CN113882507A - Horizontal truss system containing giant arch and construction method thereof - Google Patents
Horizontal truss system containing giant arch and construction method thereof Download PDFInfo
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- CN113882507A CN113882507A CN202111246102.8A CN202111246102A CN113882507A CN 113882507 A CN113882507 A CN 113882507A CN 202111246102 A CN202111246102 A CN 202111246102A CN 113882507 A CN113882507 A CN 113882507A
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- 238000010276 construction Methods 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 139
- 239000010959 steel Substances 0.000 claims abstract description 139
- 239000004567 concrete Substances 0.000 claims abstract description 45
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 7
- 239000000725 suspension Substances 0.000 claims description 42
- 239000010410 layer Substances 0.000 claims description 41
- 238000009434 installation Methods 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 15
- 239000011229 interlayer Substances 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 11
- 238000011900 installation process Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 238000009966 trimming Methods 0.000 claims description 3
- 238000006243 chemical reaction Methods 0.000 description 4
- 239000002131 composite material Substances 0.000 description 2
- 241000446313 Lamella Species 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
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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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional framework structures
- E04B1/1903—Connecting nodes specially adapted therefor
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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
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- 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
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Abstract
The invention discloses a horizontal truss system containing giant arches, which is arranged at the upper parts of a plurality of cylinders and comprises a horizontal truss structure, wherein the whole horizontal truss structure is in a shape of Chinese character 'hui', the cylinders are of a reinforced concrete structure and comprise a core cylinder and a steel skeleton, the upper end of the core cylinder penetrates through the horizontal truss structure, a pair of giant arches are arranged on each side of the horizontal truss structure and in the position between the cylinders on two sides, and a pair of oblique arches are arranged between the cylinders on two sides of each corner; the construction method of the structure mainly comprises the steps of installing a steel structure of the cylinder, constructing a concrete structure, building a supporting structure, laying a steel bar truss floor bearing plate, installing a giant arch and a horizontal truss structure and dismantling the supporting structure.
Description
Technical Field
The invention relates to the technical field of construction of arched structures of buildings, in particular to a horizontal truss system containing a giant arch and a construction method thereof.
Background
The steel-concrete combined structure is a structural form which is formed by combining section steel or steel pipes and concrete and then working together. The application of the steel-concrete composite structure starts in 1897, and John Lally in the United states initiates filling of concrete in a circular steel pipe to serve as a bearing column of a house; in the 50 s of the 20 th century, the concept of "stiff reinforced concrete" was proposed in textbooks on reinforced concrete structures by research of scientists and engineers in the soviet union. In the 80 s of the 20 th century, steel-concrete composite structures were developed rapidly when both reinforced concrete structures and ordinary steel structures could not meet the actual engineering needs.
The arched structure that the steel material connects into is comparatively common in the building construction of recent years, and this structure has certain aesthetic property, sets up to the arch several layer structures on building top usually, sets up a plurality of bearing structure between its bottom and lower floor and bear the weight of this structure usually during the construction of this kind of arched structure at present, produces certain influence to the usable floor area and the pattern of superstructure like this, produces certain economic loss.
Disclosure of Invention
The invention aims to provide a horizontal truss system containing a giant arch and a construction method thereof, wherein the structure transmits the load of the top of a building to a main supporting structure through a self-formed stress self-balancing system, so that the use of the supporting structure is reduced, and the use area of a lower-layer building is increased; according to the construction method, a plurality of auxiliary supporting structures are adopted to build a stress self-balancing system, so that the construction process of the structure is simplified, the construction period is shortened, and the construction cost is reduced.
