CN111364378A - Method for dismantling double-arch bridge - Google Patents
Method for dismantling double-arch bridge Download PDFInfo
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- CN111364378A CN111364378A CN202010172769.7A CN202010172769A CN111364378A CN 111364378 A CN111364378 A CN 111364378A CN 202010172769 A CN202010172769 A CN 202010172769A CN 111364378 A CN111364378 A CN 111364378A
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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
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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
- E01D4/00—Arch-type bridges
Abstract
The application relates to a method for dismantling a double-arch bridge, which comprises the following steps: along the longitudinal bridge direction, taking the 1/2 section of each main arch ring of each span of the double-arch bridge as a symmetry axis, installing a supporting mechanism at the bottom of the preset position of each main arch ring of each span, and enabling the top of the supporting mechanism to abut against the corresponding main arch ring; symmetrically removing the bridge deck system from the middle of the double-arch bridge towards two sides or symmetrically removing the bridge deck system from the middle of the main arch ring towards two sides along the longitudinal bridge direction; installing a linear adjusting device on the arch crown of the main arch ring, symmetrically removing the arch building from the preset position of the main arch ring, and adjusting the pressure line of the main arch ring through the linear adjusting device so as to enable the deviation between the pressure line and the arch axis to be within a preset range; symmetrically removing the main arch ring from a preset position of the main arch ring; and (4) dismantling the bearing platform, the pile foundation and the shore bridge abutment. The application can effectively improve the safety factor of the main arch ring structure and the construction safety, has small influence on the surrounding environment, and overcomes the defects of large safety risk and large influence on the environment of the traditional construction method.
Description
Technical Field
The application relates to the field of engineering building construction, in particular to a method for dismantling a double-arch bridge.
Background
In the last 60 th century, hyperbolic arch bridges were gradually applied in China due to their characteristics of light structure, convenient construction, economical cost and the like, based on the special national conditions and social backgrounds of China. After 80 years, the bridge gradually exposes the problems of low load standard, poor transverse stability, sensitivity to foundation settlement, insufficient navigation clearance and the like. Meanwhile, most of double arch bridges have the problems of cracking of the arch building, downwarping of the arch crown, insufficient bearing capacity and the like after years of service, and although maintenance and reinforcement are carried out, the bearing capacity of the double arch bridges cannot meet the existing traffic demand, and the double arch bridges need to be dismantled and modified.
The hyperbolic arch bridge structure system is complex, the stress of a main arch ring is always in dynamic change in the dismantling process, and once the pressure line of an arch rib (or the main arch ring) is seriously deviated from an arch axis, the stress of the main arch ring is unbalanced, so that bridge instability damage is easily caused, and safety accidents are caused. The mutual influence of each span has a double arch effect, and the damage of one span is easy to cause chain collapse accidents. In recent years, the accident of collapse of the double arch bridge due to improper dismantling method occurs.
The existing method for dismantling the double arch bridge mainly comprises a blasting method, a machine chiseling method, a full framing method and the like. Wherein, the blasting method and the mechanical chiseling method are to destroy the arch rib integrally, and demolition objects collapse to the lower part of the bridge and are easily restricted by navigation and surrounding buildings; the full-hall support method is characterized in that a full-hall support is arranged at the bottom of an arch to form effective support, and then the full-hall support is directly decomposed into a plurality of sections to be dismantled.
Due to the special structural characteristics of the double-arch bridge, the safety and the stability of the structure are ensured in the dismantling process, and meanwhile, the influence on the lower navigation channel and surrounding residential buildings is small. Therefore, the method for dismantling the double-arch bridge has high safety and small environmental influence and is of great significance.
Disclosure of Invention
The embodiment of the application provides a method for dismantling a double-arch bridge, which aims to overcome the defects of high safety risk and large influence on environment in the related technology.
