced force and apply the pulling force that produces for the pier to can further guarantee the stability of pile foundation. 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.

Optionally, install the pier shaft on piling year ballast anchor piece, hoist and mount the steel bent cap on the pier shaft, wherein, after pier shaft and steel bent cap anchor connect, include:

and an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam.

In order to ensure that the stress on the two sides of the main pier can be balanced in the construction process of the main girder, the main girder needs to be stably connected with the pier, so that the force applied to the main girder can be continuously and stably transmitted to the counterweight type 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 tetrafluoro sliding plate enable two sides of the main beam to be in contact with the counterweight pier, and the line type of the main beam of the bridge is guaranteed. After the girders on the two sides of the main bridge pier are constructed to the preset sections, construction consolidation is formed between the girder on one side and the counterweight type bridge pier, the pressure or the tensile force borne by the girder on the side where the counterweight type bridge pier is located is balanced, and the normal construction of the girder is ensured.

Optionally, the pier shaft adopts first steel pipe stand to constitute, hoists the steel bent cap on the pier shaft, includes:

pre-assembling the second steel pipe upright post and the steel cover beam;

hoisting the pre-assembled second steel pipe upright post and the steel cover beam together above the first steel pipe upright post;

and placing the pre-assembled second steel pipe stand column and the steel cover beam downwards, so that the end part of the second steel pipe stand column is sleeved in the first steel pipe stand column.

Optionally, hoist the second steel pipe stand after will assembling in advance and steel lid roof beam together to first steel pipe stand top, include:

along the construction advancing direction of a side main beam where the pier is located, after the forward moving position of the hanging basket on the main beam exceeds the position of the pier;

and hoisting the pre-assembled second steel pipe upright post and the steel cover beam to the upper part of the first steel pipe upright post.

In the embodiment that this application provided, during the construction of asymmetric cantilever beam was applied to counter weight formula pier, at counter weight pier place one side, 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 bent cap 10 to be stably connected with the pier body 7, the second steel pipe upright posts 9 are arranged between the steel bent cap 10 and the pier body 7, so that the height of the pier is ensured to be consistent with the design height, the pier can be connected with a main beam of the bridge through the anchoring device, and the line type of the bridge can be ensured. The second steel pipe upright post 9 and the steel cover beam 10 are pre-assembled before hoisting. After hanging the position of basket antedisplacement excess counterweight pier top, then will assemble second steel pipe stand 9 in advance and steel lid roof beam 10 hoist first steel pipe stand top together to 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 pier is drawn, the pulling force can be stably transmitted for pier shaft 7 (first steel pipe stand) through second steel pipe stand 9. 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.

Optionally, after the steel bent cap is hoisted on the pier body, the method comprises the following steps:

and inclined struts are respectively arranged between the first steel pipe upright post and the second steel pipe upright post.

In the embodiment provided by the application, in order to ensure the stability and integrity between the steel pipe columns and increase the stability of the whole counterweight pier, as shown in fig. 2, a diagonal brace 8 and a parallel connection are respectively installed between the first steel pipe column and the second steel pipe column 9, and the diagonal brace 8 is made of a steel pipe with a diameter of phi 0.4 m. Further, a stiffening plate is arranged between the second steel pipe upright post 9 and the steel cover beam 10, so that the stability and rigidity of the second steel pipe upright post 9 are improved.

Optionally, after installing the pier body on the heaped weight anchor block, the method further includes:

installing an annular stiffening rib on the first steel pipe upright post;

and filling concrete in the first steel pipe column until the top of the concrete reaches the position of the annular stiffening rib on the first steel pipe column.

In the embodiment provided by the present application, after the first steel pipe column is installed, in order to ensure the stability of the first steel pipe column, concrete 5 (for example, C30 concrete) is filled in the first steel pipe column, and in order to ensure the strength of the first steel pipe column after the concrete 5 is filled, the first steel pipe column is not easily deformed. Before the first steel pipe column is filled with concrete 5, an annular stiffening rib 6 is arranged on the first steel pipe column, and the thickness of the stiffening rib is 1.2 mm. The setting position of the annular stiffening rib 6 is the top position of concrete filling, and after the installation of the annular stiffening rib 6 is completed, the concrete 5 is filled until the top of the concrete 5 reaches the position of the annular stiffening rib 6 on the first steel pipe column.