In order to achieve the purpose, the invention adopts the following technical scheme:
a horizontal truss system containing huge arches is arranged at the upper part of a plurality of cylinders and comprises a horizontal truss structure; the number of the plurality of the cylinder bodies is eight, and the eight cylinder bodies are positioned on two sides of four corners of the rectangle; the whole horizontal truss structure is in a shape of a Chinese character 'hui', and comprises an outer main truss, an inner main truss and a secondary truss; the outer main truss and the inner main truss are annular and are respectively arranged on the inner side and the outer side of the eight cylinders; the secondary trusses are connected between the outer main truss and the inner main truss at intervals in the circumferential direction; the method is characterized in that: the barrel is of a reinforced concrete structure and comprises a core barrel and a steel skeleton arranged around the core barrel; the upper end of the core barrel penetrates through the horizontal truss structure and is fixedly connected with the horizontal truss structure at the corresponding position; a pair of giant arches are arranged on each side of the horizontal truss structure and in the position between the cylinder bodies on the two sides; a pair of giant arches are respectively supported between the upper chord rod and the lower chord rod of the outer main truss and between the upper chord rod and the lower chord rod of the inner main truss; a pair of oblique arches is arranged between the cylinders on two sides of each corner; a pair of oblique arches are respectively arranged between the upper chord and the lower chord of the outer main truss and between the upper chord and the lower chord of the inner main truss.
Preferably, the span of the huge arch is 50-60 m, the arch height of the huge arch is 12.5-13.5 m, the maximum span of the oblique arch is 32.2m, and the arch height of the oblique arch is 12.5-13.5 m.
Preferably, the cylinders arranged on the two opposite edges are symmetrically arranged, and the distance between the two cylinders arranged on any one edge is the same.
Preferably, two arch feet of each huge arch are fixedly connected through four pull cables.
A construction method of a horizontal truss system containing a giant arch is characterized in that a plurality of layers of steel beams are arranged below the horizontal truss system at intervals along the vertical direction; the horizontal truss system is connected with the steel beams and the two adjacent layers of steel beams through suspension columns; the construction method comprises the following steps:
the method comprises the following steps: installing steel frameworks of the cylinders at each layer underground and above ground and constructing a core cylinder, and installing an arch foot of the huge arch when constructing the 7F core cylinder;
step two: the steel pipe is jacked back to the top plate of the basement, and after the top plate of the basement reaches 100% age, a lattice column temporary supporting structure below the 3F steel beam is installed;
step three: after the 3F concrete of the cylinder body reaches 100% age, a 3F steel beam is installed, and a circular tube temporary supporting structure between the 3F steel beam and a 4F steel beam is installed;
step four: after the cylinder 4F concrete reaches 100% age, installing a 4F steel beam and a first section of hoisting column, installing a circular tube temporary supporting structure between the 4F steel beam and the 5F steel beam, and laying a 3F steel bar truss floor bearing plate;
step five: after the 5F concrete of the cylinder body reaches 100% age, mounting a 5F steel beam, mounting a circular tube temporary supporting structure between the 5F and 6F steel beams, and laying a 4F steel bar truss floor bearing plate;
step six: after the cylinder 6F concrete reaches 100% age, mounting a 6F steel beam, mounting a circular tube temporary support structure between the 6F and 7F steel beams, and laying a 5F steel bar truss floor bearing plate;
step seven: after the 7F concrete of the cylinder body reaches 100% age, a 7F steel beam and a second section of hanging column are installed, a circular tube temporary supporting structure between the 7F steel beam and an 8F steel beam is installed, a 6F steel bar truss floor bearing plate is laid, the stay ropes are installed on two arch feet of the giant arch, and the rope force of the stay ropes is adjusted to be 30% of a preset value;
step eight: after the cylinder 8F concrete reaches 100% age, mounting an 8F steel beam, mounting a circular tube temporary support structure between the 8F and 9F steel beams, and laying a 7F steel bar truss floor bearing plate;
step nine: after the cylinder 9F concrete reaches 100% age, installing 9F horizontal truss structure nodes and laying 8F steel bar truss floor bearing plates;
step ten: installing a 9F horizontal truss structure, installing a third section of suspension post, installing 7F-9F interlayer giant arch and oblique arch, and embedding and repairing 8F-9F interlayer suspension posts for temporary fixation;
step eleven: installing a horizontal truss structure, a giant arch and an oblique arch of a non-cylinder connecting area between 9F layers and RF layers, installing the horizontal truss structure, the giant arch and the oblique arch of the cylinder connecting area between 9F layers and RF layers after the RF concrete of the cylinder reaches 100% age, and laying a 9F steel bar truss floor bearing plate;
step twelve: tensioning the stay cable to 70% of the preset cable force value, staying for half an hour, and then tensioning the steel stay cable to 100% of the cable force after the cable force is stable; fixing 8F-9F interlayer suspension posts;
step thirteen: embedding and repairing each section of hanging column to form a complete and continuous hanging column system up and down;
fourteen steps: dismantling the temporary support structure of the lattice column below the 3F steel beam;
step fifteen: sequentially removing the circular tube temporary supporting structures of the 3F-RF layers from bottom to top;
sixthly, the steps are as follows: after the lattice column temporary supporting structure and the circular tube temporary supporting structure are completely unloaded, pouring concrete on the steel bar truss floor bearing plate;
preferably, the temporary lattice column supporting structure in the second step is arranged between the basement and the 3F steel beam, one temporary lattice column supporting structure is arranged below each hanging post node, and 104 temporary lattice column supporting structures are arranged.