In a first aspect, a method for dismantling a double arch bridge is provided, which comprises the following steps:
along the longitudinal bridge direction, taking the 1/2 section of each main arch ring of each span of the double-arch bridge as a symmetry axis, symmetrically installing support mechanisms at the bottom of the preset position of each main arch ring of each span, and enabling the top of each support mechanism to abut against the corresponding main arch ring;
symmetrically removing the bridge deck system from the middle of the double-arch bridge towards two sides or symmetrically removing the bridge deck system from the middle of the main arch ring towards two sides along the longitudinal bridge direction;
installing a linear adjusting device on the arch crown of the main arch ring, symmetrically removing the arch building from the preset position of the main arch ring, and adjusting the pressure line of the main arch ring through the linear adjusting device so as to enable the deviation between the pressure line and the arch axis to be within a preset range;
symmetrically removing the main arch ring from a preset position of the main arch ring;
and (4) dismantling the bearing platform, the pile foundation and the shore bridge abutment.
In some embodiments, the arch building comprises a solid section of concrete between two supporting mechanisms of the main arch ring, prefabricated bridge decks, cross beams and upright columns, wherein the prefabricated bridge decks, the cross beams and the upright columns are arranged on two sides of the solid section of concrete from top to bottom;
the demolition sequence of the arch building is firstly solid section concrete, secondly prefabricated bridge deck slab, secondly beam and column.
In some embodiments, removing the solid section concrete comprises the steps of:
dividing the solid-web section concrete into a plurality of soil blocks according to a set first dismantling sequence;
and sequentially and symmetrically removing the soil blocks by adopting an in-situ removing method, and adjusting the pressure line of the main arch ring through the linear adjusting device after each removal.
In some embodiments, removing the prefabricated bridge deck comprises the steps of:
dividing the prefabricated bridge decks on the two sides of the solid-web section concrete into a plurality of panel blocks according to a set second dismantling sequence;
and sequentially and symmetrically removing panel blocks of the prefabricated bridge deck plates on two sides of the solid-web section concrete, and adjusting the pressure line of the main arch ring through the linear adjusting device after each removal.
In some embodiments, the step of removing the beam and the column comprises the following steps:
dividing the beam into a plurality of beam sections according to a set third dismantling sequence, wherein each beam section is connected with an upright post, and the beam sections and the corresponding upright posts form a symmetrical T-shaped component;
and sequentially and symmetrically removing the T-shaped components at the outer sides of the two supporting mechanisms, and adjusting the pressure line of the main arch ring through the linear adjusting device after each removal.
In some embodiments, the linear adjusting device adopts a water tank and performs linear adjustment through water injection and water discharge.
In some embodiments, the main arch ring comprises an arch plate, an arch wave, a diaphragm plate and arch ribs arranged on two sides of the arch wave from top to bottom;
the main arch ring is dismantled in the sequence of firstly an arch slab and arch waves, secondly a diaphragm plate and secondly arch ribs.
In some embodiments, removing the arch and bow wave comprises the steps of:
dividing the integral component formed by the arch plates and the arch waves into a plurality of component units according to a set fourth dismantling sequence;
and symmetrically removing the component units in sequence.
In some embodiments, removing the rib comprises the steps of:
dividing the arch rib into three arch rib sections by taking the two supporting mechanisms as fulcrums;
and according to a set fifth dismantling sequence, symmetrically dismantling the arch rib segments in sequence.
In some embodiments, the preset positions are at sections 1/4 and 3/4, or at sections 1/4, 1/2 and 3/4, or at sections 1/3 and 2/3, or at sections 1/3, 1/2 and 2/3 of the main arch.
The beneficial effect that technical scheme that this application provided brought includes:
the embodiment of the application provides a hyperbolic arch bridge demolishs method, through setting up supporting mechanism, on the one hand, can form effectual support to the main arch ring to in the demolishment of hyperbolic arch bridge, on the other hand, compare in full hall support method, this method is setting up two supporting mechanism at every span symmetry, can demolish the construction, and the support volume significantly reduces, and is with low costs, and simultaneously, it is less to the current influence of channel of below, and is little to the surrounding environment influence.
