CN120649387B - Combined beam cable-stayed bridge construction method - Google Patents
Combined beam cable-stayed bridge construction methodInfo
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- CN120649387B CN120649387B CN202511166133.0A CN202511166133A CN120649387B CN 120649387 B CN120649387 B CN 120649387B CN 202511166133 A CN202511166133 A CN 202511166133A CN 120649387 B CN120649387 B CN 120649387B
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Abstract
本发明涉及桥梁技术领域，提供一种组合梁斜拉桥施工方法，通过初张每根斜拉索至对应的索力目标值，使得位于正弯矩区的主梁线形处于上凸状态，在正弯矩区安装桥面板，叠合桥面板湿接缝，以在桥面板和桥面板湿接缝的自重作用下，钢主梁首次向下位移，桥面板产生压应力，依次释放已叠合桥面板湿接缝的区域的斜拉索索力，以使钢主梁再次向下位移，桥面板产生压应力增量，在负弯矩区安装桥面板，叠合桥面板湿接缝，张拉负弯矩区的桥面板预应力钢束，再施工桥面铺装及附属设施。本申请能够保证顶推施工的桥面板的压应力储备，同时正弯矩区的桥面板中不需要设置大量的预应力波纹管及钢束，还能解决钢箱梁难以应用于山区或者不通航水域的问题。
The present invention relates to the technical field of bridges, and provides a method for constructing a composite beam cable-stayed bridge. By initially tensioning each inclined cable to a corresponding target cable force value, the main beam line shape in the positive bending moment area is in an upward convex state. The bridge deck is installed in the positive bending moment area, and the bridge deck wet joints are overlapped. Under the deadweight of the bridge deck and the bridge deck wet joints, the steel main beam is displaced downward for the first time, and the bridge deck generates compressive stress. The inclined cable forces in the area where the bridge deck wet joints have been overlapped are released in sequence, so that the steel main beam is displaced downward again, and the bridge deck generates an incremental compressive stress. The bridge deck is installed in the negative bending moment area, and the bridge deck wet joints are overlapped. The prestressed steel bundles of the bridge deck in the negative bending moment area are tensioned, and then the bridge deck pavement and ancillary facilities are constructed. The present application can ensure the compressive stress reserve of the bridge deck during jacking construction. At the same time, a large number of prestressed corrugated pipes and steel bundles do not need to be set in the bridge deck in the positive bending moment area. It can also solve the problem that steel box girders are difficult to apply in mountainous areas or non-navigable waters.
Description
Technical Field
The invention relates to the technical field of bridges, in particular to a construction method of a combined beam cable-stayed bridge.
Background
The combined beam cable-stayed bridge is one of the main bridge types designed in recent years because the compressive capacity of the concrete bridge deck and the tensile capacity of the steel structure are fully utilized. In order to facilitate the hoisting and installation of the steel girder, the conventional combined girder cable-stayed bridge girder adopts an I-steel or double-side box girder section form which can be assembled in bulk on site, and the combined girder cable-stayed bridge with the steel box girder section has relatively few applications. The steel box girder section is compared with I-steel girder and bilateral box girder, and its wind resistance stability, torsional property advantage are more obvious, however because its weight is great relatively, and the mill breaks up the back scene and assembles, when can't use the crane that hoist weight is great to hoist in mountain area or the non-navigation waters to hoist, adopts general round crane to hoist its weight.
In order to solve the problem that the bridge head cannot be lifted by a crane, under the condition that the bridge head is provided with an assembling space, a pushing construction method is adopted for the main beam, the conventional working procedures mainly comprise two steps of assembling the main beam, pushing the main beam to be in place, installing and tensioning a stay cable, installing a bridge deck, overlapping wet joints, tensioning the bridge deck prestress (working procedure one), assembling the main beam, installing the bridge deck, overlapping wet joints, tensioning the bridge deck prestress, pushing a combined beam to be in place, installing and tensioning the stay cable (working procedure two), wherein compared with the cantilever construction method, the two steps of installing the main beam, initially tensioning the stay cable, installing the bridge deck, overlapping wet joints and tensioning the two stay cables (working procedure three), the working procedure three can increase the compressive stress reserve of the bridge deck when the stay cable is adopted for the working procedure one, and the working procedure two can not give the compressive stress reserve of the bridge deck, even the working procedure two can cause the bridge deck to generate tensile stress when the stay cable is tensioned, the compressive stress reserve of the bridge deck is the compressive stress reserve of the bridge deck, the bridge deck is a large number of prestress steel bundles to be provided in the bridge deck, the bridge deck prestress, the prestress is not only the whole construction cost is reduced, but also the whole construction cost is high, and the whole construction working procedure is long.
In view of this, it is necessary to propose a method of constructing a composite beam cable-stayed bridge which solves or at least alleviates the above-mentioned drawbacks.
Disclosure of Invention
The invention mainly aims to provide a construction method of a composite beam cable-stayed bridge, which aims to solve the problems of poor integrity of a bridge deck, long construction procedure period and high cost caused by the fact that a large number of prestressed steel bundles are required to be installed and tensioned in the bridge deck by adopting pushing construction of the composite beam cable-stayed bridge in the prior art.
