CN113738125B - Construction method for lifting limited-space large-span steel structure of station house under line - Google Patents
Construction method for lifting limited-space large-span steel structure of station house under line Download PDFInfo
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- CN113738125B CN113738125B CN202111198064.3A CN202111198064A CN113738125B CN 113738125 B CN113738125 B CN 113738125B CN 202111198064 A CN202111198064 A CN 202111198064A CN 113738125 B CN113738125 B CN 113738125B
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- roof truss
- steel
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- truss girder
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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
-
- 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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B1/3511—Lift-slab; characterised by a purely vertical lifting of floors or roofs or parts thereof
-
- 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
- E04G21/16—Tools or apparatus
- E04G21/162—Handles to carry construction blocks
-
- 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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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a construction method for lifting a limited-space large-span steel structure of an off-line station house, and relates to the technical field of steel structure building construction. The method comprises the following specific steps: step 1: assembling on site, and step 2: designing and manufacturing lifting tools, and step 3: and (5) installing a lifting tool. The invention is suitable for various steel structure installation projects for hoisting traditional hydraulic hoisting equipment due to narrow construction sites and limited operation space through design universality, and the lifting stress condition of the hoisting tool is calculated and analyzed through finite element analysis software through design strictness, so that the structure design is reasonable, the raw material specification and the rated power of the electric hoisting machine are large, the safety reserve is high, and the steel member installation is completed through design operability and manufacturing of conventional materials such as steel plates, I-steel and other auxiliary measures.
Description
Technical Field
The invention relates to the technical field of steel structure building construction, in particular to a construction method for lifting a limited-space large-span steel structure of a station house under a line.
Background
High-speed railways in China have undergone 22 years of rapid development. As an important hub of a railway transportation network system, namely a high-speed railway passenger station room, a new round of construction climax is also brought forward, and the passenger station room under the line is correspondingly generated, namely the station room is positioned under a railway line Gao Jiaqiao, but the existing construction method of lifting construction of a limited-space large-span steel structure of the station room under the line is used, the process principle is complex, the construction method is complex, and the operability is poor.
Disclosure of Invention
The invention aims to provide a construction method for lifting a limited-space large-span steel structure of a station house under a line to solve the existing problems: the existing construction method for lifting construction of the limited-space large-span steel structure of the station building under the line is complex in process principle, complex in construction method and poor in operability.
In order to achieve the above purpose, the present invention provides the following technical solutions: a construction method for lifting a limited-space large-span steel structure of a station house under a line comprises the following specific steps:
step 1: assembling on site;
step 2: designing and manufacturing a lifting tool;
step 3: installing a lifting tool;
step 4: lifting the roof truss girder;
step 5: monitoring a process;
step 6: adjusting and welding brackets.
Preferably, the step 1 includes the steps of:
