CN114703956A - Construction process method for double-layer large-span steel structure corridor - Google Patents
Construction process method for double-layer large-span steel structure corridor Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- 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
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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
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- 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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- 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
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- 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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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, the internal force of the main beam of the steel gallery frame is analyzed, so that the main beam is segmented, hoisting nodes are determined, the steel gallery frame is conveniently segmented and hoisted, and the installation quality of the steel gallery frame is ensured; building an integral model of a steel gallery frame and a jig frame supporting part, determining the structural size of a jig frame main body, carrying out stress analysis on a support leg of the jig frame, determining a mounting point of a support frame, carrying out projection measurement of a lower chord control node and projection measurement of a gallery elevation in the process of hoisting the steel gallery frame, improving the space stability of the steel gallery frame and enabling the whole construction process to be controllable; in the process of removing the jig support part and the support frame, the whole unloading process is controllable according to the principle that the position with large deformation is unloaded firstly and the position with small deformation is unloaded later, and excessive downward deflection of the steel beam caused by sudden unloading force is avoided.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction process method of a double-layer large-span steel structure corridor.
Background
With the diversification of high-rise and super high-rise building forms and the functional requirements of structural buildings in recent years, a plurality of projects are connected by adopting a connector structure among building groups to form a connected building with a multi-layer through upper part. Such connectors are usually of steel construction and are often designed in the form of aerial galleries. For example, the steel structure corridor system is in an inverted T shape and is connected with three super high-rise tower buildings; the corridor supports the steel structure corridor system by means of two vertical stiff cylinder structures, and the corridor main beam structure span between the two stiff cylinders is large. The structure system has the characteristics of high structure, large span, heavy components, large section, high mounting precision and deformation requirement standards, high construction risk and the like.
Because the large-span vestibule structure system has the characteristics of high-rise structure and bridge structure concurrently. In the existing construction method, for example, the underground part of a core tube is hoisted by using a truck crane, and a construction tower crane is installed in the core tube from the overground part of the core tube to finish the installation of an upper structure; or the construction of the whole large-span corridor structure is completed by adopting the crawler crane. The construction method has the advantages that the hoisting range of the large-span corridor is difficult to meet, and the tower crane is difficult to meet the requirements or needs a tower crane with larger lifting capacity when the main beam structure of the corridor is installed; the latter is limited by the height of the structure and has a greater influence on the ground structure. Therefore, the existing construction method has low construction efficiency, poor safety controllability and low economic benefit.
The invention provides a construction method of a steel structure corridor, which is provided with an authorized announcement number of CN106759845B and an authorized announcement date of 2019.03.08, and comprises the following steps: a first lifting appliance is adopted to lift the vertical stiff cylinder body of the corridor; arranging a second lifting appliance and a supporting module; installing a corridor truss on the support module and the corridor vertical stiff cylinder; respectively installing corridor supports on two buildings of a corridor to be constructed, and installing side span main beams between the corridor truss and the corridor supports from bottom to top; and respectively hoisting the corridor secondary beam on the corridor truss and the side span main beam through the second hoisting tool, setting a third hoisting tool on the corridor truss, hoisting the large-span main beam through the third hoisting tool, connecting the large-span main beam between two corridor trusses of the building, and hoisting the corridor secondary beam on the large-span main beam through the second hoisting tool. The construction method is only suitable for the steel structure corridor with smaller span, and for the large-span double-layer overhanging steel structure corridor, the increase of the span, the layer number and the height of the steel structure corridor improves the construction difficulty and the safety risk.