In order to achieve the above purpose, the invention provides a construction method of a composite beam cable-stayed bridge, which comprises the following steps:
s1, constructing a cable tower, installing a transition pier, temporarily assembling a bracket at the bridge head and temporarily supporting the pier at the bridge position;
s2, assembling the steel main beams in batches according to manufacturing lines, and installing a front guide beam, a rear guide beam and pushing equipment;
S3, pushing the steel main beam in place and falling the beam in batches by adopting pushing equipment, and removing the front guide beam, the rear guide beam, the temporary splicing bracket of the bridge head and the pushing equipment;
S4, initially Zhang Mei stay cables reach corresponding cable force target values, so that the girder line in the positive bending moment area is in an upward convex state, and then removing the temporary bridge support pier;
S5, installing the bridge deck board in the positive bending moment area, overlapping the wet joints of the bridge deck board, so that the steel girder is downwards displaced for the first time under the dead weight action of the bridge deck board and the wet joints of the bridge deck board, and the bridge deck board generates compressive stress ;
S6, sequentially releasing stay cable force of the wet joint area of the overlapped bridge deck so as to enable the steel main beam to downwards displace again, and enabling the bridge deck to generate compressive stress increment;
And S7, installing a bridge deck slab in the hogging moment area, overlapping wet joints of the bridge deck slab, tensioning prestressed steel bundles of the bridge deck slab in the hogging moment area, and then constructing bridge deck pavement and auxiliary facilities.
Preferably, the cable force target value in the step S4 is specifically obtained by the following steps:
s41, under the condition of not considering the pre-stress measures, calculating the tensile stress distribution data of the bridge deck plate in the bridge stage and the operation state, and comparing with the standard requirement, obtaining a compressive stress target value required to be applied by the bridge deck plate in the full bridge region when meeting the standard stress requirement ;
S42, according to the target value of the compressive stressAnd said compressive stressThe difference is used for obtaining the increment of the compressive stress which is required to be increased by the tension of the stay cable;
S43, calculating an influence matrix for releasing the stay cable to increase the compressive stress of the bridge deck plate;
S44, according to the compressive stress increment The influence matrix is used for obtaining the stay cable force increment required by the primary tension stage;
S45, determining a cable force target value corresponding to each stay cable in the initial stage according to the stay cable force increment.
Preferably, the step S5 specifically includes the following steps:
The method comprises the steps of obtaining a positive bending moment maximum position of a positive bending moment region, carrying out segmented and block hoisting on a bridge deck plate and a superposed bridge deck plate wet joint from the positive bending moment maximum position to a transition pier, carrying out segmented and block hoisting on the bridge deck plate and the superposed bridge deck plate wet joint from the positive bending moment maximum position to a cable tower so that under the dead weight action of the bridge deck plate and the bridge deck plate wet joint, a steel main beam is downwards displaced for the first time, and compressive stress is generated on the bridge deck plate 。
Preferably, the step S45 further includes the following steps:
s451, when the midspan and the side span are in an asymmetric form and are steel-concrete composite beams, obtaining the first step The tower deflection value of the cable tower and the tower root compressive stress variation of the cable tower after the cable stay cable is initially tensioned to the corresponding cable force target value,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S452, judging whether the tower deviation value is smaller than a first preset threshold value or not, and judging whether the tower root compressive stress variation is smaller than a second preset threshold value or not;
s453, judging the first tower deviation value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value when two of the two values are simultaneously established The root stay cable is in a safe state after being initially tensioned to a corresponding cable force target value;
S454 will Assigning +1 toAnd repeating the steps S451-S453 until all stay cables are checked.
Preferably, the step S45 further includes the following steps:
S4501, when the midspan and the side span are in an asymmetric form, the midspan is a steel-concrete composite beam and the side span is a concrete main beam, obtaining the first step The tower deflection value of the cable tower, the tower root compressive stress variation of the cable tower and the side span concrete girder tensile stress after the cable force target value is reached by the primary tension of the root stay cable,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S4502, judging whether the tower deflection value is smaller than a first preset threshold value, judging whether the variation of the tower root compressive stress is smaller than a second preset threshold value, and judging whether the tensile stress of the side span concrete main beam is smaller than a third preset threshold value;
S4503, judging the third step when three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are simultaneously met The root stay cable is in a safe state after being initially tensioned to a corresponding cable force target value;
s4504, will Assigning +1 toAnd repeating the steps S4501-S4503 until all stay cables are checked.
Preferably, the second preset threshold is obtained by:
obtaining the compressive stress reserve of the root of the cable tower under the action of dead weight And obtaining a compressive stress specification control threshold value of the cable tower root;
Determining the compressive stress reserveAnd the compressive stress specification control thresholdAnd taking the pressure stress difference as the second preset threshold value.
Preferably, the first preset threshold is obtained by the following steps:
Obtaining the compressive stress of the cable tower root, wherein the compressive stress of the cable tower root is equal to the compressive stress standard control threshold value Determining the tower deflection value of the cable towerAnd the tower deflection value is calculatedAs the first preset threshold.
