CN103696577A - Overhead steel-beam stress platform and construction method thereof - Google Patents
Overhead steel-beam stress platform and construction method thereof Download PDFInfo
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- CN103696577A CN103696577A CN201310688289.6A CN201310688289A CN103696577A CN 103696577 A CN103696577 A CN 103696577A CN 201310688289 A CN201310688289 A CN 201310688289A CN 103696577 A CN103696577 A CN 103696577A
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Abstract
The invention provides an overhead steel-beam stress platform and a construction method thereof, and belongs to the field of building construction. The overhead steel-beam stress platform is arranged between two buildings and comprises a plurality of main steel beams, a plurality of secondary steel beams, a steel pipe template and a steel pipe bent frame, the main steel beams are arranged in parallel, the secondary steel beams are arranged in parallel, the main steel beams are vertically connected with the secondary steel beams to form a steel beam frame plate, the steel pipe template is arranged on the steel beam frame plate, the steel pipe bent frame is arranged on the secondary steel beams, and two ends of each main steel beam are respectively and firmly arranged on the buildings on two sides. According to the different structural situations of a storage position of the main steel beam of built floors of the buildings on two sides, the main steel beams can be firmly built by selecting one or two of the following ways, so that the characteristics of safety and reliability in construction, simplicity and feasibility can be realized; moreover, the recyclability of each steel component can be guaranteed, and the construction cost is effectively reduced.
Description
Technical field
The present invention relates to the realm of building construction, be specifically related to high-altitude and set up the stressed platform of formula girder steel and construction method thereof.
Background technology
Along with the development of building trade in recent years, increasing highrise building is selected the appearance forrns of aerial gallery structure or unsettled concrete structure.When this structure construction, often need under it, set up supporting facility, for example the stressed platform of girder steel, carries out in order to auxiliary formwork engineering, smoothly to realize the construction of aerial gallery structure or unsettled concrete structure.
Under normal circumstances, before main girder steel is set up, all arrange various embedded parts or bearing setting up on the floor face of floor, main girder steel is directly held on to install to set up on flooring and is welded to connect with described embedded part or bearing.
Yet, the form of structure development variation of modern architecture, during the stressed putting up platform of girder steel, the structure node that is unfavorable for installation will be run into, according to the feature at each position, select applicable treatment measures, so that safe and reliable execution conditions to be provided, obtain significant economic benefit, be the technical problem of the main solution of Modern Construction Technology.
Summary of the invention
The object of the present invention is to provide high-altitude to set up the stressed platform of formula girder steel and construction method thereof, to solve setting up floor and should not directly setting up the problem of main girder steel of the main girder steel that sets up the stressed platform of girder steel in high-altitude, thereby it is reliable, simple and can guarantee the object of the recoverable of each girder steel element to realize construction safety.
In order to solve the problems of the technologies described above, the invention provides a kind of high-altitude and set up the stressed platform of formula girder steel, be set up between two buildings, comprise some main girder steels, several times girder steel, steel pipe template and steel pipe framed bent, described some main girder steels be arranged in parallel, described time girder steel be arranged in parallel, and described main girder steel and described the vertical girder steel frame plate that is connected to form of girder steel, described steel pipe template-setup is on described girder steel frame plate, described steel pipe framed bent is arranged on described girder steel, and two ends of every main girder steel are firmly erected on respectively the architectural of both sides.
Optionally, when main girder steel corresponding set up floor and cannot meet carrying condition time, on this sets up the substructure post of floor, arrange one for the Reinforced Concrete Corbels of fixing main girder steel.Optionally, described Reinforced Concrete Corbels is built and is formed by the main muscle of bracket and bracket stirrup, and the main muscle of described bracket anchors in described substructure post.
Optionally, when the floor height of setting up floor of main girder steel both sides is different, on the lower floor face of structural elevation by the padded level to the higher floor face place of structural elevation of little steel column is set.Optionally, described little steel column is together with structure wallboard drawknot.
