CN109653517B - Multidirectional unloading system and construction method for assembling steel corridor by using same - Google Patents

Multidirectional unloading system and construction method for assembling steel corridor by using same Download PDF

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Publication number
CN109653517B
CN109653517B CN201910094756.XA CN201910094756A CN109653517B CN 109653517 B CN109653517 B CN 109653517B CN 201910094756 A CN201910094756 A CN 201910094756A CN 109653517 B CN109653517 B CN 109653517B
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jig frame
steel
truss
assembling
unloading system
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CN109653517A (en
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张泉
梁伟
李晓冬
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Jinan Sijian Construction Group Co ltd
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Jinan Sijian Construction Group Co ltd
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14Conveying or assembling building elements
    • E04G21/16Tools or apparatus
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14Conveying or assembling building elements
    • E04G21/16Tools or apparatus
    • E04G21/18Adjusting tools; Templates
    • E04G21/1841Means for positioning building parts or elements

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Conveying And Assembling Of Building Elements In Situ (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

The invention relates to a multidirectional unloading system and a construction method for assembling a steel corridor by using the same; wherein the multidirectional unloading system comprises 2 unloading units which are bilaterally symmetrical; each unloading unit comprises an assembling jig frame for bearing the steel structure corridor, a supporting base for supporting the rear end of the assembling jig frame, a guy cable for providing upward tension for the front end of the assembling jig frame and an anchoring device for connecting the other end of the guy cable to the side building body frame; the support base is fixed with the lower floor frame column. According to the invention, the assembly jig frame of each unloading unit is supported by the supporting base and the inhaul cable, and the load in the assembly process of the steel corridor is borne by the lower floor frame column and the building body column above the side, so that the load is finally transferred to the foundation, and the overload is prevented from being applied to the top surface of the lower floor; the invention ensures unloading effect by a simple structure, solves the problem that a large amount of materials and working hours are needed in the prior art, and has positive technical significance.

Description

Multidirectional unloading system and construction method for assembling steel corridor by using same
Technical Field
The invention relates to a multidirectional unloading system and a construction method for assembling a steel corridor by using the same, and belongs to the technical field of building construction equipment.
Background
With the development of building construction technology, high-altitude corridors connected between two high-rise buildings are not uncommon, and steel structure corridors are generally adopted. Because of high risk and high cost of aerial work, a scheme of 'low-rise building and integral lifting' is generally adopted for the high-altitude corridor at present. In "low-rise building" it is necessary to run on the ground (i.e. basement roof, as current high-rise buildings all have multiple floors) or on top of a skirt building between two high-rise buildings.
Because the overall weight of the steel structure high-altitude corridor is very large, even hundreds of kilotons can be achieved; when building and assembling, the weight of the whole structure needs to be born by a building operation area. For the top surface of a basement or a skirt building (which can be simply called a floor top surface), the extra burden is very serious in the test of the bearing capacity; if not tolerated, structural cracking and collapse can easily occur; not only can cause the danger of constructors, but also can cause irreversible damage to the building body. To ensure load bearing capacity, only the roof and support structures of the basement or skirt can be reinforced. The method of reinforcement includes two types: the initial design is carried out according to the total weight of the steel structure high-altitude corridor or temporary integral bearing capacity reinforcement is carried out when the steel structure high-altitude corridor is built.
Because the high-altitude corridor is built into a disposable project, a reinforcing design scheme with high bearing capacity is adopted initially, and huge waste of materials, construction period, use area and other costs can be caused; the temporary integral bearing capacity is reinforced, and a layer of integral platform is generally erected in a full framing mode at present, so that the mode also has the defects of complex construction, long construction period and high material consumption.
Therefore, a novel unloading system and a corresponding construction method are designed for being used when the steel structure high-altitude gallery is assembled, the defects in the prior art are overcome, and the problem to be solved by the person skilled in the art is urgent.
Disclosure of Invention
In the assembly process of the steel structure corridor, the weight of the steel structure corridor can provide a huge additional load for building the basement where the operation area is located or the top surface of the skirt building. In the prior art, whether the initial design is the reinforcement design scheme or the temporary whole bearing capacity reinforcement is carried out during construction, the problems of complex construction, long construction period and more material consumption exist, and huge redundancy waste is sometimes caused.
