CN115059026A - Construction method for reversely hoisting cast-in-place bridge deck slab by supporting steel beam on top of sluice pier - Google Patents
Construction method for reversely hoisting cast-in-place bridge deck slab by supporting steel beam on top of sluice pier Download PDFInfo
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- CN115059026A CN115059026A CN202210885322.3A CN202210885322A CN115059026A CN 115059026 A CN115059026 A CN 115059026A CN 202210885322 A CN202210885322 A CN 202210885322A CN 115059026 A CN115059026 A CN 115059026A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/20—Movable barrages; Lock or dry-dock gates
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to 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
- 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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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Abstract
The invention discloses a construction method for reversely hanging a cast-in-place bridge deck by a support steel beam on the top of a sluice pier, which comprises the following steps: firstly, construction preparation is carried out, a steel support is arranged at the top of a water gate pier, an upper main longitudinal beam is erected on the steel support arranged at the top of an adjacent water gate pier, a lower main longitudinal beam is erected below the upper main longitudinal beam, the upper main longitudinal beam and the lower main longitudinal beam are kept at fixed hanging positions through deformed steel, a distribution beam is laid on the lower main longitudinal beam, a supporting layer is laid on the distribution beam, a bridge deck mold is laid on the supporting layer, concrete is poured in the mold, and after the concrete is solidified and formed, a reverse hanging structure is dismantled; the reverse-hanging support structure has the advantages of strong impact resistance, convenient erection process, weak dependence on the operation condition of the water gate, small influence on the structure of the water gate pier, and high reliability of the template structure: the reverse hanging support structure is simple in composition and reliable in mechanical system; high economic benefit.
Description
Technical Field
The invention relates to the technical field of sluice pier traffic bridge construction, in particular to a construction method for reversely hanging a cast-in-place bridge deck by a supporting steel beam on the top of a sluice pier.
Background
In the water transportation engineering, a plurality of auxiliary facilities such as traffic bridges and the like exist at the top of the water gate. The bottom formwork of the concrete pouring of the traffic bridge is supported by a full scaffold, a cofferdam filling land-forming method, a bracket or embedded part support and a pile foundation hoop support system. For the full hall scaffold support system, when the floodgate is opened and the water is drained in flood season, impact force is generated on the support structure, and the stability of the template is affected. For water transportation engineering, construction areas are mostly in water environment, and lower support for water construction is not easy to erect, so that construction progress is influenced. The cofferdam filling land-forming method is characterized in that land is formed in a construction area by adopting a soil body backfilling mode, the cofferdam occupies a river channel, influences on drainage of the river channel in the flood season are large, and cost is high. The bracket or embedded part supporting system needs to be dismantled after the upper concrete pouring is finished, if the bracket or embedded part supporting system is not dismantled, the appearance is affected, and if the bracket or embedded part supporting system is dismantled, reinforcing steel bars inside the structure can be corroded. The pile foundation hoop supporting system utilizes friction force to be transmitted to the pile foundation through the hoop, the friction force of the method is not easy to control, and the method is only suitable for the condition that the diameter of the pile foundation is smaller.
A plurality of problems exist in a plurality of methods that bottom formwork support system that water gate traffic bridge concrete poured adopted at present, specifically include: the construction method has the advantages of weak impact resistance, complex erection process, strong dependence on the operation condition of the water gate, requirements on the structure of the water gate pier, and low reliability and economic benefit of the template structure. The reverse hanging bearing support of the double-spliced I-shaped steel is directly installed on the existing gate pier, so that the procedures of main bearing structures such as welding brackets, clamping hoop construction and the like are reduced, the I-shaped bearing support is integrally dismantled at the same time during form removal, the construction efficiency is effectively improved, the construction quality is ensured, and the safety risk of overwater construction is reduced.
Disclosure of Invention
This section is for the purpose of summarizing some aspects of embodiments of the invention and to briefly introduce some preferred embodiments. In this section, as well as in the abstract and the title of the invention of this application, simplifications or omissions may be made to avoid obscuring the purpose of the section, the abstract and the title, and such simplifications or omissions are not intended to limit the scope of the invention.
