CN111794529A - Modular construction hoisting method for arch type space pipe truss steel structure system - Google Patents
Modular construction hoisting method for arch type space pipe truss steel structure system Download PDFInfo
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- CN111794529A CN111794529A CN202010681407.0A CN202010681407A CN111794529A CN 111794529 A CN111794529 A CN 111794529A CN 202010681407 A CN202010681407 A CN 202010681407A CN 111794529 A CN111794529 A CN 111794529A
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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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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/38—Arched girders or portal frames
- E04C3/40—Arched girders or portal frames of metal
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Abstract
The invention belongs to the technical field of steel structure building hoisting methods, and particularly relates to a hoisting method of a modularized arched space pipe truss steel structure system building. The invention reduces the working procedures of high-altitude operation such as truss and tie bar hoisting, high-altitude tie bar hoisting, high-strength bolt fastening and the like, greatly reduces the use of machine frames for cranes, has large working surface due to the hoisting form of the combination body, can complete multi-station truss hoisting, has good safety and stability, small deformation of the overall dimension of the truss, ensures each hole site of the high-strength bolt, and is beneficial to the subsequent pole filling working procedure.
Description
Technical Field
The invention belongs to the technical field of steel structure building hoisting methods, and particularly relates to a modular arch type space pipe truss steel structure system building hoisting method and building, which are applied to hoisting of a large-span modular arch type space pipe truss steel structure system building in a material yard closed project of smelting industry, wharfs and mining areas.
Background
The traditional hoisting method of the existing net rack or truss steel structure building is a hoisting method adopting a portal steel frame or steel net rack to gradually hoist section by section, after a single truss is hoisted, a wind-catching anchor rope for preventing instability is pulled, after a second truss is hoisted and the wind-catching anchor rope is pulled, the middle tie rods are assembled at high altitude, and the installation of 2 trusses is completed. The method has the advantages of multiple working procedures, multiple contents of high-altitude operation, low efficiency and high labor intensity, large deformation of the external dimension after the single truss is hoisted, large influence on the subsequent rod filling working procedure, poor stability, collapse and high risk of falling of characters at high altitude.
Disclosure of Invention
In order to solve the problems of multiple working procedures, multiple contents of overhead work, large safety risk in the truss hoisting and tie bar installation process and low efficiency, the invention provides the modular construction hoisting method for the arched space pipe truss steel structure system.
The invention is realized in this way, and provides a modular arch type space pipe truss steel structure system building hoisting method, the arch type space pipe truss steel structure system building comprises an arch top steel truss and a column support frame, the arch top steel truss is formed by connecting a plurality of steel truss module units in sequence, each steel truss module unit is formed by connecting a plurality of module steel members, the modular arch type space pipe truss steel structure system building hoisting method comprises the following steps:
1) grouping adjacent steel truss module units, dividing each group of steel truss module units into a plurality of module unit bodies, assembling each module unit body on the ground, and assembling 2-3 adjacent module unit bodies on the ground into 2-3 module assemblies;
2) installing the module assemblies positioned on two sides on a hinged support on the ground, hoisting each module assembly by a crane, and butting adjacent module assemblies to carry out manned operation through an aerial work platform to finish the hoisting of the first group of steel truss module units;
3) repeating the step 1) and the step 2) until the whole vault steel truss is assembled in groups, synchronously folding and butting all groups of steel truss module units, and carrying out manned operation through the aerial work platform in a butting mode;
4) and upright post support frames are arranged on two sides or inside the arch crown steel truss.
Preferably, in step 1), each group of steel truss module units comprises 2-4 adjacent steel truss module units, each group of steel truss module units is divided into 7 module units, and the 7 module units are assembled into 2 or 3 module assemblies according to the grouping of 2, 3 or 3, 4.
Preferably, each group of steel truss module units comprises 2 adjacent steel truss module units, 7 module units divided by each group of steel truss module units are assembled into a module assembly according to groups of 2, 2 and 3, 4 hoisting points are arranged on each module assembly, one truck crane and two crawler cranes are used, firstly, the middle module assembly is hoisted by the truck crane for 3-4m higher than the installation position, then the module assemblies on two sides are hoisted to the installation position by the two crawler cranes, and then the middle module assembly is lowered to the installation position to be in butt joint with the module assemblies on two sides.
Preferably, each group of steel truss module units comprises 2 adjacent steel truss module units, 7 steel truss module units of each group are divided into 7 module units, when the module units are assembled into a module assembly according to 3 and 4 groups, 4 hoisting points are arranged on the module assemblies of the 3 module units, 8 hoisting points are arranged on the module assemblies of the 4 module units, two crawler cranes are used for hoisting the two module assemblies respectively, and then the butt joint is realized.
