CN111877127B - Construction method of continuous arch bridge - Google Patents
Construction method of continuous arch bridge Download PDFInfo
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- CN111877127B CN111877127B CN202010876235.2A CN202010876235A CN111877127B CN 111877127 B CN111877127 B CN 111877127B CN 202010876235 A CN202010876235 A CN 202010876235A CN 111877127 B CN111877127 B CN 111877127B
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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
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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
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Abstract
The application provides a construction method of a continuous arch bridge, which comprises the following steps: (1) constructing a bearing platform and an arch abutment from the middle of the continuous arch bridge to two sides, and burying a pre-buried pipe in the arch abutment; (2) installing opposite pull rods from the middle to two sides in a spanning manner, wherein two ends of each opposite pull rod are respectively connected with two adjacent arch seats; (3) the construction arch rings are spanned one by one from the middle to the two sides, and the counter pull rod is pre-tensioned before the construction of the single-span arch ring; (4) along with the pushing construction of the arch ring, constructing an arch structure of the constructed arch ring from the middle to two sides, and loading and tensioning the counter pull rod before constructing the arch structure; (5) after the construction of the arch seat, the arch ring and the arch structure is completed, the counter-pull rod is unloaded step by step from two sides to the middle and is dismantled. By means of pushing the construction arch rings from the middle to the two sides of the continuous arch bridge, stress balance of the middle arch base can be maintained, span-by-span flow line production is achieved, the problems of overall symmetry and balance of full-bridge loading do not need to be considered, and structural stability of the bridge is high.
Description
Technical Field
The application relates to the technical field of bridge construction, in particular to a construction method of a continuous arch bridge.
Background
The arch bridge is a common bridge structure type with a long development history, and is widely applied to various bridge projects due to the elegant line shape, better stress performance and excellent spanning capability. Especially under the condition that a large number of infrastructures such as highways, high-speed railways and the like are built, more and more arch bridges are favored by engineers and owners as spanning structures, and are successfully applied to actual projects to obtain better economic and social benefits.
The existing arch bridge comprises a single arch and a continuous arch bridge, wherein the load on the single arch bridge is generally transferred to an arch springing and then applied to arch bases on two sides, and the continuous arch bridge generates the load at the arch springing of each arch ring. In the construction process, under the action of unbalanced load, each arch abutment of the continuous arch bridge can bear horizontal thrust to generate horizontal displacement and a corner, and the increase of the horizontal thrust of the arch springing is more unfavorable for the construction safety of a bridge structure, so that the strict control of the horizontal thrust of each arch abutment is very important.
Disclosure of Invention
The application aims to provide a construction method of a continuous arch bridge, which is beneficial to improving the structural stability of the continuous arch bridge.
In order to achieve the above object, the present application provides the following technical solutions:
a construction method of a continuous arch bridge comprises the following steps:
(1) pushing a construction bearing platform and an arch support from the middle to two sides of the continuous arch bridge along a preset extension path of the continuous arch bridge, wherein the arch support is pre-buried and is used as a pre-buried pipe for a pull rod hole;
(2) installing opposite pull rods from the middle to two sides of the continuous arch bridge and corresponding to the middle arch ring to be constructed in a spanning manner, wherein two ends of each opposite pull rod are respectively connected to two adjacent arch seats of the construction arch ring;
(3) advancing the construction arch rings from the middle to the two sides of the continuous arch bridge step by step, and pre-tensioning the counter pull rod before constructing the single-span arch ring;
(4) carrying out the construction of the arch structure of the constructed arch ring from the middle to two sides of the continuous arch bridge along with the advancing construction of the arch ring, and loading and tensioning the tension rods before constructing the arch structure;
(5) and after the construction of all arch bases, arch rings and arch structures thereof is finished, gradually unloading the counter-pull rods from two sides to the middle of the continuous arch bridge step by step, and then dismantling the counter-pull rods to finish the construction of the continuous arch bridge.
Further setting: two rows of counter pull rod holes which are arranged in a layered mode from top to bottom are arranged in each arch support corresponding to the middle arch ring, and each row of counter pull rod holes are formed in a plurality of transverse bridge directions and are a plurality of counter pull rod holes comprise basic holes and reserved holes, and the reserved holes are used for increasing the tension of the counter pull rods when arch support arch feet are displaced and/or stress is overlarge.