The invention is provided in view of the problems existing in the pouring of the bridge deck slab between the existing water passing gate piers.
Therefore, the invention aims to provide a construction method for reversely hoisting a cast-in-place bridge deck slab by using a support steel beam at the top of a water gate pier, and aims to solve the problem of difficulty in pouring construction of the existing water gate pier bridge deck slab.
In order to solve the technical problems, the invention provides the following technical scheme: a construction method for reversely hoisting a cast-in-place bridge deck by a support steel beam at the top of a sluice pier comprises the following steps:
s1: construction preparation, namely, rechecking the data of the width and the adjacent distance of the water gate piers, and preparing construction materials according to the data;
s2: installing a steel support, namely installing the steel support on an embedded bolt at the top of the water gate pier;
s3: erecting a main longitudinal beam: hoisting the upper main longitudinal beam by a crane, respectively placing two ends of the upper main longitudinal beam on steel supports at the tops of adjacent water gate piers, and laying at least 2 steel supports in parallel at equal intervals along the length direction of the steel supports;
s4: erecting a lower main longitudinal beam: a hanging piece is arranged on the side wall of the lower end of each upper main longitudinal beam, and then the lower main longitudinal beam is hung below the corresponding upper main longitudinal beam through the hanging piece; the suspension height of each lower main longitudinal beam is adjusted through the suspension piece, and the planes of the lower main longitudinal beams are kept at the same horizontal height;
s5: installing and fixing the deformed steel bar: the deformed steel bars sequentially penetrate through the beam bodies of the lower main longitudinal beam and the upper main longitudinal beam from the lower part of the lower main longitudinal beam upwards, and nuts are screwed on the rod bodies at the two ends of the deformed steel bars so as to keep the position between the upper main longitudinal beam and the lower main longitudinal beam stable;
s6: laying a distribution beam: laying a distribution beam on the upper end plane of the lower main longitudinal beam, laying a supporting layer on the plane where the distribution beam is positioned to form a complete reverse-hanging supporting structure, and forming a suspended construction platform on the top plane of the supporting layer;
s7: laying a bottom die and a water gate structure: paving a bottom die and a side die on the ground of the construction platform, binding construction steel bars, and pouring concrete after the external template is assembled;
s8: dismantling the reverse hanging structure: after the concrete is solidified and formed, the side mold can be detached; and then the reverse hanging support structure is dismantled.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: the data rechecking comprises the steps of rechecking the construction width of a water gate pier bridge floor, the width of a pre-embedded bolt arranged on a water gate pier, the distance between steel supports on adjacent water gate piers and the width of a bridge deck to be poured; the construction materials prepared according to the data include steel supports, upper main longitudinal beams, lower main longitudinal beams, deformed steel bars, and distribution beams.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: the embedded bolt is embedded in concrete to be solidified before the concrete of the water gate pier is poured to a preset height; and before the concrete is completely solidified, position checking is carried out to prevent installation deviation.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: before erecting the upper main longitudinal beam, the upper main longitudinal beam needs to be processed; the processing comprises welding reinforcing plates at the lifting point position and the end stress position of the upper main longitudinal beam and welding lifting lugs at the side walls of the bottom of the two ends of the upper main longitudinal beam.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: before the lower main longitudinal beam is erected, lifting hooks are welded at two ends of the side wall of the top of the lower main longitudinal beam, and the positions of the lifting hooks can be located under the lifting lugs.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: the top of the hanger is connected with the lifting lug, and the bottom of the hanger is connected with the lifting hook.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: base plates perpendicular to the upper main longitudinal beams and the lower main longitudinal beams are arranged at the top of the upper main longitudinal beams and the bottom of the lower main longitudinal beams which are distributed in parallel, gaskets are arranged at the contact positions of the deformed steel bars and the base plates, and the deformed steel bars, the base plates, the gaskets, the upper main longitudinal beams and the lower main longitudinal beams are fixed into a whole through nuts; a gasket is arranged at the position, penetrating through the side wall of the top of the upper main longitudinal beam, of the deformed steel bar; two sections of adjacent thread grooves with opposite lines are formed in the rod bodies at two ends of the deformed steel bar, and nuts are connected to the two thread grooves in a matched mode respectively; and a plastic pipe is sleeved on the rod body of the deformed steel bar between the upper main longitudinal beam and the lower main longitudinal beam.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: the length of the distribution beam is larger than the construction width of the water gate pier bridge floor.