Preferably, in step 2), the hoisting point is arranged at the node position of the upper chord main rod with the vertical rod on the steel truss, and a fixed pulley is arranged on a balance beam of the crane and connected with the hoisting point after penetrating through the fixed pulley through a steel wire rope so as to form a dynamic balance system.
Preferably, in the step 2), when the module assemblies on two sides are hoisted by the crane, the hinged gap allowance of the hinged support part needs to be observed at any time, so that the hinged support is prevented from deforming and failing due to hoisting deflection.
The invention also provides an arch type space pipe truss steel structure system building assembled by the modularized arch type space pipe truss steel structure system building hoisting method.
Compared with the prior art, the invention has the advantages that:
the operation process is simple, the external dimension of the building is accurate, the productivity is greatly improved, and the use of the machine class of the hoisting machinery is reduced. The high-altitude operation amount is small, and the construction safety factor is high.
Drawings
FIG. 1 is a schematic diagram of a first step of hoisting in example 1;
FIG. 2 is a schematic diagram of a second step of hoisting in example 1;
FIG. 3 is a schematic diagram of the third, fourth and fifth steps of hoisting in example 1;
FIG. 4 is a schematic diagram of a sixth step of hoisting in example 1;
FIG. 5 is a schematic view showing the distribution of the cranes used in the hoisting of embodiment 1;
FIG. 6 is a schematic view of a first step of hoisting in example 2;
FIG. 7 is a schematic diagram of a second step of hoisting in example 2;
FIG. 8 is a schematic diagram of a third step of hoisting in example 2;
FIG. 9 is a schematic view of the fourth step of hoisting in example 2;
FIG. 10 is a schematic view of a fifth step of hoisting in example 2;
FIG. 11 is a schematic view showing the distribution of the cranes used in the hoisting of embodiment 2;
FIG. 12 is a connection diagram of the balance beam, the fixed pulley, the hoisting point and the steel wire rope;
FIG. 13 is an integral structure of an arched-roof type net truss steel structure building hoisted by the method provided by the invention;
FIG. 14 is a force analysis of the assembly of example 1;
FIG. 15 is a binary displacement analysis of the assembly of example 1;
FIG. 16 is a three-force analysis of the assembly of example 1;
FIG. 17 is a triplet shift analysis of the assembly of example 1;
FIG. 18 shows the combined displacement analysis of the assembly of example 2.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Examples 1,
2 steel truss module units are pre-assembled on the ground to form 7 module units, then the 7 module units are assembled on the ground, the unit 1 and the unit 2 are assembled into a module assembly I, the unit 5, the unit 6 and the unit 7 are assembled into a module assembly II, the unit 3 and the unit 4 are assembled into a module assembly III, and the two 80t crawler cranes and one 220t truck crane are respectively used for hoisting.
Setting a lifting point: each module assembly is provided with 4 hoisting points which are arranged on the upper chord main rod node of the truss with the vertical rod. In order to ensure that the stress of the assembly is uniform in the hoisting and lifting process, a steel wire rope (with the length of 20m) is used for dynamically adjusting the front hoisting point and the rear hoisting point on each truss through a fixed pulley arranged on the balance beam. The hoisting point steel wire ropes on the trusses on the two sides are connected with the balance beam fixed pulley to form a reliable and stable dynamic balance system. Meanwhile, 4 points are uniformly stressed at the same time, so that the local deformation of the rod piece can be effectively prevented.
In the lifting process, the hinged clearance allowance of the hinged support part must be observed at any time, and the deformation and the failure of the hinged support caused by lifting deflection are prevented. If the gap is not uniform, the hoisting state should be adjusted at any time. The rising needs to be carried out slowly.
Referring to fig. 1, 2, 3, 4, 5 and 12, the arch crown steel truss hoisting step is divided into six steps, and two crawler cranes and one truck crane are adopted for matching operation during hoisting. And the truck crane lifts the module assembly III to a position about 3m higher than the installation position, then the two crawler cranes are used for hoisting the module assembly I and the module assembly II on the two sides respectively, and after the module assembly is lifted to the installation position, the module assembly III is slowly lowered to an installation delivery point for butt joint connection of the two module assemblies. After the whole vault steel truss is installed in groups, synchronously folding and butting the steel truss module units of all groups, and carrying out manned operation through an aerial work platform in a butting mode; and finally, installing upright post supporting frames on two sides or inside the arch crown steel truss.
Examples 2,
2 steel truss module units are pre-assembled on the ground to form 7 module unit bodies, then the 7 module unit bodies are assembled and combined on the ground, the module unit body 1, the module unit body 2 and the module unit body 3 are assembled into a module assembly I on the ground, the module unit body 4, the module unit body 5, the module unit body 6 and the module unit body 7 are assembled into a module assembly II on the ground, and a crawler crane and a 200t automobile crane are respectively used for hoisting.
