CN106836604B - Method for manufacturing large-span inclined roof - Google Patents
Method for manufacturing large-span inclined roof Download PDFInfo
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- CN106836604B CN106836604B CN201710082961.5A CN201710082961A CN106836604B CN 106836604 B CN106836604 B CN 106836604B CN 201710082961 A CN201710082961 A CN 201710082961A CN 106836604 B CN106836604 B CN 106836604B
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- 238000000034 method Methods 0.000 title claims abstract description 15
- 238000004519 manufacturing process Methods 0.000 title claims abstract description 6
- 230000002787 reinforcement Effects 0.000 claims abstract description 44
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 19
- 239000010959 steel Substances 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 12
- 238000005485 electric heating Methods 0.000 claims description 20
- 210000002435 tendon Anatomy 0.000 claims description 15
- 238000004873 anchoring Methods 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 9
- 238000010276 construction Methods 0.000 claims description 5
- 238000010438 heat treatment Methods 0.000 claims description 4
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 claims description 3
- 230000002457 bidirectional effect Effects 0.000 claims description 3
- 230000005540 biological transmission Effects 0.000 claims description 3
- 238000004364 calculation method Methods 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 238000001816 cooling Methods 0.000 claims description 3
- 229910052802 copper Inorganic materials 0.000 claims description 3
- 239000010949 copper Substances 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 239000003822 epoxy resin Substances 0.000 claims description 3
- 229920000647 polyepoxide Polymers 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses a method for manufacturing a large-span inclined roof, which is characterized in that an inclined roof beam adopts a grid beam, the height of the grid beam is the same, longitudinal and transverse spans adopt different spans according to actual conditions, and beam-column nodes are considered according to elastic embedding; the reinforcing bars of the grid beam are as follows: at the lattice point of the intersection point of the two direction lattice beams, the longitudinal tension steel bar under the short span direction beam is placed under the longitudinal tension steel bar under the long span direction beam; when the two-direction lattice beam is used for arranging the reinforcing steel bars, the longitudinal wall reinforcing steel bars below the beam cannot be disconnected at lattice points and are directly connected to the supports at the two ends; the lattice beams in both directions at the lattice points should be provided with structural negative reinforcement at their upper parts. The invention has good mechanical property and easy quality guarantee.
Description
Technical Field
The invention relates to a large-span inclined roof, in particular to a manufacturing method of the large-span inclined roof.
Background
For a large-span inclined roof, a main and secondary beam structure is adopted in the traditional method, and because the main beam is used as a main bearing component to bear all roof loads, particularly under the condition of large span, the height of the main beam is very high, so that the use function is influenced, the stress is also unreasonable, and if the secondary beam is heightened to form a grid beam with the same height, the bearing structure of the inclined roof is necessarily greatly improved. In addition, because the concrete molding of the inclined roof is influenced by the gradient, if an overhigh beam structure is adopted, the construction quality is difficult to ensure, and the bearing structure of the large-span inclined roof is required to be improved to adjust the unreasonable bearing mode.
Disclosure of Invention
The invention provides a manufacturing method of a large-span inclined roof, which solves the problem that the large-span inclined roof is unreasonable in bearing.
The sloping roof girder adopts the lattice girder, the height of the lattice girder is the same, but the longitudinal and transverse span can adopt different spans according to the actual situation. The beam column node in the traditional grid beam structure is analyzed according to an integral space frame, and the beam column node is hinged. Because the beam-column joint concrete is formed by one-time pouring, the traditional method requires that the beam end is cracked to form a plastic hinge, and the beam-column hinge effect can be achieved, so that the actual situation is difficult to realize. According to the technical scheme, cracks often appear near the nodes of the grid beam structure in the using process, and the safety performance of the structure cannot be guaranteed.
Based on the factors, the beam-column joint is considered according to elastic embedding, so that the problem of column reinforcement exceeding is solved, and the beam-column joint can be made into a strong column-weak beam to meet the requirement of seismic ductility.
