CN112411759B - Non-full-cloth support large-span steel structure high-altitude bulk accurate assembly method - Google Patents
Non-full-cloth support large-span steel structure high-altitude bulk accurate assembly method Download PDFInfo
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- CN112411759B CN112411759B CN202011173420.1A CN202011173420A CN112411759B CN 112411759 B CN112411759 B CN 112411759B CN 202011173420 A CN202011173420 A CN 202011173420A CN 112411759 B CN112411759 B CN 112411759B
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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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B1/3544—Extraordinary methods of construction, e.g. lift-slab, jack-block characterised by the use of a central column to lift and temporarily or permanently support structural elements
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Abstract
The invention relates to a non-full-distribution support large-span steel structure high-altitude bulk accurate assembly method, which comprises the following steps of 1, determining a structural pre-deformation positioning coordinate: establishing a space mechanics model, calculating and analyzing the structural form by adopting a finite element method, and determining the space coordinates of the pre-deformed structure meeting the use and specification requirementsX 0According to pre-deformed coordinatesX 0Carrying out deepening design and blanking of the steel structural member; step 2, assembling partitions and dividing construction sequence: assembling, partitioning and temporarily supporting and distributing; step 3, assembling on site; and 4, disassembling the support and unloading. The invention can effectively avoid the deformation deviation in the construction process under the condition of non-full support, thereby effectively saving temporary support materials, improving the construction precision and improving the comprehensive construction benefit.
Description
Technical Field
The invention relates to the field of steel structure installation, in particular to a non-full-distributed support large-span steel structure high-altitude bulk accurate assembling method.
Background
At present, large-span steel structures are applied and developed unprecedentedly at home and abroad, and the large-span steel structures are frequently used in building structures at present due to the advantages of attractive appearance, reasonable stress, high stability, material saving, good building space appearance and the like, so that the large-span steel structures have wide application space.
For large-span steel structure engineering, especially for a single-layer reticulated shell isoplanar large-span structure system with relatively weak external rigidity and high requirement on space modeling, the deflection deformation control of the structure is one of important links in the construction process. The method is generally solved by a pre-deformation method, the spatial coordinates of the pre-deformed structure are determined, and the finished forming state coordinates are finally ensured by accurately positioning each node in the construction process.
In the actual construction process, due to the existence of restriction factors such as site construction conditions and sites, it is difficult to realize that each node is provided with a temporary support, sometimes even the temporary support span is large, the space coordinates after pre-deformation during construction can be ensured only at the positions of the temporary support points and the structural supports, and other nodes are in an unsupported state, so that a non-full-support construction state is presented.
In addition, under the requirements of construction organization and the like, the rod pieces are usually assembled on site in a partition line production mode, and after one operation area is completed, the next operation area is assembled. In the prior construction operation area, although the main node at the unsupported position is strictly positioned according to the pre-deformation space coordinate, along with the assembly of the rod piece and the continuous increase of the load, the deviation between the node coordinate at the unsupported position and the pre-deformation space coordinate is continuously increased, the deviation is not equivalent to the deviation between the temporary support node and the pre-deformation space coordinate after the temporary support node is reserved after the construction is completed and only the unsupported node is locally unloaded, the displacement coordination relationship between the completed operation area and the operation area to be assembled is broken at the edge of the operation area, and the deviation is one of the most easily ignored key links in the construction process and influences the final space forming coordinate. Such deviations are acceptable when the structural span is small and the system is relatively simple, but tend to be non-negligible when the structural system is relatively complex, and will play a critical role in the final forming accuracy of the structure.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a non-full-support large-span steel structure high-altitude bulk precise assembling method, and solves the problems that temporary support is difficult to be arranged on each node when the high-altitude bulk assembling method is subjected to restriction factors such as site construction conditions, assembling precision of the high-altitude bulk assembling method is difficult, and accumulated deviation between node coordinates at a non-support position and pre-deformation space coordinates is increased continuously.
