CN211340827U - Structure for newly building bridge by passing through existing bridge piles in subway tunnel - Google Patents

Structure for newly building bridge by passing through existing bridge piles in subway tunnel Download PDF

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Publication number
CN211340827U
CN211340827U CN201922088801.9U CN201922088801U CN211340827U CN 211340827 U CN211340827 U CN 211340827U CN 201922088801 U CN201922088801 U CN 201922088801U CN 211340827 U CN211340827 U CN 211340827U
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China
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bridge
built
newly
existing
piles
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杜劢
孙忠鹤
彭嵚
韩建
王浩楠
张济麟
王小利
周杰
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Rail Transit Construction Co Ltd of China Construction Eighth Engineering Division Co Ltd
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Rail Transit Construction Co Ltd of China Construction Eighth Engineering Division Co Ltd
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Abstract

The utility model relates to a subway tunnel passes through new-built bridge's of existing bridge pier structure for support the decking at existing bridge pier top, the structure includes: the supporting and reinforcing structure is filled in the bridge opening on the side of the existing bridge pile and props against the bridge deck; grouting and reinforcing soil below the supporting and reinforcing structure to form a grouting and reinforcing structure; and after the existing bridge piles are to be dismantled, constructing to form new bridge piles beside the dismantled existing bridge piles, wherein the new bridge piles are located on the sides of the grouting reinforcement structure. The utility model provides a support to the bridge floor board has been strengthened to the structure, can avoid the road surface to subside for subway tunnel need not to wait for passing through after the new bridge stake construction is good, thereby arrangement construction process that can be reasonable effectively saves the engineering time, accelerates the construction progress.

Description

Structure for newly building bridge by passing through existing bridge piles in subway tunnel
Technical Field
The utility model relates to a bridge construction engineering field refers in particular to a subway tunnel passes through the structure of the newly-built bridge of existing bridge pier.
Background
At present, the population of China is highly concentrated, so that the traffic problem of a large city is increasingly prominent, and the urban development is severely restricted. Because the utilization rate of the ground space is too high, the effect of solving the problem of urban traffic congestion through the ground road system is very little, and therefore the urban traffic congestion is relieved by utilizing the underground space to solve the problem of the establishment of an underground traffic system. Then, the urban planning sequence is from the ground to the underground, and the addition of deep foundation piles is a common foundation form of modern high-rise, viaduct and river bridge, so that the conflict between a newly-built subway tunnel and the existing pile foundations is inevitably caused, and the problem that how to ensure the rapid construction safety of the tunnel passing through the existing bridge piles is needed to be solved.
The existing pile foundation underpinning method adopts a newly-built pile foundation, particularly a temporary supporting system, when an original bridge pile loses bearing capacity, the newly-built pile foundation is utilized to bear upper load, so that a beam body is inconvenient to bear under the stress state in an emergency state, and the safety of a structure is ensured. The newly-built pile foundation is a newly-built bridge pile, the existing construction method can be used for subway tunnel pile cutting and crossing construction after the bridge pile is constructed, the construction method is long in working procedure, the possibility that the road surface settlement is influenced by long-time construction is high, and therefore potential safety hazards are high.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to overcome prior art's defect, provide a subway tunnel passes through new-built bridge's of existing bridge pile structure, solve present new-built pile foundation treat that the pile foundation can carry out the subway tunnel after accomplishing to cut the pile and pass through the process that the construction exists longer when underpinning, construction time is long, the road surface subsides the problem that the possibility is big and the potential safety hazard is great etc. on the pile foundation.
The technical scheme for realizing the purpose is as follows:
the utility model provides a subway tunnel passes through new-built bridge's of existing bridge pier structure for support the decking at existing bridge pier top, the structure includes:
the supporting and reinforcing structure is filled in the bridge opening on the side of the existing bridge pile and props against the bridge deck;
grouting and reinforcing soil below the supporting and reinforcing structure to form a grouting and reinforcing structure; and
and after the existing bridge piles are dismantled, constructing a newly-built bridge pile formed beside the dismantled existing bridge piles, wherein the newly-built bridge pile is positioned beside the grouting reinforcement structure.