In order to solve the problems in the prior art, the invention provides a multidirectional unloading system and a construction method for assembling a steel corridor by using the system.
The invention adopts the following technical scheme:
a multidirectional unloading system, which is characterized by comprising 2 unloading units which are bilaterally symmetrical;
each unloading unit comprises an assembling jig frame for bearing the steel structure corridor, a supporting base for supporting the rear end of the assembling jig frame, a guy cable for providing upward tension for the front end of the assembling jig frame and an anchoring device for connecting the other end of the guy cable to the side building body frame;
the support base is fixed with the lower floor frame column.
Preferably, the assembly jig frame is of a frame structure and comprises at least 2 vertical supporting beams and a front transverse supporting beam positioned at the front end; the support bases are in one-to-one correspondence with the vertical support beams, and the support bases are fixedly connected through the rear transverse support beams.
Preferably, the unloading system further comprises a protective steel plate paved below the spliced jig frame; the front end of the spliced jig frame is downwards provided with a front support which is spaced from the roof or the protective steel plate.
Preferably, the unloading system further comprises a limiting device for limiting horizontal displacement of the front support.
Preferably, the clearance between the front support and the roof or the protective steel plate is more than or equal to 100mm.
Preferably, the limiting device is a plate structure positioned on two sides of the front support or a socket structure for inserting the front support.
Preferably, the anchoring device is a square hoop structure for encircling the upright post of the building body; the inhaul cables are arranged on two sides of each vertical supporting beam, and the connecting nodes of the inhaul cables, the anchoring devices and the vertical supporting beams are all of a hinged structure.
Preferably, the stay is provided with a turnbuckle for adjusting the length.
The construction method for assembling the steel corridor by using the system is characterized by comprising the following steps of:
step 1, parameter determination:
determining the size of the assembled jig frame according to the shape and the size of the steel corridor;
according to the weight of the steel corridor, calculating the axial force of the inhaul cable, and determining the specification of the inhaul cable;
step 2, presetting a construction foundation:
an embedded part used for being connected with the supporting base is arranged at the top of the upright post of the house below;
and 3, constructing an unloading system:
a supporting base is fixedly arranged;
an assembling jig frame is arranged on the supporting base;
an anchoring device is arranged on the upright post of the side building body;
the guy cable is used for connecting the anchoring device and the spliced jig frame;
step 4, splicing steel galleries:
dividing a main truss of the steel corridor into sections which are divided up and down at different positions, and firstly, assembling the lower chord of the truss by depending on a supporting base and an assembling jig frame to form a stable independent stress unit; the truss upper chord girders and the transverse supports are then assembled.
Preferably, in the step 4 steel gallery assembly, further comprises:
after the lower truss is assembled, removing the inhaul cable, installing a temporary support above the lower truss, and temporarily paving a 5mm thick steel plate on the upper surface of the lower truss to serve as a construction platform for assembling the upper truss; and assembling the upper truss by depending on the temporary support.
The invention has the following advantages:
(1) The assembly jig frame of each unloading unit is loaded by the supporting base and the inhaul cable, and the load in the assembly process of the steel corridor is borne by the lower floor frame column and the building body upright column above the side, and is finally transferred to the foundation, so that the overload is prevented from being applied to the top surface of the lower floor;
(2) The assembly jig frame is in a upward tilting state through the inhaul cable, the main stress point in the assembly process of the main truss of the steel gallery is not at the lowest point of the lower chords at two sides, but is stressed by the bottom of the main truss or is stressed by the bottom of the main truss and the bending part of the lower chord together, so that the stress applied to the bending part of the lower chord in the assembly process is reduced, and the deformation and errors caused by the deformation are reduced;
(3) The platform has the advantages of strong bearing capacity, simple structure, very convenient construction and removal, low cost and short construction period;
(4) The arrangement of the protective steel plate ensures the protection of the top surface of the floor below in the construction process, and avoids the accidental damage to the top surface of the floor in the construction process;
(5) The arrangement of the front support ensures that even if unexpected deformation occurs, the assembled jig frame can still maintain a certain elevation angle to maintain the support, and the whole frame is prevented from collapsing.