Meanwhile, linear adjustment is carried out through the linear adjusting device, the change range of the pressure line of the main arch ring is dynamically controlled, so that the deviation between the other arch axes is in a preset range, the deviation and the deviation are matched as much as possible, and the structural safety coefficient in the disassembling process is greatly improved.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic view of an elevated arrangement of an arch bottom support mechanism provided in an embodiment of the present application;
FIG. 2 is a schematic view taken along line A-A in FIG. 1;
FIG. 3 is a schematic plan view of an arch bottom support mechanism provided in an embodiment of the present application;
FIG. 4 is a schematic representation of a demolition facade arrangement for an archway provided in an embodiment of the present application;
FIG. 5 is a single span solid section concrete removal sequence layout diagram provided by an embodiment of the present application;
FIG. 6 is a schematic view of a single span prefabricated bridge deck dismantling sequence according to an embodiment of the present application;
FIG. 7 is a schematic cross-sectional view of a main arch ring according to an embodiment of the present application;
FIG. 8 is a schematic view of a single-span main arch ring arch wave removal vertical arrangement provided by an embodiment of the present application;
FIG. 9 is a schematic diagram illustrating a single-span main arch ring arch wave removal sequence according to an embodiment of the present application;
fig. 10 is a schematic view of a single-span main arch rib removal elevation layout provided by an embodiment of the present application;
fig. 11 is a sequential layout view of a single-span main arch rib removal provided by an embodiment of the present application.
1. A support mechanism; 11. a support; 12. a linkage system; 13. pile caps; 14. pile top distribution beams; 15. a transverse bridge direction Bailey beam; 16. a support beam; 17. cushion blocks; 2. a bridge deck system; 21. an anti-collision wall; 22. an asphalt surface layer; 23. a concrete pavement layer; 3. building on the arch; 31. solid section concrete; 32. prefabricating a bridge deck; 33. a cross beam; 34. a column; 35. a bottom beam; 4. a main arch ring; 41. an arch plate; 42. an arch wave; 43. an arch rib; 44. a diaphragm plate; 5. a bearing platform; 6. a pile foundation; 7. and (4) a shore bridge abutment.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides a method for dismantling a double-arch bridge, which can overcome the defects of high safety risk and large influence on environment in the related technology.
Specifically, the dismantling method comprises the following steps:
s1: referring to fig. 1, in the longitudinal direction of the double-arch bridge, a supporting mechanism 1 is installed at the bottom of a preset position of each main arch ring 4 of the double-arch bridge, and the top of the supporting mechanism 1 abuts against the corresponding main arch ring 4;
through setting up supporting mechanism 1, on the one hand, can form effectual support to main arch ring 4 to in the demolish of hyperbolic worker arch bridge, on the other hand compares in full hall support method, and this method sets up two supporting mechanism 1 at every span symmetry, can demolish the construction, and the support volume significantly reduces, and is with low costs, and simultaneously, is less to the current influence of channel of below, and is little to the surrounding environment influence.
Referring to fig. 1 to 3, in some preferred embodiments, the supporting mechanism 1 includes a support 11, a pile cap 13, a pile top distribution beam 14, a transverse beret beam 15, a supporting beam 16, and a cushion block 17, which are sequentially arranged from bottom to top, wherein the top of the cushion block 17 is fixed on the corresponding main arch, and the bottom of the cushion block is slidably connected with the corresponding supporting beam 16.
The cushion block 17 is preferably wedge-shaped so as to be adapted to the bottom of the main arch ring, and the cushion can be tightly pressed, so that the gravity above the cushion block 17 can be transmitted to the support 11.
Referring to fig. 1, the bracket 11 includes a plurality of steel pipe piles and a coupling system 12, and the steel pipe piles are connected by the coupling system 12. And sinking the steel pipe pile to a designed position by adopting a pile sinking mode.
In some preferred embodiments, the preset positions are at sections 1/4 and 3/4 of the main arch 4, just as in fig. 1, one support means 1 is erected at each section 1/4 and 3/4 across the main arch 4;
in some preferred embodiments, the preset positions may also be 1/4, 1/2 and 3/4 sections of the main arch ring 4, that is, one supporting mechanism 1 is set up at each section 1/4, 1/2 and 3/4 spanning the main arch ring 4;
likewise, in some preferred embodiments, the preset positions may also be at sections 1/3 and 2/3, or at sections 1/3, 1/2 and 2/3 of the main arch ring 4.
