CN117905160A - Post-tensioning method integrated construction method for bonded prestressed beam and slab with ultra-long structure - Google Patents
Post-tensioning method integrated construction method for bonded prestressed beam and slab with ultra-long structure Download PDFInfo
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- CN117905160A CN117905160A CN202410148839.3A CN202410148839A CN117905160A CN 117905160 A CN117905160 A CN 117905160A CN 202410148839 A CN202410148839 A CN 202410148839A CN 117905160 A CN117905160 A CN 117905160A
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- 238000010276 construction Methods 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 title claims abstract description 12
- 210000002435 tendon Anatomy 0.000 claims abstract description 48
- 239000004567 concrete Substances 0.000 claims abstract description 31
- 239000011148 porous material Substances 0.000 claims abstract description 20
- 239000002184 metal Substances 0.000 claims abstract description 10
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 230000000149 penetrating effect Effects 0.000 claims abstract description 4
- 238000004873 anchoring Methods 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000011513 prestressed concrete Substances 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000010410 layer Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
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Abstract
The invention relates to the technical field of building structure methods, in particular to an integrated construction method of a post-tensioning bonded prestressed beam plate of an ultra-long structure, which comprises the following steps: firstly, arranging reserved pore canals of round galvanized metal corrugated pipes in parabolic forms in the large-span beams and the frame beams, arranging reserved pore canals of flat galvanized metal corrugated pipes in straight lines or natural curves in the floor slab, manufacturing prestressed tendons, penetrating the prestressed tendons into the pore canals, and pouring concrete together for curing. The post-tensioning method of the ultra-long structure has the advantages that the integrated construction method of the bonded prestressed beam and slab solves the problems that the ultra-long structure is easily influenced by factors such as temperature, expansion, shrinkage, creep, uneven settlement and the like due to strong peripheral constraint effect, concrete cracks are caused, water seepage phenomenon occurs in the structure, and the large-span, large-span and large-cantilever concrete beam and slab is excessively large in deflection and exceeds the standard limit value due to construction or improper use, so that the safety and quality of the building are caused.
Description
Technical Field
The invention relates to the technical field of building structure methods, in particular to an integrated construction method for a post-tensioning bonded prestressed beam plate of an ultra-long structure.
Background
Along with the rapid development of the building industry, the overlength structure is more and more (especially the overlength basement structure), the building height and the number are continuously increased, the number of layers, the length and the width of the overlength structure building are also increased, the number of the overlength basement with the multi-tower structure is also more and more, and the overlength basement with the multi-tower structure is often a large-span, large-bay and large-overhanging structure. The surrounding constraint effect of the ultra-long structure is strong, and the structure is easily influenced by factors such as temperature, expansion, shrinkage, creep, uneven settlement and the like, so that the concrete is cracked, and the water seepage phenomenon occurs to the structure. Meanwhile, the problems of safety in use and quality of a building caused by overlarge deflection exceeding a standard limit value due to construction or improper use of a large-span, large-bay and large-cantilever concrete beam plate are increasingly outstanding, and the integrated construction method of the post-tensioning bonded prestressed beam plate with an overlength structure is provided for the problems.
Disclosure of Invention
The invention aims to provide an integrated construction method for a bonded prestress beam plate by an ultra-long structure post-tensioning method, so as to solve the problems in the prior art. In order to achieve the above purpose, the present invention provides the following technical solutions: the post-tensioning method of the ultra-long structure has the integrated construction method of the bonded prestress beam plate, which comprises the following steps:
firstly, arranging reserved pore channels of round galvanized metal corrugated pipes in a parabolic mode in a large-span beam and a frame beam, arranging reserved pore channels of flat galvanized metal corrugated pipes in a straight line or natural curve mode in a floor slab (the reserved pore channels are paved at the upper part of a plate bottom rib along the X direction and the Y direction and pass through Liang Mianjin when meeting the beam), and then manufacturing prestressed ribs and penetrating the prestressed ribs into the pore channels;
Step two, beginning to install the loudspeaker type anchor backing plate after the prestressing tendons pass through the beam, the anchor backing plate is in a plane with the beam end face, forms a certain contained angle with the plate face, is perpendicular to the prestressing tendons axis, and the grouting hole should be arranged upwards when installing, and simultaneously the beam anchor backing plate still needs to be fixed on the beam end template and the beam end main reinforcement, and the plate anchor backing plate is fixed on the longitudinal and transverse plate reinforcement. Pouring concrete together with the beam slab component after the anchor backing plate is installed, and curing;
Thirdly, after the concrete reaches a certain strength, respectively stretching the beam and the prestressed ribs in the slab, anchoring the stretched ends to generate prestress in the concrete beam slab component, and finally grouting and sealing the pore canal to reliably bond the prestressed ribs and the concrete beam slab to form bonded prestressed concrete;
Preferably, the prestress rib is a seven-wire twisted phi s15.20mm high-strength low-relaxation steel strand, the ultimate strength standard value is 1860MPa, the prestress rib in the beam is longitudinally arranged along the beam, the prestress rib in the plate is arranged along the X direction and the Y direction, and the distance between the prestress ribs in the X direction and the Y direction in the plate is 900mm-3200mm.
