CN109736440B - Staggered-layer folding installation method for large-span steel structure - Google Patents
Staggered-layer folding installation method for large-span steel structure Download PDFInfo
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Abstract
The invention relates to a staggered-floor folding installation method for a large-span steel structure, which comprises the following construction steps: s1, mounting a support frame; s2, mounting a layer of beams: fixing one end of the first layer of beam with the bracket on the core cylinder on one side, and disconnecting and temporarily connecting the other end of the first layer of beam with the bracket on the core cylinder on the other side; s3, mounting a section of support column and a two-layer beam: fixing a section of support column on a first layer of beam, and installing two layers of beams in sections, wherein the disconnected position is opposite to that of the first layer of beam; s4, mounting of the three-layer beam: hoisting the three-layer beam to an installation position in sections, fixedly connecting the bottom of the three-layer beam with the top end of a section of support column, and disconnecting the three-layer beam to form the same beam; s5, mounting of a tail section support column, a penultimate beam and a top beam: the disconnection positions of the penultimate beam and the top beam with the core barrel are opposite to the adjacent lower beam and the penultimate beam respectively; and S6, welding the steel beam and the core barrel at the disconnection position. The invention has the advantages of high construction efficiency and cost saving.
Description
Technical Field
The invention relates to the technical field of steel structure construction, in particular to a staggered-floor folding installation method for a large-span steel structure corridor.
Background
At present, referring to fig. 1, in the installation operation of a large-span steel structure, the installation method of a conventional steel structure is that the structure is installed layer by layer and finally folded, that is, one end of a steel beam 2 is fixed with a bracket arranged on a core tube 1 on one side of the steel beam 2, the other end of the steel beam is disconnected with the core tube 1 on the other side of the steel beam 2, the disconnected position of each layer of the steel beam 2 and the core tube 1 is positioned on the same side, and a support frame 3 is arranged at the lower end of the steel beam 2 to support. In the method, the support frames 3 bear the whole weight of the steel beam 2, a plurality of support frames 3 are required to be arranged, the support frame foundation is strong enough to support the whole structure, the folding temperature required by the design is required to be reached when the structure is folded, and the subsequent work cannot be carried out before the structure is folded.
Disclosure of Invention
The invention aims to provide a staggered-floor folding installation method for a large-span steel structure, which is high in construction efficiency and cost-saving.
The above object of the present invention is achieved by the following technical solutions:
the staggered-floor folding installation method for the large-span steel structure comprises the following construction steps that core cylinders on two sides of a steel beam are constructed in advance, brackets are arranged at positions, corresponding to each layer of the steel beam, of the core cylinders, the steel beam is divided into multiple layers, and the method comprises the following steps:
s1, mounting a support frame: erecting a plurality of support frames below the steel beam for supporting the steel beam;
s2, mounting a layer of beams: hoisting a layer of steel beam to a mounting position and enabling a support frame to support the layer of beam, butting and fixing one end of the layer of beam with a bracket on a core barrel on one side, disconnecting the other end of the layer of beam with the bracket on the core barrel on the other side, and temporarily connecting the disconnected position;
s3, mounting a section of support column and a two-layer beam: firstly, fixedly arranging a section of support column on a first layer of beam at intervals along the length direction of the first layer of beam, and then installing a second layer of beam in a subsection manner, wherein one end of the second layer of beam is fixedly connected with a core tube at one side, the other end of the second layer of beam is disconnected with a core tube at the other side, the disconnected position is opposite to the disconnected position of the first layer of beam, and the disconnected position is temporarily connected with the same layer of beam in a mode;
s4, mounting of the three-layer beam: hoisting the three-layer beam to a mounting position in sections, fixedly connecting the bottom of the three-layer beam with the top end of a section of support column, fixedly connecting one end of the three-layer beam with the core barrel, disconnecting the other end of the three-layer beam with the core barrel, mounting the steel beam on the same layer of beam at the disconnected position by circulating S2-S4;
s5, mounting of a tail section upright post, a penultimate beam and a top beam: firstly, fixedly arranging the tail section supporting columns on a steel beam at intervals along the length direction of the steel beam, mounting a penultimate beam, wherein the disconnection position of the penultimate beam and a core tube is opposite to the disconnection position of an adjacent lower-layer beam, and finally mounting a top-layer beam, wherein the disconnection position of the top-layer beam and the core tube is opposite to the disconnection position of the penultimate beam;
s6, welding the steel beam and the core tube at the disconnection position: after the top beam is installed, it closes when the open position reaches the closing temperature.