In order to solve the technical problem, the invention is realized as follows:
a non-full-support large-span steel structure high-altitude bulk accurate assembling method comprises the following steps:
step 1, determining a structure pre-deformation positioning coordinate:
establishing a space mechanics model, calculating and analyzing the structural form by a finite element method, and determining the space coordinates of the pre-deformed structure meeting the use and specification requirementsX 0According to pre-deformed coordinatesX 0Carrying out deepening design and blanking of the steel structural member;
step 2, assembling partitions and dividing construction sequence:
(1) assembling and partitioning, namely partitioning a construction area according to conditions such as actual site conditions, structural system characteristics, hoisting machinery and the like of a construction site, splitting a main stressed member in a span direction, and giving a construction sequence;
(2) temporary support arrangement, namely arranging temporary supports of main stress components according to factors such as assembly partition, structural stress and the like, wherein the upper part of each temporary support is provided with a special support Z which consists of a lower support system, an adjustable screw system and a top plate system, the lower support system consists of a leg part, a top panel and stiffening plates, the top panel is horizontally placed on and fixed with the leg part, and the stiffening plates are arranged on two sides of the lower part of the adjustable screw of the top panel; the top plate system consists of a supporting top plate, a supporting rod, a bottom baffle, a middle sliding ring and a side sliding plate; the upper part of the supporting top plate is cut and processed according to the shape of the main stress component, so that the main stress component can be fully contacted with the top plate and tightly pushed against the top plate, the supporting top plate is connected with the supporting rod and can slide up and down through the middle sliding ring, the bottom of the supporting rod is connected with the bottom baffle plate to prevent the supporting rod from sliding out of the middle sliding ring, the side surface of the supporting top plate is embedded into the side sliding plate and can freely slide up and down, and the supporting top plate is prevented from buckling; the adjustable screw system consists of a screw, a sliding screw sleeve buckle and a screw top buckle, the screw top buckle is arranged at the position corresponding to the screw at the lower part of the supporting top plate and is buckled on the screw, and the length of the screw extending out of the top panel can be adjusted by rotating the sliding screw sleeve buckle, so that the elevation of the supporting top plate is adjusted;
step 3, field assembly:
(1) according to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress component A of the first partition on the assembling platform, and carrying out welding or bolting after checking is correct;
(2) hoisting and temporarily fixing the first partition main stress member A, sequentially installing the secondary stress members among the first partition main stress members A according to the construction sequence, welding or bolting, and measuring the angular deformation of the adjacent end parts of the first partition main stress member A and the next partitionα 1；
(3) According to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress component B of the next partition on the assembling platform, and carrying out welding or bolting after checking is correct;
(4) taking the butt joint node of the first partition main stress structure A and the next partition main stress structure B as an origin and a deformation angleα 1For the condition of displacement coordination, carrying out space coordinate transformation on the main stress structure B of the next partition, and calculating the coordinate of the main stress structure B after transformation at the temporary supporting point of the next partitionX 1And anX 1And the pre-deformation space coordinateX 0High difference of (2)h；
(5) By high differencehAdjusting the special support Z at the upper end of the temporary support of the next subarea to obtain the coordinates after space transformationX 1Installing and temporarily fixing the next partition main stress member B, and sequentially installing and welding or bolting secondary stress members among the partition main members B according to the construction sequence; after the equal-time stress member is installed, the height of the special support Z is gradually adjusted to restore the height to the pre-deformation space coordinateX 0Measuring the adjacency of the main force-bearing structure B of the sub-area to the next sub-areaAngular deformation of the endα 2；
(6) Sequentially installing the rest partition components according to the steps (1) to (5);
and 4, disassembling the support and unloading.
And unloading in steps according to the unloading scheme, and dismantling the temporary support.
The non-full-spread support large-span steel structure high-altitude bulk accurate assembling method is characterized by comprising the following steps of: in the step 2, when the structure is divided into regions and the temporary supports are laid, finite element analysis simulation of the whole construction process is carried out in advance according to the step 3 and the step 4, so that the safety and stability of the assembly process are ensured, and the spans of the regions are close to each other as far as possible.
The non-full-spread support large-span steel structure high-altitude bulk accurate assembling method is characterized by comprising the following steps of: in the step 2, when the main stressed member is split in the span direction, the main stressed member should properly exceed the temporary supporting fulcrum by a certain distance so as to be conveniently butted with the main stressed member of the next partition.
The non-full-spread support large-span steel structure high-altitude bulk accurate assembling method is characterized by comprising the following steps of: in the step 3 (1), the lower support system for temporarily supporting the special support Z may adopt a solid structure or a hollow structure according to the actual material and the stress on site.
The non-full-spread support large-span steel structure high-altitude bulk accurate assembling method is characterized by comprising the following steps of: in the above step 3, when the main force receiving member a of the first section is installed, the dedicated mount Z does not have to be installed for temporary support of the section.
