CN114703956B - Double-layer large-span steel structure corridor construction process method - Google Patents
Double-layer large-span steel structure corridor construction process method Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 135
- 239000010959 steel Substances 0.000 title claims abstract description 135
- 238000000034 method Methods 0.000 title claims abstract description 76
- 238000010276 construction Methods 0.000 title claims abstract description 67
- 238000004458 analytical method Methods 0.000 claims abstract description 19
- 238000009434 installation Methods 0.000 claims abstract description 15
- 238000005266 casting Methods 0.000 claims abstract description 11
- 238000004364 calculation method Methods 0.000 claims description 10
- 238000005452 bending Methods 0.000 claims description 9
- 238000004088 simulation Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 4
- 241001139947 Mida Species 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000003466 welding Methods 0.000 description 21
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- 238000010586 diagram Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 6
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/0046—Loggias
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G25/00—Shores or struts; Chocks
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G25/00—Shores or struts; Chocks
- E04G25/04—Shores or struts; Chocks telescopic
- E04G25/06—Shores or struts; Chocks telescopic with parts held together by positive means
- E04G25/066—Shores or struts; Chocks telescopic with parts held together by positive means by a wedge
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention provides a double-layer large-span steel structure corridor construction process method, and belongs to the technical field of building construction. According to the invention, firstly, the internal force analysis is carried out on the main girder of the steel corridor frame, then the main girder is segmented, the hoisting nodes are determined, the steel corridor frame is conveniently hoisted in a segmented manner, and the installation quality of the steel corridor frame is ensured; establishing an overall model of the steel corridor frame and the jig frame supporting part, determining the structural size of the jig frame main body, carrying out stress analysis on the jig frame supporting legs, determining the mounting point of the supporting frame, and carrying out the casting of the lower chord control node and the casting of the corridor elevation in the hoisting process of the steel corridor frame, so that the spatial stability of the steel corridor frame is improved, and the whole construction process is controllable; in the process of removing the jig frame supporting part and the supporting frame, according to the principle that the position with large deformation is firstly unloaded and the position with small deformation is then unloaded, the whole unloading process is controllable, and the phenomenon that the steel beam is excessively bent down due to sudden unloading force is avoided.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a double-layer large-span steel structure corridor construction process method.
Background
With the diversification development of high-rise and super-high-rise building forms in recent years, structural building functionality is required, and many projects are connected by adopting a connector structure among building groups to form an upper multi-layer through connected building. Such connectors are typically of steel construction and are often designed in the form of an air gallery. For example, the steel structure corridor system is in an inverted T shape and is connected with three super high-rise towers; the corridor relies on two vertical stiffness barrel structures to support the steel structure corridor system, and the corridor girder structure span between two stiffness barrels is great. The structure system has the characteristics of high structure, large span, heavy structure, large section, high standard of installation precision and deformation requirements, high construction risk and the like.
Because the large-span corridor structure system has the characteristics of a high-rise structure and a bridge structure. In the existing construction method, for example, the underground part of a core tube is hoisted by using an automobile crane, and a construction tower crane is installed in the tube from the overground part of the core tube to complete the upper structure installation; or the crawler crane is adopted to complete the construction of all the large-span corridor structures. The construction method is difficult to meet the hoisting range of the large-span corridor, and the tower crane is difficult to meet the requirement or needs to adopt a tower crane with larger hoisting capacity when the main girder structure of the corridor is installed; the latter is limited by the height of the structure and has a large impact on the ground structure. Therefore, the existing construction method has low construction efficiency, poor safety and controllability and low economic benefit.
The Chinese patent with the authorized bulletin number of CN106759845B and the authorized bulletin day of 2019.03.08 provides a construction method of a steel structure corridor, which comprises the following steps: hoisting the vertical stiffness cylinder of the corridor by adopting a first lifting appliance; setting a second lifting appliance and a supporting module; installing a corridor truss on the supporting module and the corridor vertical stiff cylinder; respectively installing corridor supports on two buildings of which the corridors are to be built, and installing side span main beams between the corridor trusses and the corridor supports from bottom to top; and the corridor secondary beams are respectively hoisted on the corridor truss and the side span girders through the second lifting device, the third lifting device is arranged on the corridor truss, and the large-span girders are hoisted through the third lifting device, so that the large-span girders are connected between the two corridor trusses of the building, and the corridor secondary beams are hoisted on the large-span girders through the second lifting device. The construction method is only suitable for the steel structure corridor with smaller span, and increases construction difficulty and safety risk for the large-span double-layer overhanging steel structure corridor due to the increase of the span, the number of layers and the height of the steel structure corridor.
