CN114892813B - Large-span building main body supporting steel structure and construction method - Google Patents
Large-span building main body supporting steel structure and construction method Download PDFInfo
- Publication number
- CN114892813B CN114892813B CN202210536558.6A CN202210536558A CN114892813B CN 114892813 B CN114892813 B CN 114892813B CN 202210536558 A CN202210536558 A CN 202210536558A CN 114892813 B CN114892813 B CN 114892813B
- Authority
- CN
- China
- Prior art keywords
- main arch
- arch truss
- hoisting
- layer
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 76
- 239000010959 steel Substances 0.000 title claims abstract description 76
- 238000010276 construction Methods 0.000 title claims abstract description 67
- 239000002356 single layer Substances 0.000 claims abstract description 98
- 238000009434 installation Methods 0.000 claims abstract description 53
- 238000003466 welding Methods 0.000 claims description 24
- 239000010410 layer Substances 0.000 claims description 16
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 10
- 238000005520 cutting process Methods 0.000 claims description 8
- 238000012546 transfer Methods 0.000 claims description 8
- 238000003860 storage Methods 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 238000000465 moulding Methods 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 5
- 238000007689 inspection Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 230000008439 repair process Effects 0.000 claims description 2
- 238000005056 compaction Methods 0.000 description 13
- 229910001208 Crucible steel Inorganic materials 0.000 description 8
- 230000008569 process Effects 0.000 description 8
- 239000004575 stone Substances 0.000 description 8
- 239000011449 brick Substances 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 4
- 238000004080 punching Methods 0.000 description 4
- 239000002893 slag Substances 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 239000012528 membrane Substances 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- 230000007306 turnover Effects 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004141 dimensional analysis Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000013433 optimization analysis Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
- E04B7/08—Vaulted roofs
- E04B7/10—Shell structures, e.g. of hyperbolic-parabolic shape; Grid-like formations acting as shell structures; Folded structures
- E04B7/102—Shell structures
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a main body supporting steel structure of a large-span building and a construction method, and relates to the field of large-span buildings. The main body supporting steel structure of the large-span building and the construction method thereof comprise a main arch truss, wherein a single-layer net shell is installed and connected on the main arch truss, the single-layer net shell is installed after the main arch truss is installed, and embedded rod pieces of the main arch truss are welded through an inner pavement facility of the main arch truss. According to the main body supporting steel structure of the large-span building and the construction method, the main arch truss and the single-layer net shell are respectively differentiated into the modules, assembly is quickly realized by utilizing a combination mode of assembly, block hoisting and embedded rod piece installation, and then the whole construction installation is completed by directly utilizing hoisting equipment, so that the whole large-span building structure can complete construction quickly, stably and firmly, the construction time is effectively shortened, and the stability of a construction building can be greatly ensured.
Description
Technical Field
The invention relates to the field of large-span buildings, in particular to a main body supporting steel structure of a large-span building and a construction method.
Background
The large-span building is generally a building with a span of more than 30m, and the current steel structure specification in China prescribes that the structure with the span of more than 60m is a large-span structure. The system is mainly used for movie theatres, stadiums, exhibition halls, hall halls, airports and other large public buildings of civil buildings. The method is mainly used in the industrial buildings for aircraft assembly workshops, hangars and other large-span workshops. The large-span building structure comprises a grid structure, a net shell structure, a suspension cable structure, a truss structure, a membrane structure, a thin shell structure and other basic space structures and various combined space structures.
In the construction process of the existing large-span building main body supporting steel structure, as most large-span building main bodies have some conflicts with membrane structures or civil engineering professions, cross work of each profession cannot be well coordinated in the construction process, smooth construction cooperation is difficult to ensure, so that the construction progress is directly caused to be slower, the construction period of the building is influenced, and the construction building is difficult to ensure to be firm enough.
Therefore, it is necessary to provide a new large-span building main body supporting steel structure and a construction method for solving the technical problems.
Disclosure of Invention
In order to solve the technical problems, the invention provides a main body supporting steel structure of a large-span building and a construction method.
The invention provides a large-span building main body supporting steel structure, which comprises the following components: the main arch truss is characterized by comprising a main arch truss, wherein the span of the main arch truss is 150-160 meters, a single-layer net shell is installed on the main arch truss, the span of the single-layer net shell is 190-200 meters, the single-layer net shell is installed after the main arch truss is installed, and the embedded and repaired rod pieces of the main arch truss are welded through an inner horse way facility of the main arch truss.
Preferably, the construction of the main arch truss is carried out in a mode of ground vertical assembly, sectional hoisting and two side installation and middle folding of embedded installation; the single-layer reticulated shell is installed in a small-unit modularized assembling, block hoisting and rod embedding installation mode.
Preferably, the main arch truss is divided into 11 segments, and the single-layer reticulated shell is divided into 4 large areas and 23 hoisting units; the main arch truss and the single-layer net shell are assembled by adopting 25-ton automobile cranes; the main arch hoisting adopts a 400-ton crawler crane to hoist 11 units, the hoisting installation mode adopts a construction method of firstly two sides and then the middle, the construction is gradually carried out from bottom to top, and finally the main arch hoisting is assembled at the middle section; the single-layer reticulated shell is installed in a 500-ton crawler crane block manner; the embedded and repaired rod piece is installed by adopting 25t, 50t and 130t automobile cranes.
Preferably, the block units of the main arch truss and the block units of the single-layer net shell are hoisted in a hanging band binding and steel wire rope hoisting mode, and different hoisting rigging is selected according to hoisting weight.
Preferably, before hoisting and installing, the site construction operation conditions are fully analyzed, and independent treatment needs to be carried out on the crawler crane walking route, the component assembling site, the material storage yard and the external transfer site.