By adopting the technical scheme, one end of each layer of steel beam is welded and fixed with the bracket on the core cylinder at the corresponding position, the other end of each layer of steel beam is disconnected with the core cylinder, the disconnected positions are temporarily connected, and the disconnected positions of the steel beams of each layer are alternately arranged in a staggered manner, so that the core cylinder and the support frames share the gravity of the steel beams, the number of the support frames and the required strength of a support foundation below the support frames are reduced, and the construction cost is reduced; because the core tube and the support frame bear the gravity of the steel beam together, subsequent construction can be performed before the steel beam is not closed after the steel beam is installed, so that the construction time is shortened, and the construction efficiency is improved. The problems that the supporting frames bear the whole weight of the steel beam, a plurality of supporting frames need to be arranged, the supporting frame foundation is strong enough to support the whole structure, the folding temperature required by the design is required to be reached when the structure is folded, and the follow-up work cannot be carried out before the structure is folded are solved.
The invention is further configured to: and temporarily connecting the steel beam with the bracket on the core barrel by using a double-clamping plate and an ear plate at the position of the disconnection in the steps S2-S5, wherein the double-clamping plate and the ear plate are arranged on the top surfaces of the steel beam and the bracket and are fixedly connected by adopting bolts.
Through adopting above-mentioned technical scheme, carry out the temporary fixation with the position of disconnection through double splint and otic placode, guarantee overall structure's stability, the security is higher.
The invention is further configured to: and in the step S3, an inclined support is arranged between a section of support column at two ends of the first layer of beam and the bracket corresponding to the first layer of beam, one end of the inclined support is fixedly connected to the bracket, and the other end of the inclined support is fixedly connected to the top end of the section of support column.
Through adopting above-mentioned technical scheme, the bearing diagonal can play the effect of transmitting the gravity that girder steel self produced for a core section of thick bamboo, can make a core section of thick bamboo undertake the certain gravity of girder steel, reduces the quantity of setting up of support frame and the intensity requirement to support frame bottom basis.
The invention is further configured to: the inclined support and the section of support column are installed synchronously.
By adopting the technical scheme, the steel beam is connected with the inclined support, so that the gravity of the steel beam can be well transmitted to the core barrel to bear, and the pressure borne by the support frame is reduced; the bracing can increase the stability between the girder steel simultaneously to the girder steel is connected the bearing diagonal.
The invention is further configured to: step S5 is provided with the bearing diagonal between the adjacent end joint support column, sets firmly and sets up the bearing diagonal between the bracket that corresponds position department at the end joint support column at girder steel both ends and top layer roof beam, bearing diagonal one end rigid coupling is on the bracket, and other end rigid coupling is in the bottom of end joint support column, and the bearing diagonal that is located between bracket and the end joint support column and the bearing diagonal between the adjacent end joint support column are connected and are the wavy.
Through adopting above-mentioned technical scheme, add the bearing diagonal between the tail section support column, can increase the wholeness and the stability of top girder steel.
The invention is further configured to: the inclined support and the tail section support column are installed synchronously.
Through adopting above-mentioned technical scheme, when the installation girder steel, can make girder steel synchronous connection bearing diagonal and the tail section support column, make the installation of girder steel convenient more, stable.
The invention is further configured to: the lug plate is provided with a long round bolt hole.
Through adopting above-mentioned technical scheme, be convenient for when the construction bolt peg graft installation and later stage demolish, do not influence the girder steel and take place deformation under the effect of axial force.
The invention is further configured to: and in the steps S2-S5, deformation joints are arranged at the disconnection positions of the steel beam and the core tube, and the width of each deformation joint is 10-15 mm.
Through adopting above-mentioned technical scheme, produce for the girder steel and extend deformation and predetermine suitable space, avoid the space too little, can't release stress completely, the space is too big, increases the later stage welding degree of difficulty, influences the joint strength of node.
