CN113914373A - Post-cast strip construction method - Google Patents
Post-cast strip construction method Download PDFInfo
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- CN113914373A CN113914373A CN202111406846.1A CN202111406846A CN113914373A CN 113914373 A CN113914373 A CN 113914373A CN 202111406846 A CN202111406846 A CN 202111406846A CN 113914373 A CN113914373 A CN 113914373A
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- 238000010276 construction Methods 0.000 title claims abstract description 62
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 111
- 239000010959 steel Substances 0.000 claims abstract description 111
- 239000004567 concrete Substances 0.000 claims abstract description 94
- 239000011178 precast concrete Substances 0.000 claims abstract description 84
- 230000002787 reinforcement Effects 0.000 claims abstract description 84
- 238000000034 method Methods 0.000 claims abstract description 31
- 230000008093 supporting effect Effects 0.000 claims abstract description 18
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 230000000903 blocking effect Effects 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 5
- 235000000396 iron Nutrition 0.000 claims description 4
- 238000005304 joining Methods 0.000 claims 1
- 239000000463 material Substances 0.000 description 9
- 125000004122 cyclic group Chemical group 0.000 description 6
- 238000011065 in-situ storage Methods 0.000 description 5
- 230000007547 defect Effects 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000007306 turnover Effects 0.000 description 3
- 229910000746 Structural steel Inorganic materials 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 230000013011 mating Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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Abstract
The invention discloses a post-cast strip construction method, which comprises the following steps: forming a hole on an existing concrete structure and forming a first supporting platform in a first port of the hole; manufacturing a precast concrete plate, wherein a first lap joint table is arranged at the edge of the precast concrete plate; mounting a precast concrete panel within the bore adjacent the first port such that the first abutment is in abutment with the first support abutment; arranging a first steel bar framework in a space enclosed by the precast concrete slab and the inner wall of the hole; connecting the first steel reinforcement framework with a second steel reinforcement framework in the existing concrete structure; and pouring concrete on the first steel reinforcement framework in the space, so that the concrete and the first steel reinforcement framework form a cast-in-place concrete plate. The technical scheme can solve the problems of long period and high construction cost of a construction mode of cast-in-place by a support method.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a post-cast strip construction method.
Background
The post-cast strip construction method (post-cast method for short) is a common construction method, and the post-cast strip formed by the post-cast strip construction method can prevent the cast-in-place reinforced concrete structure from generating harmful cracks due to nonuniform self-contraction or nonuniform settlement.
In the main structure construction process of the subway station, holes with preset sizes (for example, 14m × 7m) are usually reserved on the middle plate and the top plate of the main structure, and the reserved holes become shield hoisting holes. The shield hoisting hole can be used for hoisting materials (such as hoisting building materials, transporting soil materials and the like) in the subsequent shield construction process. Of course, after the shield tunnel construction is completed, the construction side needs to block the shield hoisting holes by adopting a post-cast strip construction method, and finally the shield hoisting holes are eliminated.
In the related art, the shield hoisting hole is blocked by a cast-in-place construction method of a support method, namely, a support is erected from a bottom plate of a main body structure to a middle plate, then steel bar binding and formwork installation are carried out in the shield hoisting hole on the middle plate, and then middle plate concrete is poured, so that the shield hoisting hole on the middle plate is blocked.
After the solidification strength of the middle plate concrete meets the requirement, a support is erected on the middle plate concrete, and the shield hoisting hole on the top plate is plugged in the same way.
Because the support needs to be erected on the middle slab after the concrete of the middle slab is solidified, the construction by adopting the support method for cast-in-place has the defect of longer construction period. In addition, in the construction method, a large number of supports need to be erected in the implementation process, so that not only is great manpower consumed, but also more turnover materials such as the supports and the templates need to be consumed, and further, the manpower and material resources are greatly consumed. Therefore, the construction method of the support method for cast-in-place has the problem of higher cost.
In conclusion, the construction of the shield hoisting hole by adopting the support method cast-in-place mode has the defects of longer construction period and higher construction cost. Of course, the problem of blocking the shield hoisting hole by adopting the support method for cast-in-place exists, and the defect of blocking other holes by adopting the support method for cast-in-place also exists.
Disclosure of Invention
The invention aims to provide a post-cast strip construction method, which aims to overcome the defects of the construction mode of the support method cast-in-place in the background technology.
