CN113322813A - Method for solving synchronous pushing of large-span steel concrete composite beam by using cable-stayed tower - Google Patents
Method for solving synchronous pushing of large-span steel concrete composite beam by using cable-stayed tower Download PDFInfo
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- CN113322813A CN113322813A CN202110481489.9A CN202110481489A CN113322813A CN 113322813 A CN113322813 A CN 113322813A CN 202110481489 A CN202110481489 A CN 202110481489A CN 113322813 A CN113322813 A CN 113322813A
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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
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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
Abstract
The invention discloses a method for solving the problem of synchronous pushing of a large-span steel concrete composite beam by utilizing a cable-stayed tower, which comprises the steps of installing the tower on a steel box beam, wherein the bottom of the tower is provided with a hinged support so as to be connected with the top of the steel box beam through the hinged support; and pushing the guide beam and the steel box beam to the middle pier and the guide beam receiving platform from the splicing area by using a pushing device, wherein the tower can incline at a small angle under the action of the hinged support in the pushing process. The hinged support is arranged at the bottom of the tower frame to enable the tower frame to be tiltable, the constraint that the tower frame can rotate along the bridge direction can be released, so that the tower frame and the steel box girder can rotate freely, in the pushing process, when the pushing cantilever is enlarged or is in pier erection, the change of the horizontal force at the top of the tower frame can be automatically eliminated in a tower frame tilting mode, the whole tower frame is only pressed and is not bent, the bending moment at the root part is eliminated, the stress concentration is avoided, the structure safety is guaranteed, and the problem of temporary tower frame root stress concentration when the large-span steel concrete composite girder is synchronously pushed is solved.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a method for synchronously pushing a long-span steel-concrete composite beam by using a cable-stayed tower.
Background
The steel box girder pushing construction method is commonly used in bridge construction needing to cross river channels and busy road sections, and has the advantages of simple construction method, low cost, high speed, safety, controllability and the like. Along with the increasingly complex geology that faces in the bridge construction, the river course that the bridge strides is wider more and more, makes steel box girder span bigger and bigger, and the mode of setting up interim mound more commonly used originally is influenced by factors such as geology, shipping influence, and can't use, and does not set up interim mound, has further challenge to the linear control of steel box girder, prop up counter-force control, amount of deflection control etc.. The existing solution is to provide a guide beam structure, which mainly comprises a guide beam and a tower frame, wherein the guide beam is extended and arranged at the front part of the steel box girder, the tower frame is vertically arranged on the steel box girder, a plurality of slings are arranged on the tower frame, and the slings respectively suspend and pull the steel box girder and the guide beam so as to realize the suspension and pull of the guide beam, thereby improving the linear control, the support reaction control and the deflection control of the steel box girder to a certain extent. Chinese patent application CN201710672713.6 discloses an auxiliary pushing construction method for a large-span steel box girder sling tower, which belongs to a construction method for a large-span bridge, and the construction method reduces the downwarping and the steel box girder stress caused by the large hogging moment of a large-span steel girder pushing cantilever by arranging the sling tower and a guide beam for auxiliary pushing; the problem that structural stress and linear change of the steel box girder meet design requirements in the construction process is solved by designing a plurality of layers of slings on the sling tower; a jacking device and a landing pad sliding cushion block are arranged to realize a method for adjusting the elevation for multiple times, so that the linear change of the steel beam in the jacking process is solved; the design of the adjustable guiding and correcting device is suitable for the linear change of the steel box girder. However, in the pushing process, along with the increase of the cantilever of the guide beam and the steel box girder, the tension cable force at the end of the guide beam is increased, so that the tower has a forward tilting trend, after the guide beam is subjected to pier installation, the front end top pushing buttress is involved in the whole system to start acting, so that the tension cable force value at the end of the guide beam is reduced, and the tower has a backward tilting trend. If the tower is welded on the steel box girder in a consolidation mode, horizontal force can be formed at the top end of the tower due to the change of the cable force of the tension cable, huge bending moment can be generated at the root of the tower, and stress concentration is caused at the joint of the bottom of the tower and the top of the steel box girder, so that the structure safety is influenced.