Preferably, the main arch truss and the single-layer net shell are installed, a standard section installation jig frame is arranged in the field, and the standard sections of 60 and 40 tower cranes are used as main bearing units for the installation jig frame; the main arch truss and single-layer net shell supporting system meter 117 is respectively arranged in a basement top plate 24 group, a source-ground two-layer bottom plate 4 group, a source-ground five-layer bottom plate 1 group, a source-ground six-layer bottom plate 5 group and a source-ground roof layer bottom plate 3 group, the area is temporarily supported and reinforced by adopting concentric back-jacking, the bottom platform position of the jig frame is adjusted according to model lofting, the platform is located at the position of a civil engineering beam and a civil engineering column as far as possible, if the platform cannot fall at the position of a concrete column, and the concentric back-jacking reinforcement is carried out on the beam plate.
Preferably, the main arch truss and the single-layer net shell are assembled in a horizontal splicing mode, section steel is used as an assembly jig frame in an assembly mode, a positioning knife board is arranged above the main arch truss and the single-layer net shell and used for positioning a rod piece, steel casting positioning is preferentially performed, then the main arch truss and the single-layer net shell are assembled from top to bottom in sequence, and welding operation from top to bottom is performed after assembly is completed and rechecked.
In order to achieve the above object, the present invention further provides a construction method of a main body supporting steel structure of a large-span building, comprising the following steps:
s1, firstly, selecting hoisting equipment according to parameters of a main arch truss and a single-layer reticulated shell, and analyzing hoisting working conditions;
s2, selecting different slings according to hoisting weight, calculating the numerical value of binding hoisting, calculating the numerical value of lifting lug hoisting, and selecting a hoisting snap ring according to hoisting load;
s3, fully analyzing the operation conditions of site construction, and independently processing the crawler crane walking route, the component assembly site, the material storage yard and the external transfer site;
s4, temporary facilities are installed on the main arch truss and the single-layer net shell, the moulding bed of the main arch truss and the single-layer net shell is assembled, the moulding bed is installed on the main arch truss and the single-layer net shell, the position of a platform at the bottom of the moulding bed is adjusted, the platform is located at the position of a civil engineering beam and a civil engineering column, and concentric jacking reinforcement is carried out on a beam slab;
s5, after the main arch truss and the single-layer net shell are hoisted in place, anti-overturning measures are adopted pertinently;
s6, assembling the main arch truss and the single-layer reticulated shell sequentially from top to bottom in a horizontal assembling mode, and performing welding operation from top to bottom after assembling and rechecking are completed;
s7, performing safety inspection preparation before hoisting, then driving a crane into hoisting station sites of the main arch truss and the single-layer net shell, performing test hoisting on the main arch truss and the single-layer net shell, hoisting the main arch truss and the single-layer net shell, correcting and reinforcing the main arch truss and the single-layer net shell after the main arch truss and the single-layer net shell are in place, hoisting embedded rod pieces for in-place construction, performing closure segment construction on the main arch truss and the single-layer net shell, and performing field welding on the main arch truss and the single-layer net shell;
s8, unloading the support column by adopting a cutting board grading cutting unloading mode after all the structures are completed.
Compared with the related art, the large-span building main body supporting steel structure and the construction method provided by the invention have the following beneficial effects:
the invention provides a main body supporting steel structure of a large-span building and a construction method, wherein a main arch truss and a single-layer net shell are respectively differentiated into a plurality of modules, assembly is quickly realized by utilizing a combination mode of assembly, block hoisting and embedded rod piece installation, and then the whole construction installation is completed by directly utilizing hoisting equipment, so that professional cross work can be coordinated in the construction process, the whole large-span building structure can quickly, stably and firmly complete construction, the construction time is effectively shortened, and the stability of the construction building can be greatly ensured.
Drawings
FIG. 1 is a schematic view of a large span construction body supporting steel structure according to a preferred embodiment of the present invention;
FIG. 2 is a schematic view of a main girder support frame of a preferred embodiment of a large span construction main body support steel structure according to the present invention;
FIG. 3 is a schematic view of a single-layer latticed shell support frame of a preferred embodiment of a large-span building body support steel structure according to the present invention;
fig. 4 is a plan view of an embedded repair rod of a preferred embodiment of a large span building body support steel structure provided by the present invention.
Reference numerals in the drawings: 1. a main arch truss; 2. a single layer reticulated shell.
Detailed Description
The invention will be further described with reference to the drawings and embodiments.
Referring to fig. 1 to 4 in combination, a long span building body supporting steel structure includes: the main arch truss 1, the span of the main arch truss 1 is 150-160 meters, the single-layer net shell 2 is installed and connected on the main arch truss 1, the span of the single-layer net shell 2 is 190-200 meters, the single-layer net shell 2 is installed after the main arch truss 1 is installed, and the embedded and repaired rod pieces of the main arch truss 1 are welded through the inner horse way facilities of the main arch truss 1.
In the concrete implementation process, as shown in fig. 1, the main arch truss 1 is installed in a manner of ground vertical assembly, sectional hoisting and two side installation and middle folding of embedded installation; the single-layer net shell 2 is installed in a small-unit modularized assembling and block hoisting and rod embedding installation mode.
It should be noted that: the main arch truss 1 is constructed by adopting a mode of ground vertical assembly, sectional hoisting, embedding and repairing, mounting and middle folding at two sides, so that the main arch truss 1 is convenient to quickly assemble on the ground;
the single-layer net shell 2 is assembled by small unit modularization, hoisted in a blocking mode and embedded with a pole piece installation mode, optimization analysis is carried out according to the structural characteristics of crane performance, the south-north partition is symmetrically installed, and the east-west partition is independently installed, so that the assembling process is orderly and fast.