The non-full-spread support large-span steel structure high-altitude bulk accurate assembling method is characterized by comprising the following steps of: in the step 3, if the assembling subarea is too small, the main stress component can not be restored to the pre-deformation space coordinate at the temporary supporting position after the height of the special support Z is adjustedX 0When the special support Z is adjusted to the height that the support top plate is tightly propped against the main stress member, the special support Z stops, after the main stress member in the area is fully stressed when the next subarea member is installed, the height of the subarea support is adjusted to the pre-deformation space coordinateX 0。
The invention has the beneficial effects that: (1) the traditional high-altitude splicing method is improved, sparse temporary supports can be arranged, the number of the temporary supports is effectively saved, and the construction cost is reduced.
(2) Can adapt to comparatively complicated changeable construction site, according to the condition in construction site, arrange interim support in a flexible way, strong adaptability.
(3) Before the main pipe fittings of different partitions are assembled, the mutual influence of the deformation of the nodes of the assembled area and the area to be assembled is considered in advance, the displacement coordination is taken as a basic principle, the corner displacement is considered in advance to obtain a new space coordinate, theoretically, the method has a precision effect equivalent to full-spread support construction, the influence of accumulated deformation on the deviation of the pre-deformed space coordinate in the traditional construction method can be effectively eliminated, the space positioning precision of the structure is improved, the space coordinate of the construction structure is highly matched with the pre-deformed space coordinate, and the assembling precision is further improved.
(4) By adopting the special support adjusting device, the height coordinate of the component can be effectively and conveniently adjusted, the safety is enhanced, the manufacturing is simple, the mounting and dismounting are convenient, and the construction efficiency is further improved.
Drawings
The invention is described in further detail below with reference to the following figures and embodiments:
FIG. 1 is an elevation view of the hyperboloid funnel-shaped single-layer reticulated shell structure in space;
FIG. 2 is a plan view of the hyperboloid funnel-shaped single-layer reticulated shell structure;
FIG. 3 is a partial structural side view of the middle area of the hyperboloid funnel-shaped single-layer reticulated shell structure;
FIG. 4 is a schematic diagram of the partition and temporary support layout of a partial structure in the middle region;
FIG. 5 is a schematic view of a temporary support dedicated support;
FIG. 5-1 is a schematic view taken along line A-A of FIG. 5;
FIG. 6 is a schematic disassembled view of the special temporary support pedestal of FIG. 5;
FIG. 7 is a first schematic view of a mounting step of a portion of the structure in the middle region;
FIG. 8 is a second schematic view of a mounting step of a portion of the structure in the middle region;
FIG. 9 is a third schematic view of a mounting step of a portion of the structure in the middle region;
FIG. 10 is a fourth schematic view of the installation step of the partial structure of the middle area;
FIG. 11 is a fifth step of mounting the partial structure of the intermediate section;
FIG. 12 is a sixth schematic view of the installation step of the partial structure of the intermediate section;
fig. 13 is a seventh mounting step diagram of a partial structure of the intermediate region.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the following embodiments are specifically explained in the following with the attached drawings. It should be understood that these examples are only for illustrating the implementation of the present invention and are not intended to limit the scope of the present invention. Further, it should be understood that various changes or modifications of the present invention may be made by those skilled in the art after reading the teaching of the present invention, and such equivalents may fall within the scope of the present invention as defined in the appended claims.
Taking the construction process of the spatial reticulated shell as an example, as shown in fig. 1 and 2, the top is oval, 40.4m long and 17.6m wide, and is shaped like a funnel, and the maximum height is 33.5 m. The steel mainly adopts Q345B, and the main section comprises phi 152mm multiplied by 5mm, phi 152mm multiplied by 8mm, rectangular pipes 300mm multiplied by 16mm, box type beams 250mm multiplied by 20mm multiplied by 12mm and the like. The reticulated shell is in a hyperboloid structural form in space, the requirement on the space positioning of the rod pieces is high, and the requirement on the integral forming precision of the reticulated shell is high. The existing buildings are built around the reticulated shell, the operation is indoor limited space, the field operation condition is limited, and the full scaffold operation construction mode is not suitable to be adopted.
Taking the installation of part of the structure of the middle area of the large-scale reticulated shell as an example, the method comprises the following steps:
step 1, determining a structure pre-deformation positioning coordinate.
Establishing a space mechanics model, and forming a knot by adopting a finite element methodThe shape is calculated and analyzed, the space coordinate of the latticed shell before predeformation is X, and after calculation and analysis, the space coordinate after predeformation is XX 0As shown in fig. 3. According to pre-deformed coordinatesX 0And carrying out deepening design and blanking the steel structural member.
And 2, dividing the assembling subareas and the construction sequence.