Disclosure of Invention
Aiming at the defects, the invention provides a method for solving the problem of stress concentration at the connecting part of the bottom of a tower and the top of a steel box girder due to the fact that the tower is fixed on the steel box girder in the synchronous pushing of the large-span steel concrete composite girder by utilizing a cable-stayed tower.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method for solving the problem of synchronous pushing of a large-span steel concrete composite beam by using a cable-stayed tower comprises the following steps:
s1, laying splicing areas, middle piers and a guide beam receiving platform in a construction area, respectively laying thrusters on the splicing areas, the middle piers and the guide beam receiving platform, splicing the guide beam in the splicing areas, and splicing at least one section of steel box beam at the tail end of the guide beam;
s2, pushing the guide beam and the steel box beam forwards by using a pushing device, and continuously installing the multi-section sections of the steel box beam at the splicing area;
s3, installing a tower frame on the steel box girder, wherein two sides of the tower frame are respectively connected with the steel box girder and the guide beam through a tension cable, the tension cable is provided with a tension jack to adjust the cable force of the tension cable, and the bottom of the tower frame is provided with a hinged support to be connected with the top of the steel box girder through the hinged support; meanwhile, the guide beam and the steel box girder are pushed forwards by utilizing a pushing device, and the multi-section sections of the steel box girder are continuously installed at the splicing area;
and S4, sequentially pushing the guide beam and the steel box girder to the middle pier and the guide beam receiving platform from the splicing area by utilizing a pushing device, wherein in the pushing process, the tower can be correspondingly inclined under the action of the hinged support.
Further, in step S4, the ends of the steel box girders are respectively installed at the subsequent sections so that the steel box girders span the whole construction area; and when the guide beam reaches the guide beam receiving platform, the guide beam and the tower frame are dismantled, and then the pushing device pushes the whole steel box beam in place.
Further, in step S3, when the tower is installed, the hinged support is installed first, and then the tower is installed, the tower is in a multi-layer stacking installation form, a layer of cable wind is arranged on an even number of layers of towers, each layer of cable wind is in a splayed shape and connects the tower with the steel box girder, the angle of the cable wind and the horizontal included angle are 30-45 degrees, pre-tightening is needed when the cable wind is installed to ensure the stability of the tower, and after the tower is completely assembled in place, a tension cable is arranged and tensioned, the cable wind can be removed.
Furthermore, the hinged support comprises a lower fork lug and an upper fork lug which are mutually rotatably arranged, the upper fork lug is positioned on the lower fork lug, a rotating plane between the lower fork lug and the upper fork lug is parallel to the longitudinal direction of the guide beam, and a temporary locking piece is arranged between the lower fork lug and the upper fork lug to temporarily limit the lower fork lug and the upper fork lug from mutually rotating.
Further, when the tower is installed, the hinged support is temporarily locked through the temporary locking piece, and after the tower is completely assembled in place, a tension cable is arranged and tensioned, the cable wind can be detached and the temporary locking of the temporary locking piece can be released.
Further, when the height difference between the bottom of the guide beam and the pier pad is small, an upper pier jack is arranged below the nose bridge of the guide beam to assist in pier loading, the upper pier jack is firstly retracted to the bottom, a corresponding height is arranged according to the height difference facing the pier, then the nose bridge is jacked up by the upper pier jack, forward jacking is carried out, the jacking device is reset after the upper pier jack passes over the jacking device, the load of the upper pier jack is removed, force is transferred to the jacking device, and pier loading is completed.
Further, when the height difference between the bottom of the guide beam and the pier pad is large, and the guide beam is difficult to pier, under the condition that the internal force of the steel box girder, the stress of the tower and the cable force of the tension cable are guaranteed to have enough safety factors, the front end of the guide beam is upwarped in a tension cable tensioning mode, the bottom of the nose bridge of the guide beam is higher than the pushing device, after the front end of the guide beam passes over the pushing device and smoothly goes up the pier, the cable force of the tension cable is released, and the guide beam descends to the pushing device.