the first step: the concrete hardening treatment of the ground is completed, the ground is flat and the bearing capacity is kept, the ground is flat and the bearing capacity is good, an assembling jig is arranged at the ground orthographic projection position of a roof truss girder installation station, the assembling jig in the embodiment is HW400 x 13 x 21H-shaped steel, the length is 1000mm, other dimensions can be adopted in other embodiments, the jig is arranged vertically to the roof truss girders, a total station is used for discharging the central axis of the roof truss girders on the ground during the arrangement of the jig, the leveling instrument is used for leveling, the jig is fixed with the ground by using expansion bolts, two groups of jigs are arranged below each roof truss girder, the end of the roof truss girder in the embodiment is 2000mm, other dimensions can be adopted in other embodiments, the dimension can be adopted, the seismic spherical hinge support is arranged on the upper flange surface of the steel bracket, the seismic spherical hinge support and the steel bracket can be temporarily connected in any way, the bracket distance between the bridge pier in the embodiment is 100mm, the other dimensions can be adopted in other embodiments, and the bracket can be used for leveling by using the bracket;
step two, transporting the roof truss girder to an installation site in sections, wherein a girder transporting vehicle runs under a viaduct, unloading the roof truss girder onto an assembly jig frame by using an automobile crane, directly placing the end head of the roof truss girder onto an anti-seismic spherical hinge support, and welding the upper surface of the anti-seismic spherical hinge support and a lower flange plate of the roof truss girder;
and a third step of: the staggered cross sections of the roof truss girder interfaces are adjusted to ensure that the staggered cross sections of the roof truss girder interfaces are less than or equal to 2mm, the distances of mounting holes at the two ends of the outermost side of the roof truss girder are adjusted to ensure that the distances of the mounting holes at the two ends are +/-3 mm, and the camber is +/-1/5000;
fourth step: the steel corbel and the roof truss girder are connected into a whole by using angle steel, the upright column is 50 mm angle steel in the embodiment, other dimensions can be adopted in other embodiments, the angle steel is not listed here, the angle steel is welded with the upper flange plate of the steel corbel, 4 angle steel 50 mm angle steel is used as a transverse link at the upper flange plate of the roof truss girder, the upright column is connected into a whole, two steel plates are placed down in the transverse link, the angle steel is not listed here, the round steel is used as a roller, two thick steel plates with the length direction of the roof truss girder are welded with the length direction of the transverse link, the baffle plate and the roof truss girder are subjected to single-side spot welding, and the steel corbel is prevented from sliding when the roof truss girder is lifted.
Preferably, step 2 includes that the lifting tool is manufactured by adopting i-steel, the standard of the upright column 1 is HW125 x 6.5 x 9mm, the standard of the upright column 2 and the inclined strut is HW100 x 6 x 8mm, the standard of the cross beam and the bracket is HW125 x 6.5 x 9mm, and the overhanging length of the cross beam is 370mm; the lifting lug is made of delta 20 x 180 x 200mm steel plates and is welded with the lifting bracket and the roof truss girder in a full penetration way. Lifting tool upright column 1 is welded with a pier embedded steel plate, the single welding length is 1400mm, and the welding angle height is 10mm.
Preferably, the step 3 includes the steps of:
the first step: manufacturing and forming the lifting tool on the ground; setting up an operation platform at a bridge pier of a mounting station by using phi 48 x 3.5mm scaffold pipes, wherein the vertical arrangement interval of the steel pipes is 1.5m or 1.2m, the overhanging length of the steel pipes is 1m, a steel springboard is paved on the overhanging steel pipes as the operation platform, and a climbing ladder is arranged on one side of the platform;
and a second step of: a lifting tool is installed by using a 25t automobile crane, a lifting lug is welded at the position of three fourths downwards at the top of the lifting tool, the bottom of the lifted lifting tool is unbalanced, the whole lifting tool is in an eccentric state, constructors adjust the position of the lifting tool on an operation platform to enable the lifting tool to be completely attached to an embedded steel plate and keep vertical to the ground, and finally, fillet welds between the lifting tool and the embedded steel plate are welded, and the welding angle height is 10mm;
and a third step of: and (3) leading the central axis of the roof truss beam to the pre-buried steel plate of the pier from the ground by using a plumb, and drawing the elevation of the top surface of the steel bracket.