Further setting: the opposite pull rod is not arranged between two adjacent arch seats corresponding to the side span arch ring;
the counter pull rod corresponding to the middle arch ring can be tensioned by a plurality of preset values, the preset values of the plurality of stages are increased step by step, the difference value of the preset values of the two adjacent stages meets the requirement of the middle arch base on anti-push balance in the single-span arch ring action, and meanwhile, the tensioning value of the counter pull rod meets the requirement of the middle arch base on anti-push balance under the interaction of the multi-span arch ring.
Further setting: and carrying out concrete construction of the single-span arch ring by using the arch ring support, and after the strength of the single-span arch ring concrete reaches the design strength, wholly dropping the arch ring support, transversely moving the arch ring support to the outside of the projection range of the arch ring, and hoisting the arch ring support to the next arch ring construction position from the middle of the continuous arch bridge to the two sides.
Further setting: the arch ring support comprises an arch truss and arch stand columns, a plurality of arch stand columns are arranged along the transverse bridge direction, the arch stand columns comprise a base stand column and a reserved stand column, the base stand column is located in the arch ring projection range, and the reserved stand column is located outside the arch ring projection range;
the top of the arch truss upright post is provided with a spandrel girder which extends along the transverse bridge direction and extends from the foundation upright post to the reserved upright post, and the arch truss can be pulled by a winch or a jack to move transversely along the spandrel girder.
Further setting: constructing an arch structure of the current arch ring after the concrete strength of the arch rings on two adjacent sides of the current arch ring reaches the design requirement;
the arch structure comprises an arch vertical wall and a bridge deck, steel bars of the arch vertical wall are bound on a current arch ring, a template is installed outside the steel bars, then arch vertical wall concrete is poured, and after the strength of the arch vertical wall concrete meets the design requirement, the bridge deck is hoisted to the arch vertical wall for installation.
Further setting: the method comprises the following steps of symmetrically pouring and constructing the arch-on vertical wall on the existing arch ring, wherein concrete of the arch-on vertical wall is poured in a layered mode.
Further setting: the arch vertical wall with the height larger than 6m is provided with a wind-resistant cable.
Further setting: and a post-cast strip extending steel bar is arranged at the contact position of the bridge deck and the arch ring, and when post-cast strip concrete is poured, the post-cast strip of the bridge deck is poured at one time.
Further setting: and the opposite pull rods are dismantled step by step from two sides of the continuous arch bridge to the middle, and are unloaded step by step before being dismantled.
Compared with the prior art, the scheme of the application has the following advantages:
in the construction method of the continuous arch bridge, the mode of pushing the construction arch ring from the middle of the continuous arch bridge to the two sides is adopted, the stress balance of all arch bases in the middle of the continuous arch bridge is maintained, and only the abutment at the head and the tail of the continuous arch bridge is required to have the capacity of resisting unbalanced horizontal force applied to the abutment, so that the flow process of pushing the continuous arch bridge step by step can be realized, the problems of integral symmetry and balance of full-bridge loading are not required to be considered, the structural stability of the bridge is high, the stability requirement of the continuous arch bridge is met, and the method is very favorable for the operation safety of the continuous arch bridge.
Additional aspects and advantages of the present application will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the present application.
Drawings
The foregoing and/or additional aspects and advantages of the present application will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
FIG. 1 is a process flow diagram of the construction method of the continuous arch bridge of the present application;
FIG. 2 is a schematic view illustrating the construction of arch bases No. 6 to No. 8 in the method for constructing a continuous arch bridge according to the present application;
FIG. 3 is a schematic view of the construction arch ring pushed from the middle to both sides in the construction method of the continuous arch bridge;
fig. 4 is a schematic view of an arch-erected wall of an arch ring constructed in the construction method of the continuous arch bridge of the present application;
FIG. 5 is a schematic diagram illustrating the completion of full-bridge construction in the construction method of the continuous arch bridge of the present application;
FIG. 6 is a schematic view of a position relationship between an abutment and a tie rod in the construction method of the continuous arch bridge of the present application;
FIG. 7 is a schematic view of the positional relationship between two rows of tie rod holes on the abutment in the construction method of the continuous arch bridge of the present application;
FIG. 8 is a schematic structural view of an arch ring support located within the projection range of an arch ring in the construction method of the continuous arch bridge of the present application;
FIG. 9 is a schematic structural diagram of the arch ring support transversely moving to the outside of the projection range of the arch ring in the construction method of the continuous arch bridge of the present application;
fig. 10 is a plane layout view of the tie rods in the construction method of the continuous arch bridge of the present application.