Further, when the height difference between the bottom of the guide beam and the pier pad is too large, and the guide beam is difficult to lift the pier, the lifting pad is lifted at the pushing buttress at the rear part, and when all the pushing devices lift the top, the lifting pad is lifted by different buttresses, the elevation of the buttresses is adjusted, the elevation of the cantilever end of the guide beam and the steel box girder is changed, so that the front end of the guide beam is lifted upwards, and the smooth pier lifting is realized.
Furthermore, the top end of the tensioning cable is connected with a fixed end anchor box, the bottom end of the tensioning cable is connected with a tensioning end anchor box, the fixed end anchor box is installed at the top of the tower frame, the tensioning end anchor box is installed on the top surface of the steel box girder or the guide girder, and the tensioning jack is installed in the tensioning end anchor box.
Furthermore, one end of the tensioning cable close to the tensioning end anchor box is connected with a pull rod through a connecting anchor, the pull rod penetrates through the tensioning end anchor box and penetrates through the tensioning jack, and a pull rod nut and a tensioning nut are respectively arranged at the front position and the rear position of the tensioning jack on the pull rod.
Compared with the prior art, the invention has the beneficial effects that: the tower can be inclined by arranging the hinged support at the bottom of the tower, namely, by arranging a tiltable tower structure form, the tower is connected with the top of the steel box girder through the hinged support, the constraint of rotation in the bridge direction can be released, so that the tower and the steel box girder can rotate freely, in the pushing process, when the pushing cantilever is increased and the working condition of an upper pier is changed, the change of the horizontal force at the top of the tower can be automatically eliminated in an inclined mode, the whole tower is only stressed and is not bent, the bending moment at the root is eliminated, the stress concentration is avoided, the structure safety is guaranteed, and the problem of stress concentration when the large-span steel-concrete composite beam is synchronously pushed and pushed is solved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below.
FIG. 1 is a schematic view for explaining a state of the present invention;
FIG. 2 is a schematic view for explaining a state of the present invention;
FIG. 3 is a schematic view for explaining a state of the present invention;
FIG. 4 is a schematic view for explaining a state of the present invention;
FIG. 5 is a schematic view for explaining a state of the present invention;
FIG. 6 is a schematic view for explaining a state of the present invention;
FIG. 7 is a schematic structural view of a tension cable;
FIG. 8 is a schematic view of a state during tower installation;
FIG. 9 is a schematic view of a condition during tower installation;
FIG. 10 is a schematic view of a hinge mount;
FIG. 11 is a schematic view of the auxiliary upper pier when the difference in height between the bottom of the guide beam and the pier pad is small;
FIG. 12 is a schematic view of the auxiliary upper pier when the bottom of the guide beam has a large height difference with the pier pad;
fig. 13 is a schematic view of the auxiliary upper pier when the difference in height between the bottom of the guide beam and the pier pad is too large.
Wherein the labels shown in the figures are: 1-splicing region; 2-middle pier; 3-a guide beam receiving platform; 4-a guide beam; 5-steel box girder; 6-a pushing device; 7-a tower; 8-stretching a cable; 81-tensioning jack; 82-fixed end anchor box; 84-tensioning end anchor box; 85-connecting an anchorage device; 86-a pull rod; 87-a draw-bar nut; 88-tensioning nuts; 9-hinged support; 91-lower fork ear; 92-upper fork ear; 93-temporary locking; 94-a rotating shaft; 10-cable wind; 11-pier-mounting jack.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. 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 invention.