(1) And (5) assembling and partitioning. As shown in fig. 4, the main stress member is divided into 3 construction areas D1, D2, and D3, and the main stress member is divided into A, B, C segments in the span direction, wherein the construction sequence includes construction a, construction B, and construction C.
(2) And (5) temporary support laying. According to factors such as assembly partition division, structural stress and the like, 2 temporary supports are arranged in total, as shown in fig. 3.
As shown in fig. 5 and 6, the temporary support is of a hollow structure, the upper part of the temporary support is provided with a special support and consists of a lower support system, an adjustable screw system and a top plate system, wherein the lower support system consists of a leg part 1-1, a top panel 1-2 and a stiffening plate 1-3, the top panel 1-2 is horizontally placed on the leg part 1-1 and welded with the leg part 1-1, and the stiffening plate 1-3 is arranged on the two sides of the lower part of the adjustable screw 2-1 of the top panel 1-2; the top plate system is composed of a supporting top plate 3-1, a supporting rod 3-2, a bottom baffle 3-3, a middle sliding ring 3-4 and a side sliding plate 3-5. The upper part of a supporting top plate 3-1 is cut and processed into a semicircle according to the shape of a main stress component, the main stress component can be fully contacted with the top plate and tightly pushed, the supporting top plate 3-1 is welded with a supporting rod 3-2 and can slide up and down through a middle sliding ring 3-4, the bottom of the supporting rod 3-2 is connected with a bottom baffle 3-3, the supporting rod 3-2 is prevented from sliding out of the middle sliding ring 3-4, the side surface of the supporting top plate 3-1 is embedded into a side sliding plate 3-5 and can freely slide up and down, and the supporting top plate 3-1 is prevented from buckling; the adjustable screw system consists of a screw 2-1, a sliding screw sleeve buckle 2-2 and a screw top buckle 2-3, the screw top buckle 2-3 is arranged at the position corresponding to the screw 2-1 at the lower part of the supporting top plate 3-1 and is buckled on the screw 2-1, and the sliding screw sleeve buckle 2-2 is rotated to adjust the length of the screw 2-1 extending out of the top panel 1-2, so that the elevation of the supporting top plate 3-1 is adjusted;
and step 3, assembling on site.
(1) According to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress component A of the first partition D1 on the assembling platform, and welding after checking no error;
(2) as shown in fig. 7, the main stress members A of the first section D1 are hoisted and temporarily fixed, the secondary stress members between the main stress members A of the first section D1 are sequentially installed from left to right and welded, and as shown in fig. 8, the angular deformation of the adjacent ends of the main stress members A and the second section D2 of the first section D1 is measuredα 1；
(3) According to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress member B of the second partition D2 on the assembling platform, and welding after checking no errors;
(4) as shown in fig. 9, the main force-bearing structure a of the first partition D1 and the main force-bearing structure B of the second partition D2 are connected to the joint p as the origin, and the deformation angle is setα 1For the condition of displacement coordination, the space coordinate transformation is carried out on the main stress structure B of the second partition D2, and the transformed coordinate of the main stress structure B at the supporting point of the temporary supporting z2 of the second partition D2 is calculatedX 1And anX 1With pre-deformed space coordinatesX 0High difference ofh；
(5) By high differencehThe height of the special support at the upper end of the temporary support z2 of the second partition D2 is adjusted to obtain the coordinates after space transformationX 1Installing and temporarily fixing the main stress members B of the second partition D2, and installing and welding the secondary stress members among the main stress members B of the partition from left to right according to the construction sequence; as shown in fig. 10, after the force-bearing component is mounted for the same time, the height of the special support at the upper part of the temporary support z2 is gradually adjusted to restore the space coordinate of the pre-deformationX 0Measuring the angular deformation of the main load-bearing member B of the second sub-section D2 at the end adjacent to the third sub-section D3α 2；
(6) Sequentially installing the component members of the third partition D3 according to the steps (1) to (5), as shown in FIGS. 11 and 12;
and 4, disassembling the support and unloading.
According to the unloading scheme, unloading is performed in stages and the temporary supports are removed, as shown in fig. 13.