Referring to fig. 1, a main arch truss 1 is divided into 11 segments, and a single-layer reticulated shell 2 is divided into 4 large areas and 23 hoisting units; the main arch truss 1 and the single-layer net shell 2 are assembled by adopting 25 ton automobile cranes; the main arch hoisting 1 adopts a 400 ton crawler crane to hoist 11 units, the hoisting installation mode adopts a construction method of firstly two sides and then the middle, the construction is gradually carried out from bottom to top, and finally the main arch hoisting is assembled at the middle section; the single-layer net shell 2 is arranged in a 500-ton crawler crane block mounting mode; the embedded rod piece is installed by adopting 25t, 50t and 130t automobile cranes.
It should be noted that: according to the structural form and the crane performance, 25 tons of automobile cranes are adopted for assembling to assemble the main arch truss 1 and the single-layer net shell 2;
adopting a 400-ton crawler crane to hoist 11 units, and completing construction and installation of the main arch hoist 1;
the construction and the installation of the single-layer net shell 2 are completed by adopting a 400-ton automobile crane block installation mode, and the embedded rod pieces are installed by adopting 25t, 50t and 130t automobile cranes.
Referring to fig. 1, the block units of the main arch truss 1 and the block units of the single-layer net shell 2 are hoisted by adopting a hanging strip binding and steel wire rope hoisting mode, and different hoisting rigging are selected according to hoisting weight.
It should be noted that: the reduction coefficient value in the binding hoisting calculation is according to the JGJ276 requirement of the building construction hoisting engineering safety technical Specification,
binding node position reduction coefficient: z1=0.9
Calculation formula
According to 60 hoist and mount angles calculation, adopt ligature hoist and mount, single hoist cable load size is:
wherein:
k1-dynamic load coefficient, value 1.1
K2-load imbalance coefficient, value 1.1
G-weight of net shell, t
B, the number of hoisting belts;
according to the calculation of the lifting lug lifting angle of 60 degrees, the lug plates are adopted for connection, and the load of a single sling is as follows:
wherein:
k1-dynamic load coefficient, value 1.1
K2-load imbalance coefficient, value 1.1
G-weight of net shell, t
B-number of slings;
and the hoisting snap ring is required to be selected according to the hoisting load.
Referring to fig. 1, before hoisting and installation, the site construction conditions are fully analyzed, and the crawler crane walking route, the component assembly site, the material storage yard and the external transfer site need to be treated independently.
It should be noted that: the crawler crane station adopts a mode of compaction, broken stone/brick slag and roadbed box, so that the hoisting operation safety is ensured, the running route of the crawler crane is smooth and needs to be subjected to secondary compaction on the site related to the crawler crane, the compaction coefficient is not less than 0.95, after compaction, broken stone/brick slag with the thickness of 400mm is paved and compacted, and the compaction strength needs to be not less than 180KPa. If the requirements of the crawler crane for running and the station lifting are not met, the roadbed box is paved above the requirements of the crawler crane for running and the station lifting. And in the use process of the roadbed box, each crawler crane is provided with 20 large roadbed boxes, and the turnover use is carried out in the installation process. The crawler crane roadbed boxes are matched with 50t truck cranes in a turnover way;
the component assembling area adopts a compaction and hardening mode, and a roadbed box is additionally arranged at the position of the crawler crane so as to reduce the pressure intensity and ensure the hoisting safety in the operation process. And the periphery of the assembly field is provided with a standardized hard shaping protection. And C25 concrete hardening is required to be carried out on the component assembly sites, and the hardening thickness is 200mm. Curing regularly after hardening, and assembling the upper part after the strength reaches 85%;
the material yard adopts a compaction, stone and drainage facility mode, and the material yard is arranged outside the assembly site and needs to treat the foundation when in use. Firstly, leveling a field by using a digging machine. Compacting after finishing leveling, wherein the compaction coefficient is not less than 0.95. After compaction, stones with the thickness of 400mm are paved above the compaction device. The periphery of the component yard is provided with a standardized hard shaping protection;
and the external transfer field adopts a mode of compaction, brick slag, stones and sleepers.
Referring to fig. 2 and 3, the main arch truss 1 and the single-layer net shell 2 are installed, a standard section installation jig frame is arranged in the field, and the standard sections of 60 and 40 tower cranes are used as main bearing units for the installation jig frame; the main arch truss 1 and the single-layer net shell 2 are respectively arranged in a basement top plate 24 group, a source two-layer bottom plate 4 group, a source five-layer bottom plate 1 group, a source six-layer bottom plate 5 group and a source roof layer bottom plate 3 group, the area is temporarily supported and reinforced by adopting concentric back-jacking, the position of a bottom platform of a jig frame is adjusted according to model lofting, the platform is located at the position of a civil engineering beam and a civil engineering column as far as possible, if the platform cannot fall at the position of a concrete column, and the concentric back-jacking reinforcement is carried out on the beam plate.