In order to achieve the above purpose, the invention provides the following technical scheme:
a post-cast strip construction method comprises the following steps:
forming a hole on an existing concrete structure and forming a first supporting platform in a first port of the hole;
manufacturing a precast concrete plate, wherein a first lapping table is arranged at the edge of the precast concrete plate;
mounting the precast concrete panel within the bore adjacent the first port such that the first landing pad is landed on the first support pad;
arranging a first steel bar framework in a space enclosed by the precast concrete plate and the inner wall of the hole;
connecting the first steel reinforcement framework with a second steel reinforcement framework in the existing concrete structure;
and pouring concrete on the first steel reinforcement framework in the space, so that the concrete and the first steel reinforcement framework form a cast-in-place concrete plate, and the cast-in-place concrete plate and the precast concrete plate form a blocking structure matched with the hole blocking.
Further, first brace table is cyclic annular brace table, first overlap joint platform is cyclic annular overlap joint platform, wherein:
after installing the precast concrete panel within the opening adjacent to the first port such that the first landing pad is landed on the first support pad, and before disposing the first reinforcement cage within a space defined by the precast concrete panel and an inner wall of the opening, the method further comprises:
grouting into a gap formed by the matched surfaces of the first supporting platform and the first lapping platform so as to seal the gap.
Further, the first support table is an annular support table, wherein:
prior to installing the precast concrete panel within the bore adjacent the first port to overlap the first landing deck on the first support deck, the method further comprises:
presetting a plurality of angle steels on the inner wall of the annular support platform, wherein the angle steels are distributed at intervals along the circumferential direction of the inner wall;
installing the precast concrete panel within the bore adjacent the first port such that the first landing pad is landed on the first support pad, comprising:
installing the precast concrete panel within the bore adjacent the first port such that the first lap table overlaps the first support table and the deck of the precast concrete panel adjacent the first port overlaps the plurality of angles.
Further, preset a plurality of angle steel at the inner wall of cyclic annular brace table, include:
and welding the plurality of angle steels and the second steel reinforcement framework with the same depth in the existing concrete structure.
Further, the precast concrete slab comprises precast slab embedded steel bars, the precast slab embedded steel bars protrude out of the surface of the precast concrete slab, which faces away from the first port, and are perpendicular to the precast concrete slab, wherein:
after a first steel reinforcement framework is arranged in a space formed by the precast concrete slab and the inner wall of the hole, and before concrete is poured on the first steel reinforcement framework in the space, the method further comprises the following steps:
and connecting the precast slab embedded steel bars with the first steel bar framework.
Furthermore, the precast slab embedded steel bars are arranged in a quincunx manner, and the distance between any two adjacent precast slab embedded steel bars is equal.
Further, the first reinforcement cage extends in a direction parallel to the precast concrete slab, and the second reinforcement cage extends in a direction parallel to the precast concrete slab.
Further, second framework of steel reinforcement includes existing plate structure reinforcing bar and the reservation straight thread sleeve that links to each other with it, wherein:
the second steel reinforcement frame connecting the first steel reinforcement frame with the existing concrete structure comprises:
and connecting the first steel reinforcement framework with the reserved straight thread sleeve.
Furthermore, the thickness of the precast concrete plate is smaller than that of the cast-in-place concrete plate, the second steel reinforcement framework opposite to the cast-in-place concrete plate is at least two layers, and the existing plate structure steel reinforcement of each layer is connected with the first steel reinforcement framework opposite to the existing plate structure steel reinforcement through the reserved straight thread sleeve connected with the existing plate structure steel reinforcement.
Furthermore, the surface of the second port of the hole is coplanar with the surface of the cast-in-place concrete slab, which is opposite to the first port, and the first port and the second port are distributed in an opposite manner.
The post-cast strip construction method provided by the invention has the following beneficial effects:
the post-cast strip construction method disclosed by the embodiment of the invention improves a post-cast strip construction process, adopts prefabricated concrete plates which are manufactured in advance through the lap joint matching between the first lap joint platform and the first supporting platform in the process of plugging a hole, further realizes the preliminary plugging installation of the prefabricated concrete plates in the hole, simultaneously takes the prefabricated concrete plates as a foundation, makes support preparation for the subsequent arrangement of a first steel reinforcement framework and the concrete pouring, further forms a cast-in-situ concrete plate, finally takes the whole formed by the cast-in-situ concrete plate and the prefabricated concrete plate as a plugging structure, and realizes the plugging of the hole. The construction method is used for preparing for subsequent cast-in-place construction by changing the structure of the hole and prefabricating the precast concrete plate. The whole construction process does not need to set up a support on site, so that the use of turnover materials can be reduced, and the support does not need to be set up or detached by consuming large manpower and material resources.
