CN113565019A - Incremental launching construction method for large-super-high small-radius circular curve steel box girder - Google Patents
Incremental launching construction method for large-super-high small-radius circular curve steel box girder Download PDFInfo
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- CN113565019A CN113565019A CN202110878628.1A CN202110878628A CN113565019A CN 113565019 A CN113565019 A CN 113565019A CN 202110878628 A CN202110878628 A CN 202110878628A CN 113565019 A CN113565019 A CN 113565019A
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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Abstract
The application discloses a large-super-high small-radius circular curve steel box girder pushing construction method, which comprises the following steps of: arranging walking type pushing equipment and a temporary pad beam; assembling the steel box girders, wherein the steel box girders are assembled according to transverse slopes and longitudinal slopes designed for girder bodies during assembling, and the steel box girders are pushed to temporary backing girders on the tops of adjacent capping girders by a pushing jack on an assembling jig and a walking type pushing device on the tops of the capping girders; pushing the curve of the steel box girder; correcting the deviation of the steel box girder; and pushing the counter weight by the steel box girder, planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, and adjusting the counter weight according to the working condition calculation result of each pushing of the steel box girder on the negative reaction working condition and the working condition of unbalanced stress on the inner side and the outer side of the steel box girder. The application achieves the purposes of overcoming the forward bending moment and the torque effect of the cantilever state at the box girder end under the pushing state of the small-radius steel box girder and ensuring the pressure difference of the inner side pushing equipment and the outer side pushing equipment to be within a certain range.
Description
Technical Field
The application relates to the technical field of steel box girder pushing construction, in particular to a large-super-high small-radius circular curve steel box girder pushing construction method.
Background
When the pushing construction is carried out on the high-pier steel box girder bridge in certain mountainous areas, due to the limitation of the topographic conditions of deep trenches in the mountainous areas, no topographic conditions for erecting temporary buttresses exist, if the height of a support needs to reach 70m, a full-space support is not economical, the temporary buttresses become flexible due to overhigh height, the horizontal rigidity is difficult to guarantee, and the resistance effectiveness of the pushing process to longitudinal and transverse horizontal forces is difficult to meet the requirements; and the bridge is located on the super high line, and cross slope and longitudinal slope are all great, and the steel box girder top pushes away the risk that has the side direction and slide forward occasionally, and the problem that small radius brought is that the front end box girder cantilever state not only brought forward bending moment, because the side skew route design line of small radius box girder front end causes the front fulcrum point department box girder to receive the twisting action itself.
The beam body is stressed to be complicated due to the action of torsion and positive bending moment, and meanwhile, the torsion effect can generate a unilateral disengaging trend on a front end fulcrum or an adjacent front end fulcrum; the steel box girder is designed to be parallel to the top bottom plate, the height of the girder is kept at the same height, the reason of a transverse slope and a longitudinal slope is considered, the top bottom plate of the steel box girder is actually a space spiral curved surface, and the operation of transversely and horizontally pushing the steel box girder cannot be carried out according to the mode that the bottom plate of the traditional steel box girder is a plane (the design mode that the bottom surface is kept on a plane, and the inner side and the outer side of the girder are inconsistent and changed).
Aiming at the problems that in the prior art, the stress of a beam body becomes complex due to the action of torsion and forward bending moment during pushing construction of a curved steel box beam, the torsion effect can generate the unilateral disengaging tendency on a front end fulcrum or an adjacent front end fulcrum, and construction cannot be performed according to the conventional transverse pushing mode due to transverse slopes and longitudinal slopes of the steel box beam, an effective solution is not provided at present.
Disclosure of Invention
The application mainly aims to provide a large-super-high small-radius circular curve steel box girder pushing construction method, which aims to solve the problems that in the related technology, the curve steel box girder pushing construction is twisted to add forward bending moment, so that the stress of a girder body becomes complex, meanwhile, the twisting effect can generate the unilateral disengaging trend on a front end fulcrum or a fulcrum of an adjacent front end, and the construction cannot be carried out according to the conventional transverse pushing mode due to the transverse slope and the longitudinal slope of the steel box girder.
In order to achieve the above purpose, as shown in fig. 2, the application provides a large-ultrahigh-small-radius circular curve steel box girder pushing construction method, which includes the following steps:
arranging walking type pushing equipment, mounting the walking type pushing equipment on the tops of all the capping beams, wherein at least two walking type pushing equipment on the tops of all the capping beams are distributed in the transverse bridge direction, and adjusting the transverse slope and the longitudinal slope of the pushing surface of the walking type pushing equipment to enable the walking type pushing equipment to be completely attached to the bottom surface of the steel box girder;
assembling the steel box girders, namely assembling the steel box girders in an assembling field at the bridge head, assembling the steel box girders according to a transverse slope and a longitudinal slope designed for a girder body during assembling, and pushing the steel box girders to temporary backing girders on the tops of adjacent capping girders by using a pushing jack on an assembling jig and walking type pushing equipment on the tops of the capping girders after assembling;
pushing the curve of the steel box girder, controlling walking pushing equipment to push the steel box girder, and controlling the pushing displacement amount of the walking pushing equipment positioned on the inner side and the outer side in a single stroke according to design requirements so as to gradually move the walking pushing displacement amount to a temporary pad girder at the top of the next cover girder in a curve manner;
correcting the steel box girder, namely correcting and adjusting the steel box girder through the transverse correcting function of the walking type pushing equipment according to the design coordinate and the measurement coordinate of the steel box girder;
and pushing the counter weight by the steel box girder, planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, and adjusting the counter weight according to the working condition calculation result of each pushing of the steel box girder on the negative reaction working condition and the working condition of unbalanced stress on the inner side and the outer side of the steel box girder.
Further, the steel box girder pushing counterweight specifically comprises:
planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, and installing a counterweight water bag on the steel box girder according to the calculation result of the working condition of each pushing of the steel box girder;
the walking type pushing equipment positioned on the inner side and the outer side of the top of the capping beam obtains the stress deviation of the inner side and the outer side in real time according to the pressure of the steel box girder and the counterweight water bag when the steel box girder is jacked, and the stress deviation of the inner side and the outer side is within a set value by adjusting the weight of the counterweight water bag.
Furthermore, when the walking type pushing equipment positioned on the inner side and the outer side of the top of the capping beam jacks up the steel box beam, the pressure of the steel box beam and the counterweight water bag is obtained through the pressure sensor, the pressure is transmitted to the main control system, the main control system analyzes the stress deviation of the inner side and the outer side, and the main control system controls the water pump to adjust the weight of the counterweight water bag, so that the stress deviation of the inner side and the outer side is within a set value.