Preferably, the step S453 further includes the following steps:
judging the first tower deviation value is smaller than a first preset threshold value and at least one of the tower root compressive stress variation is smaller than a second preset threshold value is not established The root stay cable is in an unsafe state after being initially tensioned to a corresponding cable force target value;
And (3) reducing the stay cable force of the deviation side of the cable tower, or constructing a weight on the other side of the deviation of the cable tower, or reducing the stay cable force of the other side of the deviation of the cable tower until two of the tower deviation value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value are simultaneously established, and then entering step S454.
Preferably, the step S4502 further includes the following steps:
And when at least one of the tower deflection value is smaller than a first preset threshold value, the tower root compressive stress variation is smaller than a second preset threshold value and the side span concrete girder tensile stress is smaller than a third preset threshold value is not met, reducing the stay cable force of the deflection side of the cable tower, or constructing a weight on the other side of the cable tower deflection, or increasing the stay cable force of the other side of the cable tower deflection until the three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are met at the same time, and then step S4503 is carried out.
Preferably, shear nails are arranged on the top surface of the steel girder of the bridge deck wet joint.
Compared with the prior art, the invention has the following beneficial effects:
The application can ensure that the compressive stress of the bridge deck is reserved in the operation stage when the combined beam cable-stayed bridge adopts pushing construction, and meanwhile, a large number of prestressed corrugated pipes and steel bundles are not required to be arranged in the bridge deck in the positive bending moment area, so that the bridge deck has good integrity, and can also solve the problem that the steel box girder is difficult to be applied to mountain areas or non-navigable water areas, and the application is as follows:
(1) The bridge deck in the positive bending moment area does not need to be provided with a large number of prestressed corrugated pipes and steel bundles, so that the time of penetrating, stretching, grouting maintenance and the like of the prestressed steel bundles can be saved, the equipment and material cost related to stretching of the prestressed steel bundles can be saved, meanwhile, the bridge deck is not provided with the prestressed corrugated pipes, the integrity of the bridge deck is better, and the purposes of improving the construction efficiency, reducing the construction cost and guaranteeing the construction quality are achieved;
(2) The application fully utilizes the deformation characteristics of the cable-stayed bridge and the stress characteristics of the steel main beam, the stay cable and the concrete bridge deck, the stress amplitude of the stay cable and the steel main beam is smaller under the condition of not paving a bridge deck and carrying out secondary constant load in the construction process, the primary tension is properly increased, the overstretched cable force is released after the subsequent bridge deck is installed and wet joints are overlapped, the stress of the steel main beam and the stay cable can be in the standard range, the stress performance of steel and concrete materials can be fully exerted, the use efficiency of the materials in the construction process is improved, the bridge deck generates compressive stress through the adjustment of the working procedures, and the construction method has definite working procedures and simple operation;
(3) The application can realize the use scene of the steel box composite beam, greatly reduce the transportation requirement on mountain areas or navigation areas, is also applicable to composite beam cable-stayed bridges with various sections, solves the problem of bridge deck plate compressive stress storage during the pushing construction of the composite beam cable-stayed bridge, and is beneficial to the application of the pushing construction method in the construction of the composite beam cable-stayed bridge.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the structures shown in these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a construction method according to an embodiment of the invention;
FIG. 2 is a schematic diagram of the construction step S1 according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of the construction step S2 according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of the construction step S3 according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of the construction step S4 according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of the construction step S5 according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of the construction step S6 according to an embodiment of the present invention;
fig. 8 is a schematic structural diagram of the construction step S7 according to an embodiment of the present invention.
The achievement of the objects, functional features and advantages of the present invention will be further described with reference to the accompanying drawings, in conjunction with the embodiments.
Reference numerals illustrate:
11. the bridge comprises a cable tower, a transition pier, a temporary splicing bracket of a bridge head, a temporary supporting pier of a bridge position, a steel main beam, a front guide beam, a rear guide beam, a stay cable, a bridge deck and a bridge deck.
Detailed Description
It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The description of "first," "second," etc. in this disclosure is for descriptive purposes only and is not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present invention.
Referring to fig. 1 to 8, a method for constructing a cable-stayed bridge with composite beams according to an embodiment of the present invention includes the following steps:
S1, constructing a cable tower 11, installing a transition pier 12, temporarily assembling a bridge head bracket 13 and temporarily supporting the bridge position 14, wherein the foundation of the temporarily assembling the bridge head bracket 13 can be specifically reinforced, and the foundation settlement can meet the standard requirement under the condition of the load of a steel main beam 15. The temporary bridge head assembling bracket 13 can adopt a steel pipe bracket, the top elevation of the temporary bridge head assembling bracket 13 is positioned according to the assembling line shape of the steel main beam 15, and the elevation adjustment amount of the assembling stage of the steel main beam 15 is reduced.