Preferably, the first step: hanging an electric hoist with rated lifting weight of 15t on a lifting tool lifting lug, wherein a chain is lengthened, the length is 10m, connecting the electric hoist with a synchronous control system in series, debugging the system, and checking whether the equipment operates normally;
and a second step of: a lifting lug (delta 20mm steel plate) is arranged at a position, corresponding to the lifting point, of the upper flange plate of the roof truss girder and is used as a lower lifting point, and the lifting lug and the roof truss girder are welded in a full penetration way;
the assembled roof truss beam weight is 18t (comprising bracket and spherical hinge support weight), the single-group lifting tool and the chain block are stressed by 9t, the rated lifting capacity of the electric hoist is 15t, and the safety coefficient is 15/9=1.67 > 1.2;
and a third step of: before lifting, the lifting tool, the electric lifter, the lifting lug and all the connecting nodes are comprehensively checked, so that no welding leakage of welding seams at all the positions is ensured, the welding angle size meets the requirements, the button of the operating handle of the electric lifter is flexible and reliable, and the mechanical property is good;
fourth step: starting a lifter, lifting the roof truss girder to 200mm away from the jig, standing for 10 minutes, checking a lifting tool, an electric lifter, lifting lugs and all connecting nodes again, and continuing lifting until no abnormality is confirmed, until the roof truss girder is lifted to the designed elevation; the lifting process sends special persons to closely observe the lifting height of the roof truss beam, so that the synchronous lifting of the two ends of the roof truss beam is ensured; all personnel are forbidden to enter within the range of the working radius of 5m during lifting.
Preferably, step 5 is:
before lifting, two prisms are respectively arranged at two ends of the roof truss girder, and the total station is erected at a position 10m away from the roof truss girder, so that the prisms are still visible after the roof truss girder is lifted to the designed height; before lifting, using a total station to look at known measurement control points, measuring and obtaining heights of two ends of the roof truss beam, confirming that the roof truss beam is in a horizontal state, after lifting begins, suspending lifting after each lifting time of 1.5m, using the total station to measure the heights of the two ends of the roof truss beam, ensuring that the roof truss beam is always in a horizontal state, and if elevation differences occur at the two ends of the roof truss beam, finely adjusting a single electric hoist by using a synchronous control system in time, and ensuring synchronous lifting of the roof truss beam.
Preferably, the step 6 includes the steps of:
the first step: after the roof truss beam is lifted to the designed height, the side baffle of the pier is knocked off by using an iron hammer, the steel corbel is pried by using a crowbar to slide for 100mm to be attached to the embedded plate of the pier, the levelness and the elevation of the steel corbel are adjusted, and the steel corbel and the embedded plate of the pier are fixed by spot welding;
and a second step of: removing connecting angle steel between the steel corbels and the roof truss girder, lifting the roof truss girder upwards by 300mm, and leaving enough space for welding a welding seam between the steel corbels and the pier embedded plate, wherein the corbels and the embedded plate are welded in a full penetration way; and after the welding is finished, placing the roof truss beam above the bracket support, welding a fillet weld between the spherical hinge support and the steel bracket, and removing the lifting tool and the electric lifter.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention is applicable to various steel structure installation projects which are hoisted by traditional hydraulic hoisting equipment due to narrow construction sites and limited operation space by virtue of the universality of the design;
2. the invention determines that the structural design is reasonable through the design strictness and the lifting stress condition of the lifting tool and the calculation and the analysis of finite element analysis software, the raw material specification and the rated power selection of the electric hoist are bigger, the safety reserve is high,
3. according to the invention, through the design operability, the steel member is installed by using conventional materials such as steel plates, I-steel and the like to design, manufacture lifting tools and other auxiliary measures, the process principle is easy to understand, the construction method is simple, and the operability is strong.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed for the description of the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of the whole method of the invention;
FIG. 2 is a first schematic view of the field assembly of the present invention;
FIG. 3 is a second schematic view of the field assembly of the present invention;
FIG. 4 is a third schematic view of the field assembly of the present invention;
FIG. 5 is a fourth schematic view of the field assembly of the present invention;
FIG. 6 is a fifth schematic view of the field assembly of the present invention;
FIG. 7 is a first schematic diagram of a lifting tool according to the present invention;
FIG. 8 is a second schematic diagram of a lifting tool according to the present invention;
FIG. 9 is a third schematic diagram of a lifting tool according to the present invention;
FIG. 10 is a fourth schematic diagram of a lifting tool according to the present invention;
FIG. 11 is a first schematic view of the installation lifting tooling of the present invention;
FIG. 12 is a second schematic view of the installation lifting tooling of the present invention;
FIG. 13 is a first schematic view of an adjustment and welding bracket of the present invention;
FIG. 14 is a second schematic view of an adjustment and welding bracket of the present invention;
FIG. 15 is a third schematic view of an adjustment and welding bracket of the present invention;
fig. 16 is a fourth schematic view of an adjustable, welded bracket of the present invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments.