In the figure, 1, a bearing platform; 2. an arch support; 21. a foundation hole; 22. reserving a hole; 3. an arch ring support; 31. an arch truss; 321. a foundation column; 322. reserving a stand column; 33. a spandrel girder; 4. an arch ring; 5. erecting a wall on an arch; 6. a bridge deck; 7. a pull rod is arranged; 8. an abutment.
Detailed Description
Reference will now be made in detail to embodiments of the present application, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are exemplary only for the purpose of explaining the present application and are not to be construed as limiting the present application.
Referring to fig. 1 to 10, the present application relates to a method for constructing a continuous arch bridge, where the continuous arch bridge may be a straight arch bridge or a curved arch bridge, and both of them can ensure stability during the construction process of the continuous arch bridge, and specifically includes the following steps:
(1) the construction bearing platform 1 and the arch abutment 2 are pushed along the extension path preset by the continuous arch bridge from the middle of the continuous arch bridge to two sides, and the arch abutment is embedded to be used as a pre-embedded pipe for a pull rod hole (not shown in the figure, the same applies below).
Firstly, arranging a bearing platform 1 and an arch support 2 along a preset extension path of a continuous arch bridge on a treated site, embedding a main rib part of the arch support 2 in the bearing platform 1, pouring the arch support 2 on the bearing platform 1, and connecting the arch support 2 with a pile foundation through the bearing platform 1 below the arch support, so that the arch support 2 has good structural strength and deformation resistance.
Referring to fig. 2 to 5, in the present embodiment, the continuous arch bridge has 13 sets of bearing platforms 1 and abutments 2, and the number of the abutments is identified by N #, where N is a natural number from 1 to 13, i.e. the N # abutment is the nth abutment from one side to the other side of the continuous arch bridge. When the continuous arch bridge is constructed for the first time, firstly, the arch ring 4 from the 6# arch support to the 8# arch support is constructed, and then the construction is symmetrically pushed to the two sides of the continuous arch bridge from the 6# arch support and the 8# arch support step by step.
The method is characterized in that pre-buried pipes serving as counter-pull rod holes are buried in the pouring process of the arch center 2, the pre-buried pipes are horizontally arranged along the longitudinal bridge direction, counter-pull rods 7 are arranged in the counter-pull rod holes, and therefore unbalanced horizontal thrust force applied to the arch center 2 is offset by tensioning the counter-pull rods 7 before the construction process of the arch ring 4, and the stability of the arch center 2 in the construction process of the arch ring 4 is maintained.
Preferably, be equipped with two rows of to draw rod hole that upper and lower layering set up in every hunch seat 2 corresponding to middle arch ring 4, and every row be equipped with a plurality ofly, a plurality of to draw rod hole along the cross-bridge to being equipped with basic hole 21 and preformed hole 22, preformed hole 22 increases when being used for the displacement of hunch seat arch springing and/or stress and stretches-draw pull rod 7. The preformed holes 22 are at least provided with two groups, and the two groups of preformed holes 22 are symmetrically arranged on two sides of the basic hole 21. The installation and loading of the pull rod 7 are arranged from the middle base hole 21 to both sides.
In a preferred embodiment, please refer to fig. 7, eight pairs of tie rod holes are provided in each row, six of the tie rod holes are selected as the base holes 21, and the remaining two tie rod holes are selected as the reserved holes 22. When the displacement and the stress of the arch springing are overlarge, the two prepared holes 22 can be used for increasing the subsequent tensioning of the pull rod 7. Wherein, two preformed hole 22 divide into two sets ofly and is located six respectively the both sides of basis hole 21, six basis hole 21 can divide into three groups, and every group contains two basis hole 21, and the interval of two basis holes 21 of every group is 50cm, and the interval of adjacent two sets of basis holes 21 is 120cm, preformed hole 22 is 120cm rather than the interval of the basis hole 21 that closes on.