Optionally, when main girder steel corresponding set up floor and there is Core Walls Structure shear wall time, on described shear wall, hole to be provided is established in the position of corresponding main girder steel, and in hole to be provided pre-buried the first pre-embedded steel slab, the end of described main girder steel is stretched in described hole to be provided and is fixedly connected with described the first pre-embedded steel slab.
Accordingly, the construction method that the present invention also provides a kind of high-altitude to set up the stressed platform of formula girder steel, sets up the stressed platform of formula girder steel for set up high-altitude between two buildings, comprises the steps:
Step 2: lift girder steel each time, by main girder steel and time vertical girder steel frame plate that is connected to form of girder steel;
Step 3: lay steel pipe template on girder steel frame plate;
Step 4: set up steel pipe framed bent on inferior girder steel.
Optionally, described Reinforced Concrete Corbels is built and is formed by the main muscle of bracket and bracket stirrup, and the main muscle of described bracket anchors in described substructure post.
Optionally, when the floor height of setting up floor of main girder steel both sides is different, on the lower floor face of structural elevation, by the padded level to the higher floor face place of structural elevation of little steel column is set, described little steel column is together with structure wallboard drawknot.
The stressed platform of formula girder steel is set up in a kind of high-altitude provided by the invention, be set up between two buildings, comprise some main girder steels, several times girder steel, steel pipe template and steel pipe framed bent, described some main girder steels be arranged in parallel, described time girder steel be arranged in parallel, and described main girder steel and described the vertical girder steel frame plate that is connected to form of girder steel, described steel pipe template-setup is on described girder steel frame plate, described steel pipe framed bent is arranged on described girder steel, two ends of every main girder steel are firmly erected on respectively the architectural of both sides, there is construction safety reliable, simple and can guarantee the advantage of the recoverable of each girder steel element.
The construction method of the stressed platform of formula girder steel is set up in a kind of high-altitude provided by the invention, because main girder steel is shelved the impact that a position is subject to different form of structure and floor height height, cannot directly carry out the construction of steel platform, need take special processing, meet its execution conditions, when girder steel putting up platform, to different structure feature position, take corresponding processing mode, realize main girder steel safety, reliable mounting condition, it is reliable that whole process has embodied construction safety, simple feature, and guaranteed the recoverable of each Steel section member, effectively saved construction cost, do not affect construction speed.
Accompanying drawing explanation
Fig. 1 is the structural representation that one embodiment of the invention high and medium sets up the stressed platform of formula girder steel;
Fig. 2 is the main girder steel distribution schematic diagram that one embodiment of the invention high and medium sets up the stressed platform of formula girder steel;
Fig. 3 is the primary and secondary girder steel distribution schematic diagram that one embodiment of the invention high and medium sets up the stressed platform of formula girder steel;
Fig. 4 is the shear wall hole to be provided detail drawing of one embodiment of the invention;
Fig. 5 is the concrete bracket detail drawing of one embodiment of the invention.
Fig. 6 is the padded detail of construction of the medium and small steel column of one embodiment of the invention;
Fig. 7 is the medium and small steel column drawknot of one embodiment of the invention detail drawing;
In figure: the main girder steel of 1-, 2-girder steel, 3-steel pipe template, 4-steel pipe framed bent, 5-shear wall, 51-hole to be provided, 52-the first pre-embedded steel slab, 6-substructure post, 61-steel pipe column, 7-Reinforced Concrete Corbels, the main muscle of 71-bracket, the curved anchor of 711-, 72-bracket stirrup, the little steel column of 8-, 9-the second pre-embedded steel slab, 10-the 3rd steel plate, 11-splicing seams, 12-structure wallboard, 13-channel-section steel, 14-the 4th pre-embedded steel slab, 15-the 5th pre-embedded steel slab, 16-catch net, the 17-outrigger of constructing.