The invention is further configured to: and in the step S2-S5, the disconnected positions of the steel beam and the core tube are temporarily fixed by adopting restraint plates, a plurality of restraint plates are fixedly arranged on the upper surfaces of the steel beam and the bracket of the core tube, and one end of each restraint plate, which is close to the steel beam, is provided with a groove at the disconnected position of the steel beam and the core tube.
Through adopting above-mentioned technical scheme, adopt the strait board to carry out welded fastening temporarily with the position of disconnection, easy operation, the efficiency of construction is high.
In conclusion, the beneficial technical effects of the invention are as follows:
1. the disconnected positions of the steel beams are staggered and arranged alternately, so that the core cylinder can bear the weight of most of the steel beams, the stress of the support frames is reduced, the number of the support frames is reduced, and meanwhile, the core cylinder shares most of the weight of the steel beams, so that the subsequent construction can be continued before the steel beams are folded at the disconnected positions after the construction is finished;
2. by arranging the inclined supports, the gravity of the steel beam can be well transmitted to the core cylinder, and the stability of the steel beam is improved;
3. through setting up the movement joint in the disconnection position, the load that applys in carrying out upper girder steel construction or carrying out follow-up construction after the girder steel is accomplished is acted on the girder steel, and the girder steel can be out of shape under the effect of horizontal axis force to reach the purpose with the release of axial force, reduce the moment of flexure that the horizontal axial force of girder steel to the effect of core section of thick bamboo produced on a core section of thick bamboo, avoided the moment of flexure stack that other loads produced in this stress and the normal use of structure.
Drawings
FIG. 1 is a schematic diagram of the structure of the background art of the present invention;
FIG. 2 is a schematic view of a one-story beam mounting arrangement of the present invention;
FIG. 3 is a schematic view of the present invention showing the connection of the projection steel beam to the core barrel at a disconnected position using the lug plate and the clamping plate;
FIG. 4 is a schematic view of the connection of the protruded steel beam and the core tube at the disconnection position using the constraint plate according to the present invention;
FIG. 5 is a schematic view of the mounting structure of a section of the support post and diagonal brace of the present invention;
FIG. 6 is a schematic view of the two-storey and three-storey beam mounting arrangement of the present invention;
fig. 7 is a schematic view of the installation structure of the four-layer beam and the five-layer beam of the present invention.
In the drawings, the positions marked by circles in fig. 1-7 are the breaking positions of the core tube and the steel beam, 1, the core tube; 11. a bracket; 2. a steel beam; 21. a layer of beams; 22. a second-layer beam; 23. a three-layer beam; 24. four layers of beams; 25. five layers of beams; 26. a section of support column; 27. obliquely supporting; 28. two sections of supporting columns; 3. a support frame; 4. a splint; 5. an ear plate; 6. a restraint plate; 61. and (4) a groove.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1, taking site construction as an example, a steel beam 2 is divided into five layers, which are a first-layer beam 21, a second-layer beam 22, a third-layer beam 23, a fourth-layer beam 24 and a fifth-layer beam 25 from bottom to top in sequence, a core tube 1 is constructed on two sides of the steel beam 2 before the steel beam 2 is installed, a bracket 11 is arranged at a position of the core tube 1 corresponding to each layer of the steel beam 2, and the bracket 11 is used for being connected with the steel beam 2.
Example (b):
the invention discloses a staggered-floor folding installation method for a large-span steel structure, which comprises the following construction steps:
s1, mounting a support frame: referring to fig. 2, the ground under the steel beam 2 is first rolled and the cast concrete is hardened, thereby enhancing the pressure resistance of the ground, preventing the ground foundation from sinking, and improving the safety during construction and the accuracy of installation of the steel beam 2. Three rows of support frames 3 are installed on the ground for supporting the steel beams 2.