Please refer to fig. 1:
the construction method for lifting the limited-space large-span steel structure of the station house under the line comprises the following specific steps of:
step 1: assembling on site;
step 2: designing and manufacturing a lifting tool;
step 3: installing a lifting tool;
step 4: lifting the roof truss girder;
step 5: monitoring a process;
step 6: adjusting and welding brackets.
Please refer to fig. 2-6:
step 1 comprises the steps of:
the first step: the concrete hardening treatment of the ground is completed, the ground is flat and the bearing capacity is kept, the ground is flat and the bearing capacity is good, an assembling jig is arranged at the ground orthographic projection position of a roof truss girder installation station, the assembling jig in the embodiment is HW400 x 13 x 21H-shaped steel, the length is 1000mm, other dimensions can be adopted in other embodiments, the jig is arranged vertically to the roof truss girders, a total station is used for discharging the central axis of the roof truss girders on the ground during the arrangement of the jig, the leveling instrument is used for leveling, the jig is fixed with the ground by using expansion bolts, two groups of jigs are arranged below each roof truss girder, the end of the roof truss girder in the embodiment is 2000mm, other dimensions can be adopted in other embodiments, the dimension can be adopted, the seismic spherical hinge support is arranged on the upper flange surface of the steel bracket, the seismic spherical hinge support and the steel bracket can be temporarily connected in any way, the bracket distance between the bridge pier in the embodiment is 100mm, the other dimensions can be adopted in other embodiments, and the bracket can be used for leveling by using the bracket;
step two, transporting the roof truss girder to an installation site in sections, wherein a girder transporting vehicle runs under a viaduct, unloading the roof truss girder onto an assembly jig frame by using an automobile crane, directly placing the end head of the roof truss girder onto an anti-seismic spherical hinge support, and welding the upper surface of the anti-seismic spherical hinge support and a lower flange plate of the roof truss girder;
and a third step of: the staggered cross sections of the roof truss girder interfaces are adjusted to ensure that the staggered cross sections of the roof truss girder interfaces are less than or equal to 2mm, the distances of mounting holes at the two ends of the outermost side of the roof truss girder are adjusted to ensure that the distances of the mounting holes at the two ends are +/-3 mm, and the camber is +/-1/5000;
fourth step: the steel corbel and the roof truss girder are connected into a whole by angle steel, and the upright post is +.in the embodiment
The angle steel 50 x 4mm can be in other sizes in other embodiments, the angle steel is not listed here, the angle steel is welded with the upper flange plate of the steel bracket, 4 angle steel 50 x 4mm is used as a transverse link at the upper flange plate of the roof truss beam to connect the upright post into a whole, two angle steel plates phi 30 in other embodiments of the embodiment can be put down in the transverse link, the round steel is not listed here, the round steel is used as a roller, two thick steel plates 20mm are welded on the outer side of the transverse link along the length direction of the roof truss beam and are used as baffle plates, the baffle plates and the roof truss beam are subjected to single-sided spot welding, and the steel bracket is prevented from sliding when the roof truss beam is lifted.
Please refer to fig. 7-10:
step 2:
the lifting tool is manufactured by adopting I-steel, the specification of the upright column 1 is HW125 x 6.5 x 9mm, the specification of the upright column 2 and the diagonal bracing is HW100 x 6 x 8mm, the specification of the cross beam and the bracket is HW125 x 6.5 x 9mm, and the overhanging length of the cross beam is 370mm; the lifting lug is made of delta 20 x 180 x 200mm steel plates and is welded with the lifting bracket and the roof truss girder in a full penetration way. Lifting tool upright column 1 is welded with a pier embedded steel plate, the single welding length is 1400mm, and the welding angle height is 10mm.