The specific embodiment
The stressed platform of formula girder steel is set up in high-altitude the present invention being proposed below in conjunction with the drawings and specific embodiments and construction method is described in further detail.According to the following describes and claims, advantages and features of the invention will be clearer.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
As shown in Figure 1 to Figure 3, the stressed platform of formula girder steel is set up in the high-altitude of one embodiment of the invention, be arranged between two highrise buildings, and for the aerial gallery structure between highrise building, be unsettled concrete structure construction.The stressed platform of formula girder steel is set up in described high-altitude, comprise some main girder steels 1, several times girder steel 2, steel pipe template 3 and steel pipe framed bent 4, described some main girder steels 1 be arranged in parallel, described time girder steel 2 be arranged in parallel, and described main girder steel 1 and described the vertical girder steel frame plate that is connected to form of girder steel 2, described steel pipe template 3 is arranged on described girder steel frame plate, and described steel pipe framed bent 4 is arranged on described girder steel 2, and two ends of every main girder steel 1 are firmly erected on respectively the architectural of both sides.So arrange, by two ends of every main girder steel 1 are firmly erected on respectively to the architectural of both sides, high-altitude can be set up the stressed platform safety of formula girder steel be arranged at reliably two architectural, thereby can utilize this high-altitude to set up the stressed platform of formula girder steel, realize the construction of aerial gallery structure.
Owing to setting up the stressed platform of formula girder steel and need to use many main girder steels 1 in high-altitude, Fig. 2 shows the main girder steel distribution schematic diagram that one embodiment of the invention high and medium sets up the stressed platform of formula girder steel, the syndeton of setting up that has simultaneously also shown each main girder steel 1 of the present embodiment, one has four kinds sets up syndeton A (shear wall box out), B(bracket), C(is padded) and D(directly shelve).Every main girder steel 1 to set up residing structural condition different, can select a kind of or both are suitable sets up syndeton according to each concrete structural condition, thereby realize firmly setting up of main girder steel 1, finally be conducive to form stable, a reliable high-altitude and set up the stressed platform of formula girder steel, for the construction of aerial gallery structure.
Optionally, as shown in Figure 4, when the setting up floor and have Core Walls Structure shear wall 5 of main girder steel 1 correspondence, conventional main steel girder erection fixing means is hindered, and can not implement.In the present embodiment, syndeton A is set up in employing, on described shear wall 5, hole to be provided 51 is established in the position of corresponding main girder steel 1, and at interior pre-buried the first pre-embedded steel slab 52 of hole to be provided 51, the end of described main girder steel 1 is stretched in described hole to be provided 51 and is fixedly connected with by welding manner with described the first pre-embedded steel slab 52.Easy to connect between main girder steel 1 and the first pre-embedded steel slab 52, dismounting is also convenient, has guaranteed the recoverable of main girder steel 1, has effectively saved construction cost.
Optionally, as shown in Figure 5, when the setting up floor and cannot meet carrying condition of main girder steel 1 correspondence, for example, during the setting up floor and be cantilevered plate structure of main girder steel 1 correspondence, syndeton B is set up in employing, on this sets up the substructure post 6 of floor, arranges one for the Reinforced Concrete Corbels of fixing main girder steel.That is to say, on the substructure post 6 of cantilevered plate structure, arrange one for the Reinforced Concrete Corbels 7 of fixing main girder steel 1.Because the bearing capacity of cantilevered plate structure is limited, the base surface that must not shelve as main girder steel, in unavoidable situation, manufactures one and is beneficial to the condition that main steel girder erection is set up by Reinforced Concrete Corbels 7 is set.Optionally, described Reinforced Concrete Corbels 7 is built and is formed by the main muscle 71 of bracket and bracket stirrup 72, the main muscle 71 of described bracket anchors in described substructure post 6, and so, setting can be so that the more firm safety of the connection of Reinforced Concrete Corbels 7 and described substructure post.
