CN114215191B - Modular hoisting and two-stage integral synchronous lifting method for ultra-large span steel roof - Google Patents
Modular hoisting and two-stage integral synchronous lifting method for ultra-large span steel roof Download PDFInfo
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- CN114215191B CN114215191B CN202210164135.6A CN202210164135A CN114215191B CN 114215191 B CN114215191 B CN 114215191B CN 202210164135 A CN202210164135 A CN 202210164135A CN 114215191 B CN114215191 B CN 114215191B
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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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
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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
- 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
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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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B2001/3588—Extraordinary methods of construction, e.g. lift-slab, jack-block using special lifting or handling devices, e.g. gantries, overhead conveying rails
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Abstract
The application relates to a modular hoisting and two-stage integral synchronous hoisting method for an ultra-large span steel roof, which is characterized in that a steel roof west side truss is segmented and spliced on the ground, and a 250t crawler crane is used for respectively hoisting in place; the gate truss, the hall net rack and the W-shaped inclined truss are simultaneously assembled on the ground in situ, a lifting tower and a temporary tower are erected, the assembled hall net rack is integrally lifted for 3m and then butted with the gate truss, then rod pieces are embedded and repaired, then the welded roof structure is lifted to a designed position again and butted with a side truss, the rod pieces are embedded and repaired at corresponding positions, and the welded roof structure is integrally unloaded after welding is completed and the lifting tower is detached.
Description
Technical Field
The application relates to the technical field of steel structures, in particular to a modular hoisting and two-stage integral synchronous lifting method for a super-large-span steel roof.
Background
The whole volume of building grow gradually in the society at present to satisfy all kinds of demands of mankind, the construction of various large-span factory buildings is in the turn to the birth. Steel structures are structures composed of steel materials and are one of the main building structure types.
The steel structure factory building adopts an assembled building mode, the steel upright posts and the trusses form a large frame of the factory building, and the trusses in the truss structure refer to truss beams which are a lattice beam structure. Truss structures are often used in large-span public buildings such as factory buildings, exhibition halls, gymnasiums and bridges. Due to the roof structure, which is mostly used for construction, the truss is often also referred to as roof truss. The truss is hoisted by adopting conventional hoisting and carrying machinery, the truss is positioned and fixed after being hoisted to a specified elevation, and the precision of the hoisting position of the truss is monitored by a total station in the hoisting process.
In summer, airport buildings need to be constructed, namely the hangar, the plane size of a roof structure of the hangar is 404.5m multiplied by 97.5m, the west side, the south side and the north side of the whole hangar are of closed structures, the east side of the whole hangar is an aircraft inlet/outlet, and a truss at the gate of the hangar and a truss in a hall of the hangar have a height difference due to the stress requirement of a steel roof of the whole hangar. Only one floor support column (upright post) is allowed to be arranged in a range of 405m in the span direction of the opening edge of the hangar inlet/outlet according to the maintenance process requirement, the opening edge span reaches 222m +183m, and the hangar is an ultralimit large-span hangar; because the hangar is adopted, the height of an airspace of a construction site is limited to 40m, the structure at the edge of an inlet and an outlet of the hangar covered by the steel roof is limited to be below 11.5m, the reasonable height required by structural stress is limited, and the traditional design scheme cannot be implemented.
The inventor finds that the span after the integral design of the steel roof is large due to the large area span of the hangar in the construction process, the hoisting precision of the steel roof with the large span in the hoisting process is difficult to control, the total station is only used as a position precision monitoring means, and how to control the hoisting position of the steel roof with the large span, and how to adjust the posture of the steel roof with the large span in the hoisting process can be understood as the current problem.
Disclosure of Invention
In order to adjust the posture of the steel roof in the hoisting process, the steel roof is guaranteed to be hoisted to a specified position, and the effect of hoisting precision of the steel roof position is achieved, so that the method for modularized hoisting of the steel roof with the ultra-large span and two-stage integral synchronous hoisting is provided.