As an optimal scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier, the construction method comprises the following steps: the supporting layer comprises a plurality of groups of base plates which are distributed in parallel, and the distribution density of the base plates in the lower main longitudinal beam body area is greater than that of other areas.
As a preferred scheme of the construction method for reversely hoisting the cast-in-place bridge deck by the supporting steel beam on the top of the water passing gate pier, the construction method comprises the following steps: when the reverse-hanging support structure is disassembled, the clamping plate and the upper end of the deformed steel bar are fixed at the top of the upper main longitudinal beam, the reverse-hanging support structure is placed between the clamping plate and the upper main longitudinal beam through a jack, the stress of an upper nut of the deformed steel bar and the upper main longitudinal beam is shared by the jack, the nut is gradually unscrewed, and the main longitudinal beam is slowly lowered, so that the support layer is separated from the poured water gate pier bridge floor; sequentially removing the bottom die, the supporting layer and the distribution beam; then the lower main longitudinal beams on the two sides are firstly hung and pulled out by a crane, then the lower main longitudinal beams in the middle are moved to the two sides by a hanging piece, and then the lower main longitudinal beams are hung and pulled out by the crane.
The invention has the beneficial effects that:
strong impact resistance: by the aid of the reverse hanging process, excessive dependence of the template structure on a supporting structure is avoided, and the impact resistance of the template structure is improved;
the erection process is convenient: the modularized construction process and the ingenious structural design make the installation and the disassembly processes of the reverse hanging supporting structure very convenient;
the dependence on the operation condition of the sluice is weak: in the construction process, the sluice does not need to be closed, and the influence on the normal operation of the sluice is small;
little influence on the sluice pier structure: the additional load generated by the template structure has the same stress characteristics as the original support structure, the original support does not need to be independently designed, and the influence on the original structure is small;
the template structure has high reliability: the reverse hanging support structure is simple in composition and reliable in mechanical system;
the economic benefit is high: the reverse hanging support structure can be repeatedly used, and has obvious economic benefit.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise. Wherein:
fig. 1 is a schematic view of an initial construction state of the construction method for reversely hanging the cast-in-place bridge deck by the support steel beam at the top of the water gate pier.
FIG. 2 is a schematic view of the placement state of an upper main longitudinal beam of the construction method for reversely hoisting a cast-in-place bridge deck by a support steel beam on the top of a water passing gate pier.
Fig. 3 is a schematic view of the state of the lower main longitudinal beam erected by the construction method of the water passing gate pier top supporting steel beam reverse-hanging cast-in-place bridge deck.
Fig. 4 is a schematic diagram of the laying state of the distribution beam of the construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water gate pier.
Fig. 5 is an overall perspective view of the reverse hanging support structure of the construction method for reversely hanging the cast-in-place bridge deck by the support steel beam at the top of the water passing gate pier.
Fig. 6 is a schematic side view and plan view of the whole reverse hanging support structure of the construction method for reversely hanging the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier.
Fig. 7 is a schematic view of the process of hanging out the lower main longitudinal beam in the dismantling process of the construction method for reversely hanging the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced in other ways than those specifically described and will be readily apparent to those of ordinary skill in the art without departing from the spirit of the present invention, and therefore the present invention is not limited to the specific embodiments disclosed below.