The utility model provides a support to the bridge floor board has been strengthened to the structure, can avoid the road surface to subside for subway tunnel need not to wait for passing through after the new bridge stake construction is good, thereby arrangement construction process that can be reasonable effectively saves the engineering time, accelerates the construction progress. After the supporting and reinforcing structure is constructed, the subway tunnel can bypass the existing bridge piles to continue to be pushed forwards, and then the subway tunnel and the existing bridge piles can be detached and the construction of newly-built bridge piles can be carried out simultaneously, so that the construction is flexible, the construction period is short, and the ground settlement control effect is good.
The utility model discloses subway tunnel passes through the further improvement that the new-built bridge of existing bridge pile constructs lies in, support reinforced structure including build by laying bricks or stones in the barricade at bridge opening edge, pile up in the bridge opening with will closely knit sand bag is backfilled to the bridge opening and fills and be formed with the sand bag with the closely knit mortar layer in space between the decking.
The utility model discloses subway tunnel passes through the further improvement of the new-built bridge of existing bridge pile lies in, support reinforced structure still locates including keeping off the sand bag with be located protective layer between the bent cap that the decking below corresponds.
The utility model discloses subway tunnel passes through the further improvement of the newly-built bridge of existing bridge pier lies in, the protective layer is the brick wall.
The utility model discloses subway tunnel passes through the further improvement of the new-built bridge of existing bridge pile lies in, the bottom of slip casting reinforced structure is located subway tunnel's top.
The utility model discloses subway tunnel passes through the further improvement of the new-built bridge's of existing bridge pile structure and lies in, still including locating neighbouring subway tunnel's bridge pile foundation reinforced structure all around, pile foundation reinforced structure forms through slip casting to the soil body.
The utility model discloses subway tunnel passes through the further improvement of the new structure of the new bridge of existing bridge pier lies in, the top of newly-built bridge pier is equipped with newly-built bent cap and locates newly-built decking on the newly-built bent cap.
The utility model discloses the subway tunnel passes through the structure of the existing bridge pile newly-built bridge further improves in that, when the slip casting reinforced structure is constructed, part of the supporting reinforced structure is removed to form the construction space; and after the grouting reinforcement structure is finished, pouring in the construction space to form a foam concrete structure.
Drawings
Fig. 1 is the utility model discloses subway tunnel passes through the new-built bridge's of existing bridge pile structure and accomplishes the top view that supports reinforced structure and omit the decking.
FIG. 2 is a cross-sectional view of A2-A2 of FIG. 1.
FIG. 3 is a cross-sectional view of A1-A1 of FIG. 1.
Fig. 4 is an enlarged view of the supporting and reinforcing structure of fig. 3.
Fig. 5 is a schematic structural view of a subway tunnel bypassing an existing bridge pile.
Fig. 6 is a schematic structural view of the existing bridge pile in the subway tunnel.
Fig. 7 is the utility model discloses subway tunnel passes through the top view that slip casting reinforced structure was accomplished to the structure of the newly-built bridge of existing bridge pier.
FIG. 8 is a cross-sectional view A4-A4 of FIG. 7.
FIG. 9 is a cross-sectional view A3-A3 of FIG. 7.
Fig. 10 is the utility model discloses subway tunnel passes through the new-built bridge of existing bridge pile and constructs the plan view of accomplishing new-built bridge pile.
Fig. 11 is the utility model discloses subway tunnel passes through the new-built bridge of existing bridge pile and constructs the section view of accomplishing new-built bridge pile.
FIG. 12 is a cross-sectional view A5-A5 of FIG. 10.
Detailed Description
The invention will be further explained with reference to the drawings and the specific embodiments.