The application provides a modularized hoisting and two-stage integral synchronous hoisting method for a super-large span steel roof, which adopts the following technical scheme:
s1, installing steel columns and supports among the columns in sections, wherein the installation sequence is from the west side of the hangar to the south and north sides simultaneously;
s2, supporting and installing the steel columns and the columns, and meanwhile, building a temporary support;
s3, after the steel columns on the west side of the hangar, the inter-column supports and the temporary supports are installed, continuously installing the steel columns on the south side and the north side and the inter-column supports;
s4, assembling a hangar west side truss, dividing the side truss into a plurality of units for assembling, hoisting after the single unit side truss is assembled, hoisting the single unit side truss in place, and fixing the single unit side truss above a hangar west side steel column and on the top of a temporary support;
s5, embedding and repairing the rod pieces between the adjacent unit edge trusses;
s6, dividing the steel roof into a hall net rack and a gate truss, wherein the hall net rack comprises a double-layer net rack and a straight truss; taking the position of the middle part of the west side of the hangar as an initial point, assembling a gate truss and a straight truss towards the south and north sides simultaneously, splitting the gate truss and a hall net rack into a plurality of sections for assembling, and synchronously assembling a lifting tower when assembling the gate truss and the straight truss;
s7, after the gate truss and the straight truss in the first internode are assembled, erecting a mobile operation platform between the straight trusses, and after the mobile operation platform is erected, assembling a double-layer net rack on the mobile operation platform, wherein the double-layer net rack is arranged adjacent to the straight truss;
s8, after the assembly of the double-layer net rack between the first sections is finished, the double-layer net rack between the first sections retreats to the south and north respectively to the second assembled sections, and the assembly of a gate truss and a straight truss between the second sections is started; after the assembly of the gate truss and the straight truss between the second internode is completed, transferring the mobile operation platform to the second internode, and assembling a double-layer net rack in the second internode;
s9, sequentially assembling a gate truss and a straight truss of a third internode according to the sequence of S7-S8, and installing a double-layer net rack in the corresponding internode through a mobile operation platform; continuously assembling the net racks in the hall until the net racks are assembled to the south and north ends of the hangar; a temporary tower is synchronously erected at the edge of the hall net rack close to the gate truss, and the temporary tower penetrates through the hall net rack and corresponds to the double-layer net rack area;
s10, the hoisting and carrying machinery exits from the passages at the north and south ends of the hangar, and the net racks on the passages are assembled by the hoisting and carrying machinery at the east side of the hangar;
s11, lifting part of the assembled hall net rack upwards, and butting the lifted hall net rack with the gate truss so as to ensure that the lifted hall net rack is flush with the top surface of the gate truss; installing an embedded rod piece between the hall net rack and the gate truss;
s12, repeating S11, and then integrally lifting the assembled steel roof to a designed position;
s13, mounting embedded bars between a gate truss and an upright post, between a steel roof and a side truss and on the north and south sides of the steel roof;
and S14, integrally unloading, dismantling the lifting tower, and installing the rods required to be embedded and supplemented at the original lifting tower positions on the hall net rack and the gate truss.
Through adopting above-mentioned technical scheme, first: the west side trusses are assembled in units, then the west side trusses of the adjacent units are hoisted in a segmented mode, the area of a high-altitude embedding area at the joint of the west side trusses and a west side steel column is reduced, the embedding area of the west side trusses is transferred to the joint of the west side trusses and a hall net rack, and the installation accuracy of the west side steel column and a column top support node is guaranteed; secondly, the method comprises the following steps: the existence of the lifting tower frame plays roles of supporting, limiting and guiding when the hall net rack and the gate truss are lifted, and plays a role of adjusting the lifting posture of the hall net rack and the gate truss; thirdly, the method comprises the following steps: because the east side of the hall net rack is a double-layer net rack, the double-layer net rack on the east side forms an overhanging structure relative to the adjacent linear truss, and the temporary tower is arranged to support, limit and adjust the posture of the double-layer net rack on the east side; fourthly: the hangar steel roof adopts modularization hoist and mount, the two-stage whole synchronous lifting construction technique, and hangar steel roof divides into two parts of hall rack and gate truss promptly, and the gesture when module hoist and mount can be adjusted in twice promotion, has solved the discrepancy in elevation problem between the two, has solved the technical problem of super large scale, complicated size steel roof installation, has guaranteed that the steel roof hoists the assigned position, has reached the effect that promotes steel roof position hoist and mount precision.
Optionally, a W-shaped oblique truss is fixed at the bottom of the whole hall net rack, an opening of the W-shaped oblique truss is arranged towards the gate truss, and the end, close to the gate truss, of the W-shaped oblique truss is fixedly connected with the gate truss.
Through adopting above-mentioned technical scheme, the whole anti deformability of hall rack has been strengthened in setting up of W shape oblique truss, and the oblique truss of W shape combines the setting of a word truss, cuts apart the steel roof, and the effectual pressure of alleviating the gate truss provides the guarantee for the implementation in super low-altitude limit for height place super large span airport.
Optionally, the hall net rack and the gate truss area are provided with lifting towers, and the lifting towers are arranged at intervals along the length direction of the steel roof; two column top lifting towers for controlling the deformation of the south and north ends when the hall net rack is lifted are respectively arranged on the south side and the north side of the hangar.
Through adopting above-mentioned technical scheme, the existence that promotes the pylon provides vertical bearing capacity for the steel roof, when the steel roof gesture needs the adjustment, utilizes to promote the pylon to support, the jacking or spacing to the steel roof simultaneously, thereby a plurality of promotion pylons mutually support the realization to the adjustment of just roof hoist and mount gesture. Due to the W-shaped inclined truss, structures of the areas of the northwest corner and the southwest corner of the hall net rack are in an overhanging state, and the existence of the column top lifting tower frame has the effect of adjusting the assembling posture of the structures of the areas of the northwest corner and the southwest corner, so that the hoisting precision of the hall net rack is ensured.
Optionally, the lifting towers in the hall mesh area are divided into two types, one type is a lifting tower formed by four groups of quadrilateral supports in a surrounding mode, and the other type is a triangular lifting tower.
Through adopting above-mentioned technical scheme, the promotion pylon of different grade type to can adapt to the complicated structure of different positions on the net rack of hall, promote the pylon and run through the net rack of hall, for the state that reduces the structure production hindrance with the net rack of hall, thereby choose for use the promotion pylon of different grade type.