Furthermore, reference herein to "one embodiment" or "an embodiment" means that a particular feature, structure, or characteristic described in connection with the embodiment is included in at least one implementation of the invention. The appearances of the phrase "in one embodiment" in various places in the specification are not necessarily all referring to the same embodiment, nor are separate or alternative embodiments mutually exclusive of other embodiments.
Furthermore, the present invention is described in detail with reference to the drawings, and in the detailed description of the embodiments of the present invention, the cross-sectional view illustrating the structure of the device is not enlarged partially according to the general scale for convenience of illustration, and the drawings are only exemplary and should not be construed as limiting the scope of the present invention. In addition, the three-dimensional dimensions of length, width and depth should be included in the actual fabrication.
Examples
Referring to fig. 1 to 7, a construction method for reversely hoisting a cast-in-place bridge deck by using a support steel beam at the top of a sluice pier is provided as an embodiment of the present invention, and the construction method includes the following steps:
s1: and (4) construction preparation, namely rechecking the data of the width and the adjacent distance of the water gate pier Q, and preparing construction materials according to the data.
Specifically, the data rechecking comprises the steps of rechecking the construction width of the water gate pier bridge floor, the width of the embedded bolt arranged on the water gate pier Q, the distance between the steel supports 10 on the adjacent water gate piers Q and the width of the bridge deck to be poured; the construction materials prepared according to the data include the steel support Q1, the upper main girder 10, the lower main girder 20, the deformed steel bar 30, and the distribution beam 40.
S2: and (4) mounting a steel support Q1, and mounting the steel support Q1 on the embedded bolt at the top of the water gate pier Q.
Further, the embedded bolt needs to be embedded in concrete to be solidified before the concrete of the water gate pier is poured to a preset height; and before the concrete is completely solidified, position checking is carried out to prevent installation deviation. It should be noted that the embedded position of the embedded bolt is located at the edge side wall of the top of the water gate pier, so that the main longitudinal beams on two sides of the water gate pier can be erected conveniently.
S3: erecting a main longitudinal beam: the upper main longitudinal beam 10 is hoisted by a crane, so that two ends of the upper main longitudinal beam are respectively placed on the steel supports Q1 at the tops of the adjacent water gate piers Q, and at least 2 upper main longitudinal beams are parallelly laid along the length direction of the steel supports Q1 at equal intervals.
Before erecting the upper main longitudinal beam 10, the upper main longitudinal beam 10 needs to be processed; the processing comprises the steps of welding reinforcing plates at the lifting point position and the end stress position of the upper main longitudinal beam 10, and welding lifting lugs 11 on the bottom side walls at two ends of the upper main longitudinal beam 10. After the hoisting is placed, in order to keep the upper main longitudinal beam 10 stably placed, a nut or a jig for fixing is screwed into the upper end position of the upper main longitudinal beam 10 placed on the steel support Q1. And the number of the laid upper main longitudinal beams 10 is determined by the width of the water gate piers Q1 and the gravity of the hoisted construction platform. The welded lifting lug 11 is used for hanging the hanger 12.
S4: erecting a lower main longitudinal beam 20: a hanging piece 12 is arranged on the side wall of the lower end of each upper main longitudinal beam 10, and then a lower main longitudinal beam 20 is hung below the corresponding upper main longitudinal beam 10 through the hanging piece 12; the suspension height of each lower main longitudinal beam 20 is adjusted through the suspension device 12, and the plane of each lower main longitudinal beam 20 is kept at the same horizontal height.
Specifically, before the lower main longitudinal beam 20 is erected, the hooks 21 are welded to both ends of the top side wall of the lower main longitudinal beam 20, and the positions of the hooks 21 can be located in the vicinity area directly below or directly below the lifting lugs 11. The purpose is to facilitate the stress of the hanger 12 when the lower main longitudinal beam 20 is hung below the upper main longitudinal beam 10 by the hanger 12. Furthermore, the hanger 12 may be a chain block or other small height-adjustable suspension device, the top of which is connected to the lifting lug 11 and the bottom of which is connected to the hook 21. It should be noted that at least one hanger 12 is hung at the lifting lugs 11 at both ends of the beam body of the upper main longitudinal beam 10. And the lower main longitudinal beams 20 are adjusted to the same horizontal height by adjusting the hangers 12. Each lower main longitudinal beam 20 is located between the side walls of the Q pier bodies of the adjacent water gate piers, that is, the length of the lower main longitudinal beam 20 is smaller than the distance between the Q pier bodies of the adjacent water gate piers.