The reinforcing bars of the grid beam are as follows: at the lattice point of the intersection point of the two directional lattice beams, the longitudinal tension steel bar under the short span direction beam is placed under the longitudinal tension steel bar under the long span direction beam, and the direction of the longitudinal tension steel bar is the same as the reinforcement arrangement direction of the plate.
The lattice point at the intersection of the two directional lattice beams cannot be regarded as a general support of the beam, but as an elastic support of the lattice beam, and the lattice beam only has two supports at the two ends. Therefore, when the reinforcing bars are arranged on the grid beam in two directions, the longitudinal wall reinforcing bars below the beam cannot be disconnected at grid points, and the reinforcing bars are directly connected with the supports at the two ends.
Because the grid beams in the two directions are not in a main beam structure and a secondary beam structure, additional transverse steel bars do not need to be arranged at grid points of the grid beams in the two directions. However, at the lattice points, the two-directional lattice beam should be provided at the upper portion thereof with the constructional negative reinforcing bars, which are used in an amount of 1/3 of the longitudinal tension bars at the lower portion thereof, in order to prevent the occurrence of a negative moment when the load is unevenly distributed.
The checkerboard belongs to a high-order hyperstatic structure in the technical scheme, and the following simplified calculation scheme is adopted according to the computer analysis structure: and when the space between the square beams is less than or equal to 1.25m, calculating the thickness or reinforcing bars of the plate by a bidirectional plate according to a four-side hinged model. And when the space between the square beams is larger than 1.25m, calculating the thickness or reinforcing bars of the plate according to the four-side embedded model.
The construction steps comprise:
(1) arranging prestressed tendons
In order to ensure the uniformity of prestress in the grid beam, the prestressed reinforcement is in a parabola shape, the corrugated pipe is arranged outside the prestressed reinforcement, positioning reinforcements are arranged at intervals of 2m, the diameter of each positioning reinforcement is 10-12 mm, the positioning reinforcements and the hoop reinforcements of the grid beam are welded and positioned, and the positioning reinforcements and the corrugated pipe are bound and fixed so as to avoid the corrugated pipe from being pulled when concrete is poured. The prestressed tendons are provided with a stress meter and a strain meter.
(2) Arrangement electric heating tensioning device
The prestressed reinforcement is stretched by adopting an electric heating method, the end part of the prestressed reinforcement is connected with a three-phase low-voltage transformer, the transformer is provided with a variable resistor and cooling equipment, and an electric wire connected to the prestressed reinforcement from the electric heating transformer adopts an insulated soft copper stranded wire.
(3) Pretension
And carrying out first-time electric heating before concrete pouring to establish initial stress, determining the electric heating time according to data reflected by a stress meter, wherein the initial stress is 10% of a prestress control value, and fixing the prestressed reinforcement on the prestressed reinforcement anchorage device through an anchoring piece.
The tensioning sequence was as follows: firstly, stretching the lattice beams at two sides, and then stretching the lattice beam in the middle.
(4) Pouring of concrete
Because the reinforcing steel bars at the beam-column joints are dense, the concrete is vibrated in a plurality of times during pouring, the concrete is vibrated for the second time after the first vibration is finished and is interrupted for 20min, and the vibrating rod is inserted into the position 1/2 below the original first-layer interface to vibrate again for 20 seconds and then vibrate the concrete at the upper part. The concrete compaction and the effective transmission of the prestress can be effectively ensured by vibration in different times.
(5) And (3) injecting cement slurry into the corrugated pipe, wherein the grouting strength reaches C30 or above, carrying out second-time electric heating when the cement slurry is initially set, determining the electric heating time according to data reflected by a stress meter, wherein the initial stress is 50% of a prestress control value, and fixing the prestressed steel bars on the prestressed steel bar anchorage device through the anchoring piece.
(6) And (3) performing third power-on heating after injecting cement slurry for 12 hours until a prestress control value is reached, and fixing the prestressed reinforcement on the prestressed reinforcement anchorage by using an anchoring part.