Drawings
FIG. 1 is a schematic diagram of an embodiment of the present invention;
FIG. 2 is a schematic diagram of an application state structure according to an embodiment of the present invention;
FIG. 3 is a schematic side view of the supporting base 2 according to the embodiment of the present invention;
FIG. 4 is a schematic cross-sectional view of the A-A plane of FIG. 3;
fig. 5 is a schematic side view of a spliced jig frame 1 according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a connection structure between a guy cable 3 and an assembled jig frame 1 in the embodiment of the invention;
fig. 7 is a schematic view of a connection structure between the cable 3 and the anchoring device 4 in the embodiment of the present invention;
FIG. 8 is a schematic view of the cross-sectional structure of the B-B plane in FIG. 7;
FIG. 9 is a schematic diagram of a calculation model of the strength of the stay cable 3 according to the embodiment of the invention;
FIG. 10 is a schematic view of a section division of a gallery truss 10 in accordance with an embodiment of the invention;
wherein: 1. the building block comprises a building block frame, a supporting base, a guy cable, an anchor device, a frame column, a building column, a front support, a limiting device, a basket bolt, a gallery truss, a vertical support beam, a front transverse support beam, a 13A upper section, a 14A lower section, a 15B upper section, a 16B lower section, a 17C upper section, a 18C lower section, a 21 rear transverse support beam, a 22 embedded part and a 23 annular buckle.
Detailed Description
The invention will be further described with reference to the drawings and examples.
As shown in fig. 1 to 9, the present embodiment is a multidirectional unloading system and a construction method for assembling a steel gallery using the same. The unloading system is applied to the area between the high buildings at the two sides, and the corridors bridging the high buildings at the two sides are assembled at the roof of the skirt building; the assembling area is the roof of the skirt building (elevation 23.000 m). The corridor span of the steel structure is about 32m, the main truss is an I-shaped member, and the section is 600 multiplied by 800 multiplied by 40mm. The transverse support and web member nodes are all high-strength bolt hinge points. In consideration of the actual conditions on site, reasonable segmentation and assembly forming schemes are required to be selected, so that the method is economical, reasonable, safe, reliable and feasible in technology. The structural failure of the structural sub-stresses during assembly of the steel structure gallery is avoided. Because of the large dead weight and span, the deformation control requirement of the structure assembly stage is high.
The multidirectional unloading system is arranged in a range from 8-axis H-K axis to 11-axis H-K axis and comprises 2 unloading units which are bilaterally symmetrical; each unloading unit comprises an assembling jig frame 1 for bearing a gallery truss 10 of a steel structure, a supporting base 2 for supporting the rear end of the assembling jig frame 1, a guy cable 3 for providing upward pulling force for the front end of the assembling jig frame 1 and an anchoring device 4 for connecting the other end of the guy cable 3 to a side building body frame; the stress structure of the unloading system is set into a triangular stress system, and the height of the assembly jig frame 1 is adjusted by adjusting the length of the inhaul cable 3 so as to be consistent with the design angle of the corridor truss 10. The assembly jig frame is in a upward tilting state through the inhaul cable, the main stress points in the assembly process of the main trusses of the steel corridor are not at the lowest points of the lower chords at the two sides, but are stressed by the bottom of the main trusses or are stressed jointly by the bottom of the main trusses and the lower chord bending parts, so that the stress applied to the lower chord bending parts in the assembly process is reduced, and the deformation and errors caused by the deformation are reduced. After the steel corridor main truss is assembled, the two-end simply supported beam structure form can be formed, the weight of the corridor truss can be completely transferred to a foundation by the supporting base to bear, the inhaul cable is not subjected to load any more, and the steel corridor main truss is detachable, so that the influence on subsequent assembly is avoided.
The assembly jig frame 1 is of a frame structure and comprises 3 vertical supporting beams 11 and a front transverse supporting beam 12 positioned at the front end; the vertical supporting beam 11 and the front transverse supporting beam 12 are steel sections and are welded.
The support base 2 is of an I-beam structure, corresponds to the positions of the vertical support beams 11 one by one and is fixed by welding;
the support bases 2 are welded and connected through a rear transverse support beam 21, and the rear transverse support beam 21 is HW400X400 hot-rolled H-shaped steel; the frame column 55 of the storey of the skirt building below is fixed by bolts through the embedded part 22. In this embodiment, the embedded part 22 is a square steel plate including chemical embedded ribs, the size is 700 mm×700 mm, the thickness is 30mm, the diameter of the chemical embedded ribs is 20mm, the embedded depth is 400mm, the spacing is 150mm, and the embedded ribs are distributed at four corners of the square. The lower end of the supporting base 2 is welded to the center of the square steel plate.