S2, mounting a layer of beams: referring to fig. 2, the first-layer beam 21 is hoisted to the installation position and the support frame 3 supports the first-layer beam 21, one end of the first-layer beam 21 is butted with the bracket 11 on the core barrel 1 on one side and then welded and fixed, and the other end is disconnected from the bracket 11 on the core barrel 1 on the other side. Referring to fig. 3, the position of disconnection adopts double-clamp plate 4 and otic placode 5 to carry out temporary connection with one deck roof beam 21 and corbel 11 on the core section of thick bamboo 1, otic placode 5 fixed welding respectively is in the top surface of one deck roof beam 21 and core section of thick bamboo 1, double-clamp plate 4 presss from both sides and establishes in the both sides of otic placode 5, has seted up the long round bolt hole on otic placode 5, the major axis direction of long round bolt hole is the same with the length direction of one deck roof beam 21, be convenient for during the construction bolt plug-in installation and later stage demolish. Screw holes are formed in the positions, corresponding to the long round bolt holes, of the double clamping plates 4, the double clamping plates 4 are clamped on two sides of the lug plate 5 and are connected and fixed through high-strength bolts. The concrete construction steps are as follows: a plurality of lug plates 5 are respectively welded on the top surfaces of the first-layer beam 21 and the bracket 11 of the core barrel 1, then clamping plates 4 are arranged on two sides of each lug plate 5, and finally high-strength bolts penetrate through the clamping plates 4 and the lug plates 5 and are screwed tightly. Referring to fig. 4, further, the disconnected position can also adopt about board 6 to fix temporarily, about board 6 welds the upper surface of girder steel 2 and 1 bracket 11 of core section of thick bamboo and fixes girder steel 2 on 1 temporarily, about board 6 is close to girder steel 2 one end and is seted up flutedly 61 in girder steel 2 and 1 disconnected position of core section of thick bamboo, sets up flutedly 61 and can make girder steel 2 take place the horizontal deformation when receiving the axial force to release the axial force.
S3, mounting a section of support column and a two-layer beam: referring to fig. 5, first, a section of support column 26 is welded to the first-layer beam 21 at regular intervals along the length direction of the first-layer beam 21, the bottom end of the section of support column 26 is welded to the first-layer beam 21, the top end of the section of support column 26 is welded to the bottom surface of the third-layer beam 23 in later construction, and a connecting portion is integrally formed on the section of support column 26 at the position of the second-layer beam 22 towards both sides for connecting the second-layer beams 22 at both sides of the section of support column 26. Then install diagonal bracing 27, diagonal bracing 27 is installed between the bracket 11 that a section of support post 26 at a layer roof beam 21 both ends and a layer roof beam 21 correspond, diagonal bracing 27 one end welding is on bracket 11, the other end welds with the top of a section of support post 26, diagonal bracing 27 can play the effect of transmitting the gravity that girder steel 2 self produced for core section of thick bamboo 1, can make core section of thick bamboo 1 undertake the certain gravity of girder steel 2, reduce the quantity of setting up of support frame 3 and the intensity requirement on support frame 3 bottom basis. And then the second-layer beam 22 is installed in a subsection mode, one end of the second-layer beam 22 is fixedly welded with the bracket 11 on the core barrel 1 on one side, the other end of the second-layer beam is disconnected with the core barrel 1 on the other side, the disconnected position is opposite to the disconnected position of the first-layer beam 21, and the temporary connection mode of the disconnected position is the same as that of the first-layer beam 21.
S4, mounting of the three-layer beam: referring to fig. 6, the three-layer beam 23 is hoisted to the installation position in sections, the bottom of the three-layer beam 23 is welded with the top end of a section of support column 26, one end of the three-layer beam 23 is welded with the bracket 11 on the core barrel 1, the other end of the three-layer beam 23 is disconnected with the bracket 11 on the core barrel 1 on the other side, and the disconnection position is the same as that of the one-layer beam 21.