S2, assembling the steel main beams 15 in batches according to a manufacturing line shape, mounting the front guide beams 16, the rear guide beams 17 and pushing equipment, and assembling a first pushing steel main beam 15 on the temporary bridge head assembling bracket 13 according to the manufacturing line shape of the steel main beams 15 as a preferred implementation manner, and monitoring and adjusting the line shape, wherein the manufacturing line shape is a stress-free manufacturing line shape of the steel main beams 15 obtained through finite element calculation according to a construction procedure, and the stress-free manufacturing line shape is a design elevation, a construction pre-camber and a bridge forming pre-camber. When the steel girders 15 are assembled, the connection between the steel girders 15 may be made by welding or bolts. The front guide beam 16, the rear guide beam 17 and pushing equipment (not shown) required by pushing are installed, and an operation platform, a tank wheel or a tetrafluoro slide plate and other equipment required by pushing are installed at the tops of the transition pier 12 and the bridge temporary support pier 14, which are conventional technical contents of pushing construction and are not repeated herein.
And S3, pushing the steel girders 15 in batches by adopting pushing equipment, placing the steel girders in place, removing the front guide girders 16, the rear guide girders 17, the bridge head temporary assembly brackets 13 and the pushing equipment, wherein after each batch of steel girders 15 are pushed, the assembly elevation of each batch of steel girders 15 in the subsequent stage needs to be assembled and adjusted by taking the elevation of the previous batch of steel girders 15 as a reference, the displacement and the stress of the cantilever front ends of the steel girders 15 should be monitored in the pushing process, the deviation of the central axis of the steel girders 15 in the pushing process is ensured not to exceed +/-20 mm, if the deviation exceeds the deviation, the deviation is rectified by means of adjusting the jacking forces on the left side and the right side of the steel girders 15, and the stress of the steel girders 15 is ensured not to exceed the standard limit. The steel main beam 15 is pushed in place, permanent supports at the positions of the cable tower 11 and the transition pier 12 are installed, the steel main beam 15 is subjected to beam falling by adopting a jack, and the front guide beam 16, the rear guide beam 17, the bridge head temporary assembly bracket 13 and pushing equipment are removed. The front guide beam 16 and the rear guide beam 17 are used for shortening the cantilever length of the steel main beam 15 and reducing the stress of the steel main beam 15 in the pushing process.
S4, the first Zhang Mei stay cables 18 reach corresponding cable force target values, so that the girder line in the positive bending moment area is in an upward convex state, and then the temporary bridge support pier 14 is removed.
S5, installing the bridge deck 19 in the positive bending moment area, overlapping the wet joints of the bridge deck, so that the steel main beam 15 is downwards displaced for the first time under the dead weight action of the bridge deck 19 and the wet joints of the bridge deck, and the bridge deck 19 generates compressive stressUnder the dead weight action of the bridge deck 19 and the wet joint of the bridge deck, the steel main beam 15 in the upward convex state starts to move downwards towards the designed line shape, and the concrete bridge deck 19 at the top of the steel main beam is compressed, so that the bridge deck 19 generates compressive stress in the positive bending moment area。
S6, sequentially releasing the cable force of the stay cable 18 in the wet joint area of the overlapped bridge deck, so as to downwards displace the steel main beam 15 again, and generating the increment of compressive stress by the bridge deck 19The cable force release reduces the upward pulling force of the stay cable 18 on the steel girder 15, so that the steel girder 15 is further downwards displaced, and the concrete bridge deck 19 in the positive bending moment area is further compressed by the second downwards displacement, so that the concrete bridge deck is under compressive stressOn the basis of increasing the increment of the compressive stress。
And S7, installing the bridge deck slab 19 in the hogging moment area, overlapping wet joints of the bridge deck slab, tensioning prestressed steel bundles of the bridge deck slab 19 in the hogging moment area, and then constructing bridge deck pavement and auxiliary facilities. After the bridge deck 19 in the positive bending moment area is overlapped and the cable force of the stay cable 18 is released, the steel main beam 15 returns to the designed linear control range, as shown in fig. 8, the bridge deck 19 in the negative bending moment area is installed, the wet joint of the bridge deck is overlapped, the negative bending moment area does not generate negative bending moment due to the construction of the bridge deck 19 in the positive bending moment area and the release of the cable force of the stay cable 18 due to the final overlapping of the negative bending moment area, the prestressed steel bundles of the bridge deck 19 in the negative bending moment area are tensioned, the bridge deck pavement and auxiliary facilities are constructed, and the vehicle is passed after the acceptance inspection is passed.
The scheme of the application has the following advantages:
(1) The bridge deck 19 in the positive bending moment area does not need to be provided with a large number of prestressed corrugated pipes and steel bundles, so that the time of penetrating, stretching, grouting, curing and the like of the prestressed steel bundles can be saved, the equipment and material cost related to stretching of the prestressed steel bundles can be saved, meanwhile, the bridge deck 19 is not provided with the prestressed corrugated pipes, the integrity of the bridge deck 19 is better, and the purposes of improving the construction efficiency, reducing the construction cost and guaranteeing the construction quality are achieved;
(2) The deformation characteristics of the cable-stayed bridge and the stress characteristics of the steel main beam 15, the stay cable 18 and the concrete bridge deck 19 are fully utilized, the stress amplitude of the stay cable 18 and the steel main beam 15 is smaller under the condition of not paving a bridge deck and carrying out secondary constant load in the construction process, the initial tension cable force is properly increased, the overstretched cable force is released after the subsequent bridge deck 19 is installed and overlapped, the stress of the steel main beam 15 and the stay cable 18 can be within the standard range, the stress performance of steel and concrete materials is fully exerted, the use efficiency of the materials in the construction process is improved, the bridge deck 19 generates compressive stress through the adjustment of the working procedures, and the construction method has clear working procedures and simple operation;
(3) By adopting the scheme of the application, the use scene of the section of the combined beam such as a steel box can be improved, the transportation requirement on mountain areas or navigation areas is greatly reduced, the method can be also suitable for combined beam cable-stayed bridges with various sections, the problem of the compressive stress reserve of the bridge deck 19 during the pushing construction of the combined beam cable-stayed bridge is solved, and the application of the pushing construction method in the construction of the combined beam cable-stayed bridge is facilitated.