It should be noted that, when the position of the tie rod hole conflicts with the main rib in the arch support 2, the position of the main rib in the arch support 2 can be properly adjusted, and the tie rod 7 installed in the tie rod hole needs to avoid the arch upright post of the arch ring support 3.
(2) Opposite pull rods 7 are installed from the middle to two sides of the continuous arch bridge and corresponding to the middle arch ring 4 to be constructed in a spanning mode, and two ends of each opposite pull rod 7 are connected to two adjacent arch bases 2 of the corresponding construction arch ring 4 respectively.
Before the construction of the single-span arch ring 4, all tie rods 7 corresponding to the span arch ring 4 need to be installed in advance, finish rolling deformed steel bars are adopted as the tie rods 7 in the application, the tie rods 7 adopt a single-end tensioning mode, meanwhile, the tensioning of the tie rods also adopts a double-control mode, the tensioning force control of the tie rods 7 is taken as the main mode, the elongation values of the tie rods 7 are checked, a tensioning method of tensioning to design tension is adopted during tensioning, and the error range of the actual measurement elongation and the theoretical elongation of the tie rods 7 after tensioning is within +/-6%. Meanwhile, the tensioning speed needs to be controlled in the tensioning process of the counter pull rod 7, and accidents such as breakage of the counter pull rod 7 in the tensioning process are prevented.
The tension rod 7 in the arch base 2 is pre-tensioned and loaded to achieve self balance of stress in the single-span arch ring 4, and meanwhile, as the abutment on two sides of the continuous arch bridge meets the loading requirement of all horizontal thrusts of the single-span arch ring 4, the tension rod 7 is not arranged corresponding to the side-span arch ring 4. The counter-pull rod 7 corresponding to the middle arch ring 4 can be tensioned by adopting a plurality of stages of preset values, the preset values of the plurality of stages are increased step by step, the difference value of the preset values of the two adjacent stages meets the requirement of the middle arch base 2 on the anti-push balance in the action of the single-span arch ring 4, meanwhile, the tensioning value of the counter-pull rod 7 meets the requirement of the middle arch base 2 on the anti-push balance under the interaction of the multi-span arch rings 4, and the requirement of the anti-push balance is determined by the anti-push capacity of each arch base 2.
In addition, according to the requirement of stress balance of each middle arch abutment 2, the pretensioning value and the loading value of each span counter pull rod 7 should meet the horizontal anti-thrust balance of a single middle arch abutment 2, and the pretensioning value and the loading value of each span counter pull rod 7 are gradually increased in different construction stages without the requirement that the loading values of the span counter pull rods 7 are consistent. Under the condition of self-balancing of horizontal thrust resistance of the middle arch abutment 2, as the last span arch ring 4 is not provided with the counter rod, the loading values of the counter rods 7 of the second span arch ring 4 and the penultimate span arch ring 4 can be properly reduced when the 2# arch abutment and the 12# arch abutment meet the horizontal thrust resistance conditions.
(3) The construction arch ring 4 is pushed step by step from the middle to two sides of the continuous arch bridge, the arch rings 4 on two sides are constructed symmetrically, and the counter pull rod 7 is pre-tensioned before the construction of the single-span arch ring 4.
Generally, the arch bridge has outward thrust at the arch bases 2 at the fore end and the aft end, and because each arch base 2 in the middle of the arch bridge can receive horizontal thrust from two adjacent arch rings 4, the acting force of the two arch rings 4 on the arch base 2 between the two arch rings is opposite in direction, the stability of the arch rings 4 can be ensured by balancing the horizontal thrust received by the arch bases 2, so that the construction is gradually carried out from the middle to the two sides of the arch rings 4, the stress balance of each arch base 2 in the middle can be maintained, and finally, the arch bases 2 at the fore end and the aft end of the continuous arch base 2 can resist the outward thrust of the arch bases 2, and the stability requirement of the continuous arch bridge can be met.