Meanwhile, the support does not need to be erected after the concrete is solidified, so that the holes in different positions of the existing concrete structure are plugged, mutual interference is avoided, and the construction period can be shortened.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments described in the present invention, and other drawings can be obtained by those skilled in the art according to the drawings.
FIG. 1 is a schematic flow chart of a post-cast strip construction method disclosed by the embodiment of the invention;
fig. 2 is a schematic view of a building structure formed by a post-cast strip construction method according to an embodiment of the present invention.
Wherein:
10-existing concrete structure, 101-holes, 102-first supporting platform, 103-second steel reinforcement framework, 1031-existing plate structure steel reinforcements, 1032-reserved straight thread sleeve, and,
20-precast concrete slab, 201-first lapping table, 202-precast slab embedded steel bar,
30-cast-in-place concrete slab, 301-first steel reinforcement framework, 302-concrete,
40-angle steel.
Detailed Description
In order to make the technical solutions of the present invention better understood, those skilled in the art will now describe the present invention in further detail with reference to the accompanying drawings.
Referring to fig. 1 to 2, an embodiment of the present invention discloses a post-cast strip construction method, which is used for plugging a hole 101 of an existing concrete structure 10 by using a post-cast strip construction method, so as to achieve the purposes of shortening a construction period and reducing construction cost.
The post-cast strip construction method disclosed by the embodiment of the invention comprises the following steps of:
s001: a hole is formed in an existing concrete structure and a first support table is formed in a first port of the hole.
The existing concrete structure 10 may be a main structure of a subway station, or a main structure (e.g., a roof) formed during the construction of a common building. For example, in the case that the existing concrete structure 10 is a main structure of a subway station, the existing concrete structure 10 may be specifically a middle plate or a top plate of the main structure of the subway station, and accordingly, the hole 101 may be a shield hoisting hole.
In this step, the hole 101 is usually formed during the formation of the existing concrete structure 10, but of course, the formed hole 101 may be dug later based on some requirement after the existing concrete structure 10 is formed, and the forming manner and the forming time of the hole 101 on the existing concrete structure 10 are not limited herein.
In addition, the hole 101 penetrates through the existing concrete structure 10, and the hole 101 has a first port and a second port, which are two opposite ports of the hole 101. Alternatively, the hole 101 may pass through in a vertical direction or substantially in a vertical direction, with the first port being located below the second port.
The first support table 102 is formed in the first port of the hole 101, however, the first support table 102 is usually formed during the formation of the hole 101, i.e. the first support table 102 is a structure reserved for the existing concrete structure 10 during the formation of the hole 101, which obviously is beneficial to shorten the construction period. Of course, the hole 101 may be formed in other ways.
And S002, manufacturing the precast concrete plate.
The purpose of this step is to form a precast concrete panel 20 in a prefabricated manner. The edge of the precast concrete plate 20 is provided with a first overlap table 201, and the first overlap table 201 is used to cooperate with the first support table 102 formed in S001.
Of course, in order to secure the strength of the precast concrete panel 20, a reinforcement cage is buried in the precast concrete panel 20, thereby allowing the precast concrete panel 20 to have sufficient supporting strength.
It should be noted that S002 may be performed simultaneously with S001, may occur before S001, or may occur after S001, and the embodiment of the present invention does not limit the timing between S001 and S002.
And S003, mounting the precast concrete plate in the hole at a position adjacent to the first port so as to enable the first lapping table to be lapped on the first supporting table.
This step mounts a prefabricated concrete slab 20 in the cavity 101 adjacent to the first port such that the first abutment 201 abuts the first support abutment 102. The first lap joint table 201 can be supported by the first support table 102, thereby enabling the precast concrete panel 20 to be supported, thereby enabling the precast concrete panel 20 to be placed in the hole 101, in which case the precast concrete panel 20 can play a role of plugging the first port in advance, thereby achieving preliminary plugging of the hole 101.