Referring to fig. 1, the utility model provides a subway tunnel passes through new-built bridge's of existing bridge pile structure, the mode that adopts the filling bridge opening becomes the road with the bridge that the subway tunnel passed through the department, fills the bridge opening between ground and the decking through supporting reinforced structure for the load at decking top is direct to be transmitted for ground through supporting reinforced structure, has improved the stability of decking, provides the condition for the subway tunnel passes through existing bridge pile. And during construction, the subway tunnel bypasses the existing bridge piles, and soil mass occupying the subway tunnel by the existing bridge piles is reserved, so that the subway tunnel can continue to be constructed forwards without being influenced by the existing bridge piles. The existing bridge piles are not cut when the subway tunnel bypasses, soil body settlement during subway construction can be controlled by the reserved existing bridge piles, and stability of the bridge is improved. And then, the soil body below the supporting and reinforcing structure is subjected to grouting reinforcement to form a grouting reinforcing structure, so that the bearing capacity of the soil body below the bridge is improved, the bridge is ensured not to have uneven settlement, and conditions are provided for dismantling the existing bridge pile. When the existing bridge piles are dismantled, the subway tunnel at the position occupied by the existing bridge piles is excavated in a full section, the existing bridge piles are cut off, and then the newly-built bridge piles are constructed beside the existing bridge piles. The utility model discloses an foretell support reinforced structure is under construction subway tunnel in advance for can continue to be under construction forward after the subway tunnel walks around existing bridge pile, when subway tunnel is under construction forward, handles existing bridge pile, and the effectual engineering time of having saved can improve the construction progress, and effectual control road surface subsides, ensures construction safety. The structure that the subway tunnel passes through the newly-built bridge of existing bridge pier of the utility model is explained below with the accompanying drawing.
Referring to fig. 1, it is shown that the utility model discloses subway tunnel passes through the structure completion support reinforced structure of the newly-built bridge of existing bridge pier and omits the plan view of decking. The structure of the subway tunnel passing through the existing bridge pile and newly-built bridge of the utility model is explained with reference to fig. 1.
As shown in fig. 1, the utility model discloses a subway tunnel passes through the new-built bridge's of existing bridge pier structure is used for supporting the shingle at existing bridge pier top, and subway tunnel 10's construction route is through bridge 20, combines fig. 2 to be shown, and bridge 20 is including driving bridge pier 23 in the soil body, locating the bent cap 22 at bridge pier 23 top and locating the shingle 21 on the bent cap 22, and the surface of shingle 21 is the current road surface promptly. Referring to fig. 3, there are two subway tunnels 10, wherein one of the subway tunnels 10 has a design route intersecting with an existing bridge pile 24 (the existing bridge pile 24 has the same structure as the bridge pile 23, and different marks are used to distinguish other bridge piles not occupied), and the existing bridge pile 24 occupies the subway tunnel 10, so that the existing bridge pile 24 needs to be crossed when the subway tunnel 10 is constructed at the existing bridge pile 24.
As shown in fig. 1, 7 and 10, the structure of the subway tunnel passing through the existing bridge pile and newly-built bridge includes a supporting reinforcement structure 31, a grouting reinforcement structure 32 and a newly-built bridge pile 33.
As shown in fig. 4, the supporting and reinforcing structure 31 is filled in the bridge opening on the side of the existing bridge pier 24 for filling the bridge opening, the supporting and reinforcing structure 31 is supported on the bridge deck 21, the supporting and reinforcing structure 31 filling the bridge opening is used to change one side of the original bridge beam 20 into a road, and the load of the bridge deck 21 can be directly transmitted to the ground through the supporting and reinforcing structure 31, so that the bridge pier 23 under the bridge deck 21 and the existing bridge pier 24 do not serve as a bearing body for the ground load.
In the case where the existing bridge 24 does not serve as a ground load bearing body, as shown in fig. 5, when the subway tunnel 10 is constructed to the existing bridge 24, construction can be continued forward while bypassing the existing bridge 24. When the subway tunnel 10 is excavated, the soil body on the side where the existing bridge pile 24 is located is reserved, the soil body on the other side is excavated to form the first pilot tunnel 101, after the first pilot tunnel 101 penetrates through the existing bridge pile 24 for a certain distance, the distance can be set to be 2m, the first pilot tunnel 101 is gradually excavated, the section of the first pilot tunnel 101 gradually changes to the section of the subway tunnel 20, so that the subway tunnel 20 leaves a part of the soil body which is not excavated at the existing bridge pile 24, the existing bridge pile 24 is wrapped by the soil body, the structural stability of the existing bridge pile 24 can be ensured, the ground settlement can be avoided, the bearing capacity of the bridge 20 is converted by combining the supporting and reinforcing structure 31, so that the existing bridge pile 24 does not serve as a ground load bearing receptor, the construction environment that the subway tunnel 10 penetrates through the existing bridge pile 24 is estimated to be stable, and the construction safety can. Reasonable arrangement of construction procedures is realized, the construction time is shortened, and the construction progress is improved.