Preferably, the temporary circular tube supporting structure in the third step is arranged on the periphery of the positions of the hanging columns in each layer from 3F to 9F and used for supporting an upper steel beam or horizontal truss structure, and the temporary circular tube supporting structure can adjust and position the height of the supporting system.
Preferably, the suspension posts in the fourth step are solid suspension posts formed by splicing and welding small-section steel plates, each suspension post is formed by welding three steel plates after cutting and trimming, the suspension posts are installed in three sections, the first section of suspension post is installed between 3F and 4F, the second section of suspension post is installed between 4F and 7F, the third section of suspension post is installed between 7F and 9F, the installation and positioning axis of the first section of suspension post takes the top hanging point as a reference point, and after the assembly of each section of suspension post is completed, the installation horizontal control lines of all the suspension posts are detected.
Preferably, the horizontal truss structure, the huge arches and the oblique arches in the step ten are installed in a way that the horizontal truss structure, the huge arches and the oblique arches are firstly split according to the large nodes and the rod pieces, the weight of the split largest nodes and rod pieces cannot exceed 30t, two 320t cranes are adopted for hoisting, transferring and installing, four guys are installed between two arch foot nodes of each huge arch, and the installation and tensioning construction of the guys are inserted in the installation process of the structure.
According to the invention, the top view of the eight cylinders is of a rectangular structure as a whole, the cylinders on two opposite sides are symmetrically arranged, the symmetrically arranged cylinder structures enable the stress of the building to be more uniform, the upper ends of the eight cylinders are sequentially connected through the arranged huge arches and the inclined arches, the huge arches and the inclined arches are fixedly connected through the horizontal trusses and/or the guy cables, the connected huge arches, the inclined arches, the horizontal trusses and the guy cables form a stress self-balancing system, the system can transmit the load on the upper part of the building main body to the eight cylinders, the system is connected with the underlying structure through the eight cylinders, a better force transmission path is provided, no other supporting structure is provided, and the use area of the underlying building is not influenced. The construction method of the structure utilizes the auxiliary supporting structure to carry out auxiliary supporting on the horizontal truss system containing the giant arch, when the horizontal truss system containing the giant arch is built and forms a stable stress system, the auxiliary supporting structure is gradually dismantled, the building of unnecessary bearing stress wall bodies can be reduced, the utilization rate of the area of the underlying building is improved, the horizontal truss, the giant arch and the oblique arch adopt a mounting mode of firstly decomposing and then hoisting, the hoisting requirement on a crane is reduced, and the phenomenon of collapse caused by uneven local stress generated in the integral mounting process is avoided.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention;
FIG. 2 is an elevational view of the overall construction of the present invention;
FIG. 3 is a partial schematic view of the present invention;
FIG. 4 is a schematic view of a huge arch structure according to the present invention;
FIG. 5 is a schematic view of the skew arch configuration of the present invention;
FIG. 6 is a schematic axial view of a portion of the present invention;
FIG. 7 is a top view of the overall structure of the present invention;
in the figure: 1. a barrel; 2. a core barrel; 3. a steel skeleton; 4. a horizontal truss structure; 5. a giant arch; 6. an oblique arch; 7. a steel beam; 8. hoisting a column; 9. a pull rope.