Optionally, as shown in Figure 6 and Figure 7, when the floor height of setting up floor of main girder steel 1 both sides is different,, on the lower floor face of structural elevation by the padded level to the higher floor face place of structural elevation of little steel column 8 is set.On the lower floor face of structural elevation for pre-buried second pre-embedded steel slab 9 in position of little steel column 8 is set, the lower end of described little steel column 8 is fixedly connected with described the second pre-embedded steel slab 9, for example by welding manner, connect, the upper end of described little steel column 8 is fixedly connected with described main girder steel 1 by the 3rd steel plate 10.Described little steel column 8 can be by the welding manner formation that is stitched together for two steel I-columns, and splicing seams 11 as shown in Figure 7.Preferably, please continue to refer to Fig. 6 and Fig. 7, described little steel column 8, together with structure wallboard 12 drawknots, to guarantee the stability of little steel column 8, is set up to be conducive to the safety and firmness of main girder steel 1.Concrete, described little steel column 8 is together with passing through channel-section steel 13 drawknots between structure wallboard 12.One end of described channel-section steel 13 is fixedly connected with the 4th pre-embedded steel slab 14 being preset on structure wall column 12, the other end vertically stretches in little steel column 8 and is fixed together with little steel column 8, thereby guarantee the steadiness of little steel column 8, and then further improve the stability of setting up of main girder steel 1.Main girder steel 1 and the 3rd steel plate 10 and between easy to connect, dismounting is also convenient, has guaranteed the recoverable of main girder steel 1, has effectively saved construction cost.That is to say, at the lower floor face of structural elevation, adopt and set up syndeton C, in structural elevation, teach high floor face to adopt and set up syndeton D.
As Fig. 1 shows the schematic diagram of setting up syndeton D, the floor face of setting up floor of described building is provided with the 5th pre-embedded steel slab 15, the described end of described main girder steel 1 is fixedly connected with described the 5th pre-embedded steel slab 15, and described main girder steel 1 is directly shelved and is fixed on described the 5th pre-embedded steel slab 15.Certainly, described the 5th pre-embedded steel slab 15 also can be arranged to bearing (not shown), as long as can directly be connected just passable with main girder steel 1.
Please continue to refer to Fig. 1 to Fig. 7, corresponding, the construction method that the present invention also provides a kind of high-altitude to set up the stressed platform of formula girder steel, sets up the stressed platform of formula girder steel for set up high-altitude between two buildings, comprises the steps:
Step 2: lift girder steel 2 each time, by main girder steel 1 and time vertical girder steel frame plate that is connected to form of girder steel 2;
Step 3: lay steel pipe template 3 on girder steel frame plate;
Step 4: set up steel pipe framed bent 4 on inferior girder steel 2.
Optionally, Reinforced Concrete Corbels 7 is built and is formed by the main muscle 71 of bracket and bracket stirrup 72 as described in Figure 5, and the main muscle 71 of described bracket anchors in described substructure post 6 by code requirement.So, setting can be so that the more firm safety of the connection of Reinforced Concrete Corbels 7 and described substructure post.
Optionally, as shown in Figure 6 and Figure 7, when the structural elevation of setting up floor of main girder steel 1 one sides lower than opposite side set up the structural elevation of floor time, on the lower floor face of structural elevation by the padded level to the higher floor face place of structural elevation of little steel column 8 is set, described little steel column 8 is together with structure wallboard 12 drawknots, to guarantee the stability of little steel column 8, to be conducive to the safety and firmness of main girder steel 1, set up.Concrete, described little steel column 8 is together with passing through channel-section steel 13 drawknots between structure wallboard 12.One end of described channel-section steel 13 is fixedly connected with the 4th pre-embedded steel slab 14 being preset on structure wall column 12, the other end vertically stretches in little steel column 8 and is fixed together with little steel column 8, thereby guarantee the steadiness of little steel column 8, and then further improve the stability of setting up of main girder steel 1.