Furthermore, the step of adjusting the weight of the counterweight water bag comprises the steps of injecting water into the counterweight water bag and discharging the water in the counterweight water bag in the pushing process of the steel box girder.
Further, in the pier top arrangement of the walking type pushing equipment, a leveling module is arranged on the top of the capping beam in advance to enable the walking type pushing equipment to be placed horizontally;
and wedge-shaped steel plates and rubber cushion blocks are arranged above the sliding blocks and the temporary pad beams of the walking type pushing equipment so as to adjust the transverse slope and the longitudinal slope of the pushing surface of the walking type pushing equipment to enable the sliding blocks and the temporary pad beams to be completely attached to the bottom surface of the steel box beam.
Further, the steel box girder is rectified specifically as follows:
obtaining deviation correcting data of each walking type pushing device according to the design coordinates and the measurement coordinates of the steel box girder;
and controlling all the walking type pushing equipment positioned below the beam section and the guide beam of the steel box girder to simultaneously lift, and starting a transverse deviation rectifying function by the main control system according to the deviation rectifying data to synchronously finish the transverse deviation rectifying action of the steel box girder.
Furthermore, in the curve pushing process of the steel box girder, the steel box girder is prevented from sliding in the transverse direction and the longitudinal direction through a transverse anti-sliding device and a longitudinal anti-sliding device respectively.
Further, horizontal antiskid moves the device, locates the left and right sides of steel box girder, includes: the connecting bolt, the wedge-shaped steel base plate and the limiting steel plate assembly are connected; wherein the content of the first and second substances,
the connecting bolt is pre-buried and fixed at the top of the cover beam; the wedge-shaped steel base plate and the limiting steel plate assembly are sequentially fixed on the connecting bolt, the lower end face of the wedge-shaped steel base plate is an inclined plane matched with the top face of the cover beam in gradient, and the upper end face of the wedge-shaped steel base plate is a horizontal plane, so that the lower end of the limiting steel plate assembly is fixed on the horizontal plane.
Furthermore, the limiting steel plate assembly comprises a bottom plate, and a transverse vertical plate and a longitudinal vertical plate which are fixedly arranged on the upper end surface of the bottom plate, wherein the transverse vertical plate and the longitudinal vertical plate are arranged in a staggered manner;
the wedge-shaped steel backing plate and the bottom plate are both provided with mounting holes corresponding to the connecting bolts, the wedge-shaped steel backing plate and the bottom plate are sequentially sleeved on the connecting bolts, and the bottom plate is fixed on the connecting bolts through nuts and tightly presses the wedge-shaped steel backing plate.
Further, the longitudinal anti-slip device comprises:
the anchor pulling device comprises an anchor pulling device, an anchoring foundation, a reaction frame, a steel strand and a tensioning jack; wherein the content of the first and second substances,
the anchor pulling device is fixedly arranged on the lower end face of the steel box girder, the anchoring foundation is fixedly arranged in an assembly area of the steel box girder, the tensioning jack and the reaction frame are arranged along the pushing direction of the steel box girder, the reaction frame is fixedly arranged on the anchoring foundation, and the tensioning jack is fixedly arranged on the end face of the reaction frame;
and the first end of the steel strand is fixed on the anchor pulling device, and the second end of the steel strand penetrates through the reaction frame and is connected with the tensioning jack.
In the embodiment of the application, through arrangement of walking type pushing equipment, the walking type pushing equipment is arranged on each capping beam top, at least two walking type pushing equipment on each capping beam top are distributed in a transverse bridge direction, and a transverse slope and a longitudinal slope of a pushing surface of the walking type pushing equipment are adjusted to be completely attached to the bottom surface of the steel box beam; assembling the steel box girders, namely assembling the steel box girders in an assembling field at the bridge head, assembling the steel box girders according to a transverse slope and a longitudinal slope designed for a girder body during assembling, and pushing the steel box girders to temporary backing girders on the tops of adjacent capping girders by using a pushing jack on an assembling jig and walking type pushing equipment on the tops of the capping girders after assembling; pushing the curve of the steel box girder, controlling walking pushing equipment to push the steel box girder, and controlling the pushing displacement amount of the walking pushing equipment positioned on the inner side and the outer side in a single stroke according to design requirements so as to gradually move the walking pushing displacement amount to a temporary pad girder at the top of the next cover girder in a curve manner; correcting the steel box girder, namely correcting and adjusting the steel box girder through the transverse correcting function of the walking type pushing equipment according to the design coordinate and the measurement coordinate of the steel box girder; the steel box girder pushing counterweight method comprises the steps of planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, calculating the result according to the working condition of each pushing of the steel box girder, adjusting the counterweight according to the existing negative reaction working condition and the working condition of unbalanced stress on the inner side and the outer side of the steel box girder, overcoming the positive bending moment and the torque action of the cantilever state at the end of the steel box girder in the pushing state of the small-radius steel box girder, ensuring the pressure difference of the pushing equipment on the inner side and the outer side within a certain range, thereby realizing the purpose of preventing the inner fulcrum and the outer fulcrum of the pier top from being hollow, having strong operability, scientific and reasonable whole stress of the steel box girder, having short pushing construction process period, less site temporary construction and temporary measures, having high economic benefit, being applicable to the technical effect of pushing construction of the steel box girder in complex terrains, and further solving the effect of adding the positive bending moment in the torsion during the pushing construction of the curved steel box girder in the related technology, the stress of the beam body becomes complex, the twisting effect can generate the unilateral tendency of coming to the air to the front end fulcrum or the fulcrum of the adjacent front end, and the construction can not be carried out according to the conventional transverse pushing mode due to the transverse slope and the longitudinal slope of the steel box girder.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, serve to provide a further understanding of the application and to enable other features, objects, and advantages of the application to be more apparent. The drawings and their description illustrate the embodiments of the invention and do not limit it. In the drawings:
FIG. 1 is a schematic structural diagram according to an embodiment of the present application;
FIG. 2 is a schematic view of the application of a weighted water bag according to an embodiment of the present application;
FIG. 3 is a schematic diagram of the longitudinal anti-slip device according to an embodiment of the present application;
FIG. 4 is a schematic structural view of an anchor puller according to an embodiment of the present application;
FIG. 5 is a schematic side view of an anchor puller according to an embodiment of the present application;
FIG. 6 is a schematic structural diagram of a reaction frame according to an embodiment of the present application;
FIG. 7 is a schematic diagram of a top view of a reaction frame according to an embodiment of the present application;
FIG. 8 is a schematic structural view of a lateral anti-slip device according to an embodiment of the present application;
FIG. 9 is a side view of a retainer plate assembly according to an embodiment of the present application;
FIG. 10 is a schematic top view of a restraint panel assembly according to an embodiment of the present disclosure;
FIG. 11 is a schematic illustration of a counterweight step 1 according to an embodiment of the present application;
FIG. 12 is a schematic view of a counterweight step 2 according to an embodiment of the present application;