(7) Tensioning end seal anchor
After tensioning is finished, cutting off the prestressed tendons, ensuring that the exposed length of the prestressed tendon anchor is 30mm, and after the anchor and the prestressed tendons are degreased, coating epoxy resin on the surface.
In order to ensure the safety of the prestressed structure, the specifications clearly stipulate that two indexes of tensile stress and post-tensile elongation of the prestressed reinforcement are simultaneously used as control indexes, and both the indexes need to meet the requirements. In actual construction, "double control" is difficult to reach the standard at the same time, in order to achieve the goal of double control of tensile stress and elongation after tensioning, the invention carries out a large number of tests and comparisons on the tensioning process, and table 1 shows the stress and elongation value conditions of different tensioning processes of a certain project, and the table reflects that the deviation of the prestress tensioning process is 6 percent higher than the standard allowable value, the deviation of the prestress tensioning process is not ideal, and the prestress tensioning process obtains the best tensioning effect.
The invention has good mechanical property and easy quality guarantee.
Detailed Description
In the embodiment, the oblique roof girders are lattice girders with the same height, the longitudinal and transverse spans adopt different spans according to actual conditions, and beam-column nodes are considered according to elastic embedment.
The reinforcing bars of the grid beam are as follows: at the lattice point of the intersection point of the two directional lattice beams, the longitudinal tension steel bar under the short span direction beam is placed under the longitudinal tension steel bar under the long span direction beam, and the direction of the longitudinal tension steel bar is the same as the reinforcement arrangement direction of the plate.
When the grid beams in two directions are used for arranging the reinforcing steel bars, the longitudinal wall reinforcing steel bars below the beams cannot be disconnected at grid points and are directly connected with the supports at the two ends.
Because the grid beams in two directions are not in a primary beam structure and a secondary beam structure, the grid beams in two directions do not need to be provided with additional transverse steel bars at grid points. At the grid points, however, the two-way lattice beam should have negative reinforcement constructed in its upper portion, with the negative reinforcement being used 1/3 of the lower longitudinal tension reinforcement.
The grid plate adopts the following calculation scheme: and when the space between the square beams is less than or equal to 1.25m, calculating the thickness or reinforcing bars of the plate by a bidirectional plate according to a four-side hinged model. And when the space between the square beams is larger than 1.25m, calculating the thickness or reinforcing bars of the plate according to the four-side embedded model.
The construction steps comprise:
(1) arranging prestressed tendons
The prestressed reinforcement line type is the parabola, and the prestressed reinforcement outside sets up the bellows, and every 2m sets up the location muscle, and the location muscle diameter is 10 ~ 12mm, and location muscle and square beam stirrup welding position, location muscle and bellows ligature are fixed to the bellows run and draw when avoiding pouring the concrete. The prestressed tendons are provided with a stress meter and a strain meter.
(2) Arrangement electric heating tensioning device
The prestressed reinforcement is stretched by adopting an electric heating method, the end part of the prestressed reinforcement is connected with a three-phase low-voltage transformer, the transformer is provided with a variable resistor and cooling equipment, and an electric wire connected to the prestressed reinforcement from the electric heating transformer adopts an insulated soft copper stranded wire.
(3) Pretension
And carrying out first-time electric heating before concrete pouring to establish initial stress, determining the electric heating time according to data reflected by a stress meter, wherein the initial stress is 10% of a prestress control value, and fixing the prestressed reinforcement on the prestressed reinforcement anchorage device through an anchoring piece.
The tensioning sequence was as follows: firstly stretching the grid beams at two sides and then stretching the grid beam in the middle.
(4) Pouring of concrete
Because the reinforcing steel bars at the beam-column joints are dense, the concrete is vibrated in a plurality of times during pouring, the concrete is vibrated for the second time after the first vibration is finished and is interrupted for 20min, and the vibrating rod is inserted into the position 1/2 below the original first-layer interface to vibrate again for 20 seconds and then vibrate the concrete at the upper part. The concrete compaction and the effective transmission of the prestress can be effectively ensured by vibration in different times.