The stressed platform of formula girder steel is set up in a kind of high-altitude provided by the invention, be set up between two buildings, comprise some main girder steels, several times girder steel, steel pipe template and steel pipe framed bent, described some main girder steels be arranged in parallel, described time girder steel be arranged in parallel, and described main girder steel and described the vertical girder steel frame plate that is connected to form of girder steel, described steel pipe template-setup is on described girder steel frame plate, described steel pipe framed bent is arranged on described girder steel, two ends of every main girder steel are firmly erected on respectively the architectural of both sides, there is construction safety reliable, simple and can guarantee the advantage of the recoverable of each girder steel element.The construction method of the stressed platform of formula girder steel is set up in a kind of high-altitude provided by the invention, main girder steel is shelved the impact that a position is subject to different form of structure and floor height height, cannot directly carry out the construction of steel platform, need take special processing, meet its execution conditions, when girder steel putting up platform, to different structure feature position, take corresponding processing mode, realize main girder steel safety, reliable mounting condition, it is reliable that the process of whole construction method has embodied construction safety, simple feature, and guaranteed the recoverable of each Steel section member, effectively saved construction cost, do not affect construction speed.
Foregoing description is only the description to preferred embodiment of the present invention, the not any restriction to the scope of the invention, and any change, modification that the those of ordinary skill in field of the present invention is done according to above-mentioned disclosure, all belong to the protection domain of claims.
Claims (9)
1. the stressed platform of formula girder steel is set up in a high-altitude, be set up between two buildings, it is characterized in that, comprise some main girder steels, several times girder steel, steel pipe template and steel pipe framed bent, described some main girder steels be arranged in parallel, described time girder steel be arranged in parallel, and described main girder steel and described the vertical girder steel frame plate that is connected to form of girder steel, described steel pipe template-setup is on described girder steel frame plate, described steel pipe framed bent is arranged on described girder steel, and two ends of every main girder steel are firmly erected on respectively the architectural of both sides.
2. the stressed platform of formula girder steel is set up in high-altitude according to claim 1, it is characterized in that, when main girder steel corresponding set up floor and cannot meet carrying condition time, on this sets up the substructure post of floor, arrange one for shelving the Reinforced Concrete Corbels of main girder steel.
3. the stressed platform of formula girder steel is set up in high-altitude according to claim 2, it is characterized in that, described Reinforced Concrete Corbels is built and formed by the main muscle of bracket and bracket stirrup, and the main muscle of described bracket anchors in described substructure post.
4. the stressed platform of formula girder steel is set up in high-altitude according to claim 1, it is characterized in that, when the floor height of setting up floor of main girder steel both sides is different, on the lower floor face of structural elevation by the padded level to the higher floor face place of structural elevation of little steel column is set.
5. the stressed platform of formula girder steel is set up in high-altitude according to claim 4, it is characterized in that, described little steel column is together with structure wallboard drawknot.
6. the stressed platform of formula girder steel is set up in high-altitude according to claim 1, it is characterized in that, when main girder steel corresponding set up floor and there is Core Walls Structure shear wall time, on described shear wall, hole to be provided is established in the position of corresponding main girder steel, and in hole to be provided pre-buried the first pre-embedded steel slab, the end of described main girder steel is stretched in described hole to be provided and is fixedly connected with described the first pre-embedded steel slab.
7. a construction method for the stressed platform of formula girder steel is set up in high-altitude, it is characterized in that, for set up high-altitude between two buildings, sets up the stressed platform of formula girder steel, comprises the steps:
Step 1, set up each main girder steel, according to the main girder steel of setting up floor of both sides building, shelve the residing different structure situation in a position, select following a kind of or two kinds of modes to realize firmly setting up of main girder steel: (1) is when the floor height of setting up floor of main girder steel both sides is different, by the lower padded level to the higher floor face place of structural elevation of floor face of structural elevation; (2) when main girder steel corresponding set up floor and there is Core Walls Structure shear wall time; on shear wall, offer hole to be provided, and preset the first pre-embedded steel slab in hole to be provided, during installation; tower crane is directly slowly pulled main girder steel in hole to be provided into, and the end of main girder steel and the first pre-embedded steel slab are welded and fixed; (3) when main girder steel corresponding set up floor and cannot meet carrying condition time, on this sets up the substructure post of floor, arrange one for shelving the Reinforced Concrete Corbels of main girder steel; (4), except above three kinds of situations, main girder steel is shelved and is fixed on the floor face of setting up floor;
Step 2: lift girder steel each time, by main girder steel and time vertical girder steel frame plate that is connected to form of girder steel;
Step 3: lay steel pipe template on girder steel frame plate;
Step 4: set up steel pipe framed bent on inferior girder steel.