S2: referring to figures 1 and 2, the deck system 2 is removed symmetrically. Wherein, the bridge deck system 2 comprises an asphalt surface layer 22, a concrete pavement layer 23 and an anti-collision wall 21.
Specifically, there are two ways to remove the deck system 2:
the first method is as follows: the bridge deck system 2 is symmetrically removed from the middle of the double arch bridge towards two sides along the longitudinal bridge direction, as shown in fig. 1, three main arch rings 3 are arranged in fig. 1, and the bridge deck system 2 is symmetrically removed from the 1/2 section of the middle main arch ring 3 towards two main arch rings 3 at two sides.
The second method comprises the following steps: the bridge deck system 2 is symmetrically removed from the middle of the main arch ring 4 towards two sides, still referring to fig. 1, in fig. 1, there are three main arch rings 3, and the bridge deck system 2 is symmetrically removed from the 1/2 section of each main arch ring 3 towards two sides, and during removal, the three main arch rings 3 can simultaneously and symmetrically remove the bridge deck system 2 above each main arch ring 3 (this embodiment adopts this way), or the bridge deck system 2 on the middle main arch ring 3 is removed first, and then the bridge deck systems 2 on the two main arch rings 3 on two sides are symmetrically removed.
S3: referring to fig. 4, installing a linear adjusting device on the arch top of the main arch ring 4, symmetrically removing the arch building 3 from the preset position of the main arch ring 4, and adjusting the pressure line of the main arch ring 4 through the linear adjusting device so that the deviation between the pressure line and the arch axis is within a preset range;
in some preferred embodiments, the linear adjusting device adopts a water tank, linear adjustment is carried out in a water injection and water discharge mode, the water tank is adopted and matched with the water injection and water discharge mode, the equipment is simple, local materials can be obtained, special equipment does not need to be manufactured, the cost is low, and the adjusting mode is simple. The variation range of the pressure line of the main arch ring is dynamically controlled through the control of the top load, so that the deviation between the other arch axes is within the preset range, the two arch axes are matched as much as possible, and the structural safety factor in the disassembly process is greatly improved. Furthermore, the adjustment can be made using bricks or the like.
In some preferred embodiments, referring to fig. 4, the arch building 3 comprises a solid section concrete 31 between two supporting mechanisms 1 of the main arch, prefabricated bridge decks 32 arranged from top to bottom on two sides of the solid section concrete 31, cross beams 33, and columns 34, and additionally, bottom beams 35 are arranged at the bottoms of the columns;
the removal sequence of the arch building 3 is solid section concrete 31, prefabricated bridge deck 32, beam 33 and column 34 again, and sill 35 last.
In some preferred embodiments, referring to fig. 4, the removal of the solid section concrete 31 comprises the following steps:
dividing the solid section concrete 31 into a plurality of clods according to a set first dismantling sequence; the clods are sequentially and symmetrically removed by adopting an in-situ removal method, and after each removal, the pressure line of the main arch ring 4 is adjusted by a linear adjusting device.
As can be seen from fig. 4, the removal is performed symmetrically from both ends of the solid-section concrete 31 in the bridge-wise direction.
Specifically, referring to fig. 5, fig. 5 shows a first removal sequence of a preferred embodiment, wherein each square represents a block, and the numbers in the squares represent the removal sequence, i.e., the blocks are removed sequentially in the order of 1-2-3-4-5-6. After the four segments 1 are disassembled, the pressure line of the main arch ring 4 is adjusted through the linear adjusting device, then the four segments 2 are continuously disassembled, the pressure line of the main arch ring 4 is adjusted through the linear adjusting device, and the like is performed until the solid-web-section concrete 31 is disassembled. In this embodiment, after each removal, a water tank counterweight manner is adopted, that is, water with equal weight is injected into the water tank to maintain the vault load capping state, wherein the water injection amount is determined by construction measurement monitoring, for example, a reflective sticker is pasted at the sections 1/3, 2/3, 1/2, 3/8 and 5/8, and during the construction process, the position displacement condition (the linear change condition of the main arch ring) at the sections 1/3, 2/3, 1/2, 3/8 and 5/8 is observed to ensure that the soil block is removed and the corresponding observed position of the water tank after water is added has no large displacement.