It should be noted that: the main arch truss 1 and the single-layer net shell 2 are installed in a fixed mode at the position of the floor, a support frame is erected above a concrete floor, the position with insufficient bearing capacity of the floor is subjected to back-jacking treatment, a supporting base installation position and a concrete beam position are laid on the floor, a section steel beam is paved at the concrete beam position and fixed by using expansion bolts, a supporting base is erected on the section steel and welded with the section steel, a standard section and a top platform are assembled after the installation, the support frame is erected, the lateral support is required to be erected after the assembly, the conversion base and the lateral support are fixed by adopting M16 expansion bolts, and when the expansion bolts are used for construction, an M20 drill bit is used for punching, and the punching depth is strictly controlled according to the requirements of specifications. A cable rope (phi 14 steel wire rope) is pulled and arranged at the top of the support frame to fix, and a batten is required to be arranged at the connection position of the steel wire rope and the stiff steel column to prevent the steel wire rope from sliding;
when a working condition is present, and the corresponding support of the main arch is not on the pile foundation, four piles are required to be added;
when the second working condition occurs, a pile is needed to be added when the corresponding support of the reticulated shell arch is not on the pile foundation;
when the foundation position of the mounting jig frame is not on the existing pile position, additional piles are needed to be added;
the unreserved buried plate treatment mode of the mounting jig frame is as follows:
the mounting jig frame base is fixed with the floor slab by using the bar planting holes, 4 bar planting holes are respectively formed in the end parts and the middle positions of the long-direction steel, 4 bar planting holes are formed in the end parts of the short-direction steel, the distance between the bar planting holes is 200mm, the bar planting is constructed according to the standard requirement, and the bar planting type is 16mm in diameter;
the main arch truss 1 is divided into 13 areas according to construction sequence and construction method, 30 groups of installation jig frames are arranged, truss support platforms are erected on the upper parts and used for connecting and fixing the support frames, cutter plate columns are placed at the tops and used for later unloading, four cable ropes (phi 14) are arranged at the positions from the standard joints to the 2/3 positions, the center positions of the cable ropes are fixed by adopting pre-buried tie points or anchor bolts on a concrete structure, the included angle between the cable ropes and the ground is not more than 60 degrees, the installation jig frames are connected by adopting section steel welding and assembled into a connecting truss for connection, the connection of part of installation jig frames adopts 200.200X105.12 section steel, and the connection of the standard joints adopts 200.200X105 section steel and L63.5 section steel;
the net shell installation jig is divided into 23 areas according to the construction sequence and the construction method, 87 groups of installation jigs are arranged in total, the installation jigs are fixedly connected by using section steel or bailey frames, a truss supporting platform is erected on the upper portion of the installation jigs, a cutter plate upright post is placed on the top of the installation jig for later unloading, four cable ropes (phi 14) are arranged at the positions from 2/3 of standard joints, the bottoms of the cable ropes are fixed with ground anchors, the included angle between the cable ropes and the ground is not more than 60 degrees, and when the distance between the installation jigs is less than or equal to 10m, the installation jigs are connected by adopting section steel to be welded and assembled into a connecting truss for connection. The connection part is connected with the mounting jig frame by using 200 x 8 x 12 section steel. Standard joint connection adopts profile steel 200 x 8 x 12 and L63 x 5;
the basement roof-returning reinforcement measure is that a bottom platform is made of Q355H 300 x 10 x 15H steel, a base platform 2 is made of H400 x 40013 x 21H steel, the roof-returning measure is made of phi 299 x 10 round pipes of Q355B, the thicknesses of a top plate, a bottom plate and a cross steel plate are all 20mm, the thickness of a bottom reinforcing rib plate is 10mm, the height of the cross steel plate is 500mm, the maximum height of an adjusting end is 350mm, when the basement roof-returning reinforcement measure is installed, the adjusting end and the bottom are fastened through a jack, after the fixed end steel plate and a concrete beam are tightly fastened, the cross steel plate and a reserved notch of the round pipe are welded and fixed, and the welding length is not less than 150mm;
the supporting and anti-overturning measures of the main arch truss 1 and the single-layer net shell 2 are that an installation jig frame is required to be erected before the main arch truss 1 and the single-layer net shell 2 are installed, two cable ropes are respectively arranged on two sides to be fixed, and the cable ropes are embedded with pull nodes or are fixed by tying anchor bolts on a concrete structure. When the main arch truss and the single-layer net shell are assembled at high altitude, the connection of part of the installing jig frames is 200 x 8 x 12 section steel. Standard section connection adopts section steel 200 x 8 x 12 and L63 x 5, and is fixed with the net rack in a section welding manner in time after being in place, and a cable rope is pulled to form a stable system.
Four cable ropes (phi 14) are arranged at the position from the standard joint to the position 2/3, and the cable rope core position is fixed by adopting a pre-buried pull joint or an anchor bolt on a concrete structure.
Referring to fig. 1 and 4, a main arch truss 1 and a single-layer net shell 2 are assembled in a horizontal splicing mode, sectional steel is used as an assembling jig frame for assembly, a positioning knife board is arranged above the main arch truss for positioning a rod piece, steel casting positioning is preferentially carried out, then the main arch truss is assembled from top to bottom in sequence, and welding operation from top to bottom is carried out after assembly is completed and rechecking is completed.
It should be noted that: the main arch truss 1 unit assembly is ground assembly jig frame arrangement, lower chord member positioning, upper chord member positioning, vertical rod positioning, lower chord diagonal web member positioning, upper chord top diagonal web member positioning (assembly is completed);
the single-layer net shell 2 unit assembly is ground assembly jig frame arrangement, cast steel triangular positioning, a plane triangular system formed by connecting triangular cast steel cross bars, cast steel positioning, positioning adjacent cast steel outwards by taking a central triangle as positioning, a cross bar connected with an outer ring cast steel, positioning the outermost ring cast steel, connecting the cross bar, a cross bar connected with the outer ring cast steel, and installing internal residual rod pieces (assembly is completed);
hoisting can be performed after the main arch truss 1 and the single-layer net shell 2 are subjected to test hoisting;
the main arch truss 1 and the single-layer net shell 2 are mainly fixed by temporary reinforcement, whether the verticality of the truss meets the requirement is measured by using a total station or a plumb before reinforcement, fine adjustment is performed by using wind ropes at two sides, spot welding reinforcement is performed immediately after correction, the length of a spot welding seam is more than or equal to 30mm, the distance is less than or equal to 100mm, and after spot welding fixation, a connected rod piece needs to be underfilled for 1/2 of the back part to be unhooked. After the component is unhooked, an operator immediately welds and reinforces the joint top node, performs permanent fixed connection according to the grade of a welding seam and welding requirements, and immediately checks, welds and tightly forbids the next main arch truss 1 or the net shell unit 2 under the condition that all the joints are not welded completely after each unit is installed.