Disclosure of Invention
The invention aims to provide a double-layer large-span steel structure corridor construction process method, which can analyze the internal force of a girder of a steel corridor frame, further segment the girder of the steel corridor frame, establish a steel corridor frame and a jig frame supporting part integral model, determine the structural size of a jig frame main body, analyze the stress of jig frame supporting legs, determine the mounting point of a supporting frame, and perform the casting of a lower chord control node and the casting of a corridor elevation in the process of hoisting the steel corridor frame, so that the space stability of the steel corridor frame is improved, the installation quality of the steel structure corridor is ensured, the construction is convenient, the jig frame supporting part and the supporting frame are removed, the girder is firstly unloaded according to the position with large deformation, and then unloaded according to the principle of small deformation, so that the integral unloading process is controllable, and the steel girder is prevented from being excessively scratched due to abrupt unloading; the lattice type jig frame main body is adopted according to stress analysis and construction requirements, and only the upper part and the lower part of the jig frame main body are provided with the nodes, so that the manufacturing is simple, the installation can be completed in place once, special equipment is not required for the dismantling, the recovery rate is up to 98%, the construction progress is accelerated, and the construction cost is saved.
The invention provides a double-layer large-span steel structure corridor construction process method, which adopts a steel corridor frame and a jig frame supporting part for supporting the steel corridor frame, wherein the steel corridor frame comprises main beams, secondary beams, box beams and small-sized components, the box beams are arranged between the main beams, the jig frame supporting part comprises a jig frame main body, a supporting frame connected below the jig frame main body, and jig frame supporting legs positioned at the bottom of the jig frame main body, and the method comprises the following steps:
s1: segmenting the steel corridor frame to determine hoisting nodes;
s2: establishing an integral model of the steel corridor frame and the jig frame supporting part, and determining the structural dimensions of the steel corridor frame and the jig frame supporting part;
S3: carrying out stress analysis on the supporting legs of the jig frame to determine the mounting points of the supporting frame;
S4: installing the jig frame main body and the supporting frame, and then hoisting the steel corridor frame;
S5: and after the steel corridor frame is hoisted, removing the jig frame main body and the supporting frame.
As a preferred aspect of the present invention; and S1, segmenting the main beam according to the stress bending moment of the main beam, and pre-arching the hoisting joints of the main beam during manufacturing.
As a preferred aspect of the present invention; and S2, when the step is executed, adopting midas/gen software to establish an integral model of the steel corridor frame and the jig frame supporting part, and carrying out integrated construction simulation analysis on the whole construction period of the steel corridor frame and the jig frame supporting part.
As a preferred aspect of the present invention; and S3, when the step is executed, the reinforcement range of the basement is taken to be right below the jig frame main body, and the stability calculation is carried out on the jig frame main body by expanding 1000mm, so that the support frame meets the reinforcement requirement.
As a preferred aspect of the present invention; and S4, when the step is executed, the jig frame main body and the supporting frame are integrally hoisted by adopting a crawler crane, and the jig frame supporting part adopts a lattice type jig frame main body.
As a preferred aspect of the present invention; and S4, when the step is executed, the main beam is divided into a plurality of sections, the main beam is assembled in situ at high altitude, and the secondary beam and the small-sized component are hoisted by a single piece.
As a preferred aspect of the present invention; and S4, when the step is executed, in the hoisting process of the steel corridor frame, the lower chord control node and the corridor elevation are cast.
As a preferred aspect of the present invention; and S4, when the step is executed, the steel corridor frame is a double-layer steel structure corridor, after the box girder of the first layer of jig frame supporting parts is installed, the second layer of jig frame supporting parts are welded and erected on the installation platform of the first layer of jig frame supporting parts, and then the second layer of box girders are hoisted.
As a preferred aspect of the present invention; and S4, when the step is executed, the top of the jig frame supporting part is transversely connected by adopting I-steel, and the I-steel is provided with a steel wedge for adjusting the elevation of the main beam.