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 main beam of a steel corridor frame, further segment the main beam of the steel corridor frame, establish an integral model of the steel corridor frame and a jig frame supporting part, determine the structural dimension of the jig frame main body, analyze the stress of a jig frame supporting leg, determine the mounting point of a supporting frame, and perform the projection measurement of a lower chord control node and the projection measurement of a corridor elevation in the hoisting process of the steel corridor frame, thereby improving the space stability of the steel corridor frame, ensuring the mounting quality of the steel structure corridor, being convenient to construct, unloading the steel corridor and the supporting frame according to the principle that the position with large deformation is unloaded first and the position with small deformation is unloaded later in the process of removing the jig frame supporting part and the supporting frame, controlling the integral unloading process, and avoiding excessive downward deflection of the steel beam caused by sudden unloading force; the lattice type jig frame main body is adopted according to stress analysis and structural requirements, the upper and lower positions of the jig frame main body are provided with nodes, the manufacturing is simple, the installation can be completed in one step, special equipment is not needed for dismounting, 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 comprises the 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 components, the box beams and the small components 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, and determining a hoisting node;
s2: establishing an integral model of the steel gallery frame and the jig frame supporting part, and determining the structural sizes of the steel gallery frame and the jig frame supporting part;
s3: carrying out stress analysis on the jig frame supporting leg to determine an installation point of the supporting frame;
s4: mounting the jig frame main body and the support frame, and hoisting the steel corridor frame;
s5: and after the hoisting of the steel gallery frame is completed, removing the jig frame main body and the support frame.
As preferred in the present invention; and 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.
As preferred in the present invention; and when the step S2 is executed, establishing an integral model of the steel gallery frame and the supporting part of the jig frame by using midas/gen software, and carrying out integral construction simulation analysis on the whole construction period of the steel gallery frame and the supporting part of the jig frame.
As preferred in the present invention; and when the step S3 is executed, taking the reinforcing range of the basement as the position right below the jig frame main body, expanding the reinforcing range by 1000mm, and calculating the stability of the jig frame main body to enable the support frame to meet the reinforcing requirement.
As preferred in the present invention; and when the step S4 is executed, the jig frame main body and the support frame are integrally hoisted by adopting a crawler crane, and the jig frame support part adopts a lattice type jig frame main body.
As preferred in the present invention; and 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 a single piece.
As preferred in the present invention; and when the step S4 is executed, in the process of hoisting the steel corridor frame, carrying out projection measurement of the lower chord control node and projection measurement of the corridor elevation.
As preferred in the present invention; and when the step S4 is executed, the steel gallery frame is a double-layer steel structure gallery, after the box girder of the first layer of jig frame supporting part is installed, the second layer of jig frame supporting part is welded and erected on the installation platform of the first layer of jig frame supporting part, and then the second layer of box girder is hoisted.
As preferred in the present invention; when the step S4 is executed, the top of the jig support part adopts I-steel to perform transverse connection, and the I-steel is provided with a steel wedge used for adjusting the elevation of the girder.
As preferred in the present invention; and when the step S5 is executed, in the process of unloading the jig frame main body and the support frame, detecting the vertical displacement of the main beam elevation and the stress of the steel beam.
The double-layer large-span steel structure corridor construction process method has the following beneficial effects: the method comprises the following steps of analyzing the internal force of a main beam of the steel gallery frame, segmenting the main beam, determining hoisting nodes, conveniently hoisting the steel gallery frame in segments, and ensuring the installation quality of the steel gallery frame; building an integral model of a steel gallery frame and a jig frame supporting part, determining the structural size of a jig frame main body, carrying out stress analysis on a support leg of the jig frame, determining a mounting point of a support frame, carrying out projection measurement of a lower chord control node and projection measurement of a gallery elevation in the process of hoisting the steel gallery frame, improving the space stability of the steel gallery frame and enabling the whole construction process to be controllable; in the process of removing the supporting part and the supporting frame of the jig frame, the whole unloading process is controllable according to the principle that the position with large deformation is unloaded firstly and the position with small deformation is unloaded later, so that the excessive downward deflection of the steel beam caused by sudden force unloading is avoided; the lattice type jig frame main body is adopted according to stress analysis and structural requirements, the upper and lower positions of the jig frame main body are provided with nodes, the manufacturing is simple, the installation can be completed in one step, special equipment is not needed for dismounting, 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 the 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 indicate like elements. The drawings in the following description are directed to some, but not all embodiments of the invention. For a person skilled in the art, other figures can be derived from these figures without inventive effort.
Fig. 1 is a schematic flow diagram of a double-layer large-span steel structure corridor construction process method according to an embodiment of the invention.
FIG. 2 is a bending moment diagram of a main beam according to an embodiment of the present invention.
Fig. 3 is a schematic illustration of a main beam segment according to an embodiment of the present invention.
Fig. 4 is a combined stress diagram of a steel gallery frame and jig support model according to an embodiment of the invention.
Fig. 5 is a diagram showing the reaction force of the jig frame leg model according to the embodiment of the invention.