Optionally, the support of the hoisting tower is a geotechnical steel pipe support, the geotechnical steel pipe support is connected through a flange plate clamping plate through high-strength bolts, and the horizontal support and the inclined support are welded with the flange plate clamping plate.
By adopting the technical scheme, the main stress component of the bearing support adopts the geotechnical steel pipe support which can be leased in the market, so that the effects of saving material purchasing cost and manufacturing cost can be achieved, and meanwhile, the geotechnical steel pipe support is transported by a single pipe in the aspect of transportation, so that the effect of facilitating transportation is achieved; the flange plate clamping plates, the horizontal support and the inclined support form a triangular stable structure, and the bearing capacity of the lifting tower frame and the horizontal wind resistance capacity are improved.
Optionally, the gate truss and the straight truss are pre-arched, the arching height is 1/700 of the span of the members, and the double-layer net rack part does not need to be arched.
By adopting the technical scheme, the door truss and the straight truss can generate deflection in the hoisting process, namely the door truss and the straight truss can generate downward deformation under the influence of gravity, so that the door truss and the straight truss are pre-arched, the deformation resistance effect is achieved, and the hoisting accuracy is improved.
Optionally, in S2, the temporary supports are assembled by using geotechnical steel pipe supports, the temporary supports are tied to west-side steel columns of the hangar, and two sets of temporary supports are arranged in each side truss hoisting unit.
Through adopting above-mentioned technical scheme, thereby carry out the drawknot between interim support and the hangar west side steel column and promote the stability of interim support, two sets of interim supports have promoted the stability to hoist and mount unit guide and support.
Optionally, concrete foundations are arranged at the bottoms of the lifting towers, the concrete strength grade is not lower than C30, before construction of the concrete foundations of the lifting towers, lime soil with the thickness of 300mm and the thickness of 3:7 is backfilled below the concrete foundations and tamped, and then graded backfilling is performed.
By adopting the technical scheme, the adoption of the graded backfilling can fully adapt to the local geological environment, the intensity of the lime soil is increased along with the increase of the ash content in a certain range, but the intensity of the lime soil is reduced on the contrary after the intensity exceeds the limit. This is because the lime precipitates water during the calcification process, increasing the plasticity of the lime. The optimal volume ratio of lime to soil is 3:7, and the graded backfill, the 3:7 lime soil and the concrete foundation are all used for enhancing and improving the stability of the foundation of the tower.
Optionally, a crane and a lifting oil cylinder are matched to lift the steel roof in the lifting process of the steel roof; and S14, adopting a inching cylinder-contracting and grading unloading mode, unloading each grade according to 10% lifting counter force, synchronously monitoring the displacement of the cylinder-contracting of the lifting cylinder, checking the structural change condition in a pause mode when each grade is unloaded, keeping the structural change normal, and continuing unloading until the unloading is finished.
By adopting the technical scheme, due to the fact that pre-arching is adopted during assembly of the steel roof of the hall, graded unloading is adopted, the deflection of the dead weight of the net rack of the hall and the door truss during unloading changes gradually, time for emergency is reserved, controllability is kept, the state of the steel roof is monitored, and construction safety is improved.
Optionally, all use the adjustment platform when lifting by crane transport machinery and promoting hall rack and gate truss, all can dismantle on promoting pylon, interim pylon and the capital hoisting pylon promptly and be connected with the adjustment platform, erect jacking device on the adjustment platform, jacking device one end and adjustment platform fixed connection, the other end and hall rack or gate truss butt for adjust hall rack or gate truss in the promotion position of vertical direction and horizontal direction.
Through adopting above-mentioned technical scheme, when lifting hall rack and gate truss through lifting by crane handling machinery, in order to ensure hall rack and gate truss, the precision of hall rack and side truss hoist and mount butt joint, at the lifting tower, swift installation adjustment platform on interim pylon and the capital lifting tower, then the jacking device cooperation lifts by crane handling machinery, adjust hall rack and gate truss in vertical direction and horizontal direction, it is main bearing equipment to lift by crane handling machinery this moment, jacking device and adjustment platform only play the effect of supplementary adjustment position, thereby promote the hoist and mount precision of hall rack and gate truss. Because the existence of the W-shaped inclined truss, the hall net rack is divided into a plurality of overhanging areas, and the lifting precision of the overhanging areas can be further ensured by matching the adjusting platform with the jacking device. Jacking device cooperation adjustment platform can also play the thinking of resisting hall rack hoist and mount in-process diagonal force, keeps the vertical hoist and mount of hall rack, promotes the hoist and mount precision.
Optionally, when the hall net rack is assembled, every 46-50m of the hall net rack is divided into one welding subarea along the length direction of the hall net rack, and after the welding work in the welding subarea is finished, the welding work between the adjacent welding subareas is carried out.