The invention also provides a construction method of the dewatering well construction device, which comprises the following steps:
s1, firstly, selecting hoisting equipment according to parameters of a main arch truss 1 and a single-layer reticulated shell 2, and analyzing hoisting working conditions;
s2, selecting different slings according to hoisting weight, calculating the numerical value of binding hoisting, calculating the numerical value of lifting lug hoisting, and selecting a hoisting snap ring according to hoisting load;
s3, fully analyzing the operation conditions of site construction, and independently processing the crawler crane walking route, the component assembly site, the material storage yard and the external transfer site;
s4, temporary facilities are installed for the main arch truss 1 and the single-layer net shell 2, the jig frames of the main arch truss 1 and the single-layer net shell 2 are assembled, the jig frames for installing the main arch truss 1 and the single-layer net shell 2 are arranged, the positions of the platforms at the bottoms of the jig frames are adjusted, the platforms are located at the positions of civil engineering beams and civil engineering columns, and concentric roof-returning reinforcement is carried out on the beams;
s5, after the main arch truss 1 and the single-layer net shell 2 are hoisted in place, anti-overturning measures are adopted pertinently;
s6, assembling the main arch truss 1 and the single-layer reticulated shell 2 in sequence from top to bottom in a horizontal assembling mode, and performing welding operation from top to bottom after assembling and rechecking are completed;
s7, performing safety inspection preparation before hoisting, then driving a crane into hoisting station sites of the main arch truss 1 and the single-layer net shell 2, performing test hoisting on the main arch truss 1 and the single-layer net shell 2, hoisting the main arch truss 1 and the single-layer net shell 2, correcting and reinforcing the main arch truss 1 and the single-layer net shell 2 after being in place, hoisting and embedding rod in-place construction, performing closure segment construction on the main arch truss 1 and the single-layer net shell 2, and performing field welding on the main arch truss 1 and the single-layer net shell 2;
s8, unloading the support column by adopting a cutting board grading cutting unloading mode after all the structures are completed.
The invention provides a main body supporting steel structure of a large-span building and a working principle of a construction method, wherein the working principle is as follows: firstly, according to parameters of a main arch truss 1 and a single-layer net shell 2, hoisting equipment is selected, hoisting working conditions are analyzed, for the main arch truss 1 part, 25 tons and 50 tons of automobile cranes are used for assembling 11 sections of small units on the ground, a 400t crawler belt is used for hoisting 11 units, a hoisting installation mode adopts a construction method of firstly two sides and then the middle, the construction is gradually carried out from bottom to top, and finally, the hoisting installation mode is folded and installed in the middle section; the single-layer net shell 2 is installed by adopting a 400-ton crawler crane in a blocking manner.
Fully analyzing site construction operation conditions, and independently processing a crawler crane walking route, a component assembly site, a material storage yard, an external site transfer site and the like; secondary compaction is carried out on the site related to the crawler crane, and after compaction, broken stones/brick residues with the thickness of 400mm are paved and compacted; the periphery of the component assembly site is required to be hardened by C25 concrete, the hardening thickness is 200mm, the component assembly site is regularly maintained after hardening, and the upper assembly operation is carried out after the strength reaches 85%; firstly, carrying out site leveling on a material yard by using a digging machine, compacting after leveling, and paving stones with the thickness of 400mm above the compacted stones; .
The jig frame of the main arch truss 1 and the single-layer net shell 2 is assembled, the single-layer net shell 2 is assembled in a horizontal splicing mode, the rod piece is required to be positioned for the assembly of the main arch truss 1, and then the structure assembly is sequentially completed. For the assembly of the single-layer net shell 2, the triangular positioning of cast steel is needed, and after a triangular steel casting cross rod is connected to form a planar triangular system, the structural assembly is sequentially completed. And after assembling and rechecking are completed, welding operation from top to bottom is performed. And after the steel structure is welded, hoisting and installation can be started.
Before the integral installation, the supporting position of the installation jig is determined through finite element software analysis, the position of the landing point of the installation jig is ensured through three-dimensional collision analysis by Tekla software, and the accuracy of net shell assembly is ensured through three-dimensional analysis and pre-assembly by Tekla software.
Setting up standard festival installation bed-jig in the scene, set up the support frame above concrete floor, floor bearing capacity is not enough the position and is carried out the back and roof the processing, lofting on the floor supports base mounted position and concrete beam position, concrete beam position lays the shaped steel roof beam and uses expansion bolts to fix, set up the support base on shaped steel and weld with it again, set up standard festival and top platform after the installation is accomplished, set up and accomplish the support frame and need set up the side direction support, change base and side direction support and adopt M16 expansion bolts to fix, when expansion bolts constructs, use M20 drill bit to punch, control the depth of punching according to specification requirement strictly. And a cable rope (phi 14 steel wire rope) is pulled and arranged at the top of the support frame to fix, and a batten is required to be arranged at the connection position of the steel wire rope and the stiff steel column to prevent the steel wire rope from sliding.
When the support corresponding to the main arch is not on the pile foundation, four piles are additionally installed; when the corresponding support of the reticulated shell arch is not on the pile foundation, installing a pile in an increased manner; when the mounting jig is arranged on the pile position, before the pile cap concrete is poured, placing the buried plate on the pile cap; when the mounting jig is at the floor position, the mounting jig base uses section steel, and a buried plate is reserved on the concrete floor at the mounting jig position.