As a preferred embodiment, the cable force target value in the step S4 is specifically obtained by the following steps:
S41, under the condition of not considering the pre-stress measures, calculating the tensile stress distribution data of the bridge deck 19 in the bridge stage and the operation state, and comparing with the standard requirement, obtaining the compressive stress target value required to be applied by the bridge deck 19 in the full bridge area when meeting the standard stress requirement Specifically, under the condition of not considering the pre-stress measures, according to the construction procedures of S1-S5, the tensile stress distribution data of the bridge deck 19 in the bridge formation stage and the operation state are calculated, and compared with the standard requirement, the compressive stress target value applied by the bridge deck 19 in the full bridge area when meeting the standard stress requirement is obtainedTarget value of compressive stressIs the corresponding compressive stress of the bridge deck 19 of the full bridge region. Additional compressive stress is required to be applied to the entire bridge deck 19 region (particularly the positive bending moment region) to ensure that the tensile stress of the bridge deck 19 does not exceed the allowable specification and the compressive stress target value under the worst operating conditionsA pre-stored target compressive stress value is required to counteract tensile stresses generated in future operations.
S42, according to the target value of the compressive stressAnd said compressive stressThe difference is obtained to obtain the increment of the compressive stress which is required to be increased by the tension of the stay cable 18Increment of compressive stressFor compressive stress generated by self-weight downwarping only in step S5It is not enough, and in the subsequent step S6, the cable force of the stay cable 18 is released, and the compressive stress increment additionally generated in the bridge deck 19 are realized through the secondary downward deflection of the steel main beam 15A target value achieved by active tension adjustment is required.
S43, calculating an influence matrix for increasing the compressive stress of the bridge deck 19 by releasing the stay cables 18.
S44, according to the compressive stress incrementThe influence matrix can be obtained according to the influence of the release of the cable force of each stay cable 18 on the change of the compressive stress of the bridge deck 19 according to the construction procedure, and the part of the influence matrix which has mature technical means and is not described in detail herein.
S45, determining a cable force target value corresponding to each stay cable 18 in the initial tensioning stage according to the cable force increment of the stay cable 18. As a preferred embodiment, the compressive stress of the bridge deck 19 is increased to the compressive stress target value by stretching the prestressed steel bundles in the positive bending moment area without considering the overlapping of the bridge deck 19 and the release of the cable force of the stay cable 18 to increase the compressive stress of the bridge deck 19The primary tension of each stay cable 18 cable is calculated according to the process of tensioning the prestressed steel bundles as requiredAnd adding the calculated cable force increment of the stay cables 18 to obtain a cable force target value corresponding to each stay cable 18 in the initial tensioning stage.
In the embodiment, the cable force target value is calculated through mechanical analysis and reverse deduction, so that the cracking resistance and long-term durability of the bridge deck plate 19 of the finished bridge are accurately ensured.
As a preferred embodiment, the step S5 specifically includes the following steps:
The method comprises the steps of obtaining a positive bending moment maximum position of a positive bending moment region, carrying out segmented and block hoisting on a bridge deck 19 and a superposed bridge deck wet joint from the positive bending moment maximum position to a transition pier 12, carrying out segmented and block hoisting on the bridge deck 19 and the superposed bridge deck wet joint from the positive bending moment maximum position to a cable tower 11, so that under the dead weight action of the bridge deck 19 and the bridge deck wet joint, a steel main beam 15 is downwards displaced for the first time, and the bridge deck 19 generates compressive stress 。
As a preferred example, by sectionally and sectionally hoisting the deck boards 19 and overlapping the wet joints of the deck boards, the bridge boards 19 of the 2-4 sections of the steel main beams 15 are preferably overlapped according to the span size of the bridge.
As a preferred embodiment, the step S45 further includes the following steps:
s451, when the midspan and the side span are in an asymmetric form and are steel-concrete composite beams, obtaining the first step The tower deflection value of the cable tower 11 and the tower root compressive stress variation of the cable tower 11 after the cable stay cable 18 is initially tensioned to the corresponding cable force target value, wherein,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S452, judging whether the tower deviation value is smaller than a first preset threshold value or not, and judging whether the tower root compressive stress variation is smaller than a second preset threshold value or not;
s453, judging the first tower deviation value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value when two of the two values are simultaneously established The root stay rope 18 is in a safe state after being initially tensioned to a corresponding rope force target value;
S454 will Assigning +1 toAnd repeating the steps S451-S453 until all stay cables 18 are checked.