Through adopting above-mentioned technical scheme, when the rack was assembled, positive-value summer, daytime the steel member received sunshine to be influenced, and the morning and evening difference in temperature is big, and its expend with heat and contract with cold's characteristic also has very big influence to assembling the precision. In order to reduce the influence of welding seams and temperature on the construction of the steel structure, except for welding according to the required sequence, the steel structure is divided into welding subareas every 46-50m along the length direction. After the welding work in the area is finished, welding between the subareas is carried out, so that the assembling precision is improved.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the west side trusses are assembled in units, then the west side trusses of the adjacent units are hoisted in a segmented mode, the area of a high-altitude embedding area at the joint of the west side trusses and a west side steel column is reduced, the embedding area of the west side trusses is transferred to the joint of the west side trusses and a hall net rack, and the installation accuracy of the west side steel column and a column top support node is guaranteed;
2. the existence of the column top lifting tower frame has the effect of adjusting the assembly posture of the structures in the northwest corner and the southwest corner areas, and the hoisting precision of the hall net rack is ensured;
3. the existence of the lifting tower frame plays roles of supporting, limiting and guiding when the hall net rack and the gate truss are lifted, and plays a role of adjusting the lifting posture of the hall net rack and the gate truss;
4. because the east side of the hall net rack is a double-layer net rack, the double-layer net rack on the east side forms an overhanging structure relative to the adjacent linear truss, and the temporary tower is arranged to support, limit and adjust the posture of the double-layer net rack on the east side;
5. the hangar steel roof adopts modularization hoist and mount, the two-stage whole synchronous lifting construction technique, and hangar steel roof divides into two parts of hall rack and gate truss promptly, and the gesture when module hoist and mount can be adjusted in twice promotion, has solved the discrepancy in elevation problem between the two, has solved the technical problem of super large scale, complicated size steel roof installation, has guaranteed that the steel roof hoists the assigned position, has reached the effect that promotes steel roof position hoist and mount precision.
Drawings
FIG. 1 is an initial schematic view of the installation of steel columns and inter-column supports within a hangar;
FIG. 2 is a schematic view of the construction of temporary supports and the installation of north and south steel columns and inter-column supports;
FIG. 3 is a schematic view of the erection of a west side truss of the hangar;
FIG. 4 is a schematic view of a west side truss of the hoist hangar;
fig. 5 is a schematic view of the building of a lobby grid and gate truss;
FIG. 6 is a schematic view of setting up a mobile operation platform;
FIG. 7 is a schematic illustration of the erection of the lobby grid, gate truss and W-shaped diagonal truss;
FIG. 8 is a schematic view of a type of tower that is prominently elevated;
FIG. 9 is a schematic view of a raised column top lift tower mounted on a steel column;
fig. 10 is a schematic elevational view of the lobby grid and gate truss prior to elevation;
fig. 11 is a schematic elevation view of the hall net mount and gate truss after lifting;
FIG. 12 is a schematic plan view of the location where the tower is elevated in order to highlight the column top;
FIG. 13 is a diagram illustrating the use of the adjustable platform with the tower elevated;
fig. 14 is a schematic view of the overall structure of the adjustment platform.
In the figure, 1, a steel column; 11. supporting among the columns; 2. temporary support; 3. a side truss; 4. a steel roof; 41. a hall net rack; 411. a double-layer net rack; 412. a straight truss; 42. a gate truss; 5. lifting the tower; 51. lifting the tower frame at the top of the column; 52. a temporary tower; 6. moving the operating platform; 7. an L-shaped bolt; 71. a strip hole; 72. a clamping block; 73. a card slot; 8. a W-shaped inclined truss; 9. adjusting the platform; 91. a positioning assembly; 911. a first pedal; 912. a second pedal; 913. positioning a rod; 92. setting up a component; 921. a third pedal; 922. a fourth pedal; 923. a connecting plate.
Detailed Description
The present application is described in further detail below with reference to figures 1-14.
The embodiment of the application discloses a modular hoisting and two-stage integral synchronous lifting method for a super-large-span steel roof.
A modular hoisting and two-stage integral synchronous lifting method for an ultra-large span steel roof comprises the following steps:
referring to fig. 1, S1, installing the steel column 1 and the inter-column support 11 in sections, wherein the installation sequence is from the west middle of the hangar to the south and north sides at the same time; in this embodiment, a 50t crawler crane is used to install the steel column 1 and the inter-column support 11 in sections.
Referring to fig. 2, the S2, 50t crawler crane continues to hoist the steel column 1 and the inter-column support 11 of the next section, and the temporary support 2 is built while the steel column 1 and the inter-column support 11 are installed; the temporary support 2 is formed by splicing earth work steel pipe supports with the diameter of 609 multiplied by 16mm, and the temporary support 2 and the adjacent steel column 1 are subjected to pulling and bonding to form a stable system.
Referring to fig. 2, after S3, the steel columns 1 on the west side of the hangar, the inter-column supports 11 and the temporary supports 2 are installed, the steel columns 1 on the south side and the north side and the inter-column supports 11 are continuously installed; and a 50t crawler crane is also adopted for hoisting.
Referring to fig. 3 and 4, S4, assembling the hangar west side truss 3, dividing the side truss 3 into a plurality of units for assembling, hoisting after the single unit side truss 3 is assembled, hoisting the single unit side truss 3 in place, and fixing the single unit side truss 3 above the hangar west side steel column 1 and on the top of the temporary support 2; the sequence of assembling the west side truss 3 is synchronously performed from the west side midpoint of the hangar to the south and north sides.