S5: installing and fixing the deformed steel bar 30: the deformed steel bars 30 sequentially penetrate through the beam bodies of the lower main longitudinal beam 20 and the upper main longitudinal beam 10 from the lower part of the lower main longitudinal beam 20 upwards, and nuts are screwed on the rod bodies at two ends of the deformed steel bars 30 so as to keep the position between the upper main longitudinal beam 10 and the lower main longitudinal beam 20 stable.
Base plates perpendicular to the upper main longitudinal beams and the lower main longitudinal beams are arranged at the top of the upper main longitudinal beams and the bottom of the lower main longitudinal beams which are distributed in parallel, gaskets are arranged at the contact positions of the deformed steel bars and the base plates, and the deformed steel bars, the base plates, the gaskets, the upper main longitudinal beams and the lower main longitudinal beams are fixed into a whole through nuts; and a gasket is arranged at the contact part of the deformed steel bar and the base plate.
Specifically, after the lower main side members 20 are adjusted to the same horizontal height, the deformed steel bars 30 are mounted. In addition, through holes penetrating the beam body are formed in the beam body side walls of the upper main longitudinal beam 10 and the lower main longitudinal beam 20, and are used for penetrating the deformed steel bars 30. During installation, the backing plates 31 are arranged on the top of the upper main longitudinal beam 10 and the bottom of the lower main longitudinal beam 20, and the through holes in the backing plates 31 are communicated with the through holes penetrating through the beam body for inserting the deformed steel bars 30. And then the deformed steel 30 sequentially penetrates through the beam bodies of the lower main longitudinal beam 20 and the upper main longitudinal beam 10 from the lower part of the lower main longitudinal beam 20 upwards, and a gasket is arranged at the position where the deformed steel 30 penetrates through the through hole side walls in the lower base plate 31 and the upper base plate 31, so that the problem of stress concentration is solved through the gasket. And the screw steel 30, the backing plate 31, the gasket, the upper main longitudinal beam 10 and the lower main longitudinal beam 20 are fixedly connected into a whole through nuts. It should be noted that a plastic pipe is sleeved on the rod body of the deformed steel bar 30 between the upper main longitudinal beam 10 and the lower main longitudinal beam 20, so that the deformed steel bar 30 does not contact with concrete when the concrete is poured in the construction process. The base plate 31 is arranged to form the upper main longitudinal beam 10 and the lower main longitudinal beam 20 into a whole in mutual correlation, so that the influence of a vibration process on the single upper main longitudinal beam 10 and/or the lower main longitudinal beam 20 in a construction process is reduced, and the anti-loosening effect of the whole suspension structure is improved.
Two adjacent thread grooves C with opposite lines are formed in the rod body at two ends of the deformed steel bar 30, and nuts M are respectively connected to the two thread grooves C in a matched manner; it should be noted that, two ends of the deformed steel bar 30 are used as connecting ends, one end is located above the upper main longitudinal beam 10, and the other end is located below the lower main longitudinal beam 20; during the construction of concrete pouring, a large amount of vibration can be generated, such as vibration operation on the concrete; therefore, the stability of the threaded steel 30 to the hanging of the upper main longitudinal beam and the lower main longitudinal beam needs to be guaranteed. For this reason, the nut M and the deformed steel bar 30 need to be stably connected, i.e., the nut M and the deformed steel bar are prevented from being loosened. Specifically, by taking the rod body at one end of the deformed steel bar 30 as an example, two sections of thread grooves C with opposite thread lines are arranged on the side wall of the connecting end of the rod body of the deformed steel bar 30, and are divided into a forward thread C1 and a reverse thread C2, and are respectively in threaded connection with a forward nut M1 and a reverse nut M2, as shown in fig. 3, when vibration is generated in the concrete pouring construction process, the displacement directions of the forward nut M1 and the reverse nut M2 generated by the vibration are just opposite, so that the mutual restriction can be realized, and a stable anti-loosening effect is formed. Preferably, anti-slip grooves are arranged on the side wall where the forward nut M1 and the reverse nut M2 are contacted, so that the stability of the connection of the nut M on the threaded steel 30 rod body is further improved.