Due to the large volume and weight of the precast concrete slab 20, S003 may be completed by using a hoisting method. Specifically, the precast concrete panel 20 may be hoisted into the hole 101 by a hoisting machine until the first overlapping table 201 overlaps the first support table 102.
And S004, arranging a first steel reinforcement framework in a space formed by the precast concrete slab and the inner wall of the hole.
This step occurs after S003, and is intended to prepare for further plugging operations of the hole 101, since completion of S003 enables preliminary plugging of the hole 101.
In an embodiment of the present invention, the thickness of the precast concrete panel 20 is a first size, and the depth of the hole 101 is a second size, and the first size is smaller than the second size. Based on this, after the precast concrete panel 20 is placed at the position of the hole 101 adjacent to the first port, the precast concrete panel 20 is spaced apart from the second port, in which case the precast concrete panel 20 and the inner wall of the hole 101 can enclose a space. This step provides the first steel-reinforced skeleton 301 in this space to serve as a support skeleton for the cast-in-place concrete slab 30 formed in the subsequent S005, thereby enhancing the strength thereof.
It should be noted that, in the process of implementing this step, the first steel reinforcement framework 301 with a larger area is laid as much as possible, so that it matches with the formed space, thereby achieving a better framework supporting effect.
S005, connecting the first steel reinforcement framework with a second steel reinforcement framework in the existing concrete structure.
Since S004 has been provided with the first skeleton 301 in the space. In order to improve the connection strength of the first steel reinforcement frame 301, the first steel reinforcement frame 301 is connected to the second steel reinforcement frame 103 in the existing concrete structure 10, so that the first steel reinforcement frame 301 can be assembled more stably on the basis of the existing concrete structure 10.
Specifically, the first steel reinforcement framework 301 and the second steel reinforcement framework 103 may be connected by binding, welding, overlapping, and the like, and the embodiment of the present invention does not limit the specific connection manner between the first steel reinforcement framework 301 and the second steel reinforcement framework 103.
And S006, pouring concrete on the first steel reinforcement framework in the space, so that the concrete and the first steel reinforcement framework form a cast-in-place concrete slab.
After completion of S005, this step may be performed. After the first steel reinforcement cage 301 is disposed in the space, concrete 302 is poured into the space, so that the concrete 302 is filled in the space, and the first steel reinforcement cage 301 is at least partially buried. The integration of the concrete 302 and the first steel reinforcement cage 301 forms a cast in place concrete panel 30 after the concrete 302 has set.
It should be noted that, in the implementation of this step, the thickness of the concrete 302 can be adjusted according to the gap of the first steel reinforcement framework 301, so that the concrete 302 can be better filled in the space.
Because the concrete 302 is poured in the space formed by the precast concrete plate 20 and the inner wall of the hole 101, after the concrete 302 is solidified, the concrete 302 and the precast concrete plate 20 are solidified together, and finally, the cast-in-place concrete plate 30 and the precast concrete plate 20 form a blocking structure matched with the blocking of the hole 101, and the blocking of the hole 101 is finally realized.
The post-cast strip construction method disclosed by the embodiment of the invention improves a post-cast strip construction process, and in the process of plugging a hole, a prefabricated concrete plate 20 which is manufactured in advance is adopted to be matched with a first supporting platform 102 through the lap joint between the first lap joint platform 201, so that the preliminary plugging installation of the prefabricated concrete plate 20 in the hole 101 is realized, meanwhile, the prefabricated concrete plate 20 is used as a foundation, the supporting preparation is made for the subsequent arrangement of a first steel reinforcement framework 301 and the poured concrete 302, a cast-in-situ concrete plate 30 is further formed, and finally, the whole formed by the cast-in-situ concrete plate 30 and the prefabricated concrete plate 20 is used as a plugging structure, so that the plugging of the hole 101 is realized. The construction method is prepared for the subsequent cast-in-place construction by changing the structure of the hole 101 and prefabricating the precast concrete slab 20. The whole construction process does not need to set up a support on site, so that the use of turnover materials can be reduced, and the support does not need to be set up or detached by consuming large manpower and material resources.
Meanwhile, the construction of plugging the holes 101 at different positions of the existing concrete structure 10 is performed without mutual interference due to the fact that the erection of a bracket is not needed after the concrete is solidified, and therefore the construction period can be shortened.