Referring to fig. 1 to 10, a preferred embodiment of the present invention provides a method for solving the problem of synchronous pushing of a large-span reinforced concrete composite beam by using a cable-stayed tower, which includes the following steps:
s1, laying splicing areas 1, middle piers 2 and a guide beam receiving platform 3 in a construction area, respectively laying thrusters 6 on the splicing areas 1, the middle piers 2 and the guide beam receiving platform 3, splicing guide beams 4 in the splicing areas 1, and splicing at least one section of steel box girder 5 at the tail end of each guide beam 4, wherein the splicing areas, the middle piers 2 and the guide beam receiving platform 3 are shown in figure 1;
s2, with reference to the drawing 2, the guide beam 4 and the steel box girder 5 are pushed to the first buttress of the middle pier 2 by the pushing device 6, and the multi-section sections of the steel box girder 5 are continuously installed at the splicing area 1;
s3, installing a tower frame 7 on the steel box girder 5, wherein two sides of the tower frame 7 are respectively connected with the steel box girder 5 and the guide girder 4 through tension cables 8, the number of the tension cables 8 can be determined according to actual conditions, the tension cables 8 are positioned on two sides of the top of the tower frame 7 so as to be respectively connected with the steel box girder 5 and the guide girder 4, and tension jacks 81 are arranged on the tension cables 8 so as to adjust the cable force of the tension cables 8, wherein the bottom of the tower frame 7 is provided with a hinged support 9 so as to be connected with the top of the steel box girder 5 through the hinged support 9; meanwhile, the guide beam 4 and the steel box girder 5 are pushed forwards by utilizing a pushing device, and the multi-section sections of the steel box girder 5 are continuously installed at the splicing area; reference may now be made to FIG. 3;
s4, please refer to fig. 4 and 5, the guide beam 4 and the steel box girder 5 are sequentially pushed from the splicing area 1 to the middle pier 2 and the guide beam receiving platform 3 by the pushing device 6, wherein the tower 7 can be correspondingly inclined under the action of the hinged support 9 during the pushing process.
In the above steps, the hinged support 9 is arranged at the bottom of the tower 7 to enable the tower 7 to be tiltable, that is, by arranging a tiltable tower structure form, the tower 7 is connected with the top of the steel box girder 5 through the hinged support 9, and can release the constraint of rotation along the bridge direction, so that the tower 7 and the steel box girder 5 can rotate freely, in the pushing process, when the pushing cantilever is increased and the working condition of an upper pier is changed, the change of the horizontal force at the top of the tower 7 can be automatically eliminated in a tilting mode, the whole tower 7 is only pressed and is not bent, the root bending moment is eliminated, the stress concentration is avoided, and the structure safety is guaranteed. The invention solves the problem of stress concentration at the joint of the bottom of the tower 7 and the top of the steel box girder 5 in the synchronous pushing of the large-span steel concrete composite girder, so that the whole pushing construction operation is safer, and the smooth construction is ensured. Meanwhile, in the method, a tensioning jack 81 is arranged on the tension cable 8 to adjust the cable force of the tension cable 8, and the tensioning of the tension cable 8 is adjusted through the tensioning jack 81 to adjust the deflection of the front end of the guide beam 4, so that the front end of the guide beam 4 is tilted upwards, and the pier can be conveniently passed. And through setting up tensioning jack 81, can help adjusting the cable force of each tensioning cable 8 to the adjustment pilot beam 4 and the mutual acting force of steel box girder 5 and buttress, thereby help adjusting the line type, the back reaction etc. of pilot beam 4 and steel box girder 5, eliminate stress concentration, eliminate the hidden danger.
In a preferred embodiment, referring to fig. 7, the top end of the tension cable 8 is connected with a fixed end anchor box 83, the bottom end is connected with a tension end anchor box 84, the fixed end anchor box 83 is rotatably mounted on the top of the tower 7 through a support lug, the tension end anchor box 84 is rotatably mounted on the top surface of the steel box girder 5 or the guide girder 4 through the support lug, a tension jack 81 is mounted in the tension end anchor box 84, and the cable force of the tension cable 8 can be adjusted by arranging the tension jack 81. Furthermore, one end of the tension cable 8 close to the tension end anchor box 84 is connected with a pull rod 86 through a connecting anchorage 85, the pull rod 86 penetrates through the tension end anchor box 84 and penetrates through the tension jack 81, a pull rod nut 87 and a tension nut 88 are respectively arranged on the pull rod 86 at the front and rear positions of the tension jack 81, matched threads are arranged at the sleeving positions of the pull rod nut 87 and the tension nut 88 on the corresponding pull rod 86, and the pull rod nut 87 is positioned on the inner side of the tension end anchor box 84.