The truss supporting platform is erected on the upper portion and used for connecting and fixing the supporting frames, the cutter plate upright post is placed at the top and used for later unloading, four cable ropes (phi 14) are installed at the position from the standard knot to the position of 2/3, and the cable rope center position is fixed by adopting pre-buried tie points or anchor bolts on a concrete structure. And the section steel is welded and assembled into a connecting truss to connect the mounting jig frames.
According to the model lofting, adjust bed-jig bottom platform position, with the platform be located in the position of civil engineering roof beam and civil engineering post, carry out concentric back to the roof beam and consolidate, during the installation, with adjusting end and bottom through jack back to the fixed end, after fixed end steel sheet closely sticked with the concrete beam, cross steel sheet and pipe reservation notch welded fastening.
And a mounting jig frame is erected before the arch truss and the single-layer net shell are mounted, two cable ropes are respectively arranged on two sides for fixing, and the cable ropes are embedded with pull nodes or are fixed by punching anchor bolts on a concrete structure for fixing. When the main arch truss and the single-layer net shell are assembled at high altitude, the standard joint is positioned and then is fixed with the net rack by section welding in time, the cable wind ropes are pulled and arranged, the standard joint is erected to the position of 2/3 to install four cable wind ropes (phi 14), and the position of the cable wind rope core is fixed by adopting pre-buried pull nodes or anchor bolts on a concrete structure.
Checking whether rigging and tools are complete before hoisting, whether the numbers of the main arch and the net shell correspond to the installation positions, whether control lines are complete, whether safety facilities are complete, whether hoisting channels are smooth, whether hoisting equipment is complete, rechecking the in-place distance, rechecking elevation, and achieving complete marking and accurate position; sundries on two sides of the truss and surrounding barriers are cleaned before hoisting; whether the connecting points of the truss and the assembling operation jig frame are still remained or not is realized.
After the crane enters the main arch and the net shell lifting station, the lifting points are firmly bound according to the arrangement of the positions of the main arch and the net shell lifting points, and after the main arch truss 1 and the single-layer net shell 2 are in place, the embedded and repaired rod pieces are installed by adopting 50t/130t automobile cranes in time.
The hanging point is bound with the sliding rope and the wind-collecting rope to ensure hanging, after the main arch, the net shell and the operation jig frame are separated, the crane is slowly lifted under the command of the crane, the running condition of the crane is observed, and whether the stress of the steel wire rope is uniform or not is checked for preset test hanging.
The main arch truss 1 and the single-layer net shell 2 are positioned by clamping plates before being installed. After the hoisting adjustment is finished, the temporary fixing is immediately carried out, whether the verticality of the truss meets the requirement is measured by using a total station or a plumb before reinforcement, the fine adjustment is carried out by using wind ropes at two sides, the spot welding reinforcement is immediately carried out after correction, and after the spot welding fixing, the connected rod piece is required to be filled with 1/2 of the back part for unhooking. After the component is unhooked, an operator immediately welds and reinforces the connecting top node, and after each installation, a unit is completed, and then checking and welding are performed; hoisting the embedded rod piece in place by using an automobile crane, temporarily reinforcing and fixing the embedded rod piece by using a horse plate, and filling at least 1/3 square removable hooks after fixing; and performing construction welding on the folding sections of the main arch truss 1 and the single-layer net shell 2.
After the whole structure is finished, firstly unloading the regional support frames of the single-layer net shells 2, firstly unloading the support frames of the single-layer net shells 2 in the left and right regions, secondly unloading the regional support frames of the top of the single-layer net shells 2 on the upper side and the lower side, thirdly unloading the rest single-layer net shells 2, and finally unloading the region of the main arch truss 1, wherein the support frames on the main arch truss 1 are unloaded in three steps. All support frames are unloaded in a cutting board grading cutting unloading mode.
The foregoing description is only illustrative of the present invention and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes or direct or indirect application in other related technical fields are included in the scope of the present invention.
Claims (7)
1. A large span building body supporting steel structure, comprising:
the main arch truss (1), the span of main arch truss (1) is 150 ~ 160 meters, install on main arch truss (1) and be connected with individual layer stratum reticulare (2), the span of individual layer stratum reticulare (2) is 190 ~ 200 meters, install individual layer stratum reticulare (2) after main arch truss (1) installs, the installation of main arch truss (1) and individual layer stratum reticulare (2), set up standard festival installation bed-jig in the scene, install the bed-jig and use 60, 40 tower crane standard festival as main bearing unit, the braced system meter 117 group of main arch truss (1) and individual layer stratum reticulare (2) is at basement roof 24 group, source ground two-layer floor 1 group, source ground six-layer floor 5 group, source ground roof layer floor 3 group respectively, and this area temporary support consolidates and adopts concentric back to the top, according to the model lofting, adjusts bed-jig bottom platform position, sits the position of civil construction roof beam and civil construction post with respect to the roof beam, main arch truss (1) is weld the bridge bar through embedded truss (1) bridge repair channel welding.
2. The large-span building main body supporting steel structure according to claim 1, wherein the main arch truss (1) is installed in a manner of ground vertical assembly, sectional hoisting and two-side installation middle folding of embedded installation; the single-layer reticulated shell (2) is installed in a small-unit modularized assembling, block hoisting and embedding rod piece installation mode.
3. A long span construction main body supporting steel structure according to claim 1, characterized in that the main arch truss (1) is divided into 11 segments, the single layer net shell (2) is divided into 4 large areas 23 hoisting units; the main arch truss (1) and the single-layer reticulated shell (2) are assembled by adopting 25-ton automobile cranes; the main arch truss (1) adopts a 400-ton crawler crane to hoist 11 units, the hoisting installation mode adopts a construction method of firstly two sides and then the middle to gradually construct from bottom to top, and finally the main arch truss is folded and installed in the middle section; the single-layer reticulated shell (2) is arranged in a 500-ton crawler crane block-by-block manner; the embedded and repaired rod piece is installed by adopting 25t, 50t and 130t automobile cranes.