Please refer to fig. 11-12:
step 3 comprises the steps of:
the first step: manufacturing and forming the lifting tool on the ground; setting up an operation platform at a bridge pier of a mounting station by using phi 48 x 3.5mm scaffold pipes, wherein the vertical arrangement interval of the steel pipes is 1.5m or 1.2m, the overhanging length of the steel pipes is 1m, a steel springboard is paved on the overhanging steel pipes as the operation platform, and a climbing ladder is arranged on one side of the platform;
and a second step of: a lifting tool is installed by using a 25t automobile crane, a lifting lug is welded at the position of three fourths downwards at the top of the lifting tool, the bottom of the lifted lifting tool is unbalanced, the whole lifting tool is in an eccentric state, constructors adjust the position of the lifting tool on an operation platform to enable the lifting tool to be completely attached to an embedded steel plate and keep vertical to the ground, and finally, fillet welds between the lifting tool and the embedded steel plate are welded, and the welding angle height is 10mm;
and a third step of: and (3) leading the central axis of the roof truss beam to the pre-buried steel plate of the pier from the ground by using a plumb, and drawing the elevation of the top surface of the steel bracket.
Step 4 comprises the steps of:
the first step: hanging an electric hoist with rated lifting weight of 15t on a lifting tool lifting lug, wherein a chain is lengthened, the length is 10m, connecting the electric hoist with a synchronous control system in series, debugging the system, and checking whether the equipment operates normally;
and a second step of: a lifting lug (delta 20mm steel plate) is arranged at a position, corresponding to the lifting point, of the upper flange plate of the roof truss girder and is used as a lower lifting point, and the lifting lug and the roof truss girder are welded in a full penetration way;
the assembled roof truss beam weight is 18t (comprising bracket and spherical hinge support weight), the single-group lifting tool and the chain block are stressed by 9t, the rated lifting capacity of the electric hoist is 15t, and the safety coefficient is 15/9=1.67 > 1.2;
and a third step of: before lifting, the lifting tool, the electric lifter, the lifting lug and all the connecting nodes are comprehensively checked, so that no welding leakage of welding seams at all the positions is ensured, the welding angle size meets the requirements, the button of the operating handle of the electric lifter is flexible and reliable, and the mechanical property is good;
fourth step: starting a lifter, lifting the roof truss girder to 200mm away from the jig, standing for 10 minutes, checking a lifting tool, an electric lifter, lifting lugs and all connecting nodes again, and continuing lifting until no abnormality is confirmed, until the roof truss girder is lifted to the designed elevation; the lifting process sends special persons to closely observe the lifting height of the roof truss beam, so that the synchronous lifting of the two ends of the roof truss beam is ensured; all personnel are forbidden to enter within the range of the working radius of 5m during lifting.
The step 5 is as follows:
before lifting, two prisms are respectively arranged at two ends of the roof truss girder, and the total station is erected at a position 10m away from the roof truss girder, so that the prisms are still visible after the roof truss girder is lifted to the designed height; before lifting, using a total station to look at known measurement control points, measuring and obtaining heights of two ends of the roof truss beam, confirming that the roof truss beam is in a horizontal state, after lifting begins, suspending lifting after each lifting time of 1.5m, using the total station to measure the heights of the two ends of the roof truss beam, ensuring that the roof truss beam is always in a horizontal state, and if elevation differences occur at the two ends of the roof truss beam, finely adjusting a single electric hoist by using a synchronous control system in time, and ensuring synchronous lifting of the roof truss beam.