S5, mounting two sections of upright posts, four layers of beams and five layers of beams: referring to fig. 7, the two-section support columns 28 are first welded to the triple-layer beam 23 at regular intervals along the length direction of the triple-layer beam 23. After the welding is finished, the inclined supports 27 are arranged between two adjacent sections of the supporting columns 28, the inclined supports 27 are arranged between the two sections of the supporting columns 28 at two ends of the three-layer beam 23 and the corbel 11 at the corresponding position of the five-layer beam 25, one end of each inclined support 27 is fixedly connected to the corbel 11, the other end of each inclined support 27 is welded to the bottom of the two-section supporting column 28, and connecting lines of the inclined supports 27 between the corbel 11 and the two-section supporting column 28 and the inclined supports 27 between the two adjacent sections of the supporting columns 28 are wavy. The addition of diagonal braces 27 between two sections of support columns 28 can increase the integrity and stability of the top steel beam 2. And then, mounting the four-layer beam 24, wherein the position of the four-layer beam 24 disconnected with the core tube 1 is the same as that of the two-layer beam 22, and finally, mounting the five-layer beam 25, and the position of the five-layer beam 25 disconnected with the core tube 1 is the same as that of the one-layer beam 21.
S6, welding the steel beam and the core tube at the disconnection position: after the construction of the five layers of beams 25 is completed, the core cylinders 1 and the support frames 3 on two sides bear the weight of the steel beams 2 together due to the fact that the five layers of steel beams 2 adopt a staggered-layer folding construction method, the using amount of the support frames 3 can be reduced, meanwhile, follow-up construction can be continued, when the environment temperature is appropriate, the disconnected positions of the steel beams 2 are folded and welded, and after the welding is completed, the clamping plates 4 or the restraint plates 6 which are temporarily fixedly adopted are detached. The number of the support frames 3 is saved, the construction cost is reduced, the subsequent construction is not influenced, and the construction efficiency is improved.
In order to reduce the axial force generated by the steel beam 2 on the core tube 1 at two sides, deformation joints are arranged at the disconnected positions of the steel beam 2 and the core tube 1 in the steps S2-S5, the width of each deformation joint is 10-15mm, a load applied in the process of upper-layer steel beam 2 construction or subsequent construction after the steel beam 2 is completed acts on the steel beam 2, and the steel beam 2 can deform under the action of a horizontal axial force, so that the purpose of releasing the axial force is achieved, the bending moment generated by the horizontal axial force of the steel beam 2 acting on the core tube 1 is reduced, the stress is prevented from being superposed with the bending moment generated by other loads in the normal use process of the structure, and the stress performance and the shock resistance of the core tube 1 are improved. Furthermore, in order to facilitate the installation of the steel beam 2, the reserved disconnecting end of the steel beam 2 can be machined by 10-15mm in advance.
Compared with the traditional installation mode of a large-span steel structure, the installation mode has the advantages that the positions of the steel beams 2 disconnected from the core barrel 1 at all layers are alternatively disconnected in a staggered mode, meanwhile, the disconnected positions are temporarily fixed through the ear plates 5 and the double clamping plates 4, the core barrel 1 and the support frames 3 jointly bear the gravity of the steel beams 2, the number of the support frames 3 is reduced, and the subsequent construction can be continued after the steel beams 2 are installed before the disconnected steel beams 2 are not folded.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (9)
1. The utility model provides a staggered floor of large-span steel construction folds installation method, core section of thick bamboo (1) of girder steel (2) both sides are under construction in advance and are accomplished, core section of thick bamboo (1) correspond every layer of girder steel (2) position department and are provided with bracket (11), girder steel (2) divide into the multilayer, its characterized in that includes following construction step:
s1, mounting a support frame: erecting a plurality of support frames (3) below the steel beam (2) for supporting the steel beam (2);
s2, mounting a layer of beams: hoisting a layer of steel beam (2) to a mounting position and enabling a support frame (3) to support a layer of beam (21), butting and fixing one end of the layer of beam (21) with a bracket (11) on one side of a core barrel (1), disconnecting the other end of the layer of beam with the bracket (11) on the other side of the core barrel (1), and temporarily connecting the disconnected position;
s3, mounting a section of support column and a two-layer beam: firstly, a section of support column (26) is fixedly arranged on a layer of beam (21) at intervals along the length direction of the layer of beam (21), then a second layer of beam (22) is installed in a subsection mode, one end of the second layer of beam (22) is fixedly connected with a core tube (1) at one side, the other end of the second layer of beam is disconnected with the core tube (1) at the other side, the disconnection position is opposite to the disconnection position of the first layer of beam (21), and the disconnection position is temporarily connected with the same layer of beam (21);
s4, mounting of the three-layer beam: hoisting the three-layer beam (23) to an installation position in a segmented manner, fixedly connecting the bottom of the three-layer beam (23) with the top end of a section of support column (26), fixedly connecting one end of the three-layer beam (23) with the core barrel (1), disconnecting the other end of the three-layer beam with the core barrel (1), and installing the steel beam (2) at the same layer of beam (21) at the disconnection position in a circulating manner of S2-S4;
s5, mounting of a tail section upright post, a penultimate beam and a top beam: firstly, fixing the tail section supporting columns on the steel beam (2) at intervals along the length direction of the steel beam (2), mounting a backward and forward two-layer beam, wherein the disconnection position of the backward and forward two-layer beam and the core tube (1) is opposite to the disconnection position of the adjacent lower-layer beam, and finally mounting a top-layer beam, and the disconnection position of the top-layer beam and the core tube (1) is opposite to the disconnection position of the backward and forward two-layer beam;
s6, welding the steel beam and the core tube at the disconnection position: after the top beam is installed, it closes when the open position reaches the closing temperature.