As shown in fig. 8 and 9, the grouting reinforcement structure 32 is disposed below the supporting reinforcement structure 31, the grouting reinforcement structure 32 is formed by grouting and reinforcing the soil body below the supporting reinforcement structure 31, the strength of the soil body is enhanced by the grouting reinforcement structure 32, it is ensured that the soil body below the bridge 20 can provide sufficient bearing capacity, and it is ensured that uneven settlement does not occur in the bridge.
Referring to fig. 6, after the soil below the bridge 20 is grouted and reinforced to form a grouted and reinforced structure 32, the soil wrapping the existing bridge piles 24 and remaining in the subway tunnel 20 is removed, and the existing bridge piles 24 in the subway tunnel 20 are removed, so that the section of the first pilot tunnel 101 of the subway tunnel 20 at the existing bridge piles 24 is changed into a full section. With reference to fig. 10 and 11, a new bridge pile 33 is then constructed, the new bridge pile 33 is arranged beside the existing bridge pile 24 and beside the grouting reinforcement structure 32, and the new bridge pile 33 is used to support the bridge 20 instead of the existing bridge pile 24. Just so accomplished the underpinning construction to existing bridge pile 24, adopted the utility model provides a subway tunnel passes through the structure of the new-built bridge of existing bridge pile, arrangement subway tunnel construction that can be reasonable, demolish the process of existing bridge pile construction and new-built bridge pile construction, the at utmost has reduced construction latency, has greatly improved the construction progress, reduces construction cost, has better economic benefits.
In one embodiment, as shown in fig. 1 to 4, the supporting reinforcement structure 31 includes a retaining wall 311 built at the edge of the bridge opening, sand bags 312 stacked in the bridge opening to densely backfill the bridge opening, and a dense mortar layer 313 poured into the gap formed between the sand bags and the bridge deck 21. The underground tunnel 10 of the utility model is passed through from the lower part of the bridge opening at one side, so that the supporting and reinforcing structure 31 is arranged in the bridge opening at the underground tunnel 10, the retaining wall 311 is built at one side edge of the bridge opening, then a sand-piling bag 312 is fully filled in the bridge opening, a retaining wall 311 is built at the edge of the other side of the bridge opening, thus, the two retaining walls 311 are arranged on two sides of the sand bag 312, and since the sand bag 312 is stacked, it is difficult to compact the space in the bridge opening, i.e., there is a gap between the top of the sandbag 312 and the bottom surface of the bridge deck 21, and in order to compact the gap, when constructing the retaining wall 311, a grouting pipe is buried at the top of the retaining wall 311, and after the two retaining walls 311 are constructed, the space between the top of the sandbag 312 and the bridge deck 21 is grouted through a grouting pipe to form a dense mortar layer 313 that compacts the space. Preferably, a phi 42 flower tube is pre-embedded in the retaining wall, and grouting is started to be performed in the bridge opening after the retaining wall is finished for three days. Therefore, the retaining wall 311, the sand bag 312 and the dense mortar layer 313 densely fill the bridge opening, and directly transmit the load on the bridge deck 21 to the ground, so that the bridge piles at the bridge deck 21 can be basically not used as a bearing body for the ground load.
Further, in order to improve the supporting force of the supporting reinforcement structure 31, when the supporting reinforcement structure 31 is constructed, the deficient soil under the bridge deck 21 is removed to expose a hard surface layer, and then a retaining wall and a sand bag are built on the hard surface layer. Preferably, the retaining wall 311 is a stone retaining wall.
Still further, as shown in fig. 1 and 2, the supporting and reinforcing structure 31 further includes a protective layer 314 interposed between the sand bag 312 and the corresponding capping beam 22 located below the bridge deck 21. Namely, the protective layer 314 is vertically arranged on the side of the capping beam 22 facing the bank, and the capping beam 22 is protected by the protective layer 314, so that the subsequently poured mortar is prevented from contacting the capping beam 22. Preferably, the protective layer 314 is a brick wall, which is laid on the sides of the capping beam 22. The ends of the brick wall are butted against the ends of the two retaining walls 311, so that the two retaining walls 311, the brick wall and the bank, enclose a closed space, and the closed space is filled with sand bags and mortar to form the supporting and reinforcing structure 31.