Please refer to fig. 13-16:
step 6 comprises the steps of:
the first step: after the roof truss beam is lifted to the designed height, the side baffle of the pier is knocked off by using an iron hammer, the steel corbel is pried by using a crowbar to slide for 100mm to be attached to the embedded plate of the pier, the levelness and the elevation of the steel corbel are adjusted, and the steel corbel and the embedded plate of the pier are fixed by spot welding;
and a second step of: removing connecting angle steel between the steel corbels and the roof truss girder, lifting the roof truss girder upwards by 300mm, and leaving enough space for welding a welding seam between the steel corbels and the pier embedded plate, wherein the corbels and the embedded plate are welded in a full penetration way; and after the welding is finished, placing the roof truss beam above the bracket support, welding a fillet weld between the spherical hinge support and the steel bracket, and removing the lifting tool and the electric lifter.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Claims (3)
1. The utility model provides a line under-type station house limited space large-span steel construction promotes construction method which characterized in that: the method comprises the following specific steps:
step 1: assembling on site;
the step 1 comprises the following steps:
the first step: the concrete hardening treatment of the ground is completed, the ground is flat and the bearing capacity is kept, the ground is flat and the bearing capacity is good, an assembly jig is arranged at the ground orthographic projection position of a roof truss beam installation station, the jig is vertically arranged with the roof truss beam, a total station is used for discharging the central axis of the roof truss beam on the ground when the jig is arranged, the level is leveled, the jig is fixed with the ground by using expansion bolts, two groups of jigs are arranged below each roof truss beam, an anti-seismic spherical hinge support is arranged on the upper flange plate surface of the steel bracket, the anti-seismic spherical hinge support is temporarily not connected with the steel bracket, and the steel bracket is leveled by using a bracket;
step two, transporting the roof truss girder to an installation site in sections, wherein a girder transporting vehicle runs under a viaduct, unloading the roof truss girder onto an assembly jig frame by using an automobile crane, directly placing the end head of the roof truss girder onto an anti-seismic spherical hinge support, and welding the upper surface of the anti-seismic spherical hinge support and a lower flange plate of the roof truss girder;
and a third step of: the staggered cross sections of the roof truss girder interfaces are adjusted to ensure that the staggered cross sections of the roof truss girder interfaces are less than or equal to 2mm, the distances of mounting holes at the two ends of the outermost side of the roof truss girder are adjusted to ensure that the distances of the mounting holes at the two ends are +/-3 mm, and the camber is +/-1/5000;
fourth step: the steel corbels and the roof truss beams are connected into a whole by using angle steel, the upright posts and the upper flange plates of the steel corbels are welded, 4 angle steel is used as a transverse joint at the upper flange plates of the roof truss beams to connect the upright posts into a whole, two round steels are placed down as rolling wheels in the transverse joint, two steel plates with the thickness of 20mm are welded at the outer side of the transverse joint along the length direction of the roof truss beams as baffle plates, and the baffle plates and the roof truss beams are subjected to single-side spot welding to prevent the steel corbels from sliding when the roof truss beams are lifted;
step 2: designing and manufacturing a lifting tool;
step 3: installing a lifting tool;
the step 3 comprises the following steps:
the first step: manufacturing and forming the lifting tool on the ground; setting up an operation platform at a bridge pier of a mounting station by using a scaffold tube, vertically arranging steel tubes at intervals, and paving a steel springboard on the overhanging steel tubes as the operation platform, wherein a climbing ladder is arranged on one side of the platform;
and a second step of: installing a lifting tool by using an automobile crane, welding a lifting lug at the position of three-quarters downwards at the top of the lifting tool, enabling the bottom of the lifted lifting tool to be unbalanced, enabling the whole lifting tool to be in an eccentric state, adjusting the position of the lifting tool on an operation platform by constructors, enabling the lifting tool to be completely attached to an embedded steel plate and keep vertical to the ground, and finally welding a fillet weld between the lifting tool and the embedded steel plate, wherein the welding angle is 10mm;
and a third step of: leading the central axis of the roof truss beam to a pier embedded steel plate from the ground by using a plumb, and drawing the elevation of the top surface of a steel bracket;
step 4: lifting the roof truss girder;
step 5: monitoring a process;
step 6: adjusting and welding brackets.