Claims (1)
1. A non-full-support large-span steel structure high-altitude bulk accurate assembly method is characterized by comprising the following steps:
step 1, determining a structural pre-deformation positioning coordinate:
establishing a space mechanics model, calculating and analyzing the structural form by adopting a finite element method, and determining the space coordinates of the pre-deformed structure meeting the use and specification requirementsX 0According to pre-deformed coordinatesX 0Carrying out deepening design and blanking steel structural members;
step 2, assembling partitions and dividing construction sequence:
(1) assembling and partitioning, namely partitioning a construction area according to conditions such as actual site conditions, structural system characteristics, hoisting machinery and the like of a construction site, splitting a main stressed member in a span direction, and giving a construction sequence;
(2) temporary support arrangement, namely arranging temporary supports of main stress components according to factors such as assembly partition, structural stress and the like, wherein the upper part of each temporary support is provided with a special support Z which consists of a lower support system, an adjustable screw system and a top plate system, the lower support system consists of a leg part, a top panel and stiffening plates, the top panel is horizontally placed on and fixed with the leg part, and the stiffening plates are arranged on two sides of the lower part of the adjustable screw of the top panel; the top plate system consists of a supporting top plate, a supporting rod, a bottom baffle, a middle sliding ring and a side sliding plate; the upper part of the supporting top plate is cut and processed according to the shape of the main stress component, so that the main stress component can be fully contacted with the top plate and tightly pushed, the supporting top plate is connected with the supporting rod and can slide up and down through the middle sliding ring, the bottom of the supporting rod is connected with the bottom baffle plate to prevent the supporting rod from sliding out of the middle sliding ring, the side surface of the supporting top plate is embedded into the side sliding plate and can freely slide up and down, and the supporting top plate is prevented from buckling; the adjustable screw system consists of a screw, a sliding screw sleeve buckle and a screw top buckle, the screw top buckle is arranged at the position corresponding to the screw at the lower part of the supporting top plate and is buckled on the screw, and the length of the screw extending out of the top panel can be adjusted by rotating the sliding screw sleeve buckle, so that the elevation of the supporting top plate is adjusted;
step 3, field assembly:
(1) according to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress member A of the first partition on the assembling platform, and carrying out welding or bolting after checking that no error exists;
(2) hoisting and temporarily fixing the first partition main stress member A, sequentially installing secondary stress members among the first partition main stress members A according to the construction sequence, welding or bolting, and measuring the angular deformation of the adjacent end parts of the first partition main stress member A and the next partitionα 1；
(3) According to pre-deformed space coordinatesX 0Carrying out geometric transformation, assembling the main stress component B of the next subarea on the assembling platform, and carrying out welding or bolting after checking that no error exists;
(4) taking the butt joint node of the first partition main stress structure A and the next partition main stress structure B as an origin and a deformation angleα 1For the condition of displacement coordination, carrying out space coordinate transformation on the main stress structure B of the next partition, and calculating the coordinate of the main stress structure B after transformation at the temporary supporting point of the next partitionX 1And anX 1With pre-deformed space coordinatesX 0High difference of (2)h；
(5) By high differencehAdjusting the special support Z at the upper end of the temporary support of the next subarea to obtain the coordinates after space transformationX 1Installing and temporarily fixing the next partition main stress member B, and sequentially installing and welding or bolting secondary stress members among the partition main members B according to the construction sequence; after the equal-time stress member is installed, the height of the special support Z is gradually adjusted to restore the height to a pre-deformation space coordinateX 0Measuring the angular deformation of the adjacent end of the main force-bearing structure B and the next sub-areaα 2；
(6) Sequentially installing the rest partition components according to the steps (1) to (5);
step 4, dismantling the support and unloading;
unloading in steps according to an unloading scheme, and dismantling the temporary supports;
in the step 2, when the structure is divided into subareas and the temporary supports are laid, finite element analysis simulation of the whole construction process is carried out in advance according to the step 3 and the step 4, so that the safety and the stability of the assembly process are ensured, and the spans of all the subareas are close as much as possible;
in the step 2, when the main stress member is split in the span direction, the main stress member should properly exceed the temporary supporting fulcrum for a certain distance so as to be conveniently butted with the main stress member of the next subarea;
in the step 3 (1), the lower support system of the temporary support special support Z can adopt a solid-web type or hollow-web type structure according to the actual material and stress on site;
in step 3, when the main stress member A of the first subarea is installed, a special support Z is not needed to be installed for temporary support of the subarea;
in step 3, if the subareas in the assembling process are too small, the main stress component can not be recovered to the pre-deformation space coordinate at the temporary supporting position after the height of the special support Z is adjustedX 0When the special support Z is adjusted to the height that the support top plate is tightly propped against the main stress member, the special support Z stops, after the main stress member in the area is fully stressed when the next subarea member is installed, the height of the subarea support is adjusted to the pre-deformation space coordinateX 0。
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