(5) And (3) injecting cement slurry into the corrugated pipe, wherein the grouting strength reaches C30 or above, carrying out second-time electric heating when the cement slurry is initially set, determining the electric heating time according to data reflected by a stress meter, wherein the initial stress is 50% of a prestress control value, and fixing the prestressed steel bars on the prestressed steel bar anchorage device through the anchoring piece.
(6) And (3) performing third power-on heating after injecting cement slurry for 12 hours until a prestress control value is reached, and fixing the prestressed reinforcement on the prestressed reinforcement anchorage by using an anchoring part.
(7) Tensioning end seal anchor
After tensioning is finished, cutting off the prestressed tendons, ensuring that the exposed length of the prestressed tendon anchor is 30mm, and after the anchor and the prestressed tendons are degreased, coating epoxy resin on the surface.
Claims (1)
1. A method for manufacturing a large-span inclined roof is characterized in that an inclined roof beam adopts a grid beam, the height of the grid beam is the same, longitudinal and transverse spans adopt different spans according to actual conditions, and beam-column nodes are considered according to elastic embedding;
the reinforcing bars of the grid beam are as follows: at the lattice point of the intersection point of the two directional lattice beams, the longitudinal tension steel bar under the short span direction beam is placed under the longitudinal tension steel bar under the long span direction beam;
when the two-direction lattice beam is used for arranging the reinforcing steel bars, the longitudinal wall reinforcing steel bars below the beam cannot be disconnected at lattice points and are directly connected to the supports at the two ends;
additional transverse steel bars do not need to be arranged at lattice points of the lattice beams in the two directions; the upper part of the lattice beam in two directions at the lattice point is provided with 1/3 negative reinforcing steel bars, and the amount of the negative reinforcing steel bars is equal to that of the longitudinal tension reinforcing steel bars at the lower part of the lattice beam;
the grid plate adopts the following calculation scheme: when the distance between the square beams is less than or equal to 1.25m, calculating the thickness or reinforcing bars of the plate by a bidirectional plate according to a four-side hinged model; when the space between the square lattice beams is larger than 1.25m, calculating the thickness or reinforcing bars of the plate according to the four-side embedded model;
the construction steps comprise:
(1) arranging prestressed tendons
The prestressed reinforcement is parabolic in line form, corrugated pipes are arranged outside the prestressed reinforcement, positioning reinforcements are arranged at intervals of 2m, the diameter of each positioning reinforcement is 10-12 mm, the positioning reinforcements are welded and positioned with the stirrups of the lattice beam, and the positioning reinforcements are bound and fixed with the corrugated pipes so as to prevent the corrugated pipes from being pulled when concrete is poured; the partial prestressed tendons are provided with a stress meter and a strain meter;
(2) layout electric heating tensioning device
Stretching the prestressed reinforcement by adopting an electric heating method, connecting the end part of the prestressed reinforcement with a three-phase low-voltage transformer, wherein the transformer is provided with a variable resistor and cooling equipment, and an electric wire connected to the prestressed reinforcement from the electric heating transformer adopts an insulated soft copper stranded wire;
(3) pretension
Before concrete pouring, carrying out first-time energization heating to establish initial stress, determining the energization heating time according to data reflected by a stress meter, wherein the initial stress is 10% of a prestress control value, and fixing the prestressed reinforcement on a prestressed reinforcement anchorage device through an anchoring part;
the tensioning sequence was as follows: firstly, stretching the lattice beams at the two sides, and then stretching the lattice beam in the middle;
(4) pouring of concrete