In addition to the removal sequence given in fig. 5, other removal sequences may be set to ensure a balanced symmetrical removal.
In some preferred embodiments, removing prefabricated bridge deck 32 includes the steps of: dividing the prefabricated bridge deck 32 on two sides of the solid section concrete 31 into a plurality of panel blocks according to a set second dismantling sequence; panel blocks of the prefabricated bridge deck 32 on two sides of the solid-web section concrete 31 are symmetrically dismantled in sequence, and after each dismantling, the pressure line of the main arch ring 4 is adjusted through a linear adjusting device.
Specifically, referring to FIG. 6, FIG. 6 shows a second removal sequence for a preferred embodiment, where each square on either side of the tank counterweight represents a panel, and the numbers in the squares represent the removal sequence, i.e., the panels are removed sequentially in the order of 1-2-3-4-5-6- … -30.
The removal method and the adjustment method of the pressure lines are similar to the above-mentioned removal process of the solid section concrete 31, and are not described herein again.
Of course, in addition to the removal sequence shown in fig. 6, other removal sequences may be set to ensure uniform and symmetrical removal.
In some preferred embodiments, as shown in fig. 4, the removal of the cross beam 33 and the upright 34 comprises the following steps:
according to a set third dismantling sequence, dividing the beam 33 into a plurality of beam sections, wherein each beam section is connected with one upright column 34, and the beam sections and the corresponding upright columns 34 form symmetrical T-shaped components; and (3) sequentially and symmetrically removing the T-shaped components at the outer sides of the two supporting mechanisms 1, and adjusting the pressure line of the main arch ring 4 through a linear adjusting device after each removal.
When the cross beams 33 and the vertical columns 34 are removed, the third removal sequence is set in a manner similar to the removal sequence of the solid section concrete 31 and the removal sequence of the prefabricated bridge deck 32, and the set removal sequences are various so as to ensure balanced and symmetrical removal.
Meanwhile, the adjustment manner of the pressure lines is similar to that of the solid section concrete 31 and the prefabricated bridge deck 32, and therefore, the detailed description thereof is omitted.
For the dismantling of the bottom beam 35, the setting of the dismantling sequence and the adjustment mode of the pressure line during dismantling are similar to those of the dismantling process, so as to meet the requirement of balanced and symmetrical dismantling, and therefore, the details are not described herein.
S4: symmetrically removing the main arch ring 4 from the preset position of the main arch ring 4;
in some preferred embodiments, referring to fig. 7, the main arch ring 4 comprises an arch plate 41, an arch wave 42, a diaphragm 44 and arch ribs 43 arranged on two sides of the arch wave 42 from top to bottom;
the main arch 4 is removed in the order of arch 41 and arch 42, diaphragm 44 and re-arch rib 43.
In some preferred embodiments, and as shown in fig. 8 and 9, removing the arch 41 and the arch 42 comprises the steps of: dividing the integral component formed by the arch plates 41 and the arch waves 42 into a plurality of component units according to a set fourth dismantling sequence; and symmetrically removing the component units in sequence.
Specifically, referring to FIG. 9, FIG. 9 shows a fourth removal sequence for a preferred embodiment, where each box represents a component unit and the numbers in the boxes are in the removal sequence, i.e., the component units are removed sequentially in the order of 1-2-3-4-5-6-7-8.
Of course, in addition to the removal sequence shown in fig. 9, other removal sequences may be set to ensure uniform and symmetrical removal.
For the removal of the diaphragm plates 44, the removal sequence is set similarly to the above-mentioned removal sequence of the component units, so as to satisfy the uniform and symmetrical removal, and therefore, the detailed description thereof is omitted.
In some preferred embodiments, removing ribs 43 comprises the steps of: referring to fig. 10, the arch rib 43 is divided into three arch rib segments with two support mechanisms 1 as fulcrums; referring to fig. 11, the arch rib segments are symmetrically removed in sequence according to a set fifth removal sequence.
Specifically, referring to FIG. 11, FIG. 11 shows a fifth removal sequence for a preferred embodiment, where each bold solid line represents a rib segment and the upper numerals represent the removal sequence, i.e., the rib segments are removed sequentially in the order of 1-2-3-4-5-6.