Referring to fig. 5, S5, the bar members are inserted between the adjacent unit edge trusses 3;
referring to fig. 5, 6 and 7, S6 and the steel roof 4 are divided into a hall net rack 41 and a gate truss 42, the hall net rack 41 includes a double-layer net rack 411 and a straight truss 412 (the position of the double-layer net rack 411 is referred to in fig. 11), and the double-layer net rack 411 is formed by welding two layers of bulb tube structures; taking the position of the middle part of the west side of the hangar as a starting point, assembling the gate truss 42 and the straight truss 412 towards the south and north sides simultaneously, assembling the gate truss 42 and the hall net rack 41 into a plurality of sections, and synchronously assembling the lifting tower 5 when assembling the gate truss 42 and the straight truss 412; when the hall net rack 41 is assembled, each 48m is divided into one welding subarea in the embodiment, and after the welding work in the welding subarea is finished, the welding work between the adjacent welding subareas is carried out; the gate truss 42 and the straight truss 412 are pre-arched, the arching height is 1/700 of the span of the members, and the double-layer net rack 411 part does not need to be arched; the arching value of each node of the gate truss 42 and the straight truss 412 is calculated according to parameters such as span and the like, and arching is realized by adjusting the height of a jig frame, wherein the jig frame is a mold, is a scaffold mainly playing a role in bearing stress, is special process equipment for facilitating assembling and welding of mechanical equipment, and is widely applied to template engineering, steel structure installation engineering and bridge engineering.
Referring to fig. 6, 7 and 8, the lifting towers 5 are calculated according to design requirements and then distributed in the areas covered by the hall net rack 41 and the gate truss 42, the lifting towers 5 covered by the gate truss 42 are all the lifting towers 5 enclosed by four groups of quadrilateral supports, and the lifting towers 5 in the area of the hall net rack 41 are divided into two types, one type is the lifting tower 5 enclosed by four groups of quadrilateral supports, and the other type is the triangular lifting tower 5. The support of the hoisting tower 5 is a geotechnical steel pipe support, the geotechnical steel pipe support is connected through a flange plate clamping plate through high-strength bolts, and the horizontal support and the inclined support are welded with the flange plate clamping plate. The lifting towers 5 are arranged at intervals along the length direction of the steel roof 4.
When the lifting tower 5 is built, concrete foundations are arranged at the bottom of the lifting tower 5, the concrete strength grade is not lower than C30, before the concrete foundations of the lifting tower 5 are constructed, lime soil with the thickness of 300mm and the thickness of 3:7 is backfilled below the concrete foundations and tamped, and then graded backfilling is carried out, so that the stability of the foundations is guaranteed.
Referring to fig. 7 and 9, a W-shaped oblique truss 8 is fixed at the bottom of the whole hall net rack 41, the opening of the W-shaped oblique truss 8 is arranged towards the gate truss 42, the end of the W-shaped oblique truss 8 close to the gate truss 42 is fixedly connected with the gate truss 42, in this embodiment, a maintenance machine room is designed at the west side of the hangar, and a corresponding lattice column exists due to the existence of the maintenance machine room, so that two tip parts of the W-shaped oblique truss 8 are fixed with the lattice column of the adjacent maintenance machine room.
Referring to fig. 10, due to the W-shaped oblique truss 8, the two regions of the northwest corner and the southwest corner of the entire hall net rack 41 are triangular overhanging regions, and in order to adjust the postures of the two overhanging regions in the lifting process, two column-top lifting towers 51 for controlling the deformation of the north and south ends of the hall net rack 41 during lifting are respectively arranged on the south side and the north side of the hangar, and the column-top lifting towers 51 support and limit the overhanging regions, so that the effect of adjusting the lifting posture of the corresponding overhanging regions is achieved.
Referring to fig. 6 and 11, S7, after the gate truss 42 and the first-letter truss 412 in the first internode are assembled, the mobile operation platform 6 is erected between the first-letter trusses 412, and after the mobile operation platform 6 is erected, the double-layer net rack 411 is assembled on the mobile operation platform 6, wherein the double-layer net rack 411 is arranged adjacent to the first-letter truss 412; the mobile operation platform 6 is formed by assembling and welding square steel pipes. The width of the operation platform is determined according to the actual situation on site, the height of the movable operation platform 6 meets the requirement of standing operation of constructors, the weight of the movable operation platform 6 is light, and convenient movement can be realized by using a chain block or a winch. Along with the accumulated assembly of the gate truss 42 or the hall net rack 41, the mobile operation platform 6 can be conveniently moved to the assembled internodes. The limitation of scaffold erection mode in traditional net rack assembly is broken through, and because the mobile operation platform 6 is of a light overall tool type and is not provided with a floor support, the mobile operation platform is convenient to horizontally slide and shift or hoist according to requirements in construction. The movable type steel plate pile can be flexibly moved and repeatedly used, the safety is high, and the construction efficiency is improved.