The method comprises the steps of pre-tensioning tie rods 7 on two arch bases 2 of an arch ring 4 to be constructed before constructing the arch ring 4, specifically, determining the maximum unbalanced force of tensioning the tie rods 7 by the anti-thrust capacity of each arch base 2, wherein the anti-thrust force of each arch base 2 is 160 tons in the application, and controlling the horizontal thrust force of the cast arch ring 4 on the arch bases 2 on two sides according to 150 tons according to 160 tons. Therefore, before the arch ring 4 is poured, the counter-pull rods 7 are pre-tensioned according to a half of the thrust force of the arch base 2, namely 80 tons, at this time, two counter-pull rods 7 corresponding to the arch ring 4 in the arch base 2 are tensioned according to 40 tons, so that the arch base 2 is subjected to inward counter-pull rod tensioning force to have the capacity of resisting the outward horizontal thrust force applied to the arch ring arch springing.
After the tension rod 7 is pre-tensioned for 80 tons, construction of the arch ring 4 can be performed, and in this embodiment, concrete construction of the single-span arch ring 4 is performed by using the arch ring support 3. Referring to fig. 7 to 9, firstly, an arch ring support 3 is hoisted between two adjacent arch bases 2 at the position of an arch ring 4 to be constructed, the arch ring support 3 includes arch trusses (not shown, the same below) and arch uprights (not shown, the same below), the arch uprights are disposed at two ends of the arch trusses 31 in the longitudinal bridge direction for supporting the arch trusses 31, and the arch uprights are disposed in the transverse bridge direction, the arch uprights include a base upright 321 and a reserved upright 322, the base upright 321 is located in the orthographic projection range of the arch ring 4 to serve as a supporting base of the arch trusses 31, and the reserved upright 322 is located outside the orthographic projection range of the arch ring 4 to serve as a guide rail base for the arch trusses 31 to move in the transverse bridge direction.
Meanwhile, the top of the arch frame upright post is provided with a bearing beam 33 extending to the reserved upright post from the foundation upright post along the transverse bridge direction, the bearing beam 33 is connected with the arch frame truss 31, so that a winch or a jack can be arranged at the end of the bearing beam 33, the arch frame truss 31 is axially pulled along the bearing beam 33 by the winch or the jack to integrally move transversely, and then the position of the arch frame truss 31 can be adjusted to adapt to the construction of the arch ring 4.
After the arch truss 31 is installed, the arch ring bottom die is hoisted to the arch truss 31 in blocks for assembly, and then a steel bar structure, an arch ring side die and an arch ring top die are erected on the arch ring bottom die.
In order to ensure the stability of the arch ring support 3 in the construction process of the arch ring 4, the arch ring support 3 can be pre-pressed before the arch ring top die is erected, so that whether the structure of the arch ring support 3 meets the construction requirement or not can be checked, and meanwhile, the inelastic deformation of the arch ring support 3 can be eliminated.
Adopt in this application to pile and carry the preloading method to arch ring support 3, combine this application construction conditions, adopt the concrete piece to carry out the pre-compaction, the concrete piece is the unified cuboid of overall dimension to, waterproof measure must be done to the concrete piece, and usable waterproof cloth covers, drenches by the rainwater in order to prevent to pile and carry the in-process, has increased pre-compaction weight.
Specifically, a crane is used for transferring concrete blocks to a paved template of the arch ring support 3, load distribution is carried out according to the load distribution condition of the concrete of the arch ring 4, the pre-pressing loading sequence of the arch ring support 3 is carried out according to the concrete pouring sequence of the arch ring 4, loading is carried out according to the principles of longitudinal balanced symmetry and transverse synchronous loading, meanwhile, in order to ensure the stress safety of the arch ring support 3, a step-by-step loading mode is adopted, the arch ring support 3 needs to stay for 20min after the placement of the concrete blocks at the lower layer is completed, and the measurement and safety observation of the concrete blocks at the upper layer can be carried out during the period.
After all the arch ring supports 3 are loaded, the arch ring supports cannot be unloaded immediately, after 24 hours of waiting, the arch ring supports are unloaded step by step, and the unloading sequence is carried out reversely according to the loading sequence.