Detailed Description
The invention will be further explained with reference to the accompanying drawings:
as shown in fig. 2, 3, 4, 5, 6 and 7, a horizontal truss system including a huge arch is provided on the upper part of a plurality of cylinders 1, the cylinders 1 are of a reinforced concrete structure, specifically, the cylinders 1 are composed of a core cylinder 2 and a steel skeleton 3 arranged around the core cylinder 2, in one embodiment, the total height of the cylinders 1 is 45.2m, the planar size of the cylinders 1 is 13.4m × 10.4m, the cylinders 1 are of a nine-layer structure, the cylinders 1 below seven layers are of H-shaped and cross-shaped steel skeleton structures, and the cylinders 1 above seven layers are of special-shaped box skeleton structures. In one embodiment, the number of the plurality of cylinders 1 is eight, the eight cylinders 1 are located at two sides of four corners of the rectangle, the cylinders 1 arranged on two opposite sides are symmetrically arranged in one embodiment, and the distance between the two cylinders 1 arranged on any one side is the same. The horizontal truss structure system is arranged on the eight cylinders 1 and comprises a horizontal truss structure 4, a giant arch 5 and an oblique arch 6, the whole horizontal truss structure 4 is in a shape like a Chinese character 'hui', the structure mainly comprises an outer main truss, an inner main truss and a secondary truss, the outer main truss and the inner main truss are annular and are fixedly installed on the inner side and the outer side of the eight cylinders respectively through fasteners, and the outer main truss and the inner main truss are respectively overhung outwards and inwards by 9 m. The secondary trusses are arranged in a group and fixedly connected between the outer main truss and the inner main truss at intervals along the annular direction. A pair of huge arches 5 are arranged on each edge of the horizontal truss structure 4 and between the cylinder bodies 1 on the two sides, the pair of huge arches 5 are respectively arranged between the upper chord and the lower chord of the outer main truss and between the upper chord and the lower chord of the inner main truss, the span of the huge arch 5 is 50-60 m, the arch height of the huge arch 5 is 12.5-13.5 m, in one specific embodiment, the span of the huge arch 5 is 57m, the arch height is 13m, two arch feet of each huge arch 5 are fixedly connected through four inhaul cables 9, and in another embodiment, the number of the inhaul cables 9 fixedly connected between the two arch feet can be three or five. A pair of oblique arches 6 is arranged between the cylinder bodies 1 at two sides of each corner; the pair of oblique arches 6 are respectively connected between the upper chord and the lower chord of the outer main truss and between the upper chord and the lower chord of the inner main truss, the maximum span of the oblique arch 6 is 32.2m, the arch height of the oblique arch 6 is 12.5 m-13.5 m, and in a specific embodiment, the arch height of the oblique arch 6 is 13 m. The upper end of the core barrel 2 passes through the horizontal truss structure 4 and is fixedly connected with the horizontal truss structure 4 at the corresponding position. The giant arch 5, the oblique arch 6, the horizontal truss 4 and the inhaul cable 5 are fixedly connected to form a stress self-balancing system, and the stress self-balancing system can transmit the load on the upper portion of the building main body to the eight cylinder bodies 1. Be connected with girder steel 7 through davit 8 between the seven following positions on adjacent two 1 shells, girder steel 7 horizontal installation is on adjacent two 1 shells, and davit 8 from top to bottom connects gradually multilayer girder steel 7.
As shown in fig. 1, 2, 3, 4, 5, 6 and 7, a method for constructing a horizontal truss system including a huge arch, the method comprising the steps of:
the method comprises the following steps: the steel frame 3 of each layer of the barrel 1 underground and on the ground is installed and the concrete structure of the core barrel 2 is constructed, an angle steel support and a first section of the steel frame 3 are installed on a basement-2F, concrete construction is carried out on a bottom plate of the basement-2F layer, after the concrete reaches 100% age, the installation of the steel frame 3 of the basement-2F and the steel frame 3 of the 1F layer and the concrete structure of the basement are sequentially carried out, and when the concrete of the-1F reaches 100% age, the installation and the concrete construction are sequentially carried out on the steel frame 3 of the barrel 1 on the 1F layer and the steel frame 3 on the 2F layer. When the 7F core barrel 2 is constructed, the arch feet of the four huge arches 5 are installed.