Of course, in addition to the removal sequence shown in fig. 11, other removal sequences may be set to ensure uniform and symmetrical removal.
The main arch ring is a compression member having a compression deformation amount, and a small part of displacement is generated when stress is released and deformation is recovered after the main arch ring is disconnected, so that, as shown in fig. 10, after the middle arch rib segment is hung, the horizontal thrust is generated by the stress release of the arch rib segments at both sides, and the displacement is generated, and in order to offset the part of displacement, the bottom of the spacer 17 is connected with the corresponding support beam 16 in a sliding manner.
S5: referring to figure 1, the cap 5, pilings 6 and shore abutments 7 are removed, and finally the support 11 is removed.
In summary, the dismantling method provided by the application is in accordance with the stress characteristic of the main arch ring, and the safety coefficient is improved. The stress characteristics of the main arch ring structure are fully utilized, a support system with few supports, a balanced and symmetrical unloading and dismantling method and a convenient pressure line linear control method are adopted, the change range of the pressure line of the main arch ring is dynamically controlled, the main arch ring is matched with the arch axis as much as possible, and the structure safety coefficient is greatly improved.
The supporting structure is small in size and economical and reasonable. The arch bottom support system positioned at the key part not only meets the requirement of structural support, but also serves as a structural demolition construction operation platform, and is small in quantity and low in economic cost.
The disturbance to the surrounding environment is small. The support bracket does not influence the normal traffic of the ships in the channel under the bridge and the normal use of the buildings near the bridge. The noise is little in the work progress, and is little to the river course disturbance, and is little to the surrounding environment influence.
The construction efficiency is greatly improved. In the implementation process, the construction efficiency can be greatly improved by multi-point parallel operation and symmetrical construction
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. A method for dismantling a double arch bridge is characterized by comprising the following steps:
along the longitudinal bridge direction, taking the section 1/2 of each span of main arch ring (4) of the double-arch bridge as a symmetry axis, symmetrically installing supporting mechanisms (1) at the bottom of the preset position of each span of main arch ring (4), and enabling the tops of the supporting mechanisms (1) to abut against the corresponding main arch ring (4);
symmetrically removing the bridge deck systems (2) from the middle of the double-arch bridge towards two sides along the longitudinal bridge direction, or symmetrically removing the bridge deck systems (2) from the middle of the main arch ring (4) towards two sides;
installing a linear adjusting device on the arch top of the main arch ring (4), symmetrically removing the arch building (3) from the preset position of the main arch ring (4), and adjusting the pressure line of the main arch ring (4) through the linear adjusting device so as to enable the deviation between the pressure line and the arch axis to be within a preset range;
symmetrically removing the main arch ring (4) from a preset position of the main arch ring (4);
and (5) dismantling the bearing platform (5), the pile foundation (6) and the shore abutment (7).
2. The method for demolishing a hyperbolic arch bridge as recited in claim 1,
the arch building (3) comprises solid-web section concrete (31) positioned between the two supporting mechanisms (1) of the main arch ring, prefabricated bridge decks (32) positioned on two sides of the solid-web section concrete (31) and arranged from top to bottom, cross beams (33) and upright columns (34);
the removal sequence of the arch building (3) comprises solid section concrete (31), prefabricated bridge deck (32), secondary beam (33) and upright post (34).
3. Method for demolishing a hyperbolic arch bridge as recited in claim 2, wherein demolishing said solid section concrete (31) comprises the steps of:
dividing the solid-web section concrete (31) into a plurality of clods according to a set first dismantling sequence;
and sequentially and symmetrically removing the soil blocks by adopting an in-situ removing method, and adjusting the pressure line of the main arch ring (4) through the linear adjusting device after each removal.
4. Method for demolishing a hyperbolic arch bridge as claimed in claim 2, wherein demolishing said prefabricated bridge deck (32) comprises the steps of:
dividing the prefabricated bridge deck (32) on two sides of the solid section concrete (31) into a plurality of panel blocks according to a set second dismantling sequence;
and panel blocks of the prefabricated bridge panels (32) on two sides of the solid-web section concrete (31) are sequentially and symmetrically dismantled, and after each dismantling, the pressure line of the main arch ring (4) is adjusted through the linear adjusting device.