4. A long span construction main body supporting steel structure according to claim 3, characterized in that, the block units of the main arch truss (1) and the block units of the single layer net shell (2) are hoisted by means of hanging belt binding and steel wire rope hoisting, and different hoisting rigging is selected according to hoisting weight.
5. A long span construction main body supporting steel structure according to claim 3, characterized in that, before hoisting installation, the site construction conditions are fully analyzed, and the crawler crane running route, the component assembling site, the material storage yard and the external transfer site are required to be treated separately.
6. A long span construction main body supporting steel structure according to claim 3, characterized in that, the main arch truss (1) and the single layer net shell (2) are assembled by horizontal splicing, the section steel is used as the assembling jig, the positioning knife board is arranged above the assembling jig for positioning the rod piece, the steel casting positioning is preferentially carried out, then the structure assembling is completed from top to bottom in sequence, and the welding operation from top to bottom is carried out after the assembling is completed and rechecked.
7. The construction method of the large-span building main body supporting steel structure is characterized by comprising the following steps of:
s1, firstly, selecting hoisting equipment according to parameters of a main arch truss (1) and a single-layer reticulated shell (2), and analyzing hoisting working conditions;
s2, selecting different slings according to hoisting weight, calculating the numerical value of binding hoisting, calculating the numerical value of lifting lug hoisting, and selecting a hoisting snap ring according to hoisting load;
s3, fully analyzing the operation conditions of site construction, and independently processing the crawler crane walking route, the component assembly site, the material storage yard and the external transfer site;
s4, temporary facilities are installed for the main arch truss (1) and the single-layer net shell (2), the moulding bed of the main arch truss (1) and the single-layer net shell (2) is assembled, the installation moulding bed of the main arch truss (1) and the single-layer net shell (2) is arranged, the position of a platform at the bottom of the moulding bed is adjusted, the platform is located at the position of a civil engineering beam and a civil engineering column as far as possible, if the platform cannot fall at the position of a concrete column, and concentric jacking reinforcement is carried out on a beam slab;
s5, after the main arch truss (1) and the single-layer net shell (2) are hoisted in place, anti-overturning measures are adopted pertinently;
s6, assembling the main arch truss (1) and the single-layer reticulated shell (2) in sequence from top to bottom in a horizontal assembling mode; the method comprises the steps of positioning a rod piece for assembling a main arch truss (1), sequentially completing structural assembly, casting steel triangle positioning for assembling a single-layer reticulated shell (2), connecting triangular steel casting cross bars to form a plane triangle system, sequentially completing structural assembly, and performing welding operation from top to bottom after the assembly is checked;
s7, carrying out safety inspection preparation before hoisting, then driving a crane into hoisting station sites of the main arch truss (1) and the single-layer net shell (2), carrying out test hoisting on the main arch truss (1) and the single-layer net shell (2), hoisting the main arch truss (1) and the single-layer net shell (2), correcting and reinforcing the main arch truss (1) and the single-layer net shell (2) after being in place, carrying out hoisting embedded rod in-place construction, carrying out closure segment construction on the main arch truss (1) and the single-layer net shell (2), and carrying out field welding on the main arch truss (1) and the single-layer net shell (2);
s8, unloading the support column by adopting a cutting board grading cutting unloading mode after all the structures are completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210536558.6A CN114892813B (en) | 2022-05-17 | 2022-05-17 | Large-span building main body supporting steel structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210536558.6A CN114892813B (en) | 2022-05-17 | 2022-05-17 | Large-span building main body supporting steel structure and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114892813A CN114892813A (en) | 2022-08-12 |
| CN114892813B true CN114892813B (en) | 2023-11-10 |
Family
ID=82723483
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210536558.6A Active CN114892813B (en) | 2022-05-17 | 2022-05-17 | Large-span building main body supporting steel structure and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114892813B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115408888B (en) * | 2022-11-01 | 2023-03-24 | 北京城建集团有限责任公司 | Method for simulating installation of rod piece in embedding region in steel structure modular construction |
Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09111943A (en) * | 1995-10-19 | 1997-04-28 | Taisei Corp | Building having domed roof |
| JPH1162089A (en) * | 1997-08-12 | 1999-03-05 | Mitsubishi Heavy Ind Ltd | Construction method for shell type dome roof |
| CN1978801A (en) * | 2005-12-06 | 2007-06-13 | 蒋振彦 | Super-span steel skew arch construction method |
| CN101440667A (en) * | 2008-07-25 | 2009-05-27 | 中铁四局集团有限公司 | Installation method of large-span single-layer canopy latticed shell structure |
| CN104727564A (en) * | 2015-04-17 | 2015-06-24 | 中亿丰建设集团股份有限公司 | Method for installation construction of roof free-form surface single-layer latticed shell structure of super high-rise building |
| CN105298124A (en) * | 2015-10-10 | 2016-02-03 | 中国建筑第八工程局有限公司 | Large-span double-curved-surface tree-shadow-shaped ceiling structure and construction method thereof |