Preferably, the beam slab concrete strength grade is generally above C40.
Preferably, the tensioning of the prestressed tendons accords with the principle of uniformity and symmetry, the prestressed tendons of the floor slab are tensioned first, and the prestressed tendons of the large-span beam and the frame beam are tensioned later. And cleaning the anchor backing plate and the prestressed tendons at the tensioning end before tensioning, and checking the compactness of the concrete behind the anchor backing plate.
Preferably, the allowable deviation value of the theoretical elongation value and the actual elongation value of the prestressed tendon is controlled within +/-6%.
Preferably, the tensioning end anchoring procedure employs: 0→10% σcon→103% σcon→anchoring.
Preferably, the prestressed tendons are stopped for 12 hours after tensioning.
Preferably, the grouting is performed within 72 hours after the tendon tensioning is completed.
Preferably, the exposed length of the tendon is not less than 1.5 times its diameter, and not less than 30mm.
Preferably, the surface of the concrete should be completely sealed with the prestressed tendons, the tendons cannot be exposed on the surface, and the thickness of the minimum protective layer is not less than 50mm.
Compared with the prior art, the invention has the beneficial effects that:
1. The application of the construction method ensures that the beam slab concrete member has good anti-cracking performance and deformation resistance, can effectively prevent concrete from cracking and bending deformation, improves the durability of an ultra-long structure, saves the related materials, mechanical and labor cost which are input due to the quality problems of beam slab cracking, water seepage, downwarping and the like in the later stage, and improves the economic benefit of enterprises.
2. The application of the construction method can effectively reduce the cross section size of the concrete member, reduce the layer height, reduce the energy consumption, lighten the weight of a building and save the construction cost.
3. The construction method realizes the structural form of large span, large bay and large column net, increases the flexibility and the use area of the building plane, and improves the use function of the building.
4. The panel of the super-long structure utilizes enough prestress to offset the stress caused by concrete shrinkage and temperature change, so that the crack resistance of the super-long structure can be improved, and the setting distance of an expansion joint or a post-pouring belt is increased.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic plan view of the present invention;
FIG. 3 is a straight line layout of the prestressing tendons in the plate of the present invention;
FIG. 4 is a parabolic layout of a prestressed tendon of a long span beam and a frame beam of the present invention;
FIG. 5 is a diagram of a prestressed tendon beam and slab integrated construction node;
FIG. 6 is a schematic diagram of a large span beam, frame beam tensile end seal anchor sample and floor slab tensile end seal anchor of the present invention;
fig. 7 is a schematic diagram of a processing structure of the prestressed tendons in the plate according to the present invention when meeting the hole.
In the figure: 1. plate prestress rib; 2. prestressed tendons of a large span beam or a frame beam; 3. a frame column; 4. post-cast strip; 5. a floor slab; 6. a large span beam or frame beam; 7. reserving pore passages of beam circular galvanized metal corrugated pipes; 8. reserving pore passages of flat galvanized metal corrugated pipes; 9. c40 fine stone micro-expansion anchor sealing concrete.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which are obtained by a worker of ordinary skill in the art without creative efforts, are within the protection scope of the present invention based on the embodiments of the present invention.
Referring to fig. 1 to 7, the present invention provides a technical solution: the post-tensioning method of the ultra-long structure has the integrated construction method of the bonded prestress beam plate, which comprises the following steps:
firstly, arranging reserved pore channels of round galvanized metal corrugated pipes in a parabolic mode in a large-span beam and a frame beam, arranging reserved pore channels of flat galvanized metal corrugated pipes in a straight line or natural curve mode in a floor slab (the reserved pore channels are paved at the upper part of a plate bottom rib along the X direction and the Y direction and pass through Liang Mianjin when meeting the beam), and then manufacturing prestressed ribs and penetrating the prestressed ribs into the pore channels;
Step two, beginning to install the loudspeaker type anchor backing plate after the prestressing tendons pass through the beam, the anchor backing plate is in a plane with the beam end face, forms a certain contained angle with the plate face, is perpendicular to the prestressing tendons axis, and the grouting hole should be arranged upwards when installing, and simultaneously the beam anchor backing plate still needs to be fixed on the beam end template and the beam end main reinforcement, and the plate anchor backing plate is fixed on the longitudinal and transverse plate reinforcement. Pouring concrete together with the beam slab component after the anchor backing plate is installed, and curing;
Thirdly, after the concrete reaches a certain strength, respectively stretching the beam and the prestressed ribs in the slab, anchoring the stretched ends to generate prestress in the concrete beam slab component, and finally grouting and sealing the pore canal to reliably bond the prestressed ribs and the concrete beam slab to form bonded prestressed concrete;
In the embodiment, the prestressed tendons are seven-wire twisted phi s15.20mm high-strength low-relaxation steel strands, the ultimate strength standard value is 1860MPa, the prestressed tendons in the beam are longitudinally arranged along the beam, the prestressed tendons in the plate are arranged along the X direction and the Y direction, and the distance between the prestressed tendons in the X direction and the Y direction in the plate is 900mm-3200mm.