As a preferred aspect of the present invention; and S5, in the process of unloading the jig main body and the supporting frame, detecting the vertical displacement of the elevation of the main beam and detecting the stress of the main beam.
The double-layer large-span steel structure corridor construction process method has the following beneficial effects: the main beam of the steel corridor frame is subjected to internal force analysis, the main beam is further segmented, hoisting nodes are determined, the steel corridor frame is conveniently hoisted in a segmented mode, and the installation quality of the steel corridor frame is guaranteed; establishing an overall model of the steel corridor frame and the jig frame supporting part, determining the structural size of the jig frame main body, carrying out stress analysis on the jig frame supporting legs, determining the mounting point of the supporting frame, and carrying out the casting of the lower chord control node and the casting of the corridor elevation in the hoisting process of the steel corridor frame, so that the spatial stability of the steel corridor frame is improved, and the whole construction process is controllable; in the process of removing the jig frame supporting part and the supporting frame, according to the principle that the position with large deformation is firstly unloaded and the position with small deformation is then unloaded, the whole unloading process is controllable, and the excessive downwarping of the steel beam caused by sudden unloading force is avoided; the lattice type jig frame main body is adopted according to stress analysis and construction requirements, and only the upper part and the lower part of the jig frame main body are provided with the nodes, so that the manufacturing is simple, the installation can be completed in place once, special equipment is not required for the dismantling, the recovery rate is up to 98%, the construction progress is accelerated, and the construction cost is saved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description, serve to explain the principles of the invention. In the drawings, like reference numerals are used to identify like elements. The drawings, which are included in the description, illustrate some, but not all embodiments of the invention. Other figures can be derived from these figures by one of ordinary skill in the art without undue effort.
Fig. 1 is a schematic flow chart of a construction process method of a double-layer large-span steel structure corridor in an embodiment of the invention.
Fig. 2 is a girder bending moment diagram of an embodiment of the present invention.
Fig. 3 is a schematic view of a girder segment according to an embodiment of the present invention.
Fig. 4 is a combined stress diagram of a steel gallery frame and a matrix support model of an embodiment of the invention.
FIG. 5 is a diagram of a reaction force diagram of a carcass leg model in accordance with an embodiment of the present invention.
Fig. 6 is a plan view of a basement roof area of a jig frame support according to an embodiment of the invention.
Fig. 7 is a top view of a jig frame body according to an embodiment of the invention.
Fig. 8 is a front view of a jig frame body according to an embodiment of the present invention.
Fig. 9 is a schematic cross-sectional plan view of a jig frame body according to an embodiment of the present invention.
Fig. 10 is a schematic structural view of an unloading device according to an embodiment of the invention.
Fig. 11 is a side view of an unloading device according to an embodiment of the invention.
Fig. 12 is a schematic structural view of a vertical adjustment device according to an embodiment of the present invention.
Fig. 13 is a side view of a vertical adjustment device according to an embodiment of the present invention.
FIG. 14 is a deformation site layout of a steel gallery frame in accordance with an embodiment of the invention.
FIG. 15 is a stress measurement point layout of a steel gallery frame in accordance with an embodiment of the invention.
Fig. 16 is a temporary connection diagram of the box girder butt joint according to the embodiment of the present invention.
Fig. 17 shows the stress schedule for section 1 according to an embodiment of the invention.
Fig. 18 shows the stress schedule for section 2 according to an embodiment of the invention.
FIG. 19 is a graph showing the vertical deflection values at each station after ten days during unloading in accordance with an embodiment of the present invention.
10. A jig frame body; 11. a round tube I; 12. a second round tube; 20. a steel wedge; 21. a seat plate; 22. a support plate; 23. bearing slope; 24. screw thread steel; 30. a box girder; 31. a jack; 32. a rear seat baffle; 33. horse board.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments of the present application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be arbitrarily combined with each other.