FIG. 13 is a schematic illustration of a counterweight step 3 according to an embodiment of the present application;
FIG. 14 is a schematic illustration of a counterweight step 4 according to an embodiment of the present application;
FIG. 15 is a schematic view of a counterweight step 5 according to an embodiment of the present application;
FIG. 16 is a schematic view of a counterweight step 6 according to an embodiment of the present application;
FIG. 17 is a schematic view of a counterweight step 7 according to an embodiment of the present application;
FIG. 18 is a schematic view of a counterweight step 8 according to an embodiment of the present application;
FIG. 19 is a schematic illustration of a counterweight step 9 according to an embodiment of the present application;
FIG. 20 is a schematic illustration of a weighting step 10 according to an embodiment of the present application;
FIG. 21 is a schematic view of a counterweight step 11 according to an embodiment of the present application;
FIG. 22 is a schematic illustration of a counterweight step 12 according to an embodiment of the present application;
the water bag comprises a cover beam top 1, a walking type jack 2, a tensioning jack 3, a reaction frame 4, a third connecting plate 41, a vertical plate 42, a bottom plate 43, a reverse pulling pipe 44, a steel box girder 5, a steel strand 6, an anchor pulling device 7, a top plate 71, a first connecting plate 72, a round pipe 73, a second connecting plate 74, an anchoring foundation 8, a walking type pushing device 9, a cover beam top 10, a limiting steel plate assembly 11, a bottom plate 111, a longitudinal vertical plate 113 transverse vertical plate 112, a wedge-shaped steel base plate 12, a connecting bolt 13, a nut 15, a mounting hole 16 and a counterweight water bag 17.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used.
In this application, the terms "upper", "lower", "inside", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
Furthermore, the terms "disposed," "provided," "connected," "secured," and the like are to be construed broadly. For example, "connected" may be a fixed connection, a detachable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
In addition, the term "plurality" shall mean two as well as more than two.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1 to 2, an embodiment of the present application provides a pushing construction method for a mountain area high pier small-radius spiral curve steel box girder without temporary piers, where the pushing construction method for the mountain area high pier small-radius spiral curve steel box girder without temporary piers includes the following steps:
the arrangement of the walking-type pushing equipment 9 is characterized in that the walking-type pushing equipment 9 is arranged on each cover beam top 1, and at least two walking-type pushing equipment 9 on each cover beam top 1 are distributed in the transverse bridge direction; because the top surface and the bottom surface of the steel box girder 5 are in a spiral curve relationship, a transverse slope and a longitudinal slope which are the same as the transverse slope and the longitudinal slope are designed to push the steel box girder 5 in the pushing process. The upper end of the walking type pushing device 9 is used as a pushing surface which is in contact with the bottom surface of the steel box girder 5, and the lower end of the walking type pushing device 9 is a fixing surface which is fixed on the top of the cover girder 1, so that the transverse slope and the longitudinal slope of the pushing surface of the walking type pushing device 9 are adjusted in the embodiment, the pushing surface can be completely attached to the bottom surface of the steel box girder 5, the contact surface of the girder bottom is increased, and the friction force is increased;
assembling the steel box girders 5, assembling the steel box girders 5 at the bridge head assembling site, assembling according to transverse slopes and longitudinal slopes designed by girder bodies during assembling because the top surfaces and the bottom surfaces of the steel box girders 5 are in a spiral curve relationship, and pushing the steel box girders to temporary backing girders on the adjacent cover girder tops 1 by using pushing jacks on an assembling jig and walking type pushing equipment 9 on the cover girder tops 1 after assembling is finished;
pushing a curve of the steel box girder 5, controlling a walking type pushing device 9 to push the steel box girder 5, wherein the single stroke pushing process of the walking type pushing device 9 is as follows: opening a supporting jacking oil cylinder to enable the supporting jacking oil cylinder to synchronously ascend until a steel beam is separated from a temporary pad beam, opening a pushing oil cylinder to enable the steel beam and the upper sliding structure to integrally move forwards until the horizontal pushing oil cylinder finishes a stroke, opening the jacking oil cylinder to enable the steel beam and the upper sliding structure to integrally descend until the jacking oil cylinder is completely separated from the steel beam, opening the pushing oil cylinder to enable the upper sliding structure to return backwards, returning to an initial position, and starting pushing of the next stroke;
because the curve of the steel box girder 5 is a circular curve, the steel box girder 5 needs to move according to the curve in the pushing process. Because two installation positions of the walking type pushing equipment 9 on each cover beam top 1 are needed, the walking type pushing equipment 9 which is needed to be positioned at the inner side and the outer side of each cover beam top 1 pushes the steel box beam 5 according to different displacement amounts, namely, the pushing displacement amounts of the walking type pushing equipment 9 positioned at the inner side and the outer side in a single stroke are controlled according to design requirements, so that the walking type pushing equipment is gradually moved to a temporary pad beam of the next cover beam top 1 in a curve manner;
more specifically, through the actual linear simulation of the radius of the curve of 110m, the length of the central line of the steel box girder 5 is 195000mm, the length of the inner side of the bottom plate 43 of the steel box girder 5 is 190275mm, and the length of the outer side of the bottom plate 43 of the steel box girder 5 is 199625 mm. The walking of the walking machine is set to be 250mm in each stroke, 780 strokes (without 25000mm guide beams) need to be walked by the steel box girder 5, the displacement of each 250mm of the center line of the steel box girder 5 is calculated through simulation, 243.94mm is walked by the web plate on the inner side, 255.93mm is walked by the web plate on the outer side, each inner side and outer side of the walking machine form a fixed value, the steel girder is guaranteed to walk according to a designed position curve in the process of pushing forward, and the walking is repeated in such a way to finish pushing;
because the pushing transverse slope and longitudinal slope angles of the steel box girder 5 are too large, the steel box girder 5 may have deviation in the pushing process, so that the steel box girder 5 needs to be corrected, and the correction adjustment is performed on the steel box girder 5 through the transverse correction function of the walking type pushing equipment 9 according to the design coordinate and the measurement coordinate of the steel box girder 5; the deviation rectification of the steel box girder 5 is as follows:
obtaining the deviation correcting data of each walking type pushing device 9 according to the design coordinates and the measurement coordinates of the steel box girder 5;
controlling all walking type pushing equipment 9 positioned below the beam section and the guide beam of the steel box girder 5 to simultaneously lift, starting a transverse deviation rectifying function by a main control system according to the deviation rectifying data, synchronously finishing the transverse deviation rectifying action of the steel box girder 5, and continuing pushing construction after rechecking without errors;
the steel box girder 5 pushes the counter weight, in order to overcome the positive bending moment and torsion action of the cantilever state at the end of the steel box girder 5 in the pushing state of the small-radius steel box girder 5, prevent the inner and outer fulcrums of the pier top from being empty, and ensure the pressure difference of the inner and outer side pushing devices to be within a certain range, the counter weight in the whole process is needed, the distance of the steel box girder 5 moving forwards in a walking way and the cantilever length of the steel box girder 5 are planned according to the section division of the steel box girder 5, and the counter weight adjustment is carried out on the existing negative reaction working condition and the working condition that the stress on the inner and outer sides of the steel box girder 5 is unbalanced through the working condition calculation result of each pushing of the steel box girder 5.