It should be noted that if the bridge is in an asymmetric form of a midspan and a side span, and the midspan and the side span are steel-concrete composite beams, after the cable force of the stay cable 18 is increased in the primary tensioning stage, the stress of the steel main beam 15 should be ensured to be within the standard requirement range, and for an asymmetric cable-stayed bridge, the tensioning of the primary tensioning force and the releasing of the stay cable 18 should be ensured that the stress of the concrete of the root section of the cable tower 11 is ensured to be within the standard requirement range under the condition that the cable tower 11 has a certain tower deflection.
By combiningAssigning +1 toThe next stay rope 18 is tensioned and checked, the process returns to step S451, and the first stepAnd (4) tensioning the +1 stay rope 18 to the target rope force, and then acquiring the tower deflection value and the tower root compressive stress variation after tensioning, performing double-index judgment, and judging whether the stay rope is in a safe state or not. By controlling the tower deflection increment caused by single cable tensioning not to exceed a first preset threshold value, the cable tower 11 is prevented from excessively horizontally displacing due to asymmetric loading or excessive cable force in the construction process, so that the risks of instability, inclination and even collapse of the tower body are avoided. And by controlling the tower root compressive stress increment caused by single cable tensioning not to exceed a second preset threshold value, ensuring that the concrete at the root of the cable tower 11 is always in a safe compression state, and reserving enough strength.
As another preferred embodiment, the step S45 further includes the following steps:
S4501, when the midspan and the side span are in an asymmetric form, the midspan is a steel-concrete composite beam and the side span is a concrete main beam, obtaining the first step The tower deflection value of the cable tower 11, the tower root compressive stress variation of the cable tower 11 and the side span concrete girder tensile stress after the cable stay cable 18 is initially tensioned to the corresponding cable force target value, wherein,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S4502, judging whether the tower deflection value is smaller than a first preset threshold value, judging whether the variation of the tower root compressive stress is smaller than a second preset threshold value, and judging whether the tensile stress of the side span concrete main beam is smaller than a third preset threshold value;
S4503, judging the third step when three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are simultaneously met The root stay rope 18 is in a safe state after being initially tensioned to a corresponding rope force target value;
s4504, will Assigning +1 toAnd repeating the steps S4501-S4503 until all stay cables 18 are checked.
It is noted that if the bridge is in an asymmetrical form of a midspan and a side span, and the midspan is a reinforced concrete composite girder and the side span is a concrete girder, after the cable force of the stay cable 18 is increased in the initial stage, the stress of the steel girder 15 is ensured to be within the standard requirement range byAssigning +1 toThe next stay rope 18 is tensioned and checked, the process returns to step S4501, and the first stay rope is tensionedAnd (4) tensioning the +1 stay cables 18 to the target cable force, and then acquiring the tower deflection value, the tower root compressive stress variation and the concrete girder tensile stress after tensioning, performing triple index judgment, and judging whether the stay cables are in a safe state or not to ensure enough safe storage.
Preferably, the second preset threshold is obtained by:
Obtaining the compressive stress reserve of the root of the cable tower 11 under the action of the dead weight only of the cable tower 11 And obtaining the compressive stress specification control threshold value of the root of the cable tower 11;
Determining the compressive stress reserveAnd the compressive stress specification control thresholdAnd taking the pressure stress difference as the second preset threshold value.
Preferably, the first preset threshold is obtained by the following steps:
Acquiring the compressive stress of the root of the cable tower 11, wherein the compressive stress of the root of the cable tower 11 is equal to the compressive stress standard control threshold value Determining the tower deflection value of the cable tower 11And the tower deflection value is calculatedAs the first preset threshold.
Further, the step S453 further includes the following steps:
judging the first tower deviation value is smaller than a first preset threshold value and at least one of the tower root compressive stress variation is smaller than a second preset threshold value is not established The root stay cable 18 is in an unsafe state after being initially tensioned to a corresponding cable force target value;
And (3) reducing the cable force of the stay cable 18 on the deflection side of the cable tower 11, or constructing a weight on the other side of the deflection of the cable tower 11, or reducing the cable force of the stay cable 18 on the other side of the deflection of the cable tower 11 until two of the tower deflection value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value are simultaneously established, and then entering step S454.
Specifically, when at least one of the tower deviation value being smaller than a first preset threshold value and the tower root compressive stress variation being smaller than a second preset threshold value is not established, judging the firstThe root stay cable 18 is in an unsafe state after being initially tensioned to a corresponding cable force target value, measures are needed immediately, the next cable can not be tensioned directly, three optional adjustment modes are provided in the embodiment, the targets are all to apply a force or moment opposite to the current adverse effect to balance, and the decision is made only when the two indexes of tower deflection and tower root stress meet the safety threshold requirementThe unsafe condition caused by the tensioning of the root stay cable 18 has been adjusted to a safe condition.
Further, the step S4502 further includes the following steps:
And when at least one of the tower deflection value is smaller than a first preset threshold value, the tower root compressive stress variation is smaller than a second preset threshold value and the side span concrete girder tensile stress is smaller than a third preset threshold value is not met, reducing the stay cable 18 cable force on the deflection side of the cable tower 11, or constructing a weight on the other side of the cable tower 11 deflection, or increasing the stay cable 18 cable force on the other side of the cable tower 11 deflection until the three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are met at the same time, and then, the step S4503 is carried out.