Because the reinforcing steel bars at the beam-column joints are dense, the concrete is vibrated in a plurality of times when being poured, the concrete is vibrated for the second time after the first vibration is finished and is intermitted for 20min, and the vibrating rod is inserted into the position 1/2 below the original first-layer interface to be vibrated for 20 seconds again and then is vibrated; the concrete compaction and the effective transmission of prestress can be effectively ensured by vibration in different times;
(5) injecting cement slurry into the corrugated pipe, wherein the grouting strength reaches C30 or above, performing second electric heating when the cement slurry is initially set, determining the electric heating time according to data reflected by a stress meter, wherein the initial stress is 50% of a prestress control value, and fixing the prestressed steel bars on the prestressed steel bar anchorage device through the anchoring piece;
(6) after injecting cement slurry for 12 hours, carrying out third-time electric heating until a prestress control value is reached, and fixing the prestressed reinforcement on the prestressed reinforcement anchorage device by using an anchoring part;
(7) tensioning end seal anchor
After tensioning is finished, cutting off the prestressed tendons, ensuring that the exposed length of the prestressed tendon anchor is 30mm, and after the anchor and the prestressed tendons are degreased, coating epoxy resin on the surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710082961.5A CN106836604B (en) | 2017-02-07 | 2017-02-07 | Method for manufacturing large-span inclined roof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710082961.5A CN106836604B (en) | 2017-02-07 | 2017-02-07 | Method for manufacturing large-span inclined roof |
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| CN106836604A CN106836604A (en) | 2017-06-13 |
| CN106836604B true CN106836604B (en) | 2022-08-12 |
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Family Cites Families (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB643866A (en) * | 1947-07-03 | 1950-09-27 | Frank Victor Berk | Improvements in and relating to the construction of concrete roof constructions for buildings |
| GB1196403A (en) * | 1966-09-03 | 1970-06-24 | Geo Sands & Son Ltd | Improvements in or relating to Building Structures |
| CN1128900C (en) * | 2001-10-26 | 2003-11-26 | 上海磁悬浮交通发展有限公司 | Prestressed rail beam and its manufacture |
| HRP20020208B1 (en) * | 2002-03-08 | 2011-02-28 | Mara-Institut D.O.O. | Doubly prestressed roof-ceiling construction with grid flat soffit for extremely large spans |
| CN1219955C (en) * | 2003-07-04 | 2005-09-21 | 贵州工业大学 | Construction method of large span building roof or floor of building and its double lattice beam structure |
| DE20314252U1 (en) * | 2003-09-11 | 2003-11-20 | Hvg Haas Vertriebsgesellschaft | Construction element for roof structure has concrete beam connected to upper boom of lattice beam, and wooden section on underside has protruding pins or suchlike which with locating of wooden section on concrete beam are embedded in it |
| CN2923870Y (en) * | 2006-07-07 | 2007-07-18 | 贵州大学 | Large-span large-pillar-distance quasi-rib type building-cover type prestress steel-grid roofing |
| CN100572011C (en) * | 2007-08-31 | 2009-12-23 | 中铁二局股份有限公司 | Post-tensioned method prestressed concrete box beam whole opening prefabricated construction method |
| HU228967B1 (en) * | 2008-11-19 | 2013-07-29 | Loeglen Kft | Lightweight building structure and a method making thereof |
| CN103321444B (en) * | 2013-06-14 | 2015-09-09 | 罗海军 | Concrete floor reinforced construction method |
| CN103397655B (en) * | 2013-08-03 | 2015-11-25 | 朱奎 | Prestressing force Raft construction |
| CN103410329B (en) * | 2013-08-30 | 2015-04-15 | 南通八建集团有限公司 | Large-span basement concrete roof structure flat tube bonded prestressing force construction method |
| CN103469805B (en) * | 2013-09-10 | 2015-07-29 | 叶长青 | The construction method of prestressing force raft foundation |
| CN104790660A (en) * | 2015-04-03 | 2015-07-22 | 四川雅豪房地产开发有限公司 | Cross beam construction method of oval floor system |
| CN105696805B (en) * | 2016-03-10 | 2017-11-28 | 叶长青 | Brick column reinforcing method |
| CN108560800A (en) * | 2016-03-26 | 2018-09-21 | 叶香雄 | A kind of Business Building top layer construction |
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