Through the operation of the near real-time dynamic counterweight system in the pushing process, the emptying trend caused by the alternate appearance of the inner and outer side fulcrums on the pier top is eliminated, the pressure difference of the inner and outer side pushing equipment is ensured to be within a certain range, and the anti-overturning performance of the box girder is ensured to meet the requirement.
The whole construction process of the embodiment has safe and reliable technology and strong operability, the whole stress of the steel box girder 5 is scientific and reasonable, the pushing construction process period is short, the site temporary construction and the temporary measure are less, the economic benefit is high, the method is suitable for the pushing construction of the steel box girder 5 with complex terrain in mountainous areas, the forward bending moment and the torque action of the cantilever state at the end of the steel box girder in the pushing state of the small-radius steel box girder 5 are overcome, and the pressure difference of the inside and outside pushing equipment is ensured to be in a certain range, so that the method realizes the technical effect of preventing the inside and outside fulcrums of the pier top from being separated, has strong operability, the whole stress of the steel box girder 5 is scientific and reasonable, the pushing construction process period is short, the site temporary measure is less, the economic benefit is high, the technical effect of being suitable for the pushing construction of the steel box girder 5 with complex terrain in mountainous areas is realized, and the effect of twisting and adding the forward bending moment during the pushing construction of the curved steel box girder 5 in the related technology is further solved, the stress of the beam body becomes complex, the twisting effect can generate the unilateral tendency of void on the front end pivot or the adjacent front end pivot, and the construction can not be carried out according to the conventional transverse pushing mode due to the transverse slope and longitudinal slope of the steel box girder 5.
As shown in fig. 2, the pushing counterweight of the steel box girder 5 specifically comprises:
planning the walking forward distance of the steel box girder 5 and the region where the sections of the steel box girder 5 are assembled according to the section division of the steel box girder 5, installing the calculation results of all working conditions on the steel box girder 5 in a walking manner, installing a counterweight water bag 17 on the steel box girder 5, installing the counterweight water bag 17 on the steel box girder 5 in advance according to the calculation results before pushing, and calculating the configurable weight of the counterweight water bag 17 according to Midas;
the inner side and outer side walking pushing equipment 9 obtains the stress deviation of the inner side and the outer side in real time according to the pressure of the steel box girder 5 and the counterweight water bag 17 when jacking the steel box girder 5, and the stress deviation of the inner side and the outer side is within a set value by adjusting the weight of the counterweight water bag 17.
In particular, it should be noted that, in order to reduce the instability of the water and to reduce the volume of the water bag, the single weighted water bag 17 is sized: the length is 3m, the width is 2m, the height is 1.5m, and the weight of the water filled in the single counterweight water bag 17 is about 9 t. The walking machine is pressed by the steel beam and the balance weight when being lifted, the walking type pushing equipment 9 on the inner side and the outer side obtains the pressure of the steel box girder 5 and the balance weight water bag 17 through the pressure sensor when the steel box girder 5 is lifted, the pressure is transmitted to the main control system, the main control system analyzes the deviation of the stress on the inner side and the outer side, and the main control system controls the water pump to adjust the weight of the balance weight water bag 17, so that the deviation of the stress on the inner side and the outer side is within a set value.
As shown in fig. 11 to 22, the weighting steps are described in detail as follows, wherein the hatched portion represents that water is filled into the weighting water bag, and the non-hatched portion represents that water is not filled into the weighting water bag:
1. as shown in fig. 11, when the head end of the steel box girder 5 is pushed out for 5m, the head end of the guide girder is just not stressed on the 8# pier top, the inner reaction force 105t of the 9# abutment and the outer reaction force 19.8t are different by 75.4 t;
before pushing construction, 7 empty water bags are required to be arranged at the outer side of the position 5m from the head end of the steel box girder 5 to the large pile number direction for about 14m long, 12.6t of water is added for about every 1m when the steel box girder 5 is pushed to the position 5m, and the total amount of the 7 empty water bags is about 63t when the steel box girder 5 is pushed to the position 5m, so that the steel girder pushing process is kept stable;
2. as shown in fig. 12, when the head end of the steel box girder 5 is pushed out by 30m and the steel box girder 5 reaches the top of the pier No. 8, the inner reaction force 67.5t and the outer reaction force 39.6t of the abutment No. 9 are obtained; the inside reaction force of the 8# pier top is 65.4t, and the outside reaction force is 53.3 t;
in the process that the steel box girder 5 continues to push forwards for 25m, 63t of 7 weight water bags 17 on the outer side need to be drained step by step, about 2.52t of drainage is carried out when pushing forwards for 1m, the head end of the steel box girder 5 reaches the top of the No. 8 pier, and the weight water bags 17 are emptied, so that the steel girder pushing and advancing process is kept stable;
3. as shown in fig. 13, when the head end of the steel box girder 5 is pushed out for 50m, no equipment is stressed on the 7# pier top on the head end of the guide girder, the 8# pier top inner counter force 264t is equal to the outer counter force of-15.9 t, and the difference of the support counter forces is 279 t;
in the process that the steel box girder 5 continues to push for 20m, 14 empty water bags need to be longitudinally arranged from the head end of the steel box girder 5 to the outer side of the position 20m in the direction of the large pile number in advance, and 8 empty water bags are transversely arranged in parallel on the inner side and the outer side of the tail end of the steel box girder 5, so that 22 empty water bags are formed in total. In the pushing process of 20m, adding 9.9t of water for about every 1m of pushing, and when the steel box girder 5 is pushed to the position of 20m, adding 198t of 22 empty water bags in total, so that the steel girder pushing process is kept stable;
4. as shown in fig. 14, when the head end of the steel box girder 5 is pushed out by 52m, the 7# pier top equipment on the guide beam is stressed, the 8# bridge top inner reaction force is 163.6t, the outer reaction force is 66.6t, and the support reaction force is different by 97 t;
in the process that the steel box girder 5 continues to push forward for 2m, the guide beam can be stressed by 7# pier top equipment, the guide beam bottom plate 43 and the equipment top plate 71 are tightly plugged before the 7# pier top equipment is stressed, 8 weight water bags 17 arranged in parallel on the inner side and the outer side of the tail end of the steel box girder 5 are emptied, and the outer side of the tail end of the steel girder is filled with water by arranging the 8 emptied water bags. The 10 counterweight water bags 17 at the head end of the steel box girder 5 are emptied and transferred to the inner side of the head end of the steel box girder 5 for about 20 meters in longitudinal arrangement. At the moment, the longitudinal length of 10 empty water bags is about 20 meters from the head end of the steel beam to the inner side of the large pile number direction, and 12 counterweight water bags 17108t are arranged from the head end of the steel box beam 5 to the outer side of the position 40 meters in the large pile number direction, wherein the longitudinal length of the counterweight water bags is 24 meters. The steel beam pushing process is kept stable;