Fig. 6 is a layout view of the basement ceiling area of the jig frame support part according to the 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 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 diagram of an unloading device according to an embodiment of the present invention.
Fig. 11 is a side view of an unloading apparatus according to an embodiment of the present invention.
Fig. 12 is a schematic structural diagram 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 layout diagram of deformation measuring points of the steel gallery frame according to the embodiment of the present invention.
FIG. 15 is a layout diagram of stress measuring points of the steel gallery frame according to the embodiment of the present invention.
Fig. 16 is a temporary connection diagram of the box girder butt joint according to the embodiment of the invention.
FIG. 17 shows the stress time course of section 1 of an embodiment of the present invention.
FIG. 18 shows the stress time course of section 2 of the embodiment of the present invention.
FIG. 19 shows the vertical deformation values of the measuring points after ten days and the unloading process of the embodiment of the present invention.
10. A jig frame main body; 11. a first round pipe; 12. a second round pipe; 20. a steel wedge; 21. a seat plate; 22. a support plate; 23. bearing a force slope; 24. deformed steel bar; 30. a box girder; 31. a jack; 32. a rear seat baffle; 33. a horse board.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention. It should be noted that the embodiments and features of the embodiments in the present application may be arbitrarily combined with each other without conflict.
Please refer to fig. 1. The invention embodiment of a double-layer large-span steel structure corridor construction process method, which adopts a steel corridor frame, comprises the 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 arranged between the main beams and small components, 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, and determining a hoisting node;
s2: establishing an integral model of the steel gallery frame and the jig frame supporting part, and determining the structural sizes of the steel gallery frame and the jig frame supporting part;
s3: carrying out stress analysis on the jig frame supporting leg to determine an installation point of the supporting frame;
s4: mounting the jig frame main body and the support frame, and hoisting the steel corridor frame;
s5: and after the hoisting of the steel gallery frame is completed, removing the jig frame main body and the support frame.
In the invention, firstly, the internal force of the main beam of the steel gallery connecting frame is analyzed, and the bending moment is calculated, wherein the bending moment calculation formula is M = theta.EI/L, theta is a corner, EI is rotational rigidity, and L is the effective calculation length of a rod piece, the bending moment can be calculated by using the formula of uniformly distributed load, M = (q x ^ 2)/2 can be simply considered, x is the length of the uniformly distributed load, the stress bending moment graph of the main beam is drawn, and the graph 2 is the stress bending moment graph of the main beam. The girder is segmented to avoid the part with larger bending moment, and in addition, the tower crane hoisting weight is considered in the segmenting process. Referring to fig. 3, in this embodiment, the main beam is divided into 10 sections, a jig frame is set up at the main beam sections before construction, the main beam is installed by a high-altitude in-situ assembly method, and the secondary beam and the small-sized member are hoisted in a single piece, that is, installed by a high-altitude bulk method.
The invention adopts the principle of construction integration simulation analysis to carry out theoretical checking, uses midas/gen software to establish an integral model of the steel gallery frame and the jig frame supporting part, uses structural analysis software to carry out integration construction simulation analysis on the whole construction period (a jig frame installation stage, a steel gallery frame installation stage and an unloading stage) of the steel gallery frame and the jig frame supporting part, checks the construction safety of the original design structure, and analyzes the strength, the rigidity and the stability of the jig frame main body 10, so that the safety coefficient reaches more than 1.5 times. Referring to fig. 4 and 5, according to the analysis result of the software, all i-beams of the five-layer steel gallery rack are installed: the maximum combined stress of the integral structure model is 61.53N/mm ^ 2, and the maximum counterforce of the support leg of the jig frame is 12.2 t.
Referring to fig. 6, according to the actual situation of the construction site, the reinforcing range of the basement is taken as the area right below the temporary jig frame main body 10, and the area right below the jig frame main body 10 is used as a base point to be expanded by 1000mm, so that the support frame is jacked back to the bottom plate from the basement. The support frame adopts the scaffold of scissors bracing setting strenghthened type, and the steel pipe is phi 48X 3.5, and the scaffold sets up the height and is 4.53m, and steel pipe support frame horizontal interval is 0.4m, and the longitudinal distance is 0.4m, and the step is 0.6 m.