After each lower main longitudinal beam 20 is stably connected below the corresponding upper main longitudinal beam 10 through a plurality of deformed steel bars 30, what needs to be supplemented is that after the process, the hangers 12 can be disassembled or still maintain the hanging state, and the priority scheme is that the hanging state is still maintained, namely, the hanging strength of the lower main longitudinal beam 20 can be maintained, and the height adjustment of the lower main longitudinal beam 20 in the later dismantling process can be facilitated. When the hanging part 12 is hung on the hanging hook 21, a plastic pipe is sleeved on the steel chain of the hanging part 12 to avoid contact with poured concrete.
And then the next process is carried out.
S6: laying a distribution beam: and laying the distribution beam 40 on the upper end plane of the lower main longitudinal beam 20, laying the support layer 50 on the plane where the distribution beam 40 is positioned, forming a complete reverse hanging support structure, and forming a suspended construction platform on the top plane of the support layer 50. As shown in fig. 4.
Specifically, because the number of main longitudinal grider 20 is less down, and be parallel to each other, interval distribution, for set up unsettled construction platform between adjacent sluice mounds, need lay distribution beam 40 on each main longitudinal grider 20 down, distribution beam 40 of laying, the length direction perpendicular to main longitudinal grider 20's length distribution direction down of its placing, and it needs to explain that, the length of the distribution beam of laying is greater than the construction width of sluice mound bridge floor, so that have sufficient construction site, make things convenient for constructor to walk about.
And laying a support layer 50 on the top of the distribution beam 40, wherein the support layer 50 comprises a plurality of groups of base plates which are distributed in parallel, and the distribution density of the base plates in the beam body area of the lower main longitudinal beam 20 is greater than that of other areas. It should be noted that the length of the support layer 50 is the same as the distance between adjacent water gate piers Q.
Further, S7: laying a bottom die and a water gate structure: paving a bottom die and a side die on the ground of the construction platform, binding construction steel bars, and pouring concrete after the external template is assembled;
and (3) constructing on a construction platform formed at the top of the supporting layer 50, namely erecting a bottom die and a side die for pouring and connecting bridge floors between the pier bodies of the adjacent water gate piers Q on the platform, and binding a steel bar structure of a beam body in the die. And after the external template structure is assembled, pouring the mixed concrete into the external template structure.
S8: dismantling the reverse hanging structure: after the concrete is solidified and formed, the side mold can be detached; and then the reverse hanging support structure is dismantled.
Concrete is poured into the mold cavity and after a period of time, the concrete will solidify into the shape of the mold cavity. After the concrete is completely solidified and formed, the template outside the concrete can be dismantled on the construction platform. Furthermore, because the concrete bridge deck between the Q pier bodies of the water gate piers is solidified and formed, the bridge deck can not be supported by the reverse hanging support structure any more, and the reverse hanging support structure can be integrally dismantled.
Specifically, when the reverse hanging support structure is disassembled, the clamping plate is firstly fixed or screwed with the upper end of the deformed steel bar 30 at the top of the upper main longitudinal beam 10, the reverse hanging support structure is placed between the clamping plate and the upper main longitudinal beam 10 through the jack, the jack is used for sharing the stress between the nut on the deformed steel bar 30 and the upper main longitudinal beam 10, the nut is gradually unscrewed, the height of the jack is shortened, and the hanging length of the hanging piece 12 is adjusted; the main stringers 20 are slowly lowered so that the support layer 50 gradually separates from the poured water gate pier deck.