S8, after the double-layer net rack 411 of the first internode is assembled, the net rack retreats to the south and north to the second assembled internode respectively, and the gate truss 42 and the straight truss 412 of the second internode begin to be assembled; after the assembly of the gate truss 42 and the first-letter truss 412 in the second internode is completed, the mobile operation platform 6 is transferred to the second internode, and the assembly of the double-layer net rack 411 in the second internode is started.
Referring to fig. 5 and 6 and fig. 11, S9, sequentially assembling the gate truss 42 and the one-letter truss 412 of the third bay in the order of S7-S8, and installing the double-layer net rack 411 in the corresponding bay by moving the operation platform 6; continuously assembling until the components are assembled to the south and north ends of the hangar; a temporary tower 52 is synchronously erected at the edge of the hall net rack 41 close to the gate truss 42, and the temporary tower 52 penetrates through the hall net rack 41 and is correspondingly arranged in the area of the double-layer net rack 411; the temporary tower 52 is used during the first lift of the lobby grid 41 to ensure deformation control of the interface of the lobby grid 41 with the gate truss 42.
S10, the hoisting and carrying machinery exits from the passages at the north and south ends of the hangar, and the net racks on the passages are assembled by the hoisting and carrying machinery at the east side of the hangar;
referring to fig. 7 and 11, S11, the assembled hall net rack 41 is lifted up partially and then butted against the gate truss 42, so as to ensure that the top surfaces of the lifted hall net rack 41 and the gate truss 42 are flush; a caulking bar between the hall net frame 41 and the gate truss 42 is installed.
Referring to fig. 12, S12, repeat S11, and then lift the assembled steel roof 4 to the designed position as a whole;
s13, installing embedded rod pieces between the gate truss 42 and the upright post, between the steel roof 4 and the side truss 3, and on the north and south sides of the steel roof 4.
Referring to fig. 12, S14, unloading the whole, removing the lifting tower 5, and installing the caulking bars at the position of the original lifting tower 5 on the hall net frame 41 and the gate truss 42; in the embodiment, the crane and the oil cylinder are adopted in the lifting process of the hall net rack 41 and the gate truss 42, a inching shrinkage cylinder grading unloading mode is adopted during unloading, unloading is carried out according to 10% lifting counter force in each grade, the shrinkage cylinder displacement of the lifting oil cylinder is synchronously monitored, the structural change condition is checked in a pause mode when unloading is carried out for one grade, the structural change is normal, and unloading is continued until the unloading is finished.
In the process of embedding and repairing the rod pieces in the embodiment, the sequence of the rod pieces attached to each other from top to bottom needs to be followed, and the embedding and repairing directions are symmetrically embedded and repaired from the middle of the whole embedding and repairing area to two sides, so that the precision and the quality after embedding and repairing are ensured.
Referring to fig. 11 and 13, when the lifting and carrying machine lifts the hall net rack 41 and the gate truss 42, the adjusting platform 9 is detachably connected to the lifting tower 5, the temporary tower 52 and the column top lifting tower 51 within the coverage of the hall net rack 41 and the gate truss 42, and the connecting modes of the adjusting platform 9 and the lifting tower 5, the temporary tower 52 and the column top lifting tower 51 are the same. The following description will be made in detail by taking the hoisting tower 5 as an example.
Referring to fig. 13 and 14, the adjustment platform 9 includes a positioning assembly 91 and a setting assembly 92; positioning assembly 91 includes first footboard 911, second footboard 912 and locating lever 913, first footboard 911 and second footboard 912 are located the relative both sides of promotion pylon 5 respectively, first footboard 911 and the equal level setting of second footboard 912, locating lever 913 is provided with two, locating lever 913 one end and first footboard 911 fixed connection, the other end runs through earlier and promotes pylon 5, then run through second footboard 912 again, the end threaded connection that first footboard 911 was kept away from to locating lever 913 has the nut, positioning assembly 91 locking is fixed on promoting pylon 5 this moment.
Referring to fig. 13 and 14, the erection assembly 92 includes a plurality of third pedals 921, fourth pedals 922 and a connection plate 923, only two of the connection plates 923 are provided in this embodiment, the third pedals 921 and the fourth pedals 922 are located on two opposite sides of the lifting tower 5, a connection line between the third pedals 921 and the fourth pedals 922 is perpendicular to a connection line between the first pedals 911 and the second pedals 912, one end of the connection plate 923 is fixedly connected to the third pedals 921, and the other end of the connection plate 923 is fixedly connected to the fourth pedals 922; along first footboard 911 and second footboard 912 line direction, the vertical projection of connecting plate 923 is the echelonment, and the connecting plate 923 tip that is close to third footboard 921 is located one of them locating lever 913 below, and the connecting plate 923 tip that is close to fourth footboard 922 is located another locating lever 913 top.
Referring to fig. 13 and 14, in order to prevent the connecting plate 923 from tilting, the connecting plate 923 is provided with a strip hole 71, the strip hole 71 is formed along the length direction of the connecting plate 923 and is located at a position of the connecting plate 923 close to the fourth pedal 922, the connecting plate 923 is provided with an L-shaped bolt 7, the L-shaped bolt 7 is in threaded connection with the positioning rod 913 and penetrates through the strip hole 71, and after the connecting plate 923 is fixed, the L-shaped bolt 7 is rotated to enable an included angle to exist between the L-shaped bolt 7 and the projection of the strip hole 71 on the horizontal plane; in order to prevent the connecting plate 923 from being tilted, a clamping block 72 is fixed on a side wall of the third pedal 921 close to the fourth pedal 922, a clamping groove 73 is formed in a positioning rod 913 close to the third pedal 921, the clamping groove 73 is horizontally formed along the length direction of the positioning rod 913, and the clamping block 72 is inserted and embedded in the clamping groove 73.