2. The construction method for lifting the limited-space large-span steel structure of the station building under the line according to claim 1 is characterized by comprising the following steps: the step 4 comprises the steps of:
the first step: hanging an electric hoist with rated lifting weight of 15t on a lifting tool lifting lug, wherein a chain is lengthened, the length is 10m, connecting the electric hoist with a synchronous control system in series, debugging the system, and checking whether the equipment operates normally;
and a second step of: a lifting lug is arranged at a position of the upper flange plate of the roof truss girder corresponding to the lifting point of the lifting tool and used as a lower lifting point, and the lifting lug and the roof truss girder are welded in a full penetration way;
and a third step of: before lifting, the lifting tool, the electric lifter, the lifting lug and all the connecting nodes are comprehensively checked, so that no welding leakage of welding seams at all the positions is ensured, the welding angle size meets the requirements, the button of the operating handle of the electric lifter is flexible and reliable, and the mechanical property is good;
fourth step: starting a lifter, lifting the roof truss girder to 200mm away from the jig, standing for 10 minutes, checking a lifting tool, an electric lifter, lifting lugs and all connecting nodes again, and continuing lifting until no abnormality is confirmed, until the roof truss girder is lifted to the designed elevation; and in the lifting process, special persons are dispatched to closely observe the lifting height of the roof truss beam, so that the synchronous lifting of the two ends of the roof truss beam is ensured.
3. The construction method for lifting the limited-space large-span steel structure of the station building under the line according to claim 1 is characterized by comprising the following steps: the step 6 comprises the steps of:
the first step: after the roof truss beam is lifted to the designed height, the side baffle of the pier is knocked off by using an iron hammer, the steel corbel is pried by using a crowbar to slide for 100mm to be attached to the embedded plate of the pier, the levelness and the elevation of the steel corbel are adjusted, and the steel corbel and the embedded plate of the pier are fixed by spot welding;
and a second step of: removing connecting angle steel between the steel corbels and the roof truss girder, lifting the roof truss girder upwards by 300mm, and leaving enough space for welding a welding seam between the steel corbels and the pier embedded plate, wherein the corbels and the embedded plate are welded in a full penetration way; and after the welding is finished, placing the roof truss beam above the bracket support, welding a fillet weld between the spherical hinge support and the steel bracket, and removing the lifting tool and the electric lifter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111198064.3A CN113738125B (en) | 2021-10-14 | 2021-10-14 | Construction method for lifting limited-space large-span steel structure of station house under line |
Applications Claiming Priority (1)
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| JPS5978005A (en) * | 1982-09-22 | 1984-05-04 | ナツド・シモンセン・インダストリ−ズ・リミテツド | Product supporter |
| CN210658660U (en) * | 2019-07-04 | 2020-06-02 | 湖北旭科建筑工业化技术有限公司 | Stabilize shock-resistant girder steel structure |
| CN212772795U (en) * | 2020-07-11 | 2021-03-23 | 张慧娟 | Support steel corridor support structure on reinforced concrete main part |
| WO2021128161A1 (en) * | 2019-12-26 | 2021-07-01 | 广州建筑股份有限公司 | Method and apparatus for integrated and elevated construction of arched structure |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5978005A (en) * | 1982-09-22 | 1984-05-04 | ナツド・シモンセン・インダストリ−ズ・リミテツド | Product supporter |
| CN210658660U (en) * | 2019-07-04 | 2020-06-02 | 湖北旭科建筑工业化技术有限公司 | Stabilize shock-resistant girder steel structure |
| WO2021128161A1 (en) * | 2019-12-26 | 2021-07-01 | 广州建筑股份有限公司 | Method and apparatus for integrated and elevated construction of arched structure |
| CN212772795U (en) * | 2020-07-11 | 2021-03-23 | 张慧娟 | Support steel corridor support structure on reinforced concrete main part |
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