Please refer to fig. 1. The invention provides a double-layer large-span steel structure corridor construction process method, which adopts a steel corridor frame and comprises a steel corridor frame and a jig frame supporting part for supporting the steel corridor frame, wherein the steel corridor frame comprises main beams, secondary beams, box beams and small-sized components which are arranged between the main beams, and the jig frame supporting part comprises a jig frame main body, a supporting frame connected below the jig frame main body and a jig frame supporting leg positioned at the bottom of the jig frame main body, and comprises the following steps:
s1: segmenting the steel corridor frame to determine hoisting nodes;
s2: establishing an integral model of the steel corridor frame and the jig frame supporting part, and determining the structural dimensions of the steel corridor frame and the jig frame supporting part;
S3: carrying out stress analysis on the supporting legs of the jig frame to determine the mounting points of the supporting frame;
S4: installing the jig frame main body and the supporting frame, and then hoisting the steel corridor frame;
S5: and after the steel corridor frame is hoisted, removing the jig frame main body and the supporting frame.
In the invention, firstly, the main beam of the steel corridor frame is subjected to internal force analysis, bending moment calculation is performed, wherein a bending moment calculation formula is M=theta.EI/L, theta is a corner, EI is rotational rigidity, L is the effective calculation length of a rod piece, and M= (q x 2)/2, x is the length of uniformly distributed load and can be simply considered by using a formula for uniformly distributed load calculation bending moment, so that a stress bending moment diagram of the main beam is drawn, and fig. 2 is a stress bending moment diagram of the main beam. The main girder should be segmented to avoid the part with larger bending moment, and in addition, the crane weight should be considered in the segmentation process. Referring to fig. 3, in this embodiment, the main beam is divided into 10 sections, a jig frame is first set up at the section of the main beam before construction, the main beam is installed by a high-altitude in-situ assembly method, and the secondary beam and the small-sized components are hoisted in a single piece, that is, are installed by a high-altitude bulk method.
The invention adopts a construction integrated simulation analysis principle to carry out theoretical check, uses midas/gen software to establish an integral model of the steel corridor frame and the jig frame supporting part, utilizes structural analysis software to carry out integrated construction simulation analysis on the construction whole period (jig frame installation stage, steel corridor frame installation stage and unloading stage) of the steel corridor frame and the jig frame supporting part, checks the construction safety of a primary design structure, and analyzes the strength, the rigidity and the stability of the jig frame main body 10 so as to ensure that the safety coefficient reaches more than 1.5 times. Referring to fig. 4 and 5, all i-beams of the five-layer steel gallery frame were installed according to the analysis results of the software: the combined stress of the integral structure model is 61.53N/mm 2 at maximum, and the counterforce of the supporting leg of the tire frame is 12.2t at maximum.
Referring to fig. 6, according to the actual condition of the construction site, the reinforcement range of the basement is taken as the right lower part of the temporary jig frame body 10, and the area right lower than the jig frame body 10 is taken as the base point to be enlarged by 1000mm, so that the support frame is propped back from the basement onto the bottom plate. The support frame adopts the scissors to prop and sets up strenghthened type scaffold, and the steel pipe is phi 48 x 3.5, and scaffold sets up highly to 4.53m, and steel pipe support frame horizontal interval 0.4m, pitch 0.4m, step 0.6m.
And combining the arrangement and segmentation conditions of the field steel corridor frame, arranging the temporary jig frame main body at the girder segmentation position, wherein the temporary jig frame main body is positioned or close to the concrete beam column as much as possible. Referring to fig. 7 and 8, the upright post of the jig frame body 10 adopts phi 325×6, the web member adopts phi 114×4, the model of the top steel beam is HW350×350×12×19, and the materials are Q235B. Concrete with a height of 600 and a width of 825 is poured at the column foot of the column of the jig frame main body. The jig frame body 10 needs to bear the load of the steel beam at the upper portion thereof, and thus the bottom of the jig frame body 10 should be weighted. After the tire frame supporting parts are erected, longitudinal and transverse connection needs to be established, so that the tire frame supporting parts and a main building or a plurality of tire frame supporting parts form a whole, and the anti-overturning capacity of the tire frame is increased. Referring to fig. 9, I14I-beams are welded on two corresponding jig frame columns between adjacent jig frames, and the I-beams are connected through L50 x3 angle steel to ensure the stability of the jig frames. The mounting method of the jig frame body 10 includes the steps of:
1. And retesting the embedded jig frame parts according to the positions of the jig frame supporting parts which are arranged in advance, converting the three-dimensional coordinates into plane coordinates, and finding out the installation central axis of the jig frame supporting parts.