The temporary jig frame main body is arranged at the main beam subsection by combining the arrangement and the subsection condition of the on-site steel gallery connecting frame, and the temporary jig frame main body is required to be located at or close to the concrete beam column as far as possible. Referring to fig. 7 and 8, the columns of the jig frame body 10 are 325 × 6, the web members are 114 × 4, the top steel beams are HW350 × 350 × 12 × 19, and the material is Q235B. Concrete with the height of 600 and the width of 825 is poured at the column foot of the main upright column of the jig frame. The jig main body 10 needs to bear a steel beam load on its upper portion, and thus the bottom of the jig main body 10 should be treated with heavy weight. After the bed-jig supporting parts are erected, longitudinal and transverse connection needs to be established, so that the bed-jig supporting parts and a main building or a plurality of bed-jig supporting parts form a whole, and the anti-overturning capacity of the bed-jig is improved. Referring to fig. 9, I14I-shaped steels are welded on two corresponding jig frame columns between adjacent jig frames, and the I-shaped steels are connected through L50 × 3 angle steels to ensure the stability of the jig frames. The mounting method of the jig frame body 10 includes the steps of:
1. and re-testing the pre-embedded jig frame embedded parts according to the position of the pre-arranged jig frame supporting part, converting the three-dimensional coordinates into plane coordinates, and finding out the installation central axis of the jig frame supporting part.
2. The jig frame main body is integrally hoisted in place by adopting a crawler crane, and longitudinal and transverse supporting trusses are arranged for connection and fixation.
3. The verticality of the jig frame main body 10 cannot exceed 1/1000, the maximum verticality cannot exceed 15mm, and the horizontal deviation cannot 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 the bearing capacity of 50t need to be arranged at each supporting point under the main beam according to the three-dimensional model simulation stress analysis, the measurement is carried out at 90 degrees by adopting two theodolites, and the elevation value of the upper surface of each steel wedge 20 is adjusted until the design requirement is met. Referring to fig. 12, when unloading, the adjusting nut makes the steel wedge 20 slide down along the bearing surface, and the effect of hanging unloading is achieved. The adjustment of the butt joint of the box girder 30 comprises the adjustment in the x direction, the y direction and the z direction, 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 precise adjustment is adjusted by arranging the 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 backseat baffle 32 on the jig frame body 10 provides a counter-force fulcrum for the jack 31.
And in the process of hoisting the steel corridor frame, the lower chord control node is projected and measured and the corridor elevation is projected and measured. And (3) projection measurement of a lower chord control node: because each section of main beam needs to be segmented and assembled, each section of main beam needs to be subjected to node control, and the nodes are used as control bases according to the segmented condition of the main beam. And (3) referring to a building axis network, selecting a positioning axis as a control base line, finding out intersection points of the projection of the control nodes and the base line on the base line through an analytic method, projecting the intersection points onto the platform respectively, and intersecting the projection lines of the center line of the lower chord member to obtain the projection points of the lower chord control nodes on the horizontal plane. Therefore, the straightness control of each gallery is finished by a method of a plumb bob according to a lower chord central line measured on the measuring platform, and the target of the straightness control is 5 mm. And (3) projecting and measuring the elevation of the corridor frame: because the construction of the main building and the east-west auxiliary building structures is finished in the installation stage of the steel gallery frame, the measurement sight is blocked, and instruments need to be erected for measurement for many times. Therefore, a large disc ruler is hung on each axis floor measuring operation platform, the height of a rear sight mark is guided to a certain point on each measuring operation platform one by one through a high-precision level gauge, and a permanent mark is made and used as a rear sight point for elevation control on the measuring operation platform. And respectively measuring the actual elevations of the corresponding lower chord control node mark points on the platform according to the rear view points of the measured elevations, then comparing the actual elevations with the corresponding control node design elevations to obtain the height difference value between the control node marks on the measuring platform and the corresponding theoretically designed control nodes, and definitely marking the height difference value on the corresponding node mark points of the measuring platform, wherein the height 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 gallery frame, a single box girder 30 component is the heaviest, and after the steel corbels and the supports are installed, a QUY350 crawler crane is selected to carry out hoisting operation according to the segmentation 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 butted surfaces have misalignment, fine adjustment is carried out to ensure that the two ends can be accurately spliced.