5. as shown in fig. 15, when the head end of the steel box girder 5 is pushed out by 75m, the 7# pier top equipment on the steel box girder 5 has an 8# pier top inner reaction force of 140.5t and an outer reaction force of 82.7t, and the support reaction force is different by 57.8 t; the reaction force of the inner side of the 7# pier top is 135.7t, and the difference of the support reaction force is 130.3 t;
in the process that the steel box girder 5 continues to push forward for 23m, 6 counterweight water bags 17 at the head end of the outer side are emptied, and about 2.35t of water is discharged every 1m of the steel box girder; the inner 10 empty water bags were filled with water, and about 9t of water was added per 1m of travel on average. When the steel box girder 5 advances for 23m, 54t of water is discharged from the outer side, and 90t of water is added to the inner side, so that the steel girder pushing advancing process is kept stable;
6. as shown in fig. 16, when the head end of the steel box girder 5 is pushed out for 95m, no equipment is stressed on the 6# pier top of the guide girder, and the internal reaction force of the 7# pier top is 252.4t, the external reaction force is 11t, and the support reaction force is different by 241.4 t;
in the process that the steel box girder 5 continues to advance by 20m in a pushing manner, when the steel box girder 5 advances by about 10m in a pushing manner, the support reaction forces on the inner side and the outer side of the 7# pier top are close, so that when the steel girder is pushed by 10m, 10 weight water bags 17 on the inner side are completely emptied one by one from top to bottom, and the unloading is required to be about 9t every time the steel girder is pushed by 1 m. The water bags with the inner side being emptied are transferred to the outer side one by one, and the water bags are arranged from the head end of the steel beam to the position 20m in the direction of the large pile and filled with water. After the steel box girder 5 advances by 20m in a pushing manner, 22 counterweight water bags 17 with the length of 44 meters and 198t are arranged from the head end of the outer side of the top surface of the steel box girder 5 to the position of 20m of the large pile number, so that the steel girder pushing process is stable;
7. as shown in fig. 17, when the head end of the steel box girder 5 is pushed out by 97m, the 6# pier top on the guide beam is stressed, the 7# bridge top inner reaction force is 160.4t, the outer reaction force is 87.9t, and the support reaction force is different by 72.5 t; the 8# top bridge inner side reaction force 133t and the outer side reaction force 71.2t are different by 61.8 t;
in the process that the steel box girder 5 continues to push forward for 2m, the guide beam can be stressed by the No. 6 pier top equipment, the guide beam bottom plate 43 and the equipment top plate 71 are compacted before the No. 6 pier top equipment is stressed, 14 of the existing 22 counterweight water bags 17 at the top surface of the steel box girder 5 are completely emptied, at the moment, 14 empty water bags are arranged in the interval of 20m to 48m from the head end of the steel box girder 5 to the large pile number direction, and 8 counterweight water bags 17 are arranged in the interval of 48m to 64m for about 72t, so that the steel girder pushing process is kept stable;
8. as shown in fig. 18, when the head end of the steel box girder 5 is pushed out by 120m, the 6# pier top equipment on the steel box girder 5 is stressed, the 6# bridge top inner reaction force is 31.7t, the outer reaction force is 104.6t, and the support reaction force is different by 72.9 t;
and in the process that the steel box girder 5 continues to push forward for 23m, emptying 8 existing counterweight water bags 17 at the head end of the steel box girder 5 in the interval of 48m to 64m in the large pile number direction, and drawing out 3.13t of water per 1m of advancing on average. When the steel box girder 5 advances for 23m, 22 empty water bags are arranged in the interval of 20m to 64m from the head end of the steel box girder 5 to the direction of the large pile number, so that the pushing advancing process of the steel girder is kept stable;
9. as shown in fig. 19, when the head end of the steel box girder 5 is pushed out for 140m, no equipment is stressed on the top of the 5# pier on the guide beam, the inside reaction force 292.5t of the top of the 6# pier is 25.6t of the outside reaction force, and the difference of the support reaction force is 318.1 t;
and in the process that the steel box girder 5 continues to push for 20m, 22 existing empty water bags are filled with water from the head end of the steel box girder 5 to the large pile number direction within the range of 20m to 64m, and the average water adding amount of 9.9t is planned to be carried out every 1 m. When the steel beam advances for 20m, 22 counterweight water bags 17 in the interval of 20m to 64m from the head end of the steel box girder 5 to the large pile number direction are filled with water and have counterweight about 198t, so that the pushing and advancing process of the steel beam is kept stable;
10. as shown in fig. 20, when the head end of the steel box girder 5 is pushed out for 142m, the guide beam can apply force to the No. 5 pier top equipment, the No. 6 pier top inner side reaction force is 160.3t, the outer side reaction force is 84.8t, and the difference of the support reaction force is 75.5 t;
in the process that the steel box girder 5 continues to push forward for 2m, the guide beam can bear the stress of No. 5 pier top equipment, the guide beam bottom plate 43 and the equipment top plate 71 are compacted before the No. 6 pier top equipment bears the stress, 14 counterweight water bags 17 at the tail ends of the existing 22 counterweight water bags 17 on the top surface of the steel box girder 5 are emptied, at the moment, 8 counterweight water bags 17 are filled with water and weighed for about 72t in the interval from the head end of the steel box girder 5 to the large pile number direction from 20m to 36m, and 14 empty water bags are arranged in the interval from the head end of the steel box girder 5 to the large pile number direction from 36m to 64m, so that the pushing process of the steel girder is kept stable;
11. as shown in fig. 21, when the head end of the steel box girder 5 is pushed out by 160m, the 6# pier top on the steel box girder 5 has an inner reaction force of 135.5t and an outer reaction force of 119.7t, and the support reaction force is different by 15.8 t;
in the process that the steel box girder 5 continues to push for 18m, the existing 8 counterweight water bags 1772t from the head end of the steel box girder 5 to the large pile number direction within the range of 20m to 36m are completely emptied, and about 4t is discharged when the steel box girder 5 advances for 1m on average. At the moment, 22 empty water bags are arranged in the interval of 20m to 64m from the head end of the top surface of the steel beam to the direction of the large pile, so that the pushing process of the steel beam is kept stable;
12. as shown in fig. 22, in the process that the steel box girder 5 continues to advance to the small pile number to reach the design position of the pier top # 4, the difference between the support reaction force of the inner side and the support reaction force of the outer side of each pier top is small, the steel girder pushing process is relatively stable, all the air water bags can be completely removed, and the steel box girder 5 has no balance weight.