2. The jig frame main body is integrally hoisted in place by adopting the crawler crane, and meanwhile, a longitudinal supporting truss and a transverse supporting truss are arranged for connection and fixation.
3. The perpendicularity of the jig frame body 10 should not exceed 1/1000, the maximum is not more than 15mm, and the horizontal position deviation should not exceed + -10 mm.
The vertical adjusting device and the unloading device are arranged on the jig frame main body, the span of the steel corridor frame L3 is 42.6 meters, the maximum width is 10.2 meters, the minimum width is 9.1 meters, 2 steel wedges 20 with 50t bearing capacity are required to be arranged at each supporting point under the main beam according to the simulation stress analysis of the three-dimensional model, two theodolites are adopted to form 90-degree measurement, and the elevation value of the upper surface of the steel wedges 20 is adjusted until the design requirement is met. Referring to fig. 12, the steel wedge 20 is slid down the load bearing surface by adjusting the nut during unloading, and the suspended unloading effect is achieved. The adjustment of the butt joint interface of the box girder 30 comprises three directions of x, y and z, in the invention, the z direction of the box girder 30 is controlled by the elevation of the top of the jig frame, and the local accurate adjustment is adjusted by arranging a steel wedge 20 on the jig frame main body 10. Referring to fig. 13, the xy plane is primarily controlled by the hoisting process, and is locally adjusted by the jack 31, and the back seat baffle 32 on the jig frame body 10 provides a reaction fulcrum for the jack 31.
In the process of hoisting the steel corridor frame, the lower chord control node and the corridor elevation are measured. And (3) casting a lower chord control node: because each section of girder needs to be segmented and assembled, each section of girder needs to be well controlled by nodes, and the nodes serve as control basis according to girder segmentation conditions. And referring to a building axis net, selecting a positioning axis as a control base line, finding out intersection points of projection of the control node and the base line on the base line by an analytic method, then respectively casting the intersection points onto a platform and intersecting with a projection line of the central line of a lower chord member, and obtaining the projection point of the lower chord control node on a horizontal plane. Therefore, the straightness control of each corridor is completed by a plumb bob method based on the center line of the lower chord measured on the measuring platform, and the straightness control target is 5mm. And (3) casting and measuring the elevation of the corridor frame: because the installation stage of steel corridor frame, main building and thing attached building structure construction all have been accomplished, and the measurement sight is obstructed, need erect the instrument many times and survey. Therefore, a large scale is hung on each axis floor measuring operation platform, the rear view mark height is guided to a certain point on each measuring operation platform one by one through a high-precision level gauge, a permanent mark is made, and the permanent mark is used as a rear view point in the process of controlling elevation on the measuring operation platform. And respectively measuring the actual elevation of the corresponding lower chord control node marking point position on the platform according to the point view after each elevation is measured, comparing the actual elevation with the corresponding control node design elevation to obtain the difference value between the control node marking on the measuring platform and the corresponding control node in theoretical design, and definitely marking the difference value on the corresponding node marking point of the measuring platform, wherein the difference value is used as the basis of the sectional assembly elevation of the steel corridor frame, and the elevation control target is +/-10.0 mm. In each component of the steel corridor frame, the single box girder 30 component is heaviest, and after the steel corbel and the support are installed, the QUY350 crawler crane is selected for hoisting operation according to the sectional and weight conditions of each component. The box girders 30 between the main girders are a single body, and the overall installation sequence is that the box girders 30 are symmetrically installed firstly, then the main girders between the box girders 30 are installed, and finally the secondary girders and the stay bars are installed. And the total station is used for measuring and positioning in the installation process, so that the correct horizontal position and vertical elevation of the steel beam are ensured. When two adjacent steel beams are butted, if the butt joint surface of the two adjacent steel beams is in staggered edge, fine adjustment is carried out to ensure that the two ends can be accurately spliced.
After the first layer steel corridor frame is installed, the second layer jig frame supporting part is installed and the box girder 30 is hoisted. The second layer box girder 30 is installed by using the original jig frame supporting part, the second layer jig frame supporting part can be welded and erected again on the installation platform of the first layer jig frame, and then the second layer box girder 30 is installed. The second layer of jig frame supporting part is welded on the I-steel platform at the top of the first layer of jig frame supporting part.