Specifically, when at least one of the tower deflection value is smaller than a first preset threshold value, the tower root compressive stress variation is smaller than a second preset threshold value, and the side span concrete girder tensile stress is smaller than a third preset threshold value is not satisfied, judging that the first preset threshold value is not satisfiedThe root stay cable 18 is in an unsafe state after being initially tensioned to a corresponding cable force target value, measures are needed immediately, the next cable can not be tensioned directly, three optional adjustment modes are provided in the embodiment, the targets are all to apply a force or moment opposite to the current adverse effect to balance, and only when three indexes of tower deflection, tower root stress and side span concrete girder tensile stress all meet the safety threshold requirement, the third index is judgedThe unsafe condition caused by the tensioning of the root stay cable 18 has been adjusted to a safe condition.
Preferably, the top surface of the steel main beam 15 of the deck slab wet joint is provided with shear pins. Further, after the bridge deck 19 and the steel main beams 15 are connected in a superposed manner through the bridge deck 19 and the steel bars, the bridge deck 19 and the steel main beams are connected through cast-in-place concrete at wet joints, and shear nails are arranged on the top surfaces of the steel main beams 15 at the wet joints.
The foregoing description is only of the preferred embodiments of the present invention, and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes using the descriptions and drawings of the present invention or directly or indirectly applied to other related technical fields are included in the scope of the invention.
Claims (10)
1. The construction method of the composite beam cable-stayed bridge is characterized by comprising the following steps of:
s1, constructing a cable tower, installing a transition pier, temporarily assembling a bracket at the bridge head and temporarily supporting the pier at the bridge position;
s2, assembling the steel main beams in batches according to manufacturing lines, and installing a front guide beam, a rear guide beam and pushing equipment;
S3, pushing the steel main beam in place and falling the beam in batches by adopting pushing equipment, and removing the front guide beam, the rear guide beam, the temporary splicing bracket of the bridge head and the pushing equipment;
S4, initially Zhang Mei stay cables reach corresponding cable force target values, so that the girder line in the positive bending moment area is in an upward convex state, and then removing the temporary bridge support pier;
S5, installing the bridge deck board in the positive bending moment area, overlapping the wet joints of the bridge deck board, so that the steel girder is downwards displaced for the first time under the dead weight action of the bridge deck board and the wet joints of the bridge deck board, and the bridge deck board generates compressive stress ;
S6, sequentially releasing stay cable force of the wet joint area of the overlapped bridge deck so as to enable the steel main beam to downwards displace again, and enabling the bridge deck to generate compressive stress increment;
And S7, installing a bridge deck slab in the hogging moment area, overlapping wet joints of the bridge deck slab, tensioning prestressed steel bundles of the bridge deck slab in the hogging moment area, and then constructing bridge deck pavement and auxiliary facilities.
2. The method for constructing a composite beam cable-stayed bridge according to claim 1, wherein the cable force target value in the step S4 is obtained specifically by:
s41, under the condition of not considering the pre-stress measures, calculating the tensile stress distribution data of the bridge deck plate in the bridge stage and the operation state, and comparing with the standard requirement, obtaining a compressive stress target value required to be applied by the bridge deck plate in the full bridge region when meeting the standard stress requirement ;
S42, according to the target value of the compressive stressAnd said compressive stressThe difference is used for obtaining the increment of the compressive stress which is required to be increased by the tension of the stay cable;
S43, calculating an influence matrix for releasing the stay cable to increase the compressive stress of the bridge deck plate;
S44, according to the compressive stress increment The influence matrix is used for obtaining the stay cable force increment required by the primary tension stage;
S45, determining a cable force target value corresponding to each stay cable in the initial stage according to the stay cable force increment.
3. The method for constructing a composite beam cable-stayed bridge according to claim 2, wherein the step S5 specifically comprises the steps of:
The method comprises the steps of obtaining a positive bending moment maximum position of a positive bending moment region, hoisting bridge decks and overlapping bridge decks in a segmented and segmented mode from the positive bending moment maximum position to a transition pier, hoisting the bridge decks and overlapping bridge decks in a segmented and segmented mode from the positive bending moment maximum position to a cable tower, and enabling a steel girder to downwards displace for the first time under the action of dead weight of the bridge decks and the bridge decks, wherein compressive stress is generated by the bridge decks 。
4. The method for constructing a composite beam cable-stayed bridge according to claim 2, wherein said step S45 further comprises the steps of:
s451, when the midspan and the side span are in an asymmetric form and are steel-concrete composite beams, obtaining the first step The tower deflection value of the cable tower and the tower root compressive stress variation of the cable tower after the cable stay cable is initially tensioned to the corresponding cable force target value,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S452, judging whether the tower deviation value is smaller than a first preset threshold value or not, and judging whether the tower root compressive stress variation is smaller than a second preset threshold value or not;
s453, judging the first tower deviation value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value when two of the two values are simultaneously established The root stay cable is in a safe state after being initially tensioned to a corresponding cable force target value;
S454 will Assigning +1 toAnd repeating the steps S451-S453 until all stay cables are checked.