Further, the step of adjusting the weight of the water bag 17 includes filling water into the water bag 17 and discharging the water from the water bag 17 during the pushing process of the steel box girder 5.
Further, in the arrangement of the pier top of the walking type pushing equipment 9, a leveling module is installed in front of the top beam 1 to enable the walking type pushing equipment 9 to be horizontally placed;
wedge-shaped steel plates and rubber cushion blocks are arranged above the sliding blocks and the temporary pad beams of the walking type pushing equipment 9 so as to adjust the transverse slope and the longitudinal slope of the pushing surface of the walking type pushing equipment 9 and enable the transverse slope and the longitudinal slope to be completely attached to the bottom surface of the steel box beam 5.
Further, in the curve pushing process of the steel box girder 5, the steel box girder 5 is prevented from sliding in the transverse direction and the longitudinal direction by the transverse anti-sliding device and the longitudinal anti-sliding device respectively.
As shown in fig. 8 to 10, the lateral anti-sliding device is provided on the left and right sides of the steel box girder 5, and includes: the connecting bolt 13, the wedge-shaped steel backing plate 12 and the limiting steel plate assembly 11; wherein the content of the first and second substances,
the connecting bolt 13 is pre-embedded and fixed on the cover beam top 1; the wedge-shaped steel base plate 12 and the limiting steel plate assembly 11 are sequentially fixed on the connecting bolt 13, the lower end face of the wedge-shaped steel base plate 12 is an inclined face matched with the inclination of the top face 1 of the cover beam, and the upper end face of the wedge-shaped steel base plate is a horizontal plane so that the lower end of the limiting steel plate assembly 11 is fixed on the horizontal plane.
In this embodiment, this horizontal stop device sets up to two and is located the 5 top in the top of pushing direction of steel box girder, and connecting bolt 13 is pre-buried in advance and is fixed at the top of bent cap, and connecting bolt 13 has certain pre-buried degree of depth to improve structural strength. Because the device is applied to the top of non-horizontal plane and pushes away, consequently 1 portion in the bent cap top and steel box girder 5 all are in the tilt state, and for preventing that steel box girder 5 from producing the side direction and sliding, spacing steel sheet subassembly 11 should be fixed at the horizontal plane, consequently install wedge steel backing plate 12 at spacing steel sheet subassembly 11 lower extreme, wedge steel backing plate 12 is through its lower terminal surface that matches with girder steel top gradient for wedge steel backing plate 12 up end is in the horizontal plane, namely makes spacing steel sheet subassembly 11 lower extreme fix on wedge steel backing plate 12's horizontal plane.
According to the implementation, the high-strength bolt pre-embedded on the cover beam and the wedge-shaped leveling cushion block are arranged on one side of the cover beam, the transverse side distance is about 5115cm from the steel box beam, so that the lateral sliding possibly existing when the steel box beam 5 is under the action of external force can be limited, the safety of non-horizontal plane pushing construction of the steel box beam 5 is guaranteed, the plane position of the steel box beam 5 can be finely adjusted in the pushing process, the steel beam pushing linearity is guaranteed to meet the design linearity, and the pushing efficiency is improved.
As shown in fig. 8 to 10, the distance between the limiting steel plate assembly 11 and the steel box girder 5 is 10-20cm, so that friction between the limiting steel plate assembly 11 and the steel box girder 5 is not easily generated during the pushing process, and the smooth pushing is not affected. The height difference between the top end of the limiting steel plate assembly 11 and the bottom end of the steel box girder 5 is 30-50cm, so that the steel box girder 5 can be effectively prevented from sliding laterally.
As shown in fig. 8 to 10, the limiting steel plate assembly 11 includes a bottom plate 43, and a transverse riser 42 and a longitudinal riser 42 fixedly disposed on an upper end surface of the bottom plate 43, the transverse riser 42 and the longitudinal riser 42 are alternately disposed to form a grid structure, and adjacent transverse risers 42 and longitudinal risers 42 are welded and fixed. The longitudinal risers 42 are three, and the transverse risers 42 on one side of the longitudinal risers 42 are also three, so that the limiting steel plate assembly 11 comprises three longitudinal risers 42 and nine transverse risers 42.
As shown in fig. 8 to 10, the number of the connecting bolts 13 is 8, the connecting bolts are uniformly embedded in the top 1 of the capping beam in two groups, and the embedding depth of the connecting bolts 13 is at least 450mm, so that the structural strength of the whole limiting device is ensured.
As shown in fig. 8 to 10, the wedge-shaped steel base plate 12 and the bottom plate 43 are both provided with mounting holes 16 corresponding to the connecting bolts 13, the wedge-shaped steel base plate 12 and the bottom plate 43 are sequentially sleeved on the connecting bolts 13, the bottom plate 43 is fixed on the connecting bolts 13 through nuts 15 and compresses the wedge-shaped steel base plate 12, and when the inclination of the top 1 of the cover beam is different, the inclination of the lower end face of the wedge-shaped steel base plate 12 needs to be adjusted to be matched with the top 1 of the cover beam.
As shown in figures 8 to 10, the thickness of the bottom plate 43, the transverse vertical plate 42 and the longitudinal vertical plate 42 are all 2cm, the thickness of the wedge-shaped steel backing plate 12 is 20-39mm, and the connecting bolts 13 are
Full-wire high-strength bolt.