In one embodiment, as shown in fig. 7 to 9, a grouting reinforcement structure 35 is disposed below the supporting reinforcement structure 31 for reinforcing the soil below the bridge 20, so as to ensure that the soil below the bridge can provide sufficient bearing capacity and ensure that the bridge does not settle unevenly.
Further, when the grouting reinforcement structure 35 is constructed, a part of the support reinforcement structure 31 is removed to form a construction space; and after the grouting reinforcement structure 35 is finished, pouring into the construction space to form a foam concrete structure 323. Specifically, the grouting reinforcement structure 35 adopts the sleeve valve pipe 321 for grouting reinforcement, during construction, the bridge deck 21 is partially removed, then the sand bag is also removed, the ground surface is exposed, thus a construction space is formed by the enclosing of the retaining wall 311 and the protective layer 314, then the hole is drilled on the ground surface, the sleeve material 321 is injected, the sleeve valve pipe 321 is put in, and then the core pipe is put in for intermittent grouting, so that soil body reinforcement is realized. The confined compressive strength of the soil body in the reinforced area of the grouting reinforcement structure 35 is not less than 0.8 Mpa. After the grouting reinforcement structure 35 is constructed, foam concrete is poured into the construction space to form a foam concrete structure 21, and the foam concrete structure 21 fills the construction space with the top located at the bottom surface of the bridge deck 21.
Preferably, the bottom of the grouting reinforcement 35 is located above the subway tunnel 10. The soil body above the subway tunnel 10 is reinforced by the grouting reinforcement structure 35, so that the uneven settlement of the soil body can be reduced, and conditions are provided for the removal construction of the existing bridge piles 24.
Further, the sleeve valve tube splitting grouting single-hole process flow comprises the following steps: measuring the position of the hole; drilling to a designed depth; injecting a jacket material; a lower sleeve inlet valve pipe; injecting pipe fixing slurry; waiting for coagulation; a core pipe is placed in the reactor, a stop grouting ring is arranged on the core pipe, and open-loop grouting is carried out; performing segmented intermittent grouting from bottom to top; completing grouting of the full-hole section, and flushing sleeve valve pipes; protecting the sleeve valve pipe, and performing repeated grouting when necessary. The concrete grouting process will be explained below. Firstly, pre-drilling, namely drilling a hole to a preset depth by using an engineering drilling machine at a position determined to be grouted; secondly, cleaning holes, namely cleaning the holes in the finished drilled holes by using thick slurry to remove coarse-grained residue soil; thirdly, casing materials are put, the casing materials are prepared by adopting clay and cement, and the proportioning range is as follows: clay: pouring the casing material from the bottom of the hole to the opening upwards; fourthly, the sleeve valve pipe 321 is inserted into the drilled hole with the sleeve material, and the manufactured sleeve valve pipe 50 × 3.5 is inserted into the drilled hole. For convenient grouting, a group of 4 phi 6mm or 4 phi 8mm grout injection holes are generally drilled on the sleeve valve pipe every 33cm-35cm within the treatment range, the longitudinal length of each group of holes is 6cm-10cm, and 2-3 groups of grout injection holes are generally drilled on each meter of sleeve valve pipe. And a layer of rubber sleeve is wrapped outside each group of grout injection holes, and the length of the rubber sleeve is slightly longer than that of each group of grout injection holes so as to wrap the grout injection holes. Fifthly, connecting pipelines, namely putting a grouting device into the sleeve valve pipe after the shell material reaches a certain age (2-5 days), wherein a slot hole with the length of about 20cm is formed in the middle of the grouting device, and a grout stopping plug is arranged above and below the grouting device respectively, and connecting a grouting pressure pipe with the grouting device in the sleeve valve pipe; and sixthly, pulping, wherein according to design regulation, the water-cement ratio is 1: 0.8 preparing cement slurry; and seventhly, opening a ring for grouting, lowering the grouting device to a hole section needing grouting, starting a grouting pump, pumping clear water, gradually increasing the pressure in the process until the rubber sleeve valve and the casing at the corresponding position are opened, pumping cement grout after the pressure is returned, and gradually adjusting the water-cement ratio according to the principle that firstly grouting thin slurry and then grouting thick slurry. The open loop pressure is about 0.35MPa, and the specific numerical value is adjusted according to field experiments. The normal grouting pressure is 0.1-0.6 MPa. The grouting pressure is controlled within 1.0MPa and gradually reduced from bottom to