As described above, the first support stage 102 can function as a support, and the structure of the first support stage 102 may be various. For example, the first support stage 102 may include a plurality of sub-support stages spaced apart from each other, and the plurality of sub-support stages may be distributed in the hole 101 at positions adjacent to the first port along the circumferential direction of the first port.
In one possible embodiment, the first support platform 102 may be an annular support platform, which can achieve more uniform support, thereby improving the support effect. First overlap joint platform 201 can be cyclic annular overlap joint platform, can realize more stable, inseparable overlap joint cooperation between cyclic annular brace table and the cyclic annular overlap joint platform, and then improves the assembly effect.
In the case where the first support stage 102 is an annular support stage and the first lap joint stage 201 is an annular lap joint stage, after S003 and before S004, the method may further include:
grouting into a gap formed between the mating surfaces of the first support stage 102 and the first lap joint stage 201 to close the gap.
That is, after the precast concrete panel 20 is installed in the hole 101 adjacent to the first port such that the first overlap table 201 overlaps the first support table 102 and before the first reinforcement cage 301 is disposed in the space enclosed by the precast concrete panel 20 and the inner wall of the hole 101, grout may be injected into the gap formed between the first support table 102 and the first overlap table 201 to further improve the blocking effect of the hole 101.
Obviously, the further technical scheme can further improve the plugging effect in a grouting mode. In the specific construction process, grouting materials with better grouting performance can be preferably selected for grouting construction.
As described above, the first support table 102 may be an annular support table. Before S003, the post-cast strip construction method disclosed in the embodiment of the present invention may further include: a plurality of angle steels 40 are preset on the inner wall of the annular support platform, and the angle steels 40 are distributed at intervals along the circumferential direction of the inner wall of the annular support platform. That is, before installing the precast concrete panel 20 in the hole 101 at a position adjacent to the first port so that the first overlapping table 201 overlaps the first supporting table 102, the method further includes: a plurality of angle irons 40 are preset on the inner wall of the annular support platform.
In this case, the installing of the precast concrete panel 20 in the hole 101 at a position adjacent to the first port so that the first lap table 201 is overlapped on the first support table 102 in S003 includes:
the precast concrete panel 20 is installed in the hole 101 adjacent to the first port such that the first abutment 201 overlaps the first support table 102 and the deck of the precast concrete panel 20 adjacent to the first port overlaps the plurality of angles 40.
In the further technical scheme, in the process of placing the precast concrete slab 20 into the hole 101, the first supporting platform 102 and the plurality of angle steels 40 can jointly support the precast concrete slab 20, so that the supporting effect on the precast concrete slab 20 is improved. Obviously, the supporting structure can avoid the potential safety hazard caused by insufficient supporting force of the first supporting platform 102.
In order to improve the balance of support, a plurality of angles 40 may be uniformly distributed. Of course, in the case where the first port is a rectangular port, an alternative arrangement is: three angle steels 40 are respectively and uniformly distributed on the edges of the two length directions, and two angle steels 40 are respectively distributed on the edges of the two width directions.
In the embodiment of the present invention, the angle iron 40 may be disposed on the inner wall of the annular support platform in various ways. For example, the angle iron 40 may be partially embedded.
For another example, a plurality of angles are preset on the inner wall of the annular support platform, and the angles include: a plurality of angle irons 40 are welded to the second steel reinforcement cage 103 of the same depth in the existing concrete structure 10. This kind of mode can make angle steel 40 realize predetermineeing with the second framework of steel reinforcement 103 in existing concrete structure 10 as the basis, because the intensity of second framework of steel reinforcement 103 is higher, this fastness that can improve the installation of angle steel 40 undoubtedly avoids angle steel 40 to drop.
It should be noted that, in the existing concrete structure 10, the second steel reinforcement framework 103 may be distributed in multiple layers in the thickness direction, and the plurality of angle steels 40 are welded to the second steel reinforcement framework 103 with the same depth, so that the connection can be easily performed, and the side tensile stress generated in other directions can also be avoided.