The unloading system further comprises a 5mm protection steel plate laid below the assembly jig frame 1; the protection steel plate can be fixed at a position through the foundation bolts, can be directly paved, and can be fixed through welded connection with the support base 2. The protection steel plate can avoid the damage to the top surface of the skirt building caused by accidental falling of steel structural components or components of the unloading platform.
A front support 7 which is provided with a gap with the protective steel plate is downwards arranged at the front end of the spliced jig frame 1; the front support 7 is of a steel structure, and a gap between the front support and a roof or a steel plate is more than or equal to 100mm; the number is 3, and the positions correspond to the vertical support beams 11. The arrangement of the front support 7 ensures that even if accidental deformation occurs, the assembled jig frame 1 can still maintain a certain elevation angle to maintain the support, and the whole frame is prevented from collapsing.
The unloading system further comprises a limiting device 8 for limiting the horizontal displacement of the front support 7. The limiting device 8 is a plate structure positioned at two sides of the front support 7 or a socket type cylindrical structure for inserting the front support 7, and the lower end of the limiting device is welded and fixed on the protective steel plate. The limiting device 8 is arranged, so that the left-right swing of the assembly jig frame 1 is avoided, and the occurrence of excessive deformation or displacement is avoided.
In order to avoid the influence on the skirt house surface structure during truss assembly, the inhaul cables 3 are arranged on the concrete columns at two sides before the trusses are assembled to form an integral stress unit. The inhaul cables 3 are arranged on two sides of each vertical supporting beam 11, each side unloading unit comprises 6 inhaul cables 3, and the whole unloading system is provided with 12 inhaul cables 3; the guy cable 3 is arranged on 6 frame columns of 7-axis H-K axis and 12-axis H-K axis through an anchoring device 4, and the floor (+ 40.150 m) position of the 7-layer structure is marked; the whole unloading system is designed with the stay rope 3 anchoring device 46, the splicing units 3 on each side and the stay ropes 3 on both sides of each vertical supporting beam 11 share one anchoring device 4. The anchoring device 4 is of a square hoop structure which surrounds the building upright post 6. The connection nodes of the inhaul cable 3, the anchoring device 4 and the vertical supporting beam 11 are all of hinged structures, and the inhaul cable is also provided with a basket bolt 9 for adjusting the length. In the embodiment, the specification of the basket bolt 9 is M25.
The assembling unloading system has the advantages of simple structural design, clear stress path, good economy and construction period saving, and realizes the double effects of assembling the jig frame 1 and the unloading system. Compared with the traditional assembly jig frame 1, the artificial investment of supporting materials is saved, the structural space of the skirt building is not required to be reinforced and supported, and decoration and electromechanical operation construction can be carried out in the skirt building during assembly. No adverse effect is produced on the original structural system, and the structural safety is ensured.
A construction method for splicing steel galleries by using the system provided by the embodiment comprises the following steps:
step 1, parameter determination:
determining the size of the assembled jig frame 1 according to the shape and the size of the steel corridor;
the corridor span of the steel structure is about 32m, the main truss is an I-shaped member, and the section is 600 multiplied by 800 multiplied by 40mm; the size data of each part of the assembled jig frame 1 are shown in the attached drawings.
Calculating the axial force of the inhaul cable 3 according to the weight (460 t) of the steel corridor, and determining the specification of the inhaul cable 3; in this embodiment, the axial force of the cable 3 is 72KN according to the calculation model, and the stress of the cable 3 is calculated: the score coefficient is 2.0, and the breaking force value of the cable is larger than 72×2=144 KN. And checking the table to select steel strands with the diameters of 25mm, wherein the breaking force is 239.12KN to 144KN, and the overall stress of the inhaul cable 3 and the joints meets the structural requirement.