8. the construction method of the stressed platform of formula girder steel is set up in high-altitude according to claim 7, it is characterized in that, described Reinforced Concrete Corbels is built and formed by the main muscle of bracket and bracket stirrup, and the main muscle of described bracket anchors in described substructure post.
9. the construction method of the stressed platform of formula girder steel is set up in high-altitude according to claim 7, it is characterized in that, when the floor height of setting up floor of main girder steel both sides is different, on the lower floor face of structural elevation, by the padded level to the higher floor face place of structural elevation of little steel column is set, described little steel column is together with structure wallboard drawknot.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104806024A (en) * | 2015-03-04 | 2015-07-29 | 南京南化建设有限公司 | Seamless welding-free construction method of patterned steel plate |
| CN105003069A (en) * | 2015-07-16 | 2015-10-28 | 上海建工四建集团有限公司 | Large-span cable-stayed locking dewatering operating platform and construction method thereof |
| CN105401733A (en) * | 2015-12-03 | 2016-03-16 | 上海建工一建集团有限公司 | Channel connecting core barrel with peripheral steel structure and construction method for channel |
| CN106351339A (en) * | 2016-10-26 | 2017-01-25 | 中国二十二冶集团有限公司 | Construction method for thermal insulating sandwich concrete external wall panel with steel beams and steel columns |
| CN106759845A (en) * | 2016-12-29 | 2017-05-31 | 上海市机械施工集团有限公司 | A kind of construction method of Steel corridor |
| CN107642165A (en) * | 2017-09-29 | 2018-01-30 | 中国能源建设集团广东省电力设计研究院有限公司 | Agent structure and connecting joint structure |
| CN107965133A (en) * | 2017-11-24 | 2018-04-27 | 中国冶集团有限公司 | Silo top shelf dead band concrete construction platform and construction method |
| CN114000695A (en) * | 2021-10-18 | 2022-02-01 | 西安安德固模架工程有限公司 | Scaffold for supporting multilayer concrete structure and mounting method thereof |
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| CN104806024A (en) * | 2015-03-04 | 2015-07-29 | 南京南化建设有限公司 | Seamless welding-free construction method of patterned steel plate |
| CN105003069A (en) * | 2015-07-16 | 2015-10-28 | 上海建工四建集团有限公司 | Large-span cable-stayed locking dewatering operating platform and construction method thereof |
| CN105401733A (en) * | 2015-12-03 | 2016-03-16 | 上海建工一建集团有限公司 | Channel connecting core barrel with peripheral steel structure and construction method for channel |
| CN105401733B (en) * | 2015-12-03 | 2018-09-18 | 上海建工一建集团有限公司 | Channel and its construction method of a kind of contact Core Walls Structure and peripheral steel construction |
| CN106351339A (en) * | 2016-10-26 | 2017-01-25 | 中国二十二冶集团有限公司 | Construction method for thermal insulating sandwich concrete external wall panel with steel beams and steel columns |
| CN106759845A (en) * | 2016-12-29 | 2017-05-31 | 上海市机械施工集团有限公司 | A kind of construction method of Steel corridor |
| CN106759845B (en) * | 2016-12-29 | 2019-03-08 | 上海市机械施工集团有限公司 | A kind of construction method of Steel corridor |
| CN107642165A (en) * | 2017-09-29 | 2018-01-30 | 中国能源建设集团广东省电力设计研究院有限公司 | Agent structure and connecting joint structure |
| CN107642165B (en) * | 2017-09-29 | 2019-09-13 | 中国能源建设集团广东省电力设计研究院有限公司 | Connecting joint structure |
| CN107965133A (en) * | 2017-11-24 | 2018-04-27 | 中国冶集团有限公司 | Silo top shelf dead band concrete construction platform and construction method |
| CN114000695A (en) * | 2021-10-18 | 2022-02-01 | 西安安德固模架工程有限公司 | Scaffold for supporting multilayer concrete structure and mounting method thereof |
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