When the tensioning jack is required to be tensioned, the tensioning jack 81 enters a working state, the tensioning nut 88 is stressed, the pull rod nut 87 is free to rotate, the jack is kept pressed for 2min after being tensioned to a required force value, the tensioning cable 8, the pull rod 86, the tensioning end anchor box 84 and the like at each position are checked, the pull rod nut 87 is screwed down after no abnormity exists, pressure can be relieved, and tensioning is realized at the moment; the cable force adjustment should ensure the synchronization of the cable force of the front and rear tension cables 8 of the tower 7 as much as possible, and the cable force adjustment should be controlled within 20% in mutual correspondence. When the operations of the guide beam 4 passing through the pier, the adjustment of the line type of the guide beam 4 and the like need to be realized, the tensioning cable 8 is tensioned to adjust the cable force 8, so that the adjustment of the deflection and the like of the guide beam 4 is realized, and the adjustment of the guide beam passing through the pier, the line type, the support reaction force and the like is facilitated. It should be noted that the adjustment of the tension cable 8 can be performed synchronously during the pushing process.
Preferably, in step S4, as the guide beam 4 and the steel box girder 5 are sequentially pushed from the splicing area 1 to the middle pier 2 and the guide beam receiving platform 3, the end of the steel box girder 5 is correspondingly installed at a subsequent section, so that the steel box girder 5 spans the whole construction area; and when the guide beam 4 reaches the guide beam receiving platform 3, the guide beam 4 and the tower 7 are dismantled, and then the pushing device 6 pushes the whole steel box girder 5 in place to realize pushing whole construction, as shown in fig. 6.
Further, in step S3, referring to fig. 8 and 9, when the tower 7 is installed, the hinged support 9 is installed, then the tower 7 is installed, the tower 7 is in a four-layer stacking installation form, a layer of cable wind 10 is respectively arranged on the second layer of tower and the fourth layer of tower, specifically, two layers of towers are built, then a layer of cable wind 10 is arranged at the second layer of tower, at this time, as shown in fig. 8, the third layer of tower and the fourth layer of tower are built, then a layer of cable wind 10 is arranged on the fourth layer of tower, at this time, as shown in fig. 9, each layer of cable wind 10 is in a splayed shape to connect the tower 7 and the steel box girder 5, the angle of the cable wind 10 forms 30-45 degrees with the horizontal included angle, when the cable wind 10 is arranged, pre-tightening is needed to ensure the stability of the tower 7, and after the tower 10 is completely assembled in place, and the bracing cable 8 is arranged and tensioned, the. That is, in the preferred embodiment, the tower 7 is installed in a stacked manner, the unit modules of the tower are fixedly connected through flanges, bolts and welding, and the modular installation mode can be realized by prefabricating the modules of the tower before implementation, and directly stacking and connecting the modules during construction, so that the rapid construction operation can be realized, and the construction time is saved. By arranging the cable wind 10 on the tower, the tower 7 can be pulled during installation, so that the tower 7 is prevented from falling, and smooth installation of the tower 7 is ensured.