And after the pre-pressing is finished, the arch ring top die is installed, and then the pouring of the arch ring 4 concrete can be carried out. The pouring of the concrete of the arch ring 4 is performed from arch bottoms of two sides to the direction of the arch top in a segmented mode, and a vibrator is used for assisting in enabling the concrete to be vibrated compactly.
And after the strength of the concrete of the arch ring 4 reaches 85% of the designed strength, the arch ring support 3 can be dismantled, the arch ring support 3 is dismantled in an integral downward-placing mode, the arch ring support 3 is pulled by a winch or a jack to move transversely and move to the outside of the projection range of the arch ring 4, and the arch ring support is hoisted to the next arch ring 4 spanning construction position by adopting a 75t crawler crane so as to continue the construction of other arch rings 4.
(4) And along with the propulsion construction of the arch ring 4, the construction of the arch structure of the constructed arch ring 4 is carried out from the middle to two sides of the continuous arch bridge, and the tension of the tension rods 7 is loaded before the arch structure is constructed.
After the pouring of the arch rings 4 on the two adjacent sides of the arch ring 4 is completed and the concrete strength of the arch ring 4 reaches the design strength, the construction of the arch structure spanning the arch ring 4 can be started, and before the arch structure is constructed, the tension rod 7 corresponding to the arch ring 4 is loaded and tensioned, so that the arch base 2 has the capacity of resisting the horizontal thrust applied to the arch ring 4 and the arch structure, and the structural stability of the arch base is ensured.
Specifically, the horizontal pushing force of the constructed arch structure (including the arch vertical wall 5 and the bridge deck 6) is controlled according to 400 tons, the tensioning force of the counter pull rod 7 is controlled according to 400-160 tons to 240 tons, and at this time, six counter pull rods 7 are arranged in the arch base 2 corresponding to the arch spanning ring 4 and are pre-tensioned according to 40 tons.
In addition, as no tie rod is arranged from the middle of the continuous arch bridge to the last arch ring at two sides, when the 2# arch abutment and the 12# arch abutment of the second arch ring and the second last arch ring meet the horizontal thrust resistance condition, the loading values of the second arch ring and the second last arch ring can be properly reduced, and the loading value can be adjusted to 160 tons from the originally planned 240 tons.
In addition, the tie rods 7 are sequentially and symmetrically arranged from the middle to two sides of each row of tie rod holes, before the arch ring 4 is constructed, the tie rods 7 arranged in the two middle foundation holes 21 are firstly tensioned, and after the arch ring 4 is constructed and before the arch structure is constructed, the tie rods 7 arranged in the four foundation holes 21 at two sides are tensioned and loaded to 240 tons.
Referring to fig. 4 and 5, after the tie rods are loaded to 240 tons, the arch structure of the cross arch ring is constructed, the arch structure comprises an arch vertical wall 5 and a bridge deck 6, the arch vertical wall 5 is constructed firstly, and then the bridge deck is constructed.
The arch-up vertical walls 5 on the same arch ring 4 are symmetrically cast and constructed at the same time. Preferably, six upright walls 5 are arranged on each span of arch ring 4, and the upright walls are arranged two by two symmetrically.
The construction layout of the arch-top vertical wall 5 is firstly carried out on the top surface of the arch ring 4 before construction, the joint surface of the arch-top vertical wall 5 and the arch ring 4 is roughened and cleaned, meanwhile, the plane position and the vertical degree of the embedded ribs of the arch-top vertical wall 5 are checked, and a template installation limiting support is arranged at the root of the steel bars of the arch-top vertical wall 5.
Furthermore, the steel bars of the arch-mounted vertical wall 5 are fed in a steel bar shed, and are connected and bound by using straight threaded sleeves on site, so that the construction progress is further accelerated. For the arch-mounted vertical wall 5 with the height larger than 6m, the wind resisting cable needs to be arranged after the steel bars are installed, so that the stability of the steel bars of the arch-mounted vertical wall 5 is ensured. The concrete pouring of the arch vertical wall 5 also adopts layered pouring, the thickness of each layer is not more than 30cm, and reinforced vibration is needed after each layer of concrete is poured.