After the supporting layer 50 is separated from the water gate pier bridge floor by a sufficient distance, constructors enter the lowered construction platform and sequentially remove the bottom die, the supporting layer 50 and the distribution beam 40; then the lower main longitudinal beams on the two sides are firstly hoisted out by a crane, then the lower main longitudinal beam in the middle is moved to the two sides by the hoisting pieces 12, and then the lower main longitudinal beams are hoisted out by the crane.
Referring to fig. 7, in particular, after the distribution beam 40 is removed, the lower main stringers 20 located below the deck of the water gate pier are removed in order from both sides to the middle. Firstly, a lifting hook of crane equipment is suspended to one side of a poured water gate pier bridge floor, a suspension cable is firstly connected with a beam body of a lower main longitudinal beam 20 at the edge of the two sides, a nut and a deformed steel bar 30 positioned at the bottom of the lower main longitudinal beam 20 are removed, the position of the lower main longitudinal beam 20 is adjusted through a suspension member 12 and the suspension cable, the suspension member is prevented from colliding with the poured water gate pier bridge floor, and finally the suspension cable is safely lifted out. Then, through the steps, all the lower main longitudinal beams 20 are hoisted one by one; and finally, hoisting the upper main longitudinal beam 10 positioned at the top of the water gate pier Q. And finally, completely removing the reverse hanging support structure, and only leaving the poured concrete bridge deck between the adjacent water gate piers Q.
And repeating the operation, namely finishing the continuous construction operation of the bridge floor between the adjacent piers under the condition that the ground support cannot be touched.
It should be noted that the above-mentioned embodiments are only for illustrating the technical solutions of the present invention and not for limiting, and although the present invention is described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, which should be covered by the claims of the present invention.
Claims (10)
1. The utility model provides a construction method that crosses floodgate mound top support girder steel and reverse cast-in-place decking that hangs which characterized in that: the method comprises the following steps:
s1: construction preparation, namely, rechecking the data of the width and the adjacent distance of the water gate piers, and preparing construction materials according to the data;
s2: installing a steel support, namely installing the steel support on an embedded bolt at the top of the water gate pier;
s3: erecting a main longitudinal beam: hoisting the upper main longitudinal beam by a crane, respectively placing two ends of the upper main longitudinal beam on steel supports at the tops of adjacent water gate piers, and laying at least 2 steel supports in parallel at equal intervals along the length direction of the steel supports;
s4: erecting a lower main longitudinal beam: a hanging piece is arranged on the side wall of the lower end of each upper main longitudinal beam, and then the lower main longitudinal beam is hung below the corresponding upper main longitudinal beam through the hanging piece; the suspension height of each lower main longitudinal beam is adjusted through the suspension piece, and the planes of the lower main longitudinal beams are kept at the same horizontal height;
s5: installing and fixing the deformed steel bar: the deformed steel bars sequentially penetrate through the beam bodies of the lower main longitudinal beam and the upper main longitudinal beam from the lower part of the lower main longitudinal beam upwards, and nuts are screwed on the rod bodies at two ends of the deformed steel bars so as to keep the position between the upper main longitudinal beam and the lower main longitudinal beam stable;
s6: laying a distribution beam: laying a distribution beam on the upper end plane of the lower main longitudinal beam, laying a supporting layer on the plane where the distribution beam is located to form a complete reverse hanging supporting structure, and forming a suspended construction platform on the top plane of the supporting layer;
s7: laying a bottom die and a water gate structure: paving a bottom die and a side die on the ground of the construction platform, binding construction steel bars, and pouring concrete after the external templates are assembled;
s8: dismantling the reverse hanging structure: after the concrete is solidified and formed, the side mold can be detached; and then the reverse hanging support structure is dismantled.
2. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier according to claim 1, is characterized in that: the data rechecking comprises the steps of rechecking the construction width of a water gate pier bridge floor, the width of a pre-embedded bolt arranged on a water gate pier, the distance between steel supports on adjacent water gate piers and the width of a bridge deck to be poured;
the construction materials prepared according to the data include steel supports, upper main longitudinal beams, lower main longitudinal beams, deformed steel bars, and distribution beams.
3. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier according to claim 1 or 2, characterized in that: the embedded bolt is embedded in concrete to be solidified before the concrete of the water gate pier is poured to a preset height; and before the concrete is completely solidified, position checking is carried out to prevent installation deviation.
4. The construction method for reversely hoisting the cast-in-place bridge deck by the supporting steel beam at the top of the water passing gate pier is characterized in that: before erecting the upper main longitudinal beam, the upper main longitudinal beam needs to be processed;
the processing comprises welding reinforcing plates at the lifting point position and the end stress position of the upper main longitudinal beam and welding lifting lugs at the side walls of the bottom of the two ends of the upper main longitudinal beam.
5. The construction method for reversely hanging the cast-in-place bridge deck by the supporting steel beam on the top of the water passing gate pier according to any one of claims 1, 2 and 4 is characterized in that: before the lower main longitudinal beam is erected, lifting hooks are welded at two ends of the side wall of the top of the lower main longitudinal beam, and the positions of the lifting hooks can be located under the lifting lugs.
6. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier is characterized in that: the top of the hanger is connected with the lifting lug, and the bottom of the hanger is connected with the lifting hook.
7. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier according to any one of claims 1, 2, 4 and 6, is characterized in that: base plates perpendicular to the upper main longitudinal beams and the lower main longitudinal beams are arranged at the top of the upper main longitudinal beams and the bottom of the lower main longitudinal beams which are distributed in parallel, gaskets are arranged at the contact positions of the deformed steel bars and the base plates, and the deformed steel bars, the base plates, the gaskets, the upper main longitudinal beams and the lower main longitudinal beams are fixed into a whole through nuts;
a gasket is arranged at the position, where the deformed steel bar penetrates through the side wall of the top of the upper main longitudinal beam;
two sections of adjacent thread grooves with opposite lines are arranged on the rod body at two ends of the deformed steel bar, and nuts are respectively connected to the two thread grooves in a matching manner;
and a plastic pipe is sleeved on the rod body of the deformed steel bar between the upper main longitudinal beam and the lower main longitudinal beam.
8. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier according to claim 2, is characterized in that: the length of the distribution beam is larger than the construction width of the water gate pier bridge floor.
9. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier is characterized in that: the supporting layer comprises a plurality of groups of base plates which are distributed in parallel, and the distribution density of the base plates in the lower main longitudinal beam body area is greater than that of other areas.
10. The construction method for reversely hoisting the cast-in-place bridge deck by the support steel beam on the top of the water passing gate pier according to any one of claims 1, 2, 4, 6 and 9, is characterized in that: when the reverse hanging support structure is dismantled,
fixing the clamping plate and the upper end of the deformed steel bar at the top of the upper main longitudinal beam, placing the clamping plate and the upper end of the deformed steel bar between the clamping plate and the upper main longitudinal beam through a jack, sharing the stress of an upper nut of the deformed steel bar and the upper main longitudinal beam through the jack, gradually loosening the nut, and slowly descending the main longitudinal beam to separate the supporting layer from the poured water gate pier bridge floor;
sequentially removing the bottom die, the supporting layer and the distribution beam;
then the lower main longitudinal beams on the two sides are firstly hung and pulled out by a crane, then the lower main longitudinal beams in the middle are moved to the two sides by a hanging piece, and then the lower main longitudinal beams are hung and pulled out by the crane.
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| CN202210885322.3A CN115059026A (en) | 2022-07-26 | 2022-07-26 | Construction method for reversely hoisting cast-in-place bridge deck slab by supporting steel beam on top of sluice pier |
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| CN116791539A (en) * | 2023-08-16 | 2023-09-22 | 中国电建集团北京勘测设计研究院有限公司 | Gate Gao Hunning soil-fixed end beam supporting structure and construction method thereof |
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