In a preferred embodiment, referring to fig. 10, the hinge support 9 includes a lower fork lug 91 and an upper fork lug 92 rotatably provided with each other, the upper fork lug 92 is positioned above the lower fork lug 91, the upper fork lug 92 is positioned on the lower fork lug 91 and rotatably connected to each other by a rotating shaft 94, the lower lug 91 is connected to the top surface of the steel box girder 5, the upper lug 92 is connected to the bottom of the tower 7 so that the tower 7 can rotate with the steel box girder 5 by the hinge support 9, a rotating plane between the lower fork lug 91 and the upper fork lug 92 is parallel to the longitudinal direction of the guide beam 4, a temporary locking member 93 is provided between the lower fork lug 91 and the upper fork lug 92 so as to temporarily restrict the lower fork lug 91 and the upper fork lug 92 from rotating with each other, the temporary locking member 93 is formed of a steel, the hinge support 9 can be rotated when the tower 7 is installed or removed, and therefore the hinge support 9 needs to be previously locked, and the lower fork lug 91 and the upper lug 92 are locked by providing the temporary locking member 93 between the lower fork lug 91 and the upper fork lug 92, that is, the temporary locking of the hinge support 9 is realized, and specifically, the number of the temporary locking members 93 is four, and the four temporary locking members are respectively placed between the lower fork lug 91 and the upper fork lug 92 in a square distribution, and the top of the temporary locking member 93 is connected with the upper fork lug 92 by welding, and the bottom of the temporary locking member 93 is connected with the lower fork lug 91. When the tower 7 is installed, the hinge support 9 is temporarily locked by the temporary locking piece 93, and after the tower 7 is completely assembled in place, the tensioning cable 8 is arranged and tensioned, the temporary locking of the temporary locking piece 93 can be released. When the temporary locking is required to be released, the temporary locking piece 93 is cut at the joint of the lower fork lug 91 and the upper fork lug 92, so that the locking can be released, and the hinge support 9 can rotate; it is worth noting that the temporary locking hinge support 9 is needed when the tower 7 is removed, so that when the tower 7 is installed, after the tower 7 is completely assembled in place, the tensioning cable 8 is arranged and tensioned, only the joint between the top of the temporary locking piece 93 and the upper fork lug 92 needs to be cut, the temporary locking piece 93 is still located between the lower fork lug 91 and the upper fork lug 92, at this time, the temporary locking piece 93 has no locking function, when the tower 7 is to be removed, the top of the temporary locking piece 93 and the upper fork lug 92 are fixedly connected, at this time, the hinge support 9 is temporarily locked, and therefore the tower 7 can be removed conveniently.
During some jacking operations, the bottom of the guide beam 4 may have a certain height difference with the pier pad of the intermediate pier 2, i.e. the bottom of the guide beam 4 is lower than the pier pad of the intermediate pier 2, so that when it is difficult to raise the pier, some action needs to be taken to assist in raising the pier.
When the height difference between the bottom of the guide beam 4 and the pier pad of the middle pier 2 or the guide beam receiving platform 3 is small, an upper pier jack 11 is arranged on the nose bridge of the guide beam 4 to assist in pier installation, the upper pier jack 11 is arranged below the nose bridge at the front end of the guide beam 3 and is vertically arranged, the upper pier jack 11 is firstly retracted to the bottom, a corresponding height is arranged according to the height difference of the head-on pier, the nose bridge of the guide beam 4 is jacked up by the upper pier jack 11 and pushed forward, the jacking device 6 is returned after the jacking device 6 is crossed, the load of the upper pier jack 11 is removed, force is transferred to the jacking device 6, the pier installation is completed, and the reference figure 11 can be taken.
When the height difference between the bottom of the guide beam 4 and the middle pier 2 or the pier pad of the guide beam receiving platform 3 is large, and the guide beam 4 is difficult to be used for pier loading, under the condition that the internal force of the steel box girder 5, the stress of the tower 7 and the cable force of the tension cable 8 are ensured to have enough safety factors, the front end of the guide beam 4 is upwarped in a tension cable 8 mode, the bottom of the bridge of the guide beam 4 is higher than the pushing device 6, the front end of the guide beam 4 passes over the pushing device 6 and is smoothly loaded on the pier, the cable force of the tension cable 8 is released, and the guide beam 4 descends to the pushing device 6, so that pier loading is realized, and fig. 12 can be referred.