5. The method for constructing a composite beam cable-stayed bridge according to claim 2, wherein said step S45 further comprises the steps of:
S4501, when the midspan and the side span are in an asymmetric form, the midspan is a steel-concrete composite beam and the side span is a concrete main beam, obtaining the first step The tower deflection value of the cable tower, the tower root compressive stress variation of the cable tower and the side span concrete girder tensile stress after the cable force target value is reached by the primary tension of the root stay cable,Is a positive integer which is used for the preparation of the high-voltage power supply,The initial value of (1);
S4502, judging whether the tower deflection value is smaller than a first preset threshold value, judging whether the variation of the tower root compressive stress is smaller than a second preset threshold value, and judging whether the tensile stress of the side span concrete main beam is smaller than a third preset threshold value;
S4503, judging the third step when three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are simultaneously met The root stay cable is in a safe state after being initially tensioned to a corresponding cable force target value;
s4504, will Assigning +1 toAnd repeating the steps S4501-S4503 until all stay cables are checked.
6. The method for constructing a composite beam cable-stayed bridge according to claim 4, wherein the second preset threshold value is obtained by:
obtaining the compressive stress reserve of the root of the cable tower under the action of dead weight And obtaining a compressive stress specification control threshold value of the cable tower root;
Determining the compressive stress reserveAnd the compressive stress specification control thresholdAnd taking the pressure stress difference as the second preset threshold value.
7. The method for constructing a composite beam cable-stayed bridge according to claim 6, wherein the first preset threshold value is obtained by:
Obtaining the compressive stress of the cable tower root, wherein the compressive stress of the cable tower root is equal to the compressive stress standard control threshold value Determining the tower deflection value of the cable towerAnd the tower deflection value is calculatedAs the first preset threshold.
8. The method for constructing a composite beam cable-stayed bridge according to claim 4, further comprising the following steps after said step S453:
judging the first tower deviation value is smaller than a first preset threshold value and at least one of the tower root compressive stress variation is smaller than a second preset threshold value is not established The root stay cable is in an unsafe state after being initially tensioned to a corresponding cable force target value;
And (3) reducing the stay cable force of the deviation side of the cable tower, or constructing a weight on the other side of the deviation of the cable tower, or reducing the stay cable force of the other side of the deviation of the cable tower until two of the tower deviation value is smaller than a first preset threshold value and the tower root compressive stress variation is smaller than a second preset threshold value are simultaneously established, and then entering step S454.
9. The method for constructing a composite beam cable-stayed bridge according to claim 5, further comprising the following steps after the step S4502:
And when at least one of the tower deflection value is smaller than a first preset threshold value, the tower root compressive stress variation is smaller than a second preset threshold value and the side span concrete girder tensile stress is smaller than a third preset threshold value is not met, reducing the stay cable force of the deflection side of the cable tower, or constructing a weight on the other side of the cable tower deflection, or increasing the stay cable force of the other side of the cable tower deflection until the three of the tower deflection value is smaller than the first preset threshold value, the tower root compressive stress variation is smaller than the second preset threshold value and the side span concrete girder tensile stress is smaller than the third preset threshold value are met at the same time, and then step S4503 is carried out.
10. The method for constructing a composite beam cable-stayed bridge according to claim 1, wherein the top surface of the steel main beam of the wet joint of the deck slab is provided with shear nails.
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| CN102296526A (en) * | 2011-07-20 | 2011-12-28 | 天津市市政工程设计研究院 | Combination beam-concrete beam mixed cable stayed bridge system |
| CN108999073A (en) * | 2018-08-14 | 2018-12-14 | 张家港市欧微自动化研发有限公司 | A kind of cable-stayed bridge |
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| DE10140733A1 (en) * | 2000-09-29 | 2002-04-25 | Bilfinger Berger Ag | Bridge, esp. arched bridge has arched top booms coupled via suspension trusses to bottom booms of pre-stressed or reinforced concrete |
| KR100423757B1 (en) * | 2001-05-04 | 2004-03-22 | 원대연 | Prestressed composite truss girder and construction method of the same |
| JP2007077630A (en) * | 2005-09-13 | 2007-03-29 | Oriental Construction Co Ltd | Continuous girder using precast main-girder segment, and its erection method |
| KR101372292B1 (en) * | 2013-11-19 | 2014-03-11 | 현대건설주식회사 | Catwalk rope erection method in suspension bridge by controling unreeling speed of catwalk rope |
| CN110032829B (en) * | 2019-05-17 | 2020-11-10 | 成都理工大学 | Stress Calculation Method for Steel-Concrete Composite Beams |
| CN116516826A (en) * | 2023-05-16 | 2023-08-01 | 中交第二航务工程局有限公司 | Construction method for controlling tensile stress drop of main girder of combination girder cable-stayed bridge |
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| CN102296526A (en) * | 2011-07-20 | 2011-12-28 | 天津市市政工程设计研究院 | Combination beam-concrete beam mixed cable stayed bridge system |
| CN108999073A (en) * | 2018-08-14 | 2018-12-14 | 张家港市欧微自动化研发有限公司 | A kind of cable-stayed bridge |
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