Optionally, before installing the concrete cap on the pile foundation, the method includes:

the concrete prefabricated bearing platform is adopted, and the first steel pipe upright post and the connecting structure of the steel casing in the pile foundation are connected in the bearing platform in an anchoring mode.

Optionally, installing a concrete cap on the pile foundation, comprises:

and connecting the connecting structure with the steel casing.

Optionally, installing a dump weight module on the platform comprises:

and prefabricating the stack load weight module, and reserving a through hole through which the first steel pipe upright post penetrates in the stack load weight module.

Optionally, the pier body is mounted on the heaped ballast anchor block, and the pier body comprises:

and the first steel pipe upright post penetrates through the through hole to be connected with the connecting device.

If before, after pile foundation construction is accomplished, then install the cushion cap on it, the cushion cap adopts the concrete prefabrication to form, then in the construction process of counter weight formula pier, then can be with the cushion cap direct mount on the pile foundation. As shown in fig. 2, in order to ensure that the pier shaft 7 has better stability, the pier shaft 7 is directly connected with the bearing platform 3, and correspondingly, the stacking ballast weight module 4 is provided with a through hole through which the first steel pipe upright can pass, wherein the stacking ballast 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 summary, the construction method of the counterweight type pier provided by the application has the following beneficial effects:

the construction method of the counterweight type pier provided by the embodiment of the application comprises the following steps: installing a concrete bearing platform on the pile foundation, and installing a pile loading and pressure loading module on the bearing platform; and installing a pier body on the heaped load weight anchor block, and hoisting a steel cover beam on the pier body, wherein the pier body is connected with the steel cover beam in an anchoring manner. The pile loading weight module is arranged between the bearing platform and the pier body, when the counterweight type pier is pressed, the pile foundation can provide supporting force for the bridge girder, and the pile foundation does not have a settlement condition; when the counter weight formula pier is pulled, the weight of pile foundation has been increased at the heavy module of heap year pressure, and then makes the pile foundation can not appear the operating mode of pulling under pier superstructure's effect, and whole pier can bear the pulling force that unbalanced force produced for the pier to can further guarantee the stability of pile foundation. The steel bent cap anchor is on the mound, when guaranteeing that the pier receives the pulling force, on the pulling force can continuously transmit the pier steadily, and the pile foundation can not appear the situation of pulling, guarantees the stability of pile foundation.

The construction method of counterweight pier that this application embodiment provided, after will assembling in advance the second steel pipe stand with the steel bent cap hoists together first steel pipe stand top includes: along the construction advancing direction of a main beam on the side where the pier is located, after the forward moving position of a hanging basket on the main beam exceeds the position of the pier; and hoisting the pre-assembled second steel pipe upright post and the steel bent cap together above the first steel pipe upright post. Set up second steel pipe stand between steel bent cap and the pier shaft for steel bent cap can be connected with firmly between the pier shaft. Guarantee simultaneously that the construction of hanging the basket can not influenced in the installation of the height of pier shaft and steel bent cap, satisfy the construction requirement that asymmetric double cantilever bridge girder both sides were under construction simultaneously.

The application embodiment provides a construction method of counterweight pier install the pier shaft on the heavy anchor piece of heap load the pier shaft hoist and mount the steel bent cap, wherein, after pier shaft and steel bent cap anchor connect, include: and an anchoring device for anchoring the main beam of the bridge is arranged on the steel capping beam. In the guarantee girder work progress, the power of main mound both sides can reach the balance, is connected bridge girder and counter weight formula pier firmly, guarantees the asymmetric double cantilever construction of girder effectively for the power that the power girder receives can continuously stably transmit for counter weight formula pier, and then can ensure construction safety.

The foregoing is only a partial embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.