In this embodiment, the beam slab concrete strength grade is generally C40 or more.
In the embodiment, the tensioning of the prestressed tendons accords with the principle of uniformity and symmetry, the prestressed tendons of the floor slab are tensioned first, and the prestressed tendons of the large-span beam and the frame beam are tensioned later. And cleaning the anchor backing plate and the prestressed tendons at the tensioning end before tensioning, and checking the compactness of the concrete behind the anchor backing plate.
In the embodiment, the allowable deviation value of the theoretical elongation value and the actual elongation value of the prestressed tendon is controlled within 6%.
In this embodiment, the tensioning end anchoring procedure employs: 0→10% σcon→103% σcon→anchoring.
In the embodiment, the prestressed tendons are stopped for 12 hours after tensioning.
In this example, grouting is performed within 72 hours after tensioning of the tendon is completed.
In this embodiment, the exposed length of the tendon is not less than 1.5 times its diameter, and not less than 30mm.
In the embodiment, the prestressed tendons are all sealed on the surface of the concrete, the tendons cannot be exposed on the surface, and the thickness of the minimum protective layer is not less than 50mm.
The foregoing has shown and described the basic principles, principal features and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the above-described embodiments, and that the above-described embodiments and descriptions are only preferred embodiments of the present invention, and are not intended to limit the invention, and that various changes and modifications may be made therein without departing from the spirit and scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The post-tensioning method of the ultra-long structure has an integrated construction method of the bonded prestress beam plate, which is characterized by comprising the following steps:
firstly, arranging reserved pore channels of round galvanized metal corrugated pipes in a parabolic mode in a large-span beam and a frame beam, arranging reserved pore channels of flat galvanized metal corrugated pipes in a straight line or natural curve mode in a floor slab (the reserved pore channels are paved at the upper part of a plate bottom rib along the X direction and the Y direction and pass through Liang Mianjin when meeting the beam), and then manufacturing prestressed ribs and penetrating the prestressed ribs into the pore channels;
And secondly, after the prestress rib penetrates the beam, a horn-shaped anchor backing plate is installed, the anchor backing plate and the beam end face are arranged on the same plane, form a certain included angle with the plate surface, are perpendicular to the axis of the prestress rib, and are arranged with grouting holes facing upwards during installation, and meanwhile, the beam anchor backing plate is fixed on a beam end template and a beam end main rib, and the plate anchor backing plate is fixed on a longitudinal transverse plate rib. Pouring concrete together with the beam slab component after the anchor backing plate is installed, and curing;
And thirdly, after the concrete reaches a certain strength, respectively stretching the beam and the prestressed ribs in the slab, anchoring the stretched ends to generate prestress in the concrete beam slab component, and finally grouting and sealing the pore canal to reliably bond the prestressed ribs and the concrete beam slab to form bonded prestressed concrete.
2. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the prestressed tendons are seven-wire twisted phi 15.20mm high-strength low-relaxation steel strands, the ultimate strength standard value is 1860MPa, and the prestressed tendons in the X direction and the Y direction are arranged in the X direction and the Y direction, wherein the distance between the prestressed tendons in the X direction and the Y direction in the plate is 900mm-3200mm.
3. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the strength grade of the beam slab concrete is generally more than C40.
4. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the tensioning of the prestressed tendons accords with the principle of uniformity and symmetry, the prestressed tendons of the floor slab are tensioned first, and the prestressed tendons of the large span beam and the frame beam are tensioned later. And cleaning the anchor backing plate and the prestressed tendons at the tensioning end before tensioning, and checking the compactness of the concrete behind the anchor backing plate.
5. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: and the allowable deviation value of the theoretical elongation value and the actual elongation value of the prestressed tendon is controlled within +/-6 percent.
6. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the tensioning end anchoring procedure adopts: 0→10% σcon→103% σcon→anchoring.
7. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: and the prestressed tendons are stopped for 12 hours after tensioning.
8. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the grouting is performed within 72 hours after the prestressed tendon tensioning is completed.
9. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the exposed length of the tendon is not less than 1.5 times its diameter, and not less than 30mm.
10. The post-tensioning bonded prestress beam-slab integrated construction method of an ultra-long structure according to claim 1, which is characterized in that: the prestressed tendons are all sealed on the surface of the concrete, the tendons cannot be exposed on the surface, and the thickness of the minimum protective layer is not less than 50mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410148839.3A CN117905160A (en) | 2024-02-01 | 2024-02-01 | Post-tensioning method integrated construction method for bonded prestressed beam and slab with ultra-long structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410148839.3A CN117905160A (en) | 2024-02-01 | 2024-02-01 | Post-tensioning method integrated construction method for bonded prestressed beam and slab with ultra-long structure |
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| CN117905160A true CN117905160A (en) | 2024-04-19 |
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| CN202410148839.3A Pending CN117905160A (en) | 2024-02-01 | 2024-02-01 | Post-tensioning method integrated construction method for bonded prestressed beam and slab with ultra-long structure |
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- 2024-02-01 CN CN202410148839.3A patent/CN117905160A/en active Pending
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