| CN106437170A (en) * | 2016-04-17 | 2017-02-22 | 北京工业大学 | Installation method for annular cross cable system supporting dome structure |
| CN108166660A (en) * | 2017-11-07 | 2018-06-15 | 中国二十冶集团有限公司 | A kind of curved surface single-layer latticed shell installation method |
| CN109469206A (en) * | 2018-12-10 | 2019-03-15 | 中建二局安装工程有限公司 | A kind of waveform braided latticed shell structure and its construction method |
| CN209293185U (en) * | 2018-12-10 | 2019-08-23 | 中建二局安装工程有限公司 | A kind of waveform braided reticulated shell |
| CN110409837A (en) * | 2019-07-11 | 2019-11-05 | 中建八局第三建设有限公司 | A kind of large-span double-layer steel screen roof system sub-unit construction method for hanging |
| CN111794529A (en) * | 2020-07-15 | 2020-10-20 | 沈阳科维润工程技术有限公司 | Modular construction hoisting method for arch type space pipe truss steel structure system |
| WO2021212921A1 (en) * | 2020-04-21 | 2021-10-28 | 中铁广州工程局集团有限公司 | Construction system for widened section of half-through arch bridge |
-
2022
- 2022-05-17 CN CN202210536558.6A patent/CN114892813B/en active Active
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09111943A (en) * | 1995-10-19 | 1997-04-28 | Taisei Corp | Building having domed roof |
| JPH1162089A (en) * | 1997-08-12 | 1999-03-05 | Mitsubishi Heavy Ind Ltd | Construction method for shell type dome roof |
| CN1978801A (en) * | 2005-12-06 | 2007-06-13 | 蒋振彦 | Super-span steel skew arch construction method |
| CN101440667A (en) * | 2008-07-25 | 2009-05-27 | 中铁四局集团有限公司 | Installation method of large-span single-layer canopy latticed shell structure |
| CN104727564A (en) * | 2015-04-17 | 2015-06-24 | 中亿丰建设集团股份有限公司 | Method for installation construction of roof free-form surface single-layer latticed shell structure of super high-rise building |
| CN105298124A (en) * | 2015-10-10 | 2016-02-03 | 中国建筑第八工程局有限公司 | Large-span double-curved-surface tree-shadow-shaped ceiling structure and construction method thereof |
| CN106437170A (en) * | 2016-04-17 | 2017-02-22 | 北京工业大学 | Installation method for annular cross cable system supporting dome structure |
| CN108166660A (en) * | 2017-11-07 | 2018-06-15 | 中国二十冶集团有限公司 | A kind of curved surface single-layer latticed shell installation method |
| CN109469206A (en) * | 2018-12-10 | 2019-03-15 | 中建二局安装工程有限公司 | A kind of waveform braided latticed shell structure and its construction method |
| CN209293185U (en) * | 2018-12-10 | 2019-08-23 | 中建二局安装工程有限公司 | A kind of waveform braided reticulated shell |
| CN110409837A (en) * | 2019-07-11 | 2019-11-05 | 中建八局第三建设有限公司 | A kind of large-span double-layer steel screen roof system sub-unit construction method for hanging |
| WO2021212921A1 (en) * | 2020-04-21 | 2021-10-28 | 中铁广州工程局集团有限公司 | Construction system for widened section of half-through arch bridge |
| CN111794529A (en) * | 2020-07-15 | 2020-10-20 | 沈阳科维润工程技术有限公司 | Modular construction hoisting method for arch type space pipe truss steel structure system |
Non-Patent Citations (3)
| Title |
|---|
| 大跨度钢结构施工技术研究与应用;谢士强;林静;;四川建材(第06期);全文 * |
| 沈阳奥林匹克体育中心体育场工程钢结构施工技术;王海涛;彭前立;张宇;;施工技术(第05期);全文 * |
| 环桁架拱支单层网壳施工关键技术;张妍妍;于博;吕媛;;天津建设科技(第02期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114892813A (en) | 2022-08-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112982181B (en) | Construction method for steel-concrete combined section of through-type steel box continuous arch bridge | |
| CN111945891B (en) | Ring truss high-altitude in-situ splicing construction method | |
| CN107090975B (en) | Formwork erecting construction method for ultrahigh large-span concrete cast-in-place beam bailey truss | |
| CN108265885B (en) | Construction method of high-large non-orthogonal large-inclination-angle special-shaped concrete inclined column | |
| CN205025086U (en) | Strength nature skeleton concrete beam construction suspend template in midair | |
| CN112921827A (en) | Construction method for hoisting large-span steel bridge box girder and hoisting and installing special-shaped component | |
| CN108842624B (en) | High pier cast-in-place cover beam composite cantilever formwork system and construction method | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN110409624B (en) | Reverse calculation and construction method for large equipment installation and main body structure | |
| CN112227416A (en) | Construction method of assembled steel pipe support and distribution beam combined support | |
| CN113818562A (en) | Construction method of assembled frame structure | |
| CN112211113A (en) | Cast-in-place construction method for large-span diamond-shaped bent cap of high pier | |
| CN112324131B (en) | One-frame dual-purpose large-span stiff beam construction structure and construction method thereof | |
| CN114892813B (en) | Large-span building main body supporting steel structure and construction method | |
| CN112554077A (en) | Steel pipe concrete assembled truss composite beam construction system and construction method | |
| CN114775881A (en) | Dome structure hoisting construction method and mounting and connecting structure | |
| CN102777044A (en) | Hoisting method of steel-structured spraying layer of urea prilling tower | |
| CN114214920A (en) | Large-span double-layer combined construction steel truss arch bridge and construction method thereof | |
| CN111186780A (en) | Movable arm type tower crane underframe weight type foundation and construction method | |
| CN114561873B (en) | Bridge high pier construction method | |
| CN216129955U (en) | Steel-concrete combined section structure of through-type steel box continuous arch bridge | |
| CN115387234A (en) | Template system of lower beam of ultrahigh rhombic tower pier and construction method | |
| CN114277672A (en) | Large-span prestressed concrete bent cap structure and construction method thereof | |
| CN112482316A (en) | Gate dam gate machine beam construction method and gate dam gate machine beam structure | |
| CN115323924B (en) | Construction method of highway-railway dual-purpose river-crossing A-type cable-stayed bridge main tower |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |