CN113216022A - Bridge reconstruction method - Google Patents
Bridge reconstruction method Download PDFInfo
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- CN113216022A CN113216022A CN202110620844.6A CN202110620844A CN113216022A CN 113216022 A CN113216022 A CN 113216022A CN 202110620844 A CN202110620844 A CN 202110620844A CN 113216022 A CN113216022 A CN 113216022A
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- bridge
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
Abstract
The invention provides a bridge reconstruction method, which belongs to the technical field of bridge construction and comprises the steps of constructing two groups of arch rings below an original bridge deck, wherein the two groups of arch rings are arranged at intervals along the trend of a river channel, the two groups of arch rings are respectively positioned at two sides of a plurality of rows of piers, and two ends of each group of arch rings are respectively fixed on river banks at two sides of the river channel; a support beam is built between each pier and each two groups of arch rings; the support beams penetrate through the bridge piers and the two groups of arch rings along the horizontal direction; and (5) dismantling the part of the pier below the support beam to suspend the pier. The invention provides a bridge reconstruction method, and aims to solve the problem of how to reasonably reconstruct a water-blocking bridge.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a bridge reconstruction method.
Background
Along with the continuous development and the expansion of cities, higher requirements are provided for river channel flood control in the cities, and the situation that substructures such as piers and bearing platforms of a plurality of bridges need to occupy the flood passing area of the river channel part is found through field investigation, so that the local water flow resistance is increased, water flow is blocked and retarded, and the water blocking effect is generated on the river channel water flow. The safety of river course water flow is seriously influenced, and flood hidden danger is caused.
In the prior art, a bridge with serious water blocking is usually dismantled, and then a new bridge is planned and built again to meet the urban flood control standard. However, the technical means is high in cost and long in period, and the bridge which is short of the service life is dismantled in advance while urban traffic is influenced, so that waste is caused.
Disclosure of Invention
The invention aims to provide a bridge reconstruction method, and aims to solve the problem of how to reasonably reconstruct a water-blocking bridge.
In order to achieve the purpose, the invention adopts the technical scheme that: the bridge rebuilding method comprises the following steps:
two groups of arch rings are built below an original bridge deck, the two groups of arch rings are arranged at intervals along the trend of a river channel, the two groups of arch rings are respectively positioned on two sides of a plurality of rows of piers, and two ends of each group of arch rings are respectively fixed on river banks on two sides of the river channel;
a support beam is built between each pier and the two groups of arch rings; the support beams penetrate through the bridge piers and the two groups of arch rings along the horizontal direction;
and detaching the part of the pier below the support beam to suspend the pier.
In one possible implementation, the building two sets of arch rings under the original bridge deck includes: and hoisting the steel reinforcement framework of the arch ring by using a crane, wherein the crane is used for carrying out construction hoisting on the original bridge surface.
In one possible implementation, the building of a support beam between each of the piers and the two sets of arch rings includes: the bridge pier is characterized in that through holes are formed in the axial center line of each bridge pier corresponding to the two sets of arch rings, the through holes are communicated along the interval direction of the two sets of arch rings, the supporting beams penetrate through the through holes, and the two ends of the supporting beams are fixedly connected with the two sets of arch rings respectively.
In one possible implementation manner, the steel reinforcement framework of the support beam is connected with the steel reinforcement framework of the pier in the through hole.
In a possible implementation manner, in each set of arch rings, one arch span is arranged on the whole river surface, or a plurality of sets of arch spans are formed by a plurality of bridge piers in one row at intervals and arranged on the whole river surface.
In a possible implementation manner, when the arch ring is provided with a plurality of groups of arch spans, two adjacent groups of the arch spans are connected to one of the piers.
In a possible implementation manner, the building of a support beam between each of the piers and the two sets of arch rings further includes: and pouring arch seats at the lower ends of the support beams, and constructing an abdominal arch between every two adjacent supply seats.
In a possible implementation manner, the building of a support beam between each of the piers and the two sets of arch rings further includes: and constructing an auxiliary support column on the support beam, wherein the top end of the auxiliary support column is obliquely supported at the top bearing part of the pier.
In one possible implementation, the portion of the demolition pier located below the support beam includes: and forming a horizontal cutting surface at the part of the pier, which is close to the lower part of the support beam, and breaking the part of the pier, which is positioned below the horizontal cutting surface.
In a possible implementation manner, the bridge rebuilding method further includes: building a plurality of groups of reinforcing beams between the two groups of arch rings, wherein the plurality of groups of reinforcing beams correspond to the plurality of piers in one row one by one, and the reinforcing beams support the bottom ends of the piers after the piers are removed
The bridge reconstruction method provided by the invention has the beneficial effects that: compared with the prior art, the bridge reconstruction method provided by the invention has the advantages that the part of the pier, which blocks water flow, is dismantled and reconstructed into the arched bridge on the basis of the original bridge, so that the problem of water blocking of the bridge is solved, most of the structure of the original bridge is reserved, the construction period is short, the original traffic route is not affected, the construction cost is reduced, the resource waste is avoided, and the problem of water blocking of the bridge is solved more reasonably.
Drawings
Fig. 1 is a flowchart illustrating steps of a bridge rebuilding method according to an embodiment of the present invention;
FIG. 2 is a front view of an original bridge according to the bridge rebuilding method provided by the embodiment of the invention;
fig. 3 is a top view of an original bridge beam of the bridge rebuilding method according to an embodiment of the present invention;
fig. 4 is a construction diagram of step S101 according to an embodiment of the present invention;
FIG. 5 is a finished front view of step S101 provided by an embodiment of the present invention;
FIG. 6 is a top plan view of the completion of step S101 provided by an embodiment of the present invention;
FIG. 7 is a front view of another type of completion in step S101 provided by an embodiment of the present invention;
fig. 8 is a front view of the construction of step S102 according to the embodiment of the present invention;
fig. 9 is a top view of the step S102 according to the embodiment of the present invention;
FIG. 10 is an enlarged view of a portion of circle C of FIG. 9;
FIG. 11 is a finished front view of step S102 provided by an embodiment of the present invention;
FIG. 12 is an enlarged view of a portion of circle A of FIG. 11;
FIG. 13 is a top plan view of the completion of step S102 provided by an embodiment of the present invention;
FIG. 14 is an enlarged view of a portion of circle D of FIG. 13;
FIG. 15 is a finished front view of S103 provided by an embodiment of the present invention;
fig. 16 is a first schematic construction diagram of S102 according to the embodiment of the present invention;
FIG. 17 is an enlarged view of a portion of circle B of FIG. 16;
fig. 18 is a second construction schematic diagram of step S102 according to the embodiment of the present invention;
FIG. 19 is a schematic diagram of the completion of step S104 provided by the embodiment of the present invention;
FIG. 20 is a schematic view of the completion of step S102 (including the abdominal arch) provided by an embodiment of the present invention;
fig. 21 is a schematic cross-sectional view of the completed step S102 provided by an embodiment of the present invention.
Wherein, each figure is marked with a reference number:
100. original bridge deck; 200. a bridge pier; 300. an arch ring; 400. a through hole; 500. a support beam; 600. an arch support; 700. abdominal arches; 800. a reinforcing beam; 900. and (4) auxiliary supporting columns.
Detailed Description
In order to make the technical problems, technical solutions and advantageous effects to be solved by the present invention more clearly apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1, fig. 2, fig. 5, fig. 11 and fig. 15, a bridge rebuilding method according to the present invention will now be described. The bridge rebuilding method comprises the following steps:
step S101, two groups of arch rings 300 are built below an original bridge deck 100, the two groups of arch rings 300 are arranged at intervals along the trend of a river channel, the two groups of arch rings 300 are respectively positioned at two sides of a plurality of rows of piers 200, and two ends of each group of arch rings 300 are respectively fixed on river banks at two sides of the river channel;
step S102, a support beam 500 is built between each pier 200 and each two groups of arch rings 300; the support beam 500 passes through the pier 200 and the two groups of arch rings 300 along the horizontal direction;
in step S103, a portion of the pier 200 located below the support beam 500 is removed, and the pier 200 is suspended.
Compared with the prior art, the bridge reconstruction method provided by the embodiment has the advantages that the part of the pier 200 blocking water flow is removed on the basis of the original bridge to be reconstructed into the arched bridge, the problem of water blocking of the bridge is solved, most structures of the original bridge are reserved, the construction period is short, the influence on the original traffic route is avoided, the construction cost is reduced, the resource waste is avoided, and the problem of water blocking of the bridge is solved more reasonably.
The original bridge deck 100 of the original bridge is spanned on two banks of the river channel along the extending direction, and the corresponding piers 200 below the original bridge deck 100 are sequentially arranged at intervals along the extending direction of the original bridge deck 100. The arch rings 300 serve as the main support structure of the arch bridge to span the river course over a large span, wherein the arch top, which is the highest point of the arch rings 300, is located below the original deck 100. The extending direction of the arch rings 300 is parallel to the extending direction of the original bridge deck 100, and then the extending direction of the arch rings 300 is parallel to the interval arrangement direction of the bridge pier 200, and two sets of arch rings 300 are located at two sides of the bridge pier 200, and correspondingly, the two sets of arch rings 300 are symmetrical about the bridge pier 200. The arch ring 300 is arranged above the river channel by utilizing the span of the large span of the arch structure, and two ends of the arch ring are fixed with the river banks at two sides of the river channel, so that the water blocking effect of the bridge on the river channel is reduced while the stable structure is realized.
The two sets of arch rings 300 are located on both sides of the pier 200, i.e., the pier 200 is located between the opposite faces of the two sets of arch rings 300. The positions of the support beam 500 correspond to the two sets of arch rings 300 and the pier 200, that is, the support beam 500 can pass through the pier 200, and the two ends of the support beam can be connected with the corresponding arch rings 300. The two ends of the two arch rings 300 are connected to each other, so that the two arch rings 300 support the support beam 500, the support beam 500 passes through the pier 200, and the support beam 500 supports the pier 200.
The pier 200 is removed from the part below the support beam 500, i.e. the main water-blocking part of the original bridge is removed, at this time, the pier 200 is supported by the support beam 500, the support beam 500 is supported by the arch ring 300, and the original bridge is transformed into an arch bridge, and the bridge surface still maintains the original bridge surface 100, i.e. the original bridge surface 100 can be used continuously.
In one possible implementation, referring to fig. 4, in the step S101, the building two sets of arch rings 300 under the original bridge deck 100 includes: and (3) hoisting and constructing the steel reinforcement framework of the arch ring 300 by using a crane, wherein the crane is used for carrying out construction hoisting on the original bridge deck 100.
Due to the large-span structure of the arch ring 300, when the construction facilities work, the convenience of the original bridge can be utilized, and after the connection parts of the two ends of the arch ring 300 and the river bank are constructed, the steel bar framework of the arch ring 300 is hoisted on the original bridge deck 100 by moving through a crane. In addition, other structures of the original bridge, such as a scaffold built by taking the pier 200 as a fixed foundation, can be utilized, and the built scaffold is utilized to build a template of the arch ring 300 and is cast and molded. By utilizing the existing original bridge structure, the reconstruction speed can be greatly improved, the reconstruction period is shortened, the reconstruction difficulty is reduced, and the construction cost is saved.
Specifically, referring to fig. 8, 9 and 10, in the step S102, the building of the support beam 500 between each pier 200 and the two sets of arch rings 300 includes: a through hole 400 is formed at a position corresponding to the two sets of arch rings 300 on the axial center line of each pier 200, the through hole 400 penetrates in the interval direction of the two sets of arch rings 300, the support beam 500 penetrates through the through hole 400, and both ends of the support beam 500 are fixedly connected with the two sets of arch rings 300 respectively.
Before constructing the support beam 500, the pier 200 is first provided with through holes 400 corresponding to the two sets of arch rings 300, so that the support beam 500 passes through the pier 200 through the through holes 400, and the two ends of the support beam 500 are connected to the two sets of arch rings 300. And the axis of the through hole 400 is also vertically intersected with the axis of the pier 200, so that the support balance of the support beam 500 on the pier 200 is realized, and the support strength of the support beam 500 on the pier 200 is further ensured. The diameter of the through-hole 400 is not greater than two-thirds of the width of the cross section of the pier 200 to ensure the supporting strength of the pier 200 to the original bridge deck 100 before the construction of the support beam 500 is completed. And then the support beam 500 may be more stably coupled to the pier 200 by providing the through-holes 400.
Preferably, referring to fig. 11, 12 and 13, in the step S102, the reinforcing bar framework of the support beam 500 is connected to the reinforcing bar framework of the pier 200 in the through hole 400.
Before the support beam 500 is constructed, the steel bar framework of the support beam 500 is firstly constructed, and both ends of the steel bar framework of the support beam 500 are connected with the steel bar framework of the arch ring 300 at the corresponding side, and the steel bar framework of the support beam 500 correspondingly passing through the through hole 400 is connected with the steel bar framework of the pier 200. The steel bar frameworks of the support beams 500 are connected with the steel bar frameworks of the arch rings 300 and the piers 200, and then concrete is poured for forming. The thus constructed support beam 500 further improves the connection strength and further enhances the support stability.
Preferably, referring to fig. 5 and 7, in the step S101, each set of arch rings 300 is spanned on the whole river surface by one arch span, or a plurality of sets of arch spans are formed by a plurality of piers 200 spaced in a row.
When the river surface of the river channel is narrow, the span spanned by the arch ring 300 is small, and the arch ring 300 can span two banks of the river channel by one arch span; when the river face of river course was broad, the span that arch ring 300 strideed across was great, and arch ring 300 stridees the intensity and the stability that can greatly reduced support across river course both sides with an arch, and arch ring 300 at this moment can adopt the mode that the multiunit arch strides to realize strideing across the river course both sides, and then guarantees arch ring 300's support intensity.
When a multi-group arch span mode is adopted, the distance of each group of arch spans can be equal, the setting that the distances of the multiple groups of arch spans are unequal can be selected according to actual conditions, but the distance of each group of arch spans is at least greater than the distance between the adjacent piers 200.
Preferably, referring to fig. 7, in step S101, when the arch ring 300 includes a plurality of sets of arch spans, two adjacent sets of arch spans are connected to one of the piers 200.
When the arch ring 300 is a plurality of sets of arch spans, the position provided with the pier 200 is selected as the connecting position of the two arch spans according to the condition of the original bridge. The pier 200 located at the connection position of the two arch spans does not need to be dismantled in step S103, thereby reducing the construction amount, and the original foundation of the pier 200 is advantageous for constructing the connection portion of the arch ring 300. Through the flexible planning and reconstruction construction scheme, the workload and the working difficulty are further reduced, and the working efficiency is improved.
As a modified example, referring to fig. 20, in step S102, the building of the support beam 500 between each pier 200 and the two sets of arch rings 300 further includes: an arch 600 is poured on the lower end of the support beam 500, and a ventral arch 700 is constructed between two adjacent seats.
Concrete is poured around the support beam 500 through a fixed template to form an arch 600, then an abdominal arch 700 is built between the arch ring 300 and the original bridge deck 100 by taking the adjacent arch 600 as a supporting point, and the vault of the abdominal arch 700 is contacted with and supports the original bridge deck 100, so that the supporting strength of the reconstructed structure to the bridge deck is improved.
The arch span of the abdominal arch 700 may span a group of adjacent spaced piers 200, or may span a plurality of groups of spaced piers 200.
Preferably, referring to fig. 21, in the step S102, the building of the support beam 500 between each pier 200 and each of the two sets of arch rings 300 further includes: an auxiliary support column 900 is built on the support beam 500, and the top end of the auxiliary support column 900 is supported at an inclination on the top bearing part of the pier 200.
The bottom end of the auxiliary supporting column 900 is connected to the supporting beam 500, and the top end is obliquely supported at the joint of the bridge pier 200 and the original bridge deck 100, so as to form a triangular structure to improve the supporting strength of the original bridge deck 100. Further, when the bridge floor is wider, more than one pier 200 is arranged side by side at intervals in the moving direction of the river channel, the auxiliary supporting columns 900 are located between two adjacent piers 200 side by side, the auxiliary supporting columns 900 are in one-to-one correspondence with the piers 200 and form triangular supports for the original bridge floor 100 together with the supporting beams 500 and the piers 200, the adjacent triangular supports are symmetrically arranged, and the structural strength and the supporting stability of the bridge are improved.
Preferably, referring to fig. 16 to 18, in the step S103, removing a portion of the pier 200 below the support beam 500 includes: a horizontal cut-out surface is formed at a portion of the pier 200 adjacent to the lower portion of the support beam 500, and a portion of the pier 200 below the horizontal cut-out surface is cut out.
When the pier 200 is dismantled below the support beam 500, the pier 200 is firstly broken by blocking the lower part of the pier 200 close to the support beam 500 to dismantle and destroy the integral connection structure of the pier 200, so that the influence of the dismantling action on the support beam 500 in the subsequent dismantling process is avoided, and then the pier 200 is dismantled below the support beam 500. By the aid of the dismantling method, influences possibly caused on the arch rings 300 and the supporting beams 500 in the dismantling process are reduced, and dismantling speed and quality of the bridge pier 200 are guaranteed.
As an improved embodiment, referring to fig. 19, the bridge rebuilding method further includes step S104: a plurality of sets of reinforcing beams 800 are built between the two sets of arch rings 300, the plurality of sets of reinforcing beams 800 correspond to the plurality of piers 200 in one row one by one, and the reinforcing beams 800 support the bottom ends of the piers 200 after being dismantled.
The reinforcing beam 800 is parallel to the support beam 500, and both ends are connected to the two sets of arch rings 300, respectively, and the upper surface thereof is in contact connection with the bottom end of the pier 200 after removal, and provides support for the pier 200 after removal. The supporting strength of the bridge obtained by reconstruction is further improved by arranging the reinforcing beam 800.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The bridge reconstruction method is characterized by comprising the following steps:
two groups of arch rings are built below an original bridge deck, the two groups of arch rings are arranged at intervals along the trend of a river channel, the two groups of arch rings are respectively positioned on two sides of a plurality of rows of piers, and two ends of each group of arch rings are respectively fixed on river banks on two sides of the river channel;
a support beam is built between each pier and the two groups of arch rings; the support beams penetrate through the bridge piers and the two groups of arch rings along the horizontal direction;
and detaching the part of the pier below the support beam to suspend the pier.
2. A method of reconstructing a bridge as claimed in claim 1, wherein said constructing two sets of arches below the original deck comprises: and hoisting the steel reinforcement framework of the arch ring by using a crane, wherein the crane is used for carrying out construction hoisting on the original bridge surface.
3. The bridge rebuilding method of claim 1, wherein each set of arch rings is spanned on the whole river surface by one arch span, or a plurality of sets of arch spans are spanned on the whole river surface by a plurality of bridge piers in one row.
4. A bridge reconstruction method as claimed in claim 3 wherein, where said arch rings are a plurality of sets of spans, two adjacent sets of said spans are connected to one of said piers.
5. The bridge rebuilding method of claim 1, wherein building a support beam between each of said piers and said two sets of arches comprises: the bridge pier is characterized in that through holes are formed in the axial center line of each bridge pier corresponding to the two sets of arch rings, the through holes are communicated along the interval direction of the two sets of arch rings, the supporting beams penetrate through the through holes, and the two ends of the supporting beams are fixedly connected with the two sets of arch rings respectively.
6. The bridge rebuilding method of claim 5, wherein the framework of rebars of the support beam is connected to the framework of rebars of the pier in the through-holes.
7. The bridge rebuilding method of claim 5, wherein building a support beam between each of said piers and said two sets of arches further comprises: and pouring arch seats at the lower ends of the support beams, and constructing an abdominal arch between every two adjacent supply seats.
8. The bridge rebuilding method of claim 7, wherein building a support beam between each of said piers and said two sets of arches further comprises: and constructing an auxiliary support column on the support beam, wherein the top end of the auxiliary support column is obliquely supported at the top bearing part of the pier.
9. The bridge rebuilding method of claim 1, wherein said removing a portion of the pier below the support beams comprises: and forming a horizontal cutting surface at the part of the pier, which is close to the lower part of the support beam, and breaking the part of the pier, which is positioned below the horizontal cutting surface.
10. The bridge rebuilding method of claim 1, wherein said bridge rebuilding method further comprises: and building a plurality of groups of reinforcing beams between the two groups of arch rings, wherein the plurality of groups of reinforcing beams correspond to the plurality of piers in one row one by one, and the reinforcing beams support the bottom ends of the piers after the piers are dismantled.
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2021
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