And after the construction of the arch-up vertical wall 5 is finished, hoisting the prefabricated bridge deck 6 to the finished arch-up vertical wall 5 for assembly. The bridge deck 6 is a prefabricated bridge deck, prefabricated in a prefabricated field and installed by a crane, meanwhile, a post-cast strip (shown in the figure, the same below) is further arranged at the position where the bridge deck 6 is in contact with the arch ring, the post-cast strip is poured by a suspended type template, post-cast strip extending steel bars are reserved on the bridge deck 6 during prefabrication, and when concrete of the post-cast strip is poured, the post-cast strip is erected at the same time, and pouring of other construction seams is not needed.
(5) After all the arch bases 2, the arch rings 4 and the arch structures thereof are constructed, the counter-pull rods 7 are unloaded step by step from two sides to the middle of the continuous arch bridge, and then the counter-pull rods 7 are dismantled to finish the construction of the continuous arch bridge.
The construction of the arch ring 4 and the structure on the arch is not required to be carried out after the arch base 2 is completely finished, so that the flow process of gradually striding propulsion is realized, and the integral symmetry and balance problems of full-bridge loading are not required to be considered.
The counter-pull rod 7 is detachably connected with the arch support 2, and after construction of all the arch supports 2, the arch rings 4 and the arch structure is completed, the counter-pull rod 7 can be detached for turnover use, so that the utilization rate of the counter-pull rod 7 is improved, waste is reduced, and cost is reduced.
Before the opposite pull rod 7 is dismantled, the opposite pull rod 7 is unloaded firstly to avoid instant unloading to cause unbalanced horizontal thrust to the arch base 2, and the unloading of the opposite pull rod 7 needs to be carried out step by step from two sides of the continuous arch bridge to the middle. Specifically, taking a single row of counter-pull rods 7 of a single arch base 2 as an example, the counter-pull rods 7 are tensioned to 240 tons before the construction of the arch structure, and six counter-pull rods 7 are adopted for tensioning, so that the unbalanced horizontal thrust during unloading the counter-pull rods 7 is controlled step by step according to 80 tons, two counter-pull rods are unloaded symmetrically from two sides to the middle of the arch structure in sequence each time, the unloading is controlled according to 80 tons each time, and the unloading is completed in three times. After all the tie rods 7 are unloaded, all the tie rods 7 are disassembled, so that unbalanced thrust on the arch support 2 can be avoided after the tension of the tie rods 7 is unloaded instantly, cracking of concrete of the arch support 2 and the arch ring 4 is avoided, and the structural stability of the arch support 2 is maintained.
To sum up, the construction method of continuous arch bridge of this application adopts the mode of advancing construction arch ring 4 from the centre of continuous arch bridge toward both sides, help maintaining the atress balance of each hunch seat 2 in the centre of continuous arch bridge, only need make the abutment of the head and the tail both sides of continuous arch bridge have the ability of resisting its unbalanced horizontal force that receives can, thereby can realize striding propulsive assembly line operation gradually, need not to consider full-bridge loaded whole symmetry, balanced problem, the structural stability of bridge is high, the stability requirement of continuous arch bridge has been satisfied, it is very favorable to the operation safety of continuous arch bridge.
Meanwhile, the counter pull rod 7 is pre-tensioned, so that the loading construction of the bridge is in a controllable range, the horizontal thrust force borne by each arch abutment 2 is controlled within a balance requirement, and the counter pull rod 7 is subjected to graded loading tensioning, so that the unbalanced horizontal thrust force borne by each arch abutment 2 can be always controlled within a reliable range, and the structural stability of the continuous arch bridge is improved.
The foregoing is only a partial embodiment of the present application, and it should be noted that, for those skilled in the art, several modifications and decorations can be made without departing from the principle of the present application, and these modifications and decorations should also be regarded as the protection scope of the present application.