Referring to fig. 13 and 14, when the subassembly 92 is set up fixedly, pass the gap that promotes the pylon 5 with third footboard 921, pass between two locating levers 913 simultaneously, then be the direction pulling that is close to promotion pylon 5 behind the upset of third footboard 921 horizontal state to make fixture block 72 insert inlay in 73, because the existence of rectangular hole 71, can not take place the hindrance with L type bolt 7 when connecting plate 923 removes, then rotate L type bolt 7 and can accomplish the fixed of setting up subassembly 92, realize swift installation.
Referring to fig. 10, 11 and 13, the adjusting platform 9 is fixed on a required lifting tower 5, a temporary tower 52 and a column top lifting tower 51, at this time, the adjusting platform 9 is located below the gate truss 42 or the hall net rack 41, a jacking device is fixed on the adjusting platform 9, a jack or a lifting oil cylinder can be adopted, one end of the jacking device is fixed with the adjusting platform 9, the other end of the jacking device is abutted against the gate truss 42 or the hall net rack 41, the jacking device can be vertically arranged, so that the position of the hall net rack 41 or the gate truss 42 in the vertical direction is adjusted by matching with a hoisting and carrying machine, and the hoisting precision is ensured; the jacking device can also be arranged obliquely, so that the position of the hall net rack 41 or the gate truss 42 in the horizontal direction can be adjusted by matching with a hoisting and carrying machine, and the hoisting precision is ensured.
The embodiments of the present invention are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereby, so: equivalent changes in structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (9)
1. The modularized hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof is characterized by comprising the following steps of: the method comprises the following steps:
s1, installing the steel column (1) and the inter-column support (11) in sections, wherein the installation sequence is from the west side of the hangar to the south and north sides simultaneously;
s2, building a temporary support (2) while installing the steel column (1) and the inter-column support (11);
s3, after the steel columns (1) on the west side of the hangar, the inter-column supports (11) and the temporary supports (2) are installed, the steel columns (1) on the south side and the north side and the inter-column supports (11) are continuously installed;
s4, assembling the hangar west side truss (3), dividing the side truss (3) into a plurality of units for assembling, hoisting the single unit side truss (3) after the assembling is finished, hoisting the single unit side truss (3) in place, and fixing the single unit side truss (3) above the hangar west side steel column (1) and at the top of the temporary support (2);
s5, embedding and repairing the rod pieces between the adjacent unit edge trusses (3);
s6, dividing the steel roof (4) into a hall net rack (41) and a gate truss (42), wherein the hall net rack (41) comprises a double-layer net rack (411) and a straight truss (412); taking the middle position of the west side of the hangar as a starting point, assembling a gate truss (42) and a straight truss (412) towards the south and north sides simultaneously, splitting the gate truss (42) and a hall net rack (41) into a plurality of sections for assembling, and synchronously assembling a lifting tower (5) when assembling the gate truss (42) and the straight truss (412);
s7, after the gate truss (42) and the straight truss (412) in the first internode are assembled, erecting a mobile operation platform (6) between the straight trusses (412), after the mobile operation platform (6) is erected, assembling a double-layer net rack (411) on the mobile operation platform (6), wherein the double-layer net rack (411) is arranged adjacent to the straight truss (412);
s8, after the double-layer net rack (411) of the first internode is assembled, respectively retreating to the south and north to the second assembled internode, and beginning to assemble a gate truss (42) and a straight truss (412) of the second internode; after the gate truss (42) and the straight truss (412) between the second internode are assembled, the mobile operation platform (6) is transferred to the second internode, and the double-layer net rack (411) in the second internode is assembled;
s9, sequentially assembling a gate truss (42) and a straight truss (412) of a third bay according to the sequence of S7-S8, and installing a double-layer grid (411) in the corresponding bay through a mobile operation platform (6); continuously assembling the net racks (41) of the hall until the net racks are assembled to the south and north ends of the hangar; a temporary tower (52) is synchronously erected at the edge of the hall net rack (41) close to the gate truss (42), and the temporary tower (52) penetrates through the hall net rack (41) and is correspondingly arranged in the area of the double-layer net rack (411);
s10, the hoisting and carrying machinery exits from the passages at the north and south ends of the hangar, and the net racks on the passages are assembled by the hoisting and carrying machinery at the east side of the hangar;