2. The staggered floor folding installation method of the large-span steel structure according to claim 1, characterized in that: and S2-S5, temporarily connecting the steel beam (2) with the bracket (11) on the core barrel (1) by using a double-clamping plate (4) and an ear plate (5) at the position where the connection is interrupted, wherein the double-clamping plate (4) and the ear plate (5) are arranged on the top surfaces of the steel beam (2) and the bracket (11) and are fixedly connected by bolts.
3. The staggered floor folding installation method of the large-span steel structure according to claim 1, characterized in that: and in the step S3, an inclined support (27) is arranged between the section of support column (26) at the two ends of the first layer of beam (21) and the bracket (11) corresponding to the first layer of beam (21), one end of the inclined support (27) is fixedly connected to the bracket (11), and the other end of the inclined support (27) is fixedly connected to the top end of the section of support column (26).
4. The staggered floor folding installation method of the large-span steel structure according to claim 3, characterized in that: the inclined support (27) and a section of support column (26) are installed synchronously.
5. The staggered floor folding installation method of the large-span steel structure according to claim 1, characterized in that: step S5 is provided with diagonal brace (27) between the adjacent tail section support column, sets firmly and sets up diagonal brace (27) between the bracket (11) of tail section support column and the corresponding position department of top layer roof beam at girder steel (2) both ends, diagonal brace (27) one end rigid coupling is on bracket (11), and other end rigid coupling is in the bottom of tail section support column, and diagonal brace (27) that lie in between bracket (11) and the tail section support column and diagonal brace (27) between the adjacent tail section support column are connected and are the wavy.
6. The staggered floor folding installation method of the large-span steel structure according to claim 5, characterized in that: the inclined support (27) and the tail section support column are synchronously installed.
7. The staggered floor folding installation method of the large-span steel structure according to claim 2, characterized in that: the lug plate (5) is provided with a long round bolt hole.
8. The staggered floor folding installation method of the large-span steel structure according to claim 1, characterized in that: and in the steps S2-S5, deformation joints are arranged at the disconnection positions of the steel beam (2) and the core tube (1), and the width of each deformation joint is 10-15 mm.
9. The staggered floor folding installation method of the large-span steel structure according to claim 1, characterized in that: in the step S2-S5, the disconnected position of the steel beam (2) and the core tube (1) is temporarily fixed by adopting a restraint plate (6), multiple restraint plates (6) are fixedly arranged on the upper surfaces of the steel beam (2) and the upper surface of the bracket (11) on the core tube (1), and a groove (61) is formed in the disconnected position of the steel beam (2) and the core tube (1) at one end, close to the steel beam (2), of each restraint plate (6).
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| CN113431195A (en) * | 2021-07-29 | 2021-09-24 | 中国建筑西南设计研究院有限公司 | Building structure |
| CN113431386A (en) * | 2021-08-11 | 2021-09-24 | 中建八局第四建设有限公司 | Staggered floor steel structure building and semi-reverse construction method thereof |
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