Step 2, presetting a construction foundation:
an embedded part 22 used for being connected with the supporting base 2 is arranged at the top of the upright post of the house below;
and 3, constructing an unloading system:
the support base 2 is fixedly arranged on the basis of the embedded part 22;
a rear transverse support beam 21 welded between the support bases 2;
the lower end of the spliced jig frame 1 (namely the lower end of the vertical supporting beam 11) is welded on the supporting base 2;
an anchoring device 4 is arranged on the upright post 6 of the side building body;
the cable 3 is used for connecting the anchoring device 4 and the upper end of the spliced jig frame 1 (namely the upper end of the front transverse supporting beam 12 or the upper end of the vertical supporting beam 11);
step 4, splicing steel galleries:
firstly, the assembling jig frame 1 is adjusted to be in place according to the pre-assembled truss elevation, the inhaul cable 3 is fixed after being adjusted to be in place through the adjusting basket bolt 9, and a horizontal elevation mark is made at the front end of the assembling jig frame 1, so that the spatial position of the truss is checked during assembling.
As shown in fig. 10, the steel gallery main truss is divided into 10 sections divided up and down at different positions, symmetrically arranged, and comprises 2 a upper sections 13,2 a lower sections 14, 2B upper sections 15, 2B lower sections 16, 1C upper section 17 and 1C lower section 18.
Firstly, the lower chord assembly of the truss is carried out by depending on the supporting base 2 and the assembly jig frame 1 so as to form a stable independent stress unit; the specific assembly steps are as follows:
1) The lower chord A lower section 14 of the J-axis truss is hoisted, the section of the lower section 14A is 600 x 800 x 40I-steel, and the total weight is about 2.21T. As shown in the following figures, the lower section a 14 is temporarily welded and positioned with the splicing support after being lifted in place.
2) The lower section 14 of the lower chord A of the K-axis and H-axis truss is hoisted in place
3) And hoisting the lower chord B section of the J-axis truss, wherein the weight is about 3.32T, the elevation of the assembled section in place is monitored in the assembling process, and the assembled elevation is finely adjusted by adjusting the length of the inhaul cable 3.
4) And hoisting the lower chord section B of the H-axis truss and the K-axis truss, hoisting a transverse steel support of the lower chord section B to ensure the stability of the truss outside the plane, and adjusting the plane positioning size of the rechecking main truss through transverse support installation.
5) And C sections of the lower chord of the lower truss are hoisted, and the weight of the C sections is about 5.46T. And after the three groups of lower chord C sections are hoisted in place, installing a transverse steel supporting beam in the C section area.
After the lower truss lower chord main truss is hoisted, the plane size of the truss is rechecked, and particularly, the axis of the bracket reserved in the main building is rechecked. And then high-strength bolt connection is carried out among lower chord sections of the main trusses of the trusses, and the trusses are symmetrically installed from the middle to the two sides according to the reverse sequence of the assembly sequence. After the installation is finished, welding connection operation of the flange plates among the sections is carried out, and the welding sequence is consistent with the high-strength bolt installation sequence.
And the lower chord of the whole lower truss is assembled, and a stable independent stress unit is formed. The load is completely transferred to the lower frame column and the foundation by the 6 splicing supports.
6) And assembling the truss upper chord main beams and the transverse supports in sequence according to the assembly sequence of the truss lower chord. The elevation of the transverse supporting beam at the front section of the inhaul cable 3 is observed at any time, and the elevation is ensured to be consistent with the pre-assembled elevation.
The steel structure corridor truss 10 (or simply referred to as a corridor truss 10) in this embodiment is a double-layer structure; after the lower truss is assembled, the upper truss is assembled, and the concrete steps are as follows:
1) After the lower truss is assembled, the inhaul cables 3 are removed, temporary supports are installed above the lower truss, 6 temporary steel supports are distributed below each main truss, and the support height is consistent with the arch forming size of the lower chord truss after the truss is assembled.
2) And 5mm thick steel plates are paved on the upper surface of the lower truss temporarily to serve as a construction platform for splicing the upper truss.
3) Assembling an upper truss by depending on the temporary support; the assembly sequence is the same as that of the lower truss; after the upper truss is assembled, rechecking assembly errors and main truss arching conditions; and (5) spraying fireproof paint.
The reasonable splicing and segmentation scheme realizes the possibility of splicing by only on-site existing equipment, and saves the cost. The splicing scheme in the embodiment is selected, the whole splicing process only needs 20 days, and the whole splicing process is 15 days earlier than the conventional construction period. Through reasonable member installation and node connection scheme, the internal force of structure is all controlled in the standard scope, accords with the principle that assembles operating mode and design operating mode unanimous as far as possible. And the steel structure truss assembly error is well controlled by strict technical control measures.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to the embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention, and the parts not described in detail and shown in partial detail may be applied to the prior art and are not described in detail herein. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and features disclosed herein.