5. Method for demolishing a hyperbolic arch bridge as recited in claim 2, wherein demolishing said transverse beams (33) and upright columns (34) comprises the steps of:
dividing the crossbeam (33) into a plurality of crossbeam sections according to a set third dismantling sequence, wherein each crossbeam section is connected with an upright (34), and the crossbeam sections and the corresponding uprights (34) form symmetrical T-shaped components;
and sequentially and symmetrically removing the T-shaped components on the outer sides of the two supporting mechanisms (1), and adjusting the pressure line of the main arch ring (4) through the linear adjusting device after each removal.
6. The method for demolishing a hyperbolic arch bridge as recited in claim 1, wherein: the linear adjusting device adopts a water tank and carries out linear adjustment through water injection and drainage modes.
7. The method for demolishing a hyperbolic arch bridge as recited in claim 1, wherein:
the main arch ring (4) comprises an arch plate (41), arch waves (42), a diaphragm plate (44) and arch ribs (43) arranged on two sides of the arch waves (42) from top to bottom;
the main arch ring (4) is dismantled in sequence of an arch plate (41) and an arch wave (42), a diaphragm plate (44) and a secondary arch rib (43).
8. Method for demolishing a hyperbolic arch bridge according to claim 7, wherein demolishing said arch (41) and said arch waves (42) comprises the steps of:
dividing an integral component formed by the arch plates (41) and the arch waves (42) into a plurality of component units according to a set fourth dismantling sequence;
and symmetrically removing the component units in sequence.
9. Method for demolishing a hyperbolic arch bridge as claimed in claim 7, wherein demolishing said ribs (43) comprises the steps of:
dividing the arch rib (43) into three arch rib sections by taking the two supporting mechanisms (1) as fulcrums;
and according to a set fifth dismantling sequence, symmetrically dismantling the arch rib segments in sequence.
10. The method for demolishing a hyperbolic arch bridge as recited in claim 1, wherein:
the preset positions are at 1/4 and 3/4 sections, or 1/4, 1/2 and 3/4 sections, or 1/3 and 2/3 sections, or 1/3, 1/2 and 2/3 sections of the main arch ring (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010172769.7A CN111364378B (en) | 2020-03-12 | 2020-03-12 | Method for dismantling double-arch bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010172769.7A CN111364378B (en) | 2020-03-12 | 2020-03-12 | Method for dismantling double-arch bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111364378A true CN111364378A (en) | 2020-07-03 |
| CN111364378B CN111364378B (en) | 2021-07-20 |
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Cited By (4)
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| CN112726434A (en) * | 2020-12-28 | 2021-04-30 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling three-span through-type reinforced concrete arch bridge |
| CN113481891A (en) * | 2021-07-28 | 2021-10-08 | 广州市第二市政工程有限公司 | Method for dismantling masonry structure continuous arch bridge |
| CN114150593A (en) * | 2021-12-16 | 2022-03-08 | 长沙理工大学 | Simple arch bridge dismantling and rebuilding structure and arch bridge dismantling and rebuilding method |
| CN114922103A (en) * | 2022-05-23 | 2022-08-19 | 广西壮族自治区桂东公路发展中心 | Multi-arch bridge rapid demolition method based on high pier bending failure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112726434A (en) * | 2020-12-28 | 2021-04-30 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling three-span through-type reinforced concrete arch bridge |
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| CN114150593A (en) * | 2021-12-16 | 2022-03-08 | 长沙理工大学 | Simple arch bridge dismantling and rebuilding structure and arch bridge dismantling and rebuilding method |
| CN114150593B (en) * | 2021-12-16 | 2024-02-23 | 长沙理工大学 | Simple arch bridge dismantling and reconstructing structure and arch bridge dismantling and reconstructing method |
| CN114922103A (en) * | 2022-05-23 | 2022-08-19 | 广西壮族自治区桂东公路发展中心 | Multi-arch bridge rapid demolition method based on high pier bending failure |
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