When the height difference between the bottom of the guide beam 4 and the pier pad of the middle pier 2 or the guide beam receiving platform 3 is too large, and the guide beam 4 is difficult to raise the pier, the pad is lifted at the pushing buttress at the rear, and when all the pushing devices 6 are lifted, the elevation of the buttress is adjusted by lifting the pads of different buttresses, so that the elevation of the cantilever end of the guide beam 4 and the steel box girder 5 is changed, and the front end of the guide beam 4 is lifted up, thereby realizing the smooth pier raising, which can be referred to fig. 13.
It is to be noted that the determination of the difference in height between the bottom of the guide beam 4 and the pier pad of the intermediate pier 2 or the guide beam receiving platform 3 is made on an actual basis. In the preferred embodiment, the height difference between the bottom of the guide beam 4 and the pier pad of the middle pier 2 or the guide beam receiving platform 3 is smaller and within 20cm, the height difference between the bottom of the guide beam 4 and the pier pad of the middle pier 2 or the guide beam receiving platform 3 is larger and mainly ranges from 20cm to 30cm, and the height difference between the bottom of the guide beam 4 and the pier pad of the middle pier 2 or the guide beam receiving platform 3 is larger and mainly refers to the condition that the height difference is larger than 30 cm. The corresponding relation of the auxiliary pier passing mode and the height difference is only the corresponding situation of one of the embodiments, and in actual use, other implementations do not need to strictly select the auxiliary pier passing mode according to the height difference, and firstly, the auxiliary pier passing mode suitable for the large height difference can be used for the situation of the small height difference, secondly, the three auxiliary pier passing modes can be combined in pairs or used together at the same time, and the pier passing situation of the larger height difference can be realized after combination.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (10)
1. A method for solving the problem of synchronous pushing of a large-span steel concrete composite beam by utilizing a cable-stayed tower is characterized by comprising the following steps of:
s1, laying a splicing area (1), a middle pier (2) and a guide beam receiving platform (3) in a construction area, respectively laying thrusters (6) on the splicing area (1), the middle pier (2) and the guide beam receiving platform (3), splicing a guide beam (4) in the splicing area (1), and splicing at least one section of steel box girder (5) at the tail end of the guide beam (4);
s2, pushing the guide beam (4) and the steel box girder (5) forwards by using the pushing device (6), and continuously installing the multi-section sections of the steel box girder (5) at the splicing area (1);
s3, installing a tower frame (7) on the steel box girder (5), wherein two sides of the tower frame (7) are respectively connected with the steel box girder (5) and the guide beam (4) through tensioning cables (8), tensioning jacks (81) are arranged on the tensioning cables (8) to adjust the cable force of the tensioning cables (8), and a hinged support (9) is arranged at the bottom of the tower frame (7) to be connected with the top of the steel box girder (5) through the hinged support (9); meanwhile, the guide beam (4) and the steel box beam (5) are pushed forwards by using a pushing device (6), and a plurality of sections of the steel box beam (5) are continuously installed at the splicing area (1);
s4, sequentially pushing the guide beam (4) and the steel box girder (5) from the splicing area (1) to the middle pier (2) and the guide beam receiving platform (3) by utilizing a pushing device (6), wherein in the pushing process, the tower (7) can be correspondingly inclined under the action of the hinged support (9).
2. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
in step S4, the ends of the steel box girders (5) are respectively installed at the subsequent sections so that the steel box girders (5) span the whole construction area; and when the guide beam (4) reaches the guide beam receiving platform (3), the guide beam (4) and the tower (7) are dismantled, and then the steel box girder (5) is pushed to the position integrally by the pushing device (6).
3. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
in the step S3, when the tower (7) is installed, the hinged support (9) is installed firstly, then the tower (7) is installed, the tower (7) is in a multilayer stacking installation mode, a layer of cable wind (10) is arranged on the tower on the even number layers, each layer of cable wind (10) is in a splayed shape and connects the tower (7) with the steel box girder (5), the angle of the cable wind (10) is 30-45 degrees with the horizontal included angle, pre-tightening is needed when the cable wind (10) is arranged so as to ensure the stability of the tower (7), and after the tower (10) is completely assembled in place, the tensioning cable (8) is arranged, and the cable wind (10) can be detached.