Step two: the steel pipe is jacked back to the top plate of the basement, after the top plate of the basement reaches 100% age, a lattice column temporary supporting structure below the 3F steel beam 7 is installed, in one embodiment, the lattice column temporary supporting structure is arranged between the basement and the 3F steel beam 3, a lattice column temporary supporting structure is arranged below each hanging column 8 node, 104 lattice column temporary supporting structures are arranged in total and are mainly used for supporting an upper steel structure before the hanging columns 8 are stressed, in a more specific embodiment, the structure mainly comprises a conversion steel beam, lattice columns, an operation platform and a positioning template from bottom to top, the conversion steel beam is welded and fixed with embedded parts on the concrete beam, the bottoms of the lattice columns are fixedly connected with the conversion steel beam through welding, the conversion steel beam can disperse concentrated load at the bottoms of the lattice columns and avoid damaging structural floors, and the lattice columns are welded and connected with the operation platform, the method comprises the steps that a positioning template and a jack on an operation platform are combined and jacked below a three-layer steel structure beam, the height of the positioning template is adjusted by the jack to support the three-layer steel structure beam, in a preferred embodiment, the lower portion of a lattice column temporary supporting structure is supported by steel pipes in a back jacking mode, the steel pipes are made of Q355B, the used specifications are phi 299 multiplied by 14, phi 219 multiplied by 12 or phi 180 multiplied by 8, the bearing capacity of each steel pipe is not less than 70t, the bottoms of the back jacking steel pipes are welded with embedded parts on a B1-layer concrete beam, and a back top plate is welded on the top of the back jacking steel pipes and tightly propped against the bottom of a first-layer concrete beam.
Step three: after the concrete of the three-layer barrel body 1 reaches 100% age, a 3F steel beam 7 is installed, a round tube temporary supporting structure between the 3F steel beam 7 and a 4F steel beam 7 is installed, the round tube temporary supporting structure is mainly formed by fixedly connecting a plurality of equal-length round tubes through supports, grooves are formed in the upper ends of the round tubes, code plates are fixedly connected in the grooves through welding, the installation height of the code plates in the grooves is adjustable, the round tube temporary supporting structure is used for supporting 7 nodes of the upper steel beam, the round tube temporary supporting structure is arranged on the periphery of the positions of hanging columns 8 of the 3F-9F layers and used for temporarily assisting in supporting the upper steel beam 7 or the horizontal truss structure 4, the height of a supporting system can be adjusted and positioned through the round tube temporary supporting structure, the concrete operation is that the installation height of the code plates in the grooves is adjusted, and the upper steel beam 7 or the horizontal truss structure 4 can be positioned when the code plates are welded in the grooves.
Step four: after the concrete of the four-layer cylinder body 1 reaches 100% age, a 4F steel beam 7 and a first section of hanging post 8 are installed, the hanging post 8 is a solid hanging post 8 formed by splicing and welding small-section steel plates, each hanging post 8 is formed by welding three steel plates after cutting and trimming, the hanging post 8 is installed in three sections, the first section of hanging post 8 is installed between 3F and 4F, the second section of hanging post 8 is installed between 4F and 7F, the third section of hanging post 8 is installed between 7F and 9F, the installation positioning axis of the first section of hanging post 8 takes the top hanging point as a reference point, and after the splicing of each section of hanging post 8 is completed, the installation horizontal control lines of all the hanging posts 8 are detected. In a specific embodiment, adopt the welding of benefit section when adjacent segmentation on-the-spot butt joint, weld the intermediate lamella earlier, back welding both sides board, be the one-level welding seam of full penetration, this section davit 8 installation location axis uses the top to hang the point as the benchmark, lay 3F steel bar truss building carrier plate again, when girder steel 7 installation, respectively set up a tower crane in four limits of southeast, northwest of building, assist with 2 260 tons of crawler cranes, 2 320 tons of crawlers are as the lifting device of steel construction installation, install the interim bearing structure of pipe between 4F and the 5F girder steel 7, the mounting means of this structure is with step three.