Claims (9)
1. A construction method of a continuous arch bridge is characterized by comprising the following steps:
(1) pushing a construction bearing platform and an arch support from the middle to two sides of the continuous arch bridge along a preset extension path of the continuous arch bridge, wherein the arch support is pre-buried and is used as a pre-buried pipe for a pull rod hole;
(2) installing opposite pull rods from the middle to two sides of the continuous arch bridge and corresponding to the middle arch ring to be constructed in a spanning manner, wherein two ends of each opposite pull rod are respectively connected to two adjacent arch seats of the construction arch ring; the counter-pull rod is not arranged between two adjacent arch supports corresponding to the side-span arch rings, the counter-pull rod corresponding to the middle arch ring can be tensioned by a multi-stage preset value, the size of the multi-stage preset value is increased stage by stage, the difference value of the two adjacent stages of preset values meets the anti-push balance of the middle arch support in the single-span arch ring action, meanwhile, the tensioning value of the counter-pull rod meets the anti-push balance of the middle arch support under the interaction of the multi-span arch rings, and the anti-push balance requirement is determined by the anti-push capability of each arch support;
(3) advancing the construction arch rings from the middle to the two sides of the continuous arch bridge step by step, and pre-tensioning the counter pull rod before constructing the single-span arch ring;
(4) carrying out the construction of the arch structure of the constructed arch ring from the middle to two sides of the continuous arch bridge along with the advancing construction of the arch ring, and loading and tensioning the tension rods before constructing the arch structure;
(5) and after the construction of all arch bases, arch rings and arch structures thereof is finished, gradually unloading the counter-pull rods from two sides to the middle of the continuous arch bridge step by step, and then dismantling the counter-pull rods to finish the construction of the continuous arch bridge.
2. The method for constructing a continuous arch bridge according to claim 1, wherein two rows of tie rod holes are formed in each arch center corresponding to the intermediate arch ring in a layered manner, and each row of tie rod holes are formed in a plurality along the cross bridge direction, and the plurality of tie rod holes comprise a foundation hole and a reserved hole, and the reserved hole is used for increasing the tension of the tie rod when the arch springing displacement and/or the stress of the arch center is too large.
3. The construction method of the continuous arch bridge as claimed in claim 1, wherein the single-span arch ring is constructed by using the arch ring support, and after the strength of the single-span arch ring concrete reaches the design strength, the arch ring support is wholly dropped, transversely moved to the outside of the projection range of the arch ring, and hoisted to the next arch ring construction site from the middle to the two sides of the continuous arch bridge.
4. The construction method of the continuous arch bridge according to claim 3, wherein the arch support comprises an arch truss and arch columns, the arch columns are provided with a plurality of arch columns along the transverse bridge direction, the plurality of arch columns comprise a base column and a reserved column, the base column is located in the projection range of the arch, and the reserved column is located outside the projection range of the arch;
the top of the arch frame upright post is provided with a spandrel girder which extends along the transverse bridge direction and extends from the foundation upright post to the reserved upright post, and the arch frame truss can be pulled by a winch or a jack to move transversely along the spandrel girder.
5. The construction method of the continuous arch bridge according to claim 1, wherein after the concrete strength of the arch rings on two adjacent sides of the current arch ring reaches design requirements, the arch structure of the current arch ring is constructed;
the arch structure comprises an arch vertical wall and a bridge deck, steel bars of the arch vertical wall are bound on a current arch ring, a template is installed outside the steel bars, then arch vertical wall concrete is poured, and after the strength of the arch vertical wall concrete meets the design requirement, the bridge deck is hoisted to the arch vertical wall for installation.
6. The construction method of the continuous arch bridge of claim 5, wherein the arch-over vertical wall on the current arch ring is symmetrically cast, and concrete of the arch-over vertical wall is cast in a layered mode.
7. A method of constructing a continuous arch bridge according to claim 5, wherein the arch-erecting wall having a height of more than 6m is provided with a wind-resistant cable.
8. The construction method of the continuous arch bridge according to claim 5, wherein post-cast strip extending steel bars are arranged at the contact part of the bridge deck and the arch ring, and when post-cast strip concrete is poured, the post-cast strip of the bridge deck is poured at one time.
9. The method for constructing a continuous arch bridge according to claim 1, wherein the counter-pulling rods are removed step by step from both sides of the continuous arch bridge to the middle, and are unloaded step by step before being removed.
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