top, and is respectively adopted or properly adjusted according to specific conditions. And controlling the grouting speed at 30-70L/min to achieve the final grouting pressure and continuing grouting for more than 10 min. Eighthly, continuously performing open-loop grouting, moving a grouting pipe up and down according to design requirements, gradually performing open-loop grouting on each part needing grouting according to the method of the 7 th point, and grouting for three times until grouting of all hole sections is completed; ninth, opening the ring, grouting time, grouting pressure, cement consumption, water cement ratio, special conditions occurring in the grouting process and the like; and after the grouting reaches the design requirement, cleaning the pipeline and the sleeve valve pipe, dismantling the grouting pipe, and performing grouting of the next hole. Tenth step, checking the grouting reinforcement effect, wherein the detection method comprises the following steps: drilling and coring are adopted, and a compression test is carried out; detection standard: random drilling and coring are adopted, and the unconfined compressive strength of the steel plate in 28 days is not less than 0.8MPa when a compressive test is carried out. Detection quantity: the detection number is 1% of the karst cave processing number (drilling), and at least 3 are selected; and each pile foundation processing area needs to be detected once. Grouting quality control: firstly, organizing constructors to carry out technical interaction before construction, calling up a quality management special subject according to engineering requirements in construction, and avoiding using unqualified construction machines and unqualified or invalid cement. Secondly, the grouting amount, the slurry matching ratio and the grouting pressure are controlled according to the strict specification requirements and the actual situation of the site. And thirdly, the construction process is strictly executed, the uniform reinforcement is ensured, the reinforcement quality of the peripheral soil body is ensured, and the grouting of each sleeve valve pipe has complete construction record data.
In one embodiment, as shown in fig. 10 and 12, the present invention further includes a pile foundation reinforcing structure 34 provided around the bridge piles 23 adjacent to the subway tunnel 10, the pile foundation reinforcing structure 34 being formed by grouting soil for reinforcing the bridge piles 23. The adverse effect of subway tunnel construction on the bridge piles can be reduced through the arranged pile foundation reinforcing structure 34. Pile foundation reinforced structure 34 can adopt sleeve valve pipe slip casting to consolidate, sets up two rings sleeve valve pipe around bridge pile 23, utilizes sleeve valve pipe to carry out the slip casting to the soil body, forms pile foundation reinforced structure 34. As shown in fig. 11, the bottom of the pile reinforcement structure 34 is provided at the top of the subway tunnel 10.
After the soil body grouting reinforcement and the grouting reinforcement around the bridge piles are completed, as shown in fig. 6, pile cutting may be performed on the portion of the existing bridge pile 24 in the subway tunnel 10. The method comprises the steps of excavating a reserved soil body, chiseling concrete on the surface of an existing bridge pile 24 to expose a main rib of the existing bridge pile 24, fixedly connecting a primary support grid constructed on the wall surface of a subway tunnel 10 with the main rib of the existing bridge pile 24, erecting a temporary support at the end part where the primary support grid is connected with the existing bridge pile 24, then breaking the part of the existing bridge pile 24 in the subway tunnel 10, connecting the primary support grids on two sides of the existing bridge pile 24 in a butt joint mode, and dismantling the temporary support after the primary support structure is integrally formed.
In one embodiment, as shown in fig. 10 and 11, after the existing bridge piles 24 occupy the subway tunnel 10, new bridge piles 33 are constructed beside the existing bridge piles 24, new cap beams 331 are constructed on the tops of the new bridge piles 33, new bridge decks 332 are constructed on the new cap beams 331, and the new bridge decks 332 are butted with the original bridge decks, so that the bridge can pass through. The bridge deck structure in the construction range is broken out before the construction of the newly-built bridge pile, the backfill of the bridge opening is broken out, the pile diameter of the newly-built bridge pile is 1.2m, the pile body length is 26m, pipelines in the excavation range are dense, and a civil air defense pipeline part structure penetrates through the side, so that the bridge pile is formed by 'manual hole digging and mechanical hole forming', the hole is dug to the bottom of the civil air defense tunnel manually, the excavation depth is 8m, mechanical hole forming is carried out again, hole forming is carried out by reverse circulation drilling, and the mechanical drilling depth is 18 m. To reduce the impact on the peripheral lines.