Step five: and after the concrete of the five layers of the cylinder body 1 reaches 100% age, mounting a 5F steel beam 7, and then mounting a circular tube temporary support structure between the 5F and 6F steel beams 7, wherein the mounting mode of the structure is the same as the third step, and laying a 4F steel bar truss floor bearing plate.
Step six: and after the concrete of the cylinder 1 with six layers reaches 100% age, mounting a 6F steel beam 7, and then mounting a circular tube temporary support structure between the 6F and 7F steel beams 7, wherein the mounting mode of the structure is the same as that of the third step, and laying a 5F steel bar truss floor bearing plate.
Step seven: and after the concrete of the seven layers of the cylinder body 1 reaches 100% age, installing a 7F steel beam 7 and a second section of suspension post 8, wherein the installation mode of the section of suspension post 8 is the same as that of the fourth step, detecting horizontal control lines of the first section of suspension post and the second section of suspension post 8 after the section of suspension post 8 is installed, performing construction operation after meeting the required value, and paving a 6F steel bar truss floor bearing plate. And (5) installing a circular tube temporary supporting structure between the 7F steel beam 7 and the 8F steel beam 7 in the same way as the third step.
Step eight: after the concrete of the cylinder body 1 with eight layers reaches 100% age, the steel beam 7 with 8F is installed, then the circular tube temporary supporting structure between the steel beams 7 with 8F and 9F is installed, the installation mode of the structure is the same as the third step, a steel bar truss floor bearing plate with 7F is laid, four inhaul cables 9 are installed on two arch feet of each giant arch 5, the tension of each inhaul cable is adjusted to be 30% of the preset cable force value, and the installation and tensioning construction of the inhaul cables 5 are inserted in the installation process of the structure and do not occupy the construction period independently.
Step nine: and after the concrete of the nine layers of the cylinder body 1 reaches 100% age, 4 nodes of the 9F horizontal truss structure are installed, two 320t cranes are adopted for hoisting, transferring and installing, and the 8F steel bar truss floor bearing plate is laid.
Step ten: installing a 9F horizontal truss structure 4, and adopting two 320t cranes for hoisting, transferring and installing; and (4) installing a third section of suspension posts 8, wherein the installation mode of the section of suspension posts 8 is the same as the step four, and after the section of suspension posts 8 are installed, the horizontal control lines of all the suspension posts 8 are detected, and construction operation is carried out after the required values are met. 7F-9F interlayer huge arches 5 and oblique arches 6 are installed, 8F-9F interlayer hanging columns 8 are embedded and supplemented, the interlayer hanging columns 8 are only used for temporary fixing, in the concrete implementation, the huge arches 2 and the oblique arches 3 are firstly split into large nodes and rod pieces, the weight of the split maximum nodes and rod pieces cannot exceed 30t, and two 320t cranes are adopted for hoisting and transporting and installing at the same time.
Step eleven: and (2) adopting two 320t cranes for hoisting and transferring, and simultaneously installing the horizontal truss structure 4, the giant arch 5 and the oblique arch 6 in the connection area of the 9F-RF interlayer non-cylinder body 1, when the RF core cylinder 2 concrete reaches 100% age, adopting two 320t cranes for hoisting and transferring, simultaneously installing the horizontal truss structure 4, the giant arch 5 and the oblique arch 6 in the connection area of the 9F-RF interlayer cylinder body 1, and finally laying a 9F steel bar truss floor bearing plate.
Step twelve: and (3) adjusting the tension of the stay cable 9 by an operator to 70% of the preset value of the cable force, staying for half an hour, after the cable force is stable, tensioning the stay cable 9 to 100% of the cable force, and fixing the 8F-9F interlayer suspension post 8.
Step thirteen: and (4) embedding and repairing the suspension posts 8 of one section to three sections to form a complete and continuous suspension post system up and down.
Fourteen steps: and (5) sequentially dismantling the lattice column temporary supporting structure below the 3F steel beam 7.
Step fifteen: and sequentially dismantling the circular tube temporary supporting structures of the 3F-RF layers from bottom to top.
Sixthly, the steps are as follows: and after the fourteenth step and the fifteenth step are finished, pouring concrete on the steel bar truss floor bearing plate, basically finishing down-warping of the steel structure at the moment, and only slightly settling the structure due to the self-weight of the concrete so as to avoid floor cracking.