And after the first layer of steel gallery frame is installed, installing the second layer of jig frame supporting part and hoisting the box girder 30. The second-layer box girder 30 is installed by using the original jig support part, and the second-layer jig support part can be welded and erected on the installation platform of the first-layer jig again, and then the second-layer box girder 30 is installed. The second layer of jig support part is welded on the I-shaped steel platform at the top of the first layer of jig support part.
Because the span and the overhang of the steel connecting gallery 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 a jig frame main body and inspect the deformation and the internal force change rule of the structure in the construction process, the site construction monitoring of the steel connecting gallery frame and the jig frame supporting part is needed. The construction process is monitored mainly from two aspects, and the distribution is vertical displacement monitoring and stress monitoring.
The method comprises the following steps that firstly, vertical displacement monitoring is carried out, in the unloading process of a support part of a jig frame, the elevation position of a main beam can be changed along with the vertical displacement monitoring, the structure is deformed along with the vertical displacement monitoring, and the structural deformation and the stress change of the main beam are complementary. Therefore, the construction simulation calculation result is combined, and the vertical deformation monitoring is carried out on the main beam, so that the unloading construction can be ensured to be safe and effective. And monitoring the vertical deformation of the main beam by using a total station, measuring an initial value before unloading, and then measuring once again after each stage of unloading is finished until all the unloading is finished.
And then stress monitoring, wherein due to the structural particularity of the engineering, in the construction process of the steel gallery frame and the jig frame supporting part, particularly in the unloading process of the jig frame supporting part, the construction safety is ensured, so that a rod piece with larger stress is selected for stress testing, and a stress monitoring instrument, namely a vibrating wire strain gauge, special for a steel structure is adopted for the engineering stress monitoring. The BGK-4000 strain gauge is used for being installed on the surface of a steel corridor frame and other buildings to measure the strain of a structure.
Referring to fig. 14, 1 reflector is arranged at the end of the box girder 30 of the outer span and the inner span 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 girder 30, so that 11 reflectors are arranged in total, and a lycra total station is adopted for deformation monitoring. Referring to fig. 15, 1 vibrating wire strain gauge is respectively arranged on the upper flange plate and the lower flange plate of the steel corridor frame L3; that is, 2 vibrating wire strain gauges are arranged on each section (for example, at the section 1, the mark of the strain gauge on the upper surface of the upper flange of the steel beam is 1-1, and the mark of the strain gauge on the lower surface of the lower flange is 1-2), and the total of 12 strain gauges are used for strain monitoring.
Because the box girder subsection position is located the support position of bed-jig main part, so the butt welding of box girder can carry out on the bed-jig, can weld after the girder steel is rectified to take one's place, and double symmetry welding can be adopted on operation platform to side vertical position welding seam and top horizontal weld seam, reduces the shrink deformation because of the difference in temperature produces. The welding seam at the bottom of the steel beam is formed by arranging a welding manhole on the side face of the box girder 30 to provide an operation space for welding, and the manhole cover plate is welded after the welding seams at other parts are welded. A small-size operation platform is built by relying on the bed-jig supporting part below the main beam during welding to satisfy that operating personnel stands in the main beam below and for, and firm in connection with the bed-jig supporting part, two people are symmetrically welded on the platform, and two sets of operations in turn avoid fatigue construction. Referring to fig. 16, it should be noted that after a girder is hoisted, a horse board 33 is first temporarily connected to another girder, and after the girder is formally welded, the horse board 33 is cut off. The welding sequence of the box girder is as follows: the method comprises the steps of adopting a symmetrical welding method, a split-center desoldering method and a segmented desoldering method, firstly carrying out segmented desoldering on welding seams of webs on two sides (not welded at a manhole) at the same speed by two welders with the same welding technological parameters, then sequentially welding a lower flange plate and an upper flange plate by one welder in a split-center desoldering manner, and finally completing welding of the welding seams at the manhole by the last welder.