In the embodiment, the precast concrete slab 20 may include precast slab embedded bars 202, and the precast slab embedded bars 202 protrude from a surface of the precast concrete slab 20 facing away from the first port and are perpendicular to the precast concrete slab 20. In this case, after the first steel reinforcement cage 301 is disposed in the space defined by the precast concrete panel 20 and the inner wall of the hole 101 (i.e., S004), and before the concrete 302 is poured onto the first steel reinforcement cage 301 in the space (i.e., S006), the method may further include: and connecting the precast slab embedded steel bar 202 with the first steel bar framework 301.
Specifically, the connection between the precast slab embedded steel bar 202 and the first steel bar framework 301 may be realized by welding, binding, riveting, and the like.
The precast slab embedded steel bars 202 are connected with the first steel bar framework 301, so that the first steel bar framework 301 can be connected in the direction perpendicular to the precast concrete slab 20, the arrangement of the first steel bar framework 301 is firmer, and of course, the precast slab embedded steel bars 202 can also play a role in connecting the precast concrete slab 20 and the cast-in-place concrete slab 30 in the direction perpendicular to the precast concrete slab 20.
In a possible solution, there may be a plurality of precast slab embedded steel bars 202, and a plurality of precast slab embedded steel bars 202 may be distributed in various ways. For example, a plurality of prefabricated panel embedded steel bars 202 may be arranged in a quincunx pattern, and the distance between any two adjacent prefabricated panel embedded steel bars 202 is equal. Specifically, the arrangement pitch of the precast slab embedded steel bars 202 is 150 × 150mm in a quincunx arrangement.
In the embodiment of the present application, the first reinforcement cage 301 may extend in a direction parallel to the precast concrete slab 20, and the second reinforcement cage 103 may extend in a direction parallel to the precast concrete slab 20, so as to be easily disposed within the same thickness range, thereby facilitating the connection between the first reinforcement cage 301 and the second reinforcement cage 103.
Specifically, the second steel reinforcement framework 103 may include an existing plate structure steel reinforcement 1031 and a reserved straight threaded sleeve 1032 connected thereto. In this case, the post-cast strip construction method disclosed in the embodiment of the present application, the connecting the first framework 301 and the second framework 103 (i.e., S005) in the existing concrete structure 10 includes: connect first framework of steel reinforcement 301 and reserve straight thread sleeve 1032. The reserved straight thread sleeve 1032 can well transmit axial tension or pressure, and has the advantage of stable connection. Of course, the existing plate structure steel bars 1031 and the reserved straight-thread sleeves 1032 can be connected by welding, screwing, or the like.
Referring to fig. 2 again, in particular, the thickness of the precast concrete slab 20 may be smaller than that of the cast-in-place concrete slab 30, that is, the thickness of the precast concrete slab 20 is smaller, so that the volume and the weight thereof can be smaller, and the precast concrete slab can be conveniently placed in the hole 101.
In a more preferred embodiment, the second steel reinforcement cage 103 opposite the cast-in-place concrete slab 30 may have at least two layers, and the existing slab structure steel 1031 of each layer is connected to the opposite first steel reinforcement cage 301 through the reserved straight threaded sleeve 1032 connected thereto. Obviously, the firmness of the connection can be further improved by the connection of the multilayer frameworks. Specifically, the distance between two adjacent layers of the second steel reinforcement frameworks 103 may be 150 mm.
As mentioned above, the aperture 101 has a second port, and the second port of the aperture 101 may be presented as a coplanar surface with the face of the cast in situ concrete slab 30 facing away from the first port, the first port being located opposite the second port. By the arrangement, the hole 101 can be sealed, and simultaneously, the cast-in-place concrete slab 30 can be well connected with the existing concrete structure 10, so that unevenness is avoided.
While certain exemplary embodiments of the present invention have been described above by way of illustration only, it will be apparent to those of ordinary skill in the art that the described embodiments may be modified in various different ways without departing from the spirit and scope of the invention. Accordingly, the drawings and description are illustrative in nature and should not be construed as limiting the scope of the invention.