In this embodiment, F represents a floor, and RF represents a top floor.
The above embodiments are only a few illustrations of the inventive concept and implementation, not limitations thereof, and the technical solutions without substantial changes are still within the scope of protection under the inventive concept.
Claims (9)
1. A horizontal truss system containing giant arches is arranged at the upper part of a plurality of cylinders (1) and comprises a horizontal truss structure (4); the number of the plurality of the cylinder bodies (1) is eight, and the eight cylinder bodies (1) are positioned at two sides of four corners of a rectangle; the whole horizontal truss structure (4) is in a shape of Chinese character 'hui', and comprises an outer main truss, an inner main truss and a secondary truss; the outer main truss and the inner main truss are annular and are respectively arranged on the inner side and the outer side of the eight cylinders; the secondary trusses are connected between the outer main truss and the inner main truss at intervals in the circumferential direction; the method is characterized in that: the barrel body (1) is of a reinforced concrete structure and comprises a core barrel (2) and a steel skeleton (3) arranged around the core barrel (2); the upper end of the core barrel (2) penetrates through the horizontal truss structure (4) and is fixedly connected with the horizontal truss structure (4) at the corresponding position; a pair of giant arches (5) is arranged on each edge of the horizontal truss structure (4) and in the position between the cylinder bodies (1) on the two sides; a pair of giant arches (5) are respectively arranged between the upper chord rod and the lower chord rod of the outer main truss and between the upper chord rod and the lower chord rod of the inner main truss; a pair of oblique arches (6) is arranged between the cylinder bodies (1) at two sides of each corner; a pair of oblique arches (6) are respectively arranged between the upper chord and the lower chord of the outer main truss and between the upper chord and the lower chord of the inner main truss.
2. The horizontal truss system with giant arches of claim 1, wherein: the span of the huge arch (5) is 50-60 m, the arch height of the huge arch (5) is 12.5-13.5 m, the maximum span of the oblique arch (6) is 32.2m, and the arch height of the oblique arch (6) is 12.5-13.5 m.
3. The horizontal truss system with giant arches of claim 1, wherein: the two opposite edges are provided with the barrel bodies (1) which are symmetrically arranged, and the distance between the two barrel bodies (1) arranged on any one edge is the same.
4. The horizontal truss system with giant arches of claim 3, wherein: two arch feet of each huge arch (5) are fixedly connected through four pull cables (9).
5. A construction method of a horizontal truss system containing giant arches as claimed in any one of claims 1-4, wherein a plurality of layers of steel beams (7) are arranged below the horizontal truss system at intervals along the vertical direction; the horizontal truss system is connected with the steel beams (7) and the two adjacent layers of steel beams (7) through suspension columns (8); the method is characterized in that: the construction method comprises the following steps:
the method comprises the following steps: installing steel frameworks (3) of the underground and overground layers of the barrel bodies (1) and constructing the core barrel (2), and installing the arch foot of the giant arch (5) during 7F construction of the core barrel (2);
step two: the steel pipe is jacked back to the top plate of the basement, and after the top plate of the basement reaches 100% age, a lattice column temporary supporting structure below the 3F steel beam (7) is installed;
step three: after the 3F concrete of the barrel body (1) reaches 100% age, a 3F steel beam (7) is installed, and a circular tube temporary supporting structure between the 3F steel beam and a 4F steel beam (7) is installed;
step four: after the 4F concrete of the barrel (1) reaches 100% age, a 4F steel beam (7) and a first section of hoisting column (8) are installed, a circular tube temporary supporting structure between the 4F and 5F steel beams (7) is installed, and a 3F steel bar truss floor bearing plate is laid;
step five: after the 5F concrete of the barrel (1) reaches 100% age, a 5F steel beam (7) is installed, a round pipe temporary supporting structure between the 5F and 6F steel beams (7) is installed, and a 4F steel bar truss floor bearing plate is laid;
step six: after the 6F concrete of the barrel (1) reaches 100% age, a 6F steel beam (7) is installed, a round pipe temporary supporting structure between the 6F and 7F steel beams (7) is installed, and a 5F steel bar truss floor bearing plate is laid;