Setting a lifting point: and 4 hoisting points are arranged on the first module assembly and are arranged on the upper chord main rod node of the truss with the vertical rod. In order to ensure that the stress of the assembly is uniform in the hoisting and lifting process, a steel wire rope (with the length of 20m and the diameter of 25mm) is used for dynamically adjusting the front hoisting point and the rear hoisting point on each truss through a fixed pulley arranged on the balance beam. The hoisting point steel wire ropes on the trusses on the two sides are connected with the balance beam fixed pulley to form a reliable and stable dynamic balance system. Meanwhile, 4 points are uniformly stressed at the same time, so that the local deformation of the rod piece can be effectively prevented; 8 hanging points are arranged on the second module assembly, namely four hanging points are arranged on each truss; the 8 lifting points on the two trusses are respectively connected with two shoulder pole beams through fixed pulleys by four steel wire ropes (each length is 11m, the diameter is 20 mm), and the two shoulder poles are connected with a main hook of the crane through one steel wire rope (each length is 20m, the diameter is 25 mm).
In the lifting process, the hinged clearance allowance of the hinged support part must be observed at any time, and the deformation and the failure of the hinged support caused by lifting deflection are prevented. If the gap is not uniform, the hoisting state should be adjusted at any time. The rising needs to be carried out slowly.
Referring to fig. 6, 7, 8, 9, 10, 11 and 12, one 160t crawler crane and one 200t crawler crane are used in cooperation during hoisting. And hoisting the module assembly II to a position about 3m higher than the installation position by using a 200t crawler, hoisting the module assembly I to the installation position by using a 150t truck crane, and then slowly lowering the module assembly II to an installation delivery point to carry out butt joint connection of the two assemblies. After the whole vault steel truss is installed in groups, synchronously folding and butting the steel truss module units of all groups, and carrying out manned operation through an aerial work platform in a butting mode; and finally, installing upright post supporting frames on two sides or inside the arch crown steel truss.
And (4) checking and calculating the lifting capacity:
1. 200t crawler crane hoisting module assembly II
The module assembly has the weight of 22.2t and the maximum hoisting height of 45.7m, the hoisting radius is 18m, the length of the arm rod is 62m according to the site position, and the rated hoisting capacity is 42.6 t; the lifting load requirement is greatly met.
2. Hoisting module assembly I of 160t crawler crane
The weight of the module assembly is 16.3t, the height of a truss hoisting center is 31m, the maximum height from a lifting hook to the center of the truss is 8m, and the lifting height is 39 m; according to the site position, the hoisting radius is 18m, the arm rod length is 62m, and the rated hoisting capacity is 31.4 t; the lifting load requirement is greatly met.
Fig. 13 shows a modular arch space tube truss steel structure system building which is hoisted by the method provided by the invention.
The second module assembly and the third module assembly in example 1 are subjected to stress analysis and combined displacement analysis, and the second module assembly in example 2 is subjected to stress analysis and combined displacement analysis, and the results are shown in fig. 14, 15, 16, 17 and 18, which shows that in the two hoisting methods, the maximum structural deformation of the module assembly is 8.397mm, the deformation is within an allowable range, and the hoisting point setting stress analysis is feasible.
Claims (7)
1. The method for hoisting the modular arch-type space pipe truss steel structure system building is characterized by comprising arch-top steel trusses and upright supports, wherein the arch-top steel trusses are formed by sequentially connecting a plurality of steel truss module units, each steel truss module unit is formed by connecting a plurality of module steel members, and the method for hoisting the modular arch-type space pipe truss steel structure system building comprises the following steps:
1) grouping adjacent steel truss module units, dividing each group of steel truss module units into a plurality of module unit bodies, assembling each module unit body on the ground, and assembling 2-3 adjacent module unit bodies on the ground into 2-3 module assemblies;
2) installing the module assemblies positioned on two sides on a hinged support on the ground, hoisting each module assembly by a crane, and butting adjacent module assemblies to carry out manned operation through an aerial work platform to finish the hoisting of the first group of steel truss module units;
3) repeating the step 1) and the step 2) until the whole vault steel truss is assembled in groups, synchronously folding and butting all groups of steel truss module units, and carrying out manned operation through the aerial work platform in a butting mode;
4) and upright post support frames are arranged on two sides or inside the arch crown steel truss.
2. The method for hoisting the modular arch type space tube truss steel structure system building according to claim 1, wherein in the step 1), each group of the steel truss module units comprises 2-4 adjacent steel truss module units, each group of the steel truss module units is divided into 7 module