As shown in fig. 3 to 7, the longitudinal anti-slip device includes:
the anchor pulling device 7, the anchoring foundation 8, the reaction frame 4, the steel strand 6 and the tensioning jack 3; wherein the content of the first and second substances,
the anchor pulling device 7 is fixedly arranged on the lower end face of the steel box girder 5, the anchoring foundation 8 is fixedly arranged in an assembly area of the steel box girder 5, the tensioning jack 3 and the reaction frame 4 are arranged along the pushing direction of the steel box girder 5, the reaction frame 4 is fixedly arranged on the anchoring foundation 8, and the tensioning jack 3 is fixedly arranged on the end face of the reaction frame 4;
the first end of the steel strand 6 is fixed on the anchor pulling device 7, and the second end passes through the reaction frame 4 and is connected with the tensioning jack 3.
In this embodiment, the anchor pulling device 7, the reaction frame 4 and the tension jack 3 are sequentially arranged along the pushing direction of the steel box girder 5, the anchor pulling device 7 is fixedly arranged on the lower end face of the steel box girder 5 and located on one side of the steel box girder 5 far away from the tension jack 3, the anchor pulling device 7 can be specifically fixed at a position 1.5m away from the tail of the steel box girder 5, bolt holes of the anchor pulling device 7 are reserved on the lower end face of the steel box girder 5, and the anchor pulling device 7 is fixedly connected with the bolt holes through bolts. The anchoring foundation 8 is arranged in the middle of the splicing area of the steel box girder 5, and the anchoring foundation 8 can be a concrete foundation poured on the top 10 of the capping beam. The reaction frame 4 is fixed on the anchoring foundation 8, the tensioning jack 3 is fixed at the right end of the reaction frame 4, and the tensioning jack 3 can be a 1000KN jack. The anchor pulling device 7 is arranged on the lower end face of the steel box girder 5 and is bolted, a steel strand 6 is penetrated and is fixed by an anchorage device and a clamping piece, the other end of the steel strand 6 is penetrated into the reaction frame 4 and the tensioning jack 3 and is fixed by the anchorage device and the clamping piece, the steel strand 6 is loose at the moment, the difference between the loose length and the tightening is one pushing stroke of the walking jack 2, the steel strand 6 is slowly tightened during pushing, after the one pushing stroke is in place, the clamping piece of the anchor pulling device 7 is released for anchoring, and the steel strand 6 is released and re-anchored to enter the next pushing stroke. In the pushing process of the steel box girder 5, the steel stranded wires 6 have no tension on the steel box girder 5, and only when the steel box girder 5 slides relative to the pushing jack, the reverse-pulling steel stranded wires 6 can act on the steel box girder 5 to prevent the steel box girder 5 from continuously sliding forwards.
Can make things convenient for, effectually prevent through this system of drawing against that steel box girder 5 from producing at the top pushing in-process and sliding, also can adjust the position deviation of steel box girder 5 at the top pushing in-process, the accessible adjusts the elasticity degree of steel strand wires 6 and carries out the fine setting to steel box girder 5 position.
In order to further improve the stability of the pushing process of the steel box girder 5, the reverse-pulling systems are arranged into two groups and are respectively arranged on two sides of the steel box girder 5, and 4 steel strands 6 of each group of reverse-pulling systems are arranged. When each section of steel box girder 5 is pushed to move forward to the abutment position from the splicing area, after the steel box girder 5 is confirmed to be stable, the steel strand 6 on the left side or the right side is dismantled and connected with the rear steel box girder 5 sectional anchor pulling device 7 and tensioned, the steel strand 6 on the other side is dismantled and connected with the rear steel box girder 5 sectional anchor pulling device 7 and tensioned, and the purpose of preventing forward longitudinal sliding is achieved through the circulation effect.
As shown in fig. 3 to 7, the anchor puller 7 includes: the top plate 71, the top plate 71 is fixedly connected with the lower end face of the steel box girder 5 through bolts; the round pipe 73 is used for fixing the steel strand 6, and the round pipe 73 is fixedly arranged at the lower end of the top plate 71; the two first connecting plates 72 are arranged on two sides of the circular tube 73, the upper end of each first connecting plate 72 is fixedly connected with the lower end face of the top plate 71, arc-shaped grooves matched with the outer circumferential face of the circular tube 73 are formed in opposite faces of the two first connecting plates 72, and the circular tube 73 is fixedly arranged in the arc-shaped grooves.
The anchor puller 7 further comprises: the second connecting plates 74 are arranged in four groups, are positioned on two sides of the circular tube 73 in a pairwise manner, are perpendicular to the first connecting plates 72, the upper end of each group of the second connecting plates 74 is fixedly connected with the lower end face of the top plate 71, and the side ends of each group of the second connecting plates 74 are fixedly connected with the corresponding first connecting plates 72; the second connecting plate 74 is fixedly connected with the surface of the round tube 73 at the side close to the circumferential surface of the round tube 73. Through the arrangement of the first connecting plate 72, the second connecting plate 74 and the arc-shaped groove, the structural strength of the anchor pulling device 7 is improved.
As shown in fig. 3 to 7, the reaction frame 4 includes: the bottom plate 43 is fixedly arranged on the anchoring foundation 8 through bolts; the vertical plate 42 is fixedly arranged on the bottom plate 43, the counter-pull jack is fixedly connected with the vertical plate 42, and a through hole for the steel strand 6 to pass through is formed in the vertical plate 42; the two third connecting plates 41 are vertically and fixedly arranged on the bottom plate 43, and the end surfaces of the third connecting plates 41 are fixedly connected with the side surfaces of the vertical plates 42; and the reaction tube is fixedly arranged between the two third connecting plates 41, one end of the reaction tube is close to the through hole and is in a flat shape, and the other end of the reaction tube is in a bevel shape. The vertical plate 42 and the third connecting plate 41 are fixedly connected through a plurality of stiffening ribs. The steel strand 6 extends out from the bevel end of the reaction tube and is connected with the anchor pulling device 7, so the height drop of the anchor pulling device 7 and the reaction frame 4 can be reduced through the arrangement of the bevel shape, and the friction between the steel strand 6 and the reaction frame 4 is reduced.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A large-super-high small-radius circular curve steel box girder pushing construction method is characterized by comprising the following steps:
arranging walking type pushing equipment and temporary backing beams, installing the walking type pushing equipment and the temporary backing beams on the tops of all the capping beams, wherein at least two walking type pushing equipment on the tops of all the capping beams are distributed in a transverse bridge direction, and adjusting a transverse slope and a longitudinal slope of a pushing surface of the walking type pushing equipment to enable the walking type pushing equipment to be completely attached to the bottom surface of the steel box girder;
assembling the steel box girders, namely assembling the steel box girders in an assembling field at the bridge head, assembling the steel box girders according to a transverse slope and a longitudinal slope designed for a girder body during assembling, and pushing the steel box girders to temporary backing girders on the tops of adjacent capping girders by using a pushing jack on an assembling jig and walking type pushing equipment on the tops of the capping girders after assembling;
pushing the curve of the steel box girder, controlling walking pushing equipment to push the steel box girder, and controlling the pushing displacement amount of the walking pushing equipment positioned on the inner side and the outer side in a single stroke according to design requirements so as to gradually move the walking pushing displacement amount to a temporary pad girder at the top of the next cover girder in a curve manner;
correcting the steel box girder, namely correcting and adjusting the steel box girder through the transverse correcting function of the walking type pushing equipment according to the design coordinate and the measurement coordinate of the steel box girder;
and pushing the counter weight by the steel box girder, planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, and adjusting the counter weight according to the working condition calculation result of each pushing of the steel box girder on the negative reaction working condition and the working condition of unbalanced stress on the inner side and the outer side of the steel box girder.
2. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder according to claim 1, wherein the incremental launching counterweight of the steel box girder is specifically as follows:
planning the walking forward distance of the steel box girder and the cantilever length of the steel box girder according to the section division of the steel box girder, and installing a counterweight water bag on the steel box girder according to the calculation result of the working condition of each pushing of the steel box girder;
the walking type pushing equipment positioned on the inner side and the outer side of the top of the capping beam obtains the stress deviation of the inner side and the outer side in real time according to the pressure of the steel box girder and the counterweight water bag when the steel box girder is jacked, and the stress deviation of the inner side and the outer side is within a set value by adjusting the weight of the counterweight water bag.
3. The incremental launching construction method for the large, ultrahigh and small radius circular curve steel box girder as claimed in claim 2, wherein the walking incremental launching equipment located at the inner side and the outer side of the top of the capping beam obtains the pressure of the steel box girder and the counterweight water bag through the pressure sensor when the steel box girder is jacked, and transmits the pressure to the main control system, the main control system analyzes the deviation of the inner side and the outer side stress, and the main control system controls the water pump to adjust the weight of the counterweight water bag, so that the deviation of the inner side and the outer side stress is within a set value.
4. The pushing construction method for the large, ultrahigh and small-radius circular curve steel box girder as claimed in claim 3, wherein the adjusting of the weight of the counterweight water bag comprises injecting water into the counterweight water bag and discharging the water in the counterweight water bag during the pushing of the steel box girder.
5. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder as claimed in claim 4, wherein in the arrangement of the pier top of the walking incremental launching equipment, a leveling module is mounted on the top of the capping beam in advance to enable the walking incremental launching equipment to be placed horizontally;
and wedge-shaped steel plates and rubber cushion blocks are arranged above the sliding blocks and the temporary pad beams of the walking type pushing equipment so as to adjust the transverse slope and the longitudinal slope of the pushing surface of the walking type pushing equipment to enable the sliding blocks and the temporary pad beams to be completely attached to the bottom surface of the steel box beam.
6. The incremental launching construction method for the large and ultrahigh small-radius circular curve steel box girder according to any one of claims 1 to 5, wherein the deviation rectification of the steel box girder is specifically as follows:
obtaining deviation correcting data of each walking type pushing device according to the design coordinates and the measurement coordinates of the steel box girder;
and controlling all the walking type pushing equipment positioned below the beam section and the guide beam of the steel box girder to simultaneously lift, and starting a transverse deviation rectifying function by the main control system according to the deviation rectifying data to synchronously finish the transverse deviation rectifying action of the steel box girder.
7. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder as claimed in claim 6, wherein in the incremental launching process of the steel box girder curve, the steel box girder is prevented from sliding in the transverse direction and the longitudinal direction by a transverse anti-sliding device and a longitudinal anti-sliding device respectively.
8. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder according to claim 7, wherein the transverse anti-sliding devices are arranged on the left side and the right side of the steel box girder and comprise: the connecting bolt, the wedge-shaped steel base plate and the limiting steel plate assembly are connected; wherein the content of the first and second substances,
the connecting bolt is pre-buried and fixed at the top of the cover beam; the wedge-shaped steel base plate and the limiting steel plate assembly are sequentially fixed on the connecting bolt, the lower end face of the wedge-shaped steel base plate is an inclined plane matched with the top face of the cover beam in gradient, and the upper end face of the wedge-shaped steel base plate is a horizontal plane, so that the lower end of the limiting steel plate assembly is fixed on the horizontal plane.
9. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder as recited in claim 8, wherein the limiting steel plate assembly comprises a bottom plate, and a transverse vertical plate and a longitudinal vertical plate which are fixedly arranged on the upper end surface of the bottom plate, and the transverse vertical plate and the longitudinal vertical plate are arranged in a staggered manner;
the wedge-shaped steel backing plate and the bottom plate are both provided with mounting holes corresponding to the connecting bolts, the wedge-shaped steel backing plate and the bottom plate are sequentially sleeved on the connecting bolts, and the bottom plate is fixed on the connecting bolts through nuts and tightly presses the wedge-shaped steel backing plate.
10. The incremental launching construction method for the large, ultrahigh and small-radius circular curve steel box girder according to claim 9, wherein the longitudinal anti-slipping device comprises:
the anchor pulling device comprises an anchor pulling device, an anchoring foundation, a reaction frame, a steel strand and a tensioning jack; wherein the content of the first and second substances,
the anchor pulling device is fixedly arranged on the lower end face of the steel box girder, the anchoring foundation is fixedly arranged in an assembly area of the steel box girder, the tensioning jack and the reaction frame are arranged along the pushing direction of the steel box girder, the reaction frame is fixedly arranged on the anchoring foundation, and the tensioning jack is fixedly arranged on the end face of the reaction frame;
and the first end of the steel strand is fixed on the anchor pulling device, and the second end of the steel strand penetrates through the reaction frame and is connected with the tensioning jack.
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| CN114214967A (en) * | 2021-12-25 | 2022-03-22 | 中交路桥建设有限公司 | Pushing installation method for large-span non-support steel box girder of high pier in mountainous area |
| CN114427183A (en) * | 2022-03-01 | 2022-05-03 | 沈阳建筑大学 | Intelligent control's little curve antidumping steel box girder system |
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