The present invention has been described in detail with reference to the embodiments shown in the drawings, and those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details of the embodiments should not be construed as limitations of the invention, which are intended to be covered by the following claims.

Claims (8)

1. A construction for newly constructing a bridge by passing a subway tunnel through an existing bridge pier, for supporting a bridge deck on top of the existing bridge pier, the construction comprising:
the supporting and reinforcing structure is filled in the bridge opening on the side of the existing bridge pile and props against the bridge deck;
grouting and reinforcing soil below the supporting and reinforcing structure to form a grouting and reinforcing structure; and
and after the existing bridge piles are dismantled, constructing a newly-built bridge pile formed beside the dismantled existing bridge piles, wherein the newly-built bridge pile is positioned beside the grouting reinforcement structure.
2. The structure of a newly-built bridge through existing bridge piles for subway tunnel according to claim 1, wherein said supporting reinforcement structure comprises retaining walls built at the edge of said bridge opening, sand bags stacked in said bridge opening to backfill said bridge opening into a dense state, and a dense mortar layer poured into the gap formed between said sand bags and said bridge deck.
3. The structure of a newly-built bridge with subway tunnels passing through existing bridge piles as claimed in claim 2, wherein said supporting and reinforcing structure further comprises a protective layer between said sand bag and a corresponding cover beam under said bridge deck.
4. The structure of a newly-built bridge with subway tunnels passing through existing bridge piles as claimed in claim 3, wherein said protective layer is a brick wall.
5. The structure of a newly-built bridge of an existing bridge pile traversed by a subway tunnel according to claim 1, wherein the bottom of said grouting reinforcement structure is located above said subway tunnel.
6. The structure of a newly-built bridge through existing bridge piles in a subway tunnel according to claim 1, further comprising pile foundation reinforcing structures provided around the bridge piles adjacent to said subway tunnel, said pile foundation reinforcing structures being formed by grouting soil.
7. The structure of a newly-built bridge with subway tunnels passing through existing bridge piles according to claim 1, wherein a newly-built capping beam and a newly-built bridge deck arranged on the newly-built capping beam are arranged at the top of the newly-built bridge pile.
8. The structure of a newly-built bridge by penetrating through existing bridge piles by a subway tunnel according to claim 1, wherein when the grouting reinforcement structure is constructed, a part of the supporting reinforcement structure is removed to form a construction space; and after the grouting reinforcement structure is finished, pouring in the construction space to form a foam concrete structure.
CN201922088801.9U 2019-11-28 2019-11-28 Structure for newly building bridge by passing through existing bridge piles in subway tunnel Active CN211340827U (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113605896A (en) * 2021-09-15 2021-11-05 中铁第六勘察设计院集团有限公司 Construction method for cutting multi-chamber underground excavation channel to penetrate through existing vertical shaft
CN114922639A (en) * 2022-07-20 2022-08-19 中铁九局集团第七工程有限公司 Tunnel excavation construction method for penetrating existing culvert downwards
CN115404871A (en) * 2022-10-11 2022-11-29 中建八局第一建设有限公司 Construction method for connecting existing underground structure in close proximity of deep foundation pit

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113605896A (en) * 2021-09-15 2021-11-05 中铁第六勘察设计院集团有限公司 Construction method for cutting multi-chamber underground excavation channel to penetrate through existing vertical shaft
CN113605896B (en) * 2021-09-15 2023-09-05 中铁第六勘察设计院集团有限公司 Construction method for cutting through existing vertical shaft by multi-cavity underground excavation passage
CN114922639A (en) * 2022-07-20 2022-08-19 中铁九局集团第七工程有限公司 Tunnel excavation construction method for penetrating existing culvert downwards
CN115404871A (en) * 2022-10-11 2022-11-29 中建八局第一建设有限公司 Construction method for connecting existing underground structure in close proximity of deep foundation pit
CN115404871B (en) * 2022-10-11 2023-07-25 中建八局第一建设有限公司 Construction method for connecting existing underground structure of deep foundation pit

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