4. The method for solving the problem of synchronous pushing of the large-span steel-concrete composite beam by using the cable-stayed tower frame as claimed in claim 3, wherein,
the hinge support (9) comprises a lower fork lug (91) and an upper fork lug (92) which are mutually rotatably arranged, the upper fork lug (92) is positioned on the lower fork lug (91), a rotating plane between the lower fork lug (91) and the upper fork lug (92) is parallel to the longitudinal direction of the guide beam (4), and a temporary locking piece (93) is arranged between the lower fork lug (91) and the upper fork lug (92) to temporarily limit the lower fork lug (91) and the upper fork lug (92) from rotating mutually.
5. The method for solving the problem of synchronous pushing of the large-span steel-concrete composite beam by using the cable-stayed tower frame as claimed in claim 3, wherein,
when the tower (7) is installed, the hinged support (9) is temporarily locked through the temporary locking piece (93), and after the tower (10) is completely assembled in place, the tensioning cable (8) is arranged and tensioned, the cable wind (10) can be detached and the temporary locking of the temporary locking piece (93) is removed.
6. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
when the height difference between the bottom of the guide beam (4) and the pier pad is small, an upper pier jack is arranged below the nose bridge of the guide beam (4) to assist in pier installation, the upper pier jack is firstly retracted to the bottom, a corresponding height is arranged according to the height difference facing the pier, then the nose bridge is jacked up by the upper pier jack, forward jacking is carried out, the stroke of the jacking device (6) is reset after the jacking device (6) is crossed, the load of the upper pier jack is unloaded, the force is transferred to the jacking device (6), and pier installation is completed.
7. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
when the height difference between the bottom of the guide beam (4) and the pier pad is large, and the pier of the guide beam (4) is difficult to be lifted, the internal force of the steel box beam (5), the stress of the tower frame (7) and the cable force of the tension cable (8) are ensured to be enough safety factors, the front end of the guide beam (4) upwarps in a tensioning mode through the tension cable (8), the bottom of the bridge of the guide beam (4) is higher than the pushing device (6), the front end of the guide beam (4) is over the pushing device (6), after the guide beam (4) is smoothly lifted to the pier, the cable force of the tension cable (8) is released, and the guide beam (4) is descended to the pushing device (6).
8. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
when the height difference between the bottom of the guide beam (4) and the pier pad is too large, and the guide beam (4) is difficult to raise the pier, the lifting pad is carried out at the pushing buttress at the rear, and when all pushing devices (6) lift the top, the lifting pad is carried out on different buttresses, the elevation of the buttresses is adjusted, the elevation angle of the cantilever end of the guide beam (4) and the steel box girder (5) is changed, so that the front end of the guide beam (4) is raised, and the smooth pier rising is realized.
9. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 1, wherein the tower frame comprises a plurality of steel-concrete composite beams,
the top end of the tensioning cable (8) is connected with a fixed end anchor box (83), the bottom end of the tensioning cable is connected with a tensioning end anchor box (84), the fixed end anchor box (83) is installed at the top of the tower (7), the tensioning end anchor box (84) is installed on the top surface of the steel box girder (5) or the guide girder (4), and the tensioning jack (81) is installed in the tensioning end anchor box (84).
10. The method for synchronously pushing a large-span steel-concrete composite beam by using a cable-stayed tower frame according to claim 9, wherein the tower frame comprises a plurality of steel-concrete composite beams,
one end of the tensioning cable (8) close to the tensioning end anchor box (84) is connected with a pull rod (86) through a connecting anchorage device (85), the pull rod (86) penetrates through the tensioning end anchor box (84) and penetrates through the tensioning jack (81), and a pull rod nut (87) and a tensioning nut (88) are respectively arranged on the pull rod (86) at the front position and the rear position of the tensioning jack (81).
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| CN115404786A (en) * | 2022-09-13 | 2022-11-29 | 中铁五局集团第一工程有限责任公司 | Incremental launching construction method for steel-concrete composite beam |
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