Claims (8)

1. A multidirectional unloading system, which is characterized by comprising 2 unloading units which are bilaterally symmetrical;
each unloading unit comprises an assembling jig frame (1) for bearing a steel structure corridor, a supporting base (2) for supporting the rear end of the assembling jig frame (1), a guy cable (3) for providing upward pulling force for the front end of the assembling jig frame (1) and an anchoring device (4) for connecting the other end of the guy cable (3) to a side building body frame;
the support base (2) is fixed with the lower floor frame column (5);
the assembly jig frame (1) is of a frame structure and comprises at least 2 vertical supporting beams (11) and a front transverse supporting beam (12) positioned at the front end; the support bases (2) are in one-to-one correspondence with the vertical support beams (11), and the support bases (2) are fixedly connected through rear transverse support beams (21);
the unloading system further comprises a protection steel plate laid below the assembly jig frame (1); the front end of the assembly jig frame (1) is downwards provided with a front support (7) which is in clearance with a roof or a protective steel plate.
2. A multidirectional unloading system according to claim 1, further comprising a limiting device (8) limiting the horizontal displacement of the front support (7).
3. Multidirectional unloading system according to claim 1, wherein the clearance between the front support (7) and the roof or the guard steel plate is 100mm or more.
4. Multidirectional unloading system according to claim 2, wherein the limiting means (8) are plate-like structures located on both sides of the front support (7) or socket-like structures into which the front support (7) is inserted.
5. Multidirectional unloading system according to claim 1, wherein the anchoring means (4) is a square hoop structure forming a embracing for the building body upright (6); the inhaul cables (3) are arranged on two sides of each vertical supporting beam (11), and the connecting nodes of the inhaul cables, the anchoring devices (4) and the vertical supporting beams (11) are all of hinged structures.
6. Multidirectional unloading system according to claim 1, wherein the stay (3) is provided with a length-adjusting basket bolt (9).
7. A construction method for assembling a steel gallery by using the multidirectional unloading system as set forth in any one of claims 1 to 6, comprising the steps of:
step 1, parameter determination:
determining the size of the assembled jig frame (1) according to the shape and the size of the steel corridor;
according to the weight of the steel corridor, calculating the axial force of the inhaul cable (3), and determining the specification of the inhaul cable (3);
step 2, presetting a construction foundation:
an embedded part (22) used for being connected with the supporting base (2) is arranged at the top of the upright post of the house below;
and 3, constructing an unloading system:
a supporting base (2) is fixedly arranged;
an assembling jig frame (1) is arranged on the supporting base (2);
an anchoring device (4) is arranged on the upright post (6) of the side building body;
the anchor device (4) is connected with the splicing jig frame (1) by using a guy cable (3);
step 4, splicing steel galleries:
dividing a main truss of the steel corridor into sections which are divided up and down at different positions, and firstly, assembling the lower chord of the truss by depending on a supporting base (2) and an assembling jig frame (1) to form a stable independent stress unit; the truss upper chord girders and the transverse supports are then assembled.
8. The construction method according to claim 7, wherein in the step 4 steel gallery assembly, further comprising:
after the lower truss is assembled, removing the inhaul cable (3), installing a temporary support above the lower truss, and temporarily paving a 5mm thick steel plate on the upper surface of the lower truss to serve as a construction platform for assembling the upper truss; and assembling the upper truss by depending on the temporary support.
CN201910094756.XA 2019-01-31 2019-01-31 Multidirectional unloading system and construction method for assembling steel corridor by using same Active CN109653517B (en)

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CN112267556B (en) * 2020-10-10 2022-05-17 广东省构建工程建设有限公司 Large-span steel structure corridor assembling construction process for narrow space
CN114703956B (en) * 2022-04-06 2024-07-30 浙江乔兴建设集团有限公司 Double-layer large-span steel structure corridor construction process method
CN115354743B (en) * 2022-09-22 2024-05-10 上海市机械施工集团有限公司 Air corridor and construction method thereof

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