Because the span and the overhanging of the steel corridor frame are very large, a steel beam bearing system is adopted, and in order to ensure the safety of the engineering in the unloading process of the jig frame main body and examine the deformation and internal force change rule of the structure in the construction process, the steel corridor frame and the jig frame supporting part are required to be subjected to on-site construction monitoring. The construction process is monitored mainly in two aspects, and the distribution is vertical displacement monitoring and stress monitoring.
Firstly, monitoring vertical displacement, wherein the elevation position of the girder changes along with the unloading process of the supporting part of the jig frame, the structure deforms along with the unloading process, and the structural deformation and the girder stress change complement each other. Therefore, by combining the construction simulation calculation result, the vertical deformation monitoring of the main beam can ensure the safety and the effectiveness of unloading construction. And monitoring the vertical deformation of the main beam by adopting a total station, measuring an initial value before unloading, and measuring once again after each stage of unloading is finished until all the unloading is finished.
Then, stress monitoring is carried out, and because of the special structure of the engineering, the construction safety is ensured in the construction process of the steel corridor frame and the jig frame supporting part, particularly in the unloading process of the jig frame supporting part, so that a rod piece with larger stress is selected for stress testing. The BGK-4000 strain gauge is used for being installed on steel corridors and other building surfaces to measure the strain of the structure.
Referring to fig. 14, 1 reflection sheet is arranged at the end parts of the outer span and the inner span box girders 30 of the steel corridor frame L3, 1/2, 1/4 and 3/4 of the steel corridor frame L3 and the tail end of the cantilever box girders 30, and 11 reflection sheets are arranged in total, and the lycra total station is used for deformation monitoring. Referring to fig. 15, 1 vibrating wire strain gauge is respectively arranged on the upper and lower flange plates of the steel gallery frame L3; namely, 2 vibrating wire strain gauges (such as 1-1 on the upper surface of the upper flange of the steel beam and 1-2 on the lower surface of the lower flange) are arranged at each section, and total 12 strain gauges are used for strain monitoring.
Because the box girder segment is positioned at the supporting position of the jig frame main body, the butt welding of the box girder can be performed on the jig frame, the welding can be performed after the steel girder is corrected to be in place, and the side vertical welding seam and the top horizontal welding seam can be symmetrically welded on the operation platform by two persons, so that the shrinkage deformation caused by temperature difference is reduced. The welding seam on the bottom of the steel beam is formed by arranging a welding manhole on the side surface of the box girder 30 to provide an operation space for welding, and welding of the manhole cover plate is completed after welding of the welding seam on other parts is completed. When welding, a small-sized operation platform is built under the main beam by depending on the supporting part of the jig frame, so that operators can stand under the main beam, and the operation platform is firmly connected with the supporting part of the jig frame, and two persons are symmetrically welded on the platform, and the two groups work in turn, so that fatigue construction is avoided. Referring to fig. 16, it should be noted that after the main beam is lifted, the main beam is temporarily connected to another main beam by using a horse plate 33, and after the main beam is formally welded, the horse plate 33 is removed. Welding sequence of box girders: the method comprises the steps of adopting symmetrical welding, split middle welding and segmented welding, firstly, two welders weld web welding seams (the welding seams at the positions of the manholes are temporarily not welded) at the same speed in a segmented mode, then, the lower flange plate and the upper flange plate are welded in sequence by the split middle welding of one welding worker, and finally, the welding of the welding seams at the positions of the manholes is completed by the one welder.
Finally, unloading the supporting part of the jig frame and the supporting frame, wherein the invention adopts asynchronous unloading, the unloading sequence firstly unloads according to the position with large deformation, and then unloads according to the principle of unloading after the position with small deformation, and the unloading is carried out from the beam to the two sides of the beam at one time. The unloading process comprises the following steps:
1. According to the structural requirement, carrying out elevation measurement on the main girder (arched) to serve as an unloading observation original value;
2. According to the structural prestress analysis value, uniformly downwards regulating the girder steel wedges 20 one by one from the middle to the two sides to reach the design analysis value, repeatedly downwards regulating the steel wedges 20 from the middle to the two sides, gradually unloading all the steel wedges 20 on the girder in the air, and achieving the purpose of supporting and unloading;
3. After the first support unloading is finished, carrying out main beam elevation measurement and checking calculation in time, and taking the main beam elevation measurement and checking calculation as an unloading reference basis;
4. The steel corridor frame is supported and unloaded in sequence, and the whole jig frame supporting part and the supporting frame are unloaded;
5. And after the whole temporary support is unloaded, carrying out elevation retest to check whether the steel beam has the phenomenon of downwarping after the whole structure is stressed for half a month.