s11, lifting part of the assembled hall net rack (41) upwards, and butting the lifted hall net rack with the gate truss (42) so as to ensure that the top surfaces of the lifted hall net rack (41) and the gate truss (42) are flush; installing an embedded rod between a hall net rack (41) and a gate truss (42); when the hall net rack (41) and the gate truss (42) are lifted by the lifting and carrying machine, the adjusting platforms (9) are used, namely the lifting tower (5), the temporary tower (52) and the column top lifting tower (51) can be detachably connected with the adjusting platforms (9), a jacking device is erected on the adjusting platforms (9), one end of the jacking device is fixedly connected with the adjusting platform (9), and the other end of the jacking device is abutted against the hall net rack (41) or the gate truss (42) and used for adjusting the lifting positions of the hall net rack (41) or the gate truss (42) in the vertical direction and the horizontal direction; the adjusting platform (9) comprises a positioning component (91) and a setting component (92); the positioning assembly (91) comprises a first pedal (911), a second pedal (912) and positioning rods (913), the first pedal (911) and the second pedal (912) are respectively positioned at two opposite sides of the lifting tower (5), the first pedal (911) and the second pedal (912) are horizontally arranged, the positioning rods (913) are arranged in two numbers, one end of each positioning rod (913) is fixedly connected with the first pedal (911), the other end of each positioning rod penetrates through the lifting tower (5) firstly and then penetrates through the second pedal (912), and the end part, far away from the first pedal (911), of each positioning rod (913) is in threaded connection with a nut, at the moment, the positioning assembly (91) is locked and fixed on the lifting tower (5); the building assembly (92) comprises a third pedal (921), a fourth pedal (922) and a connecting plate (923), the connecting plate (923) is provided with a plurality of connecting plates, the third pedal (921) and the fourth pedal (922) are located on two opposite sides of the lifting tower (5), a connecting line of the third pedal (921) and the fourth pedal (922) is perpendicular to a connecting line of the first pedal (911) and the second pedal (912), one end of the connecting plate (923) is fixedly connected with the third pedal (921), and the other end of the connecting plate is fixedly connected with the fourth pedal (922); along the connecting line direction of the first pedal (911) and the second pedal (912), the vertical projection of the connecting plate (923) is step-shaped, the end part of the connecting plate (923) close to the third pedal (921) is positioned below one positioning rod (913), and the end part of the connecting plate (923) close to the fourth pedal (922) is positioned above the other positioning rod (913);
s12, repeating S11, and then integrally lifting the assembled steel roof (4) to a designed position;
s13, installing embedded and repaired rods between the gate truss (42) and the upright post, between the steel roof (4) and the side truss (3), and on the north and south sides of the steel roof (4);
and S14, integrally unloading, dismantling the lifting tower (5), and installing the rods required to be embedded and supplemented at the position of the original lifting tower (5) on the hall net rack (41) and the gate truss (42).
2. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof according to claim 1, characterized in that: the W-shaped oblique truss (8) is fixed at the bottom of the whole hall net rack (41), the opening of the W-shaped oblique truss (8) faces the gate truss (42), and the end part, close to the gate truss (42), of the W-shaped oblique truss (8) is fixedly connected with the gate truss (42).
3. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof as claimed in claim 2, wherein: lifting towers (5) are arranged in the areas of the hall net rack (41) and the gate truss (42), and the lifting towers (5) are arranged at intervals along the length direction of the steel roof (4); two column top lifting towers (51) used for controlling the deformation of the south and north ends when the hall net rack (41) is lifted are respectively arranged on the south side and the north side of the hangar.
4. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof as claimed in claim 2, wherein: the lifting towers (5) in the area of the hall net rack (41) are divided into two types, one type is the lifting tower (5) formed by four groups of quadrilateral supports in a surrounding way, and the other type is a triangular lifting tower (5).
5. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof as claimed in claim 4, wherein the method comprises the following steps: the support of the hoisting tower frame (5) is a geotechnical steel pipe support, the geotechnical steel pipe support is connected through a flange plate clamping plate through high-strength bolts, and the horizontal support and the inclined support are welded with the flange plate clamping plate.
6. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof according to claim 1, characterized in that: the gate truss (42) and the straight truss (412) are pre-arched, the arching height is 1/700 of the span of the members, and the double-layer net rack (411) part does not need to be arched.
7. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof according to claim 1, characterized in that: in S2, the temporary supports (2) are formed by splicing earth work steel pipe supports, the temporary supports (2) are tied with steel columns (1) on the west side of the hangar, and two groups of temporary supports (2) are arranged on each side truss (3) hoisting unit.
8. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof as claimed in claim 4, wherein the method comprises the following steps: concrete foundations are arranged at the bottoms of the lifting towers (5), the concrete strength grade is not lower than C30, before the concrete foundations of the lifting towers (5) are constructed, lime soil with the thickness of 300mm and the thickness of 3:7 is backfilled below the concrete foundations and tamped, and then graded backfilling is carried out.
9. The modular hoisting and two-stage integral synchronous lifting method for the ultra-large span steel roof as claimed in claim 6, wherein: in the lifting process of the steel roof (4), a crane and a lifting oil cylinder are matched to lift the steel roof (4); and S14, adopting a inching cylinder-contracting stepped unloading mode, unloading each stage according to 10% lifting counter force, synchronously monitoring the displacement of the cylinder-contracting of the lifting cylinder, checking the structural change condition in a pause mode when each stage is unloaded, keeping the structural change normal, and continuing unloading until the unloading is finished.
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