And finally, unloading the supporting part and the supporting frame of the jig frame, wherein the unloading is asynchronous, and the unloading is carried out once from the beam to the two sides of the beam according to the principle that the unloading is carried out firstly at the position with large deformation and then at the position with small deformation. The unloading process comprises the following steps:
1. according to the structural requirements, carrying out elevation measurement on a main beam (arched) to be used as an original value for unloading observation;
2. according to the structural prestress analysis value, uniformly reducing the steel wedges 20 of the main beam one by one from the middle to the two sides to achieve a design analysis value, repeating the steps from the middle to the two sides to reduce the steel wedges 20, gradually unloading and suspending all the steel wedges 20 on the main beam, and achieving the purpose of supporting and unloading;
3. after the first supporting and unloading is finished, the elevation measurement and checking calculation of the main beam is carried out in time and is used as an unloading reference basis;
4. sequentially supporting and unloading the steel gallery frames to finish unloading the supporting parts and the supporting frames of the whole jig frame;
5. after the unloading of the whole temporary support is finished, elevation retest is carried out after the stress of the whole structure is half a month to check whether the steel beam has a downwarping phenomenon.
Referring to fig. 17 and 18, stress values for different sections at different time periods are shown, respectively. Referring to fig. 19, the vertical deformation values of each monitoring point of the main beam during the construction unloading process and after ten days of unloading. From the monitoring result, the stress and deformation 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 variation 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-described aspects may be implemented individually or in various combinations, and such variations are within the scope of the present invention.
It should be noted that, in the description of the present application, it should be noted that the terms "upper end", "lower end" and "bottom end" indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the drawings or the orientation or positional relationship which the product of the application is usually placed in when the product of the application is used, and are only for convenience of describing the present application and simplifying the description, but do not indicate or imply that the device referred to must have a specific orientation, be constructed in a specific orientation and be operated, and thus, should not be construed as limiting the present application. Also, 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 an …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
Finally, it should be noted that: the above examples are only for illustrating the technical solutions of the present invention, and are not limited thereto. Although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (10)
1. The utility model provides a double-deck large-span steel construction vestibule construction process method, adopts the steel vestibule structure, including steel vestibule frame and be used for supporting the bed-jig supporting part of steel vestibule frame, the steel vestibule frame include girder, secondary beam, install in case roof beam, the small-size component between the girder, the bed-jig supporting part include the bed-jig main part, connect in the support frame of bed-jig main part below, be located the 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 a hoisting node;
s2: establishing an integral model of the steel gallery frame and the jig frame supporting part, and determining the structural sizes of the steel gallery frame and the jig frame supporting part;
s3: carrying out stress analysis on the jig frame supporting leg to determine an installation point of the supporting frame;
s4: mounting the jig frame main body and the support frame, and hoisting the steel corridor frame;
s5: and after the hoisting of the steel gallery frame is completed, removing the jig frame main body and the support frame.
2. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and 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.
3. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and when the step S2 is executed, establishing an integral model of the steel gallery frame and the supporting part of the jig frame by using midas/gen software, and carrying out integral construction simulation analysis on the whole construction period of the steel gallery frame and the supporting part of the jig frame.
4. The process method for constructing the corridor with the double-layer large-span steel structure as claimed in claim 1, wherein the process method comprises the following steps: and when the step S3 is executed, taking the reinforcing range of the basement as the position right below the jig frame main body, expanding the reinforcing range by 1000mm, and calculating the stability of the jig frame main body to enable the support frame to meet the reinforcing requirement.
5. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and when the step S4 is executed, the jig frame main body and the support frame are integrally hoisted by adopting a crawler crane, and the jig frame support part adopts a lattice type support jig frame.
6. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and 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 a single piece.
7. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and when the step S4 is executed, in the process of hoisting the steel corridor frame, carrying out projection measurement of the lower chord control node and projection measurement of the corridor elevation.
8. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: when the step S4 is executed, the steel gallery frame is a double-layer steel structure gallery, after the box girder of the first layer of jig frame supporting part is installed, the second layer of jig frame supporting part is welded and erected on the installation platform of the first layer of jig frame supporting part, and then the second layer of box girder is hoisted.
9. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: when the step S4 is executed, the top of the jig support part adopts I-steel to perform transverse connection, and the I-steel is provided with a steel wedge used for adjusting the elevation of the girder.
10. The construction process method of the double-layer large-span steel structure corridor as claimed in claim 1, wherein: and when the step S5 is executed, in the process of unloading the jig frame main body and the support frame, detecting the vertical displacement of the main beam elevation and the stress of the steel beam.
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