step seven: after the 7F concrete of the cylinder body (1) reaches 100% age, a 7F steel beam (7) and a second section of hanging column (8) are installed, a round pipe temporary supporting structure between the 7F steel beam and the 8F steel beam (7) is installed, a 6F steel bar truss floor bearing plate is laid, the stay ropes (9) are installed on two arch feet of the giant arch (5), and the rope force of the stay ropes (9) is adjusted to be 30% of a preset value;
step eight: after the 8F concrete of the barrel (1) reaches 100% age, installing an 8F steel beam (7), installing a round pipe temporary supporting structure between the 8F and 9F steel beams (7), and laying a 7F steel bar truss floor bearing plate;
step nine: after the 9F concrete of the cylinder (1) reaches 100% age, installing a 9F horizontal truss structure (4) node, and laying an 8F steel bar truss floor bearing plate;
step ten: installing a 9F horizontal truss structure (4), installing a third section of suspension posts (8), installing 7F-9F interlayer giant arches (5) and oblique arches (6), and embedding and repairing 8F-9F interlayer suspension posts (8), wherein the suspension posts (8) are used for temporary fixation;
step eleven: installing a horizontal truss structure (4), a giant arch (5) and an oblique arch (6) in a non-cylinder connecting area between 9F layers and an RF layer, installing the horizontal truss structure (4), the giant arch (5) and the oblique arch (6) in the cylinder connecting area between 9F layers and the RF layer after the RF concrete of the cylinder (1) reaches 100% of age, and paving a 9F steel bar truss floor deck;
step twelve: tensioning the stay cable (9) to 70% of the preset cable force value, staying for half an hour, and tensioning the steel stay cable to 100% after the cable force is stable; fixing 8F-9F interlayer suspension posts (8);
step thirteen: embedding and repairing each section of hanging post (8) to form a complete and continuous hanging post system up and down;
fourteen steps: dismantling the temporary support structure of the lattice column below the 3F steel beam (7);
step fifteen: sequentially removing the circular tube temporary supporting structures of the 3F-RF layers from bottom to top;
sixthly, the steps are as follows: after the temporary lattice column supporting structure and the temporary circular tube supporting structure are completely unloaded, concrete pouring is carried out on the steel bar truss building bearing plate.
6. The method of constructing a horizontal truss system with giant arches of claim 5, wherein: and the temporary lattice column supporting structure in the second step is arranged between the basement and the 3F steel beam (7), one temporary lattice column supporting structure corresponds to the lower part of each hanging post node, and 104 temporary lattice column supporting structures are arranged.
7. The method of constructing a horizontal truss system with giant arches of claim 5, wherein: the temporary round pipe supporting structure in the third step is arranged on the periphery of the positions of the hanging columns of 3F-9F layers and used for supporting the upper steel beam (7) or the horizontal truss structure (4), and the temporary round pipe supporting structure can adjust and position the height of the supporting system.
8. The method of constructing a horizontal truss system with giant arches of claim 5, wherein: the suspension posts (8) in the fourth step are solid suspension posts formed by splicing and welding small-section steel plates, each suspension post (8) is formed by welding three steel plates after cutting and trimming, the suspension posts (8) are installed in three sections, the first section of suspension post (8) is installed between 3F and 4F, the second section of suspension post (8) is installed between 4F and 7F, the third section of suspension post (8) is installed between 7F and 9F, the installation and positioning axis of the first section of suspension post (8) takes the top suspension point as a reference point, and after the assembly of each section of suspension post (8) is completed, the installation horizontal control lines of all the suspension posts (8) are detected.
9. The method of constructing a horizontal truss system with giant arches of claim 5, wherein: the installation steps of the horizontal truss structure (4), the huge arches (5) and the oblique arches (6) in the step ten are that the horizontal truss structure (4), the huge arches (5) and the oblique arches (6) are firstly split according to the large nodes and the rod pieces, the weight of the split maximum nodes and rod pieces cannot exceed 30t, two 320t cranes are adopted for hoisting, transporting and installing, four stay cables (9) are installed between two arch foot nodes of each huge arch (5), and the installation and tensioning construction of the stay cables (9) are inserted in the installation process of the structure.
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