See fig. 17 and 18 for stress values for different sections over different time periods, respectively. Referring to fig. 19, the vertical deformation values of each monitoring point of the main beam are measured in the construction unloading process and ten days after unloading. From the monitoring result, the stress and deformation change trend of the main beam are consistent, the testing result is consistent with the theoretical calculation value and does not exceed the set early warning value, the stress change range of the component is within the design allowable value range, and the stress and deformation of the component are in a stable state.
The above description may be implemented alone or in various combinations and these modifications are within the scope of the present invention.
It should be noted that, in the description of the present application, the terms "upper end," "lower end," and "bottom end" of the indicated orientation or positional relationship are based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the product of the application is conventionally put in use, merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the device in question must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present application. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and are not limiting. Although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims (5)
1. The utility model provides a double-deck large-span steel construction corridor construction process method, adopts steel corridor structure, includes steel corridor frame and is used for supporting the bed-jig supporting part of steel corridor frame, steel corridor frame includes girder, secondary beam, install in case roof beam, the small-size component between the girder, bed-jig supporting part includes bed-jig main part, connect in the support frame of bed-jig main part below, be located bed-jig landing leg of bed-jig main part bottom, its characterized in that, the method includes following steps:
S1: segmenting the steel corridor structure, and determining hoisting nodes;
s2: establishing an integral model of the steel corridor frame and the jig frame supporting part, and determining the structural dimensions of the steel corridor frame and the jig frame supporting part;
S3: carrying out stress analysis on the supporting legs of the jig frame to determine the mounting points of the supporting frame;
S4: installing the jig frame main body and the supporting frame, and then hoisting the steel corridor frame;
s5: after the steel corridor frame is hoisted, removing the jig frame main body and the supporting frame;
When the step S1 is executed, segmenting the main beam according to the stress bending moment of the main beam, and pre-arching the hoisting node of the main beam during manufacturing;
When the step S4 is executed, the main beam is divided into a plurality of sections, the main beam is assembled in situ at high altitude, and the secondary beam and the small-sized component are hoisted by adopting a single piece; in the process of hoisting the steel corridor frame, carrying out the casting of a lower chord control node and the casting of the corridor elevation; the steel corridor frame is a double-layer steel structure corridor, after the box girder of the first layer of jig frame supporting parts is installed, a second layer of jig frame supporting parts are welded and erected on the installation platform of the first layer of jig frame supporting parts, and then the second layer of box girders are hoisted;
And S5, in the process of unloading the jig main body and the supporting frame, detecting the vertical displacement of the elevation of the main beam and detecting the stress of the main beam.
2. The double-deck large-span steel construction corridor construction process method according to claim 1, wherein the double-deck large-span steel construction corridor construction process method comprises the following steps of: and S2, when the step is executed, adopting midas/gen software to establish an integral model of the steel corridor frame and the jig frame supporting part, and carrying out integrated construction simulation analysis on the whole construction period of the steel corridor frame and the jig frame supporting part.
3. The double-deck large-span steel construction corridor construction process method according to claim 1, wherein the double-deck large-span steel construction corridor construction process method comprises the following steps of: and S3, when the step is executed, the reinforcement range of the basement is taken to be right below the jig frame main body, and the stability calculation is carried out on the jig frame main body by expanding 1000mm, so that the support frame meets the reinforcement requirement.
4. The double-deck large-span steel construction corridor construction process method according to claim 1, wherein the double-deck large-span steel construction corridor construction process method comprises the following steps of: and S4, when the step is executed, the jig frame main body and the supporting frame are integrally hoisted by adopting a crawler crane, and the jig frame supporting part is used for supporting the jig frame by adopting a lattice type.
5. The double-deck large-span steel construction corridor construction process method according to claim 1, wherein the double-deck large-span steel construction corridor construction process method comprises the following steps of: and S4, when the step is executed, the top of the jig frame supporting part is transversely connected by adopting I-steel, and the I-steel is provided with a steel wedge for adjusting the elevation of the main beam.
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