Claims (10)
1. A post-cast strip construction method is characterized by comprising the following steps:
forming a hole (101) in an existing concrete structure (10) and forming a first support table (102) in a first port of the hole (101);
manufacturing a precast concrete plate (20), wherein a first lap joint table (201) is arranged at the edge of the precast concrete plate (20);
-mounting the precast concrete slab (20) within the bore (101) adjacent the first port such that the first overlapping table (201) overlaps the first support table (102);
arranging a first steel reinforcement framework (301) in a space enclosed by the precast concrete plate (20) and the inner wall of the hole (101);
-connecting the first reinforcement cage (301) with a second reinforcement cage (103) in the existing concrete structure (10);
pouring concrete (302) onto the first steel reinforcement cage (301) in the space, so that the concrete (302) and the first steel reinforcement cage (301) form a cast-in-place concrete plate (30), and the cast-in-place concrete plate (30) and the precast concrete plate (20) form a blocking structure matched with the hole (101) in a blocking mode.
2. The post-cast strip construction method according to claim 1, wherein the first support table (102) is an annular support table and the first lap joint table (201) is an annular lap joint table, wherein:
after installing the precast concrete panel (20) in the hole (101) adjacent to the first port such that the first joining platform (201) is joined to the first supporting platform (102), and before installing the first reinforcement cage (301) in a space defined by the precast concrete panel (20) and an inner wall of the hole (101), the method further comprises:
grouting into a gap formed by the matched surfaces of the first supporting platform (102) and the first lapping platform (201) so as to seal the gap.
3. The post-cast strip construction method according to claim 1, wherein the first support table (102) is an annular support table in which:
prior to installing the precast concrete panel (20) within the aperture (101) adjacent to the first port such that the first overlapping table (201) overlaps the first support table (102), the method further comprises:
presetting a plurality of angle steels (40) on the inner wall of the annular support platform, wherein the angle steels (40) are distributed at intervals along the circumferential direction of the inner wall;
-installing the precast concrete panel (20) within the bore (101) adjacent the first port such that the first overlapping table (201) overlaps the first support table (102), comprising:
installing the precast concrete panel (20) within the bore (101) adjacent the first port such that the first abutment (201) overlaps the first support abutment (102) and the precast concrete panel (20) overlaps the plurality of angles (40) adjacent the face of the first port.
4. The post-cast strip construction method according to claim 3, wherein a plurality of angle irons (40) are preset on an inner wall of the annular support platform, and the angle irons include:
welding the plurality of angle steels (40) with the second reinforcement cage (103) of the same depth in the existing concrete structure (10).
5. The post-cast strip construction method as claimed in claim 1, wherein the precast concrete slab (20) includes precast slab pre-embedded bars (202), the precast slab pre-embedded bars (202) protruding from a surface of the precast concrete slab (20) facing away from the first port and being perpendicular to the precast concrete slab (20), wherein:
after arranging a first reinforcement cage (301) in a space enclosed by the precast concrete slab (20) and the inner wall of the hole (101), and before pouring concrete (302) on the first reinforcement cage (301) in the space, the method further comprises:
and connecting the precast slab embedded steel bars (202) with the first steel bar framework (301).
6. The post-cast strip construction method according to claim 5, wherein the precast slab pre-embedded steel bars (202) are provided in plurality, the precast slab pre-embedded steel bars (202) are arranged in a quincunx shape, and the distance between any two adjacent precast slab pre-embedded steel bars (202) is equal.
7. The post-cast strip construction method as claimed in claim 5, wherein the first reinforcement cage (301) extends in a direction parallel to the precast concrete plate (20), and the second reinforcement cage (103) extends in a direction parallel to the precast concrete plate (20).
8. Post-cast strip construction method according to claim 7, characterised in that the second steel reinforcement cage (103) comprises existing plate structure reinforcement (1031) and a reserved straight threaded sleeve (1032) connected thereto, wherein:
the connecting the first reinforcement cage (301) with the second reinforcement cage (103) in the existing concrete structure (10) comprises:
connecting the first steel reinforcement framework (301) with the reserved straight thread sleeve (1032).
9. The post-cast strip construction method according to claim 8, wherein the precast concrete slab (20) has a thickness smaller than that of the cast-in-place concrete slab (30), the second steel reinforcement cage (103) opposite to the cast-in-place concrete slab (30) has at least two layers, and the existing plate structure reinforcement (1031) of each layer is connected with the opposite first steel reinforcement cage (301) through the reserved straight thread sleeve (1032) connected thereto.
10. The post-cast strip construction method according to claim 1, wherein the surface of the second port of the hole (101) is coplanar with the surface of the cast-in-place concrete slab (30) facing away from the first port, and the first port is arranged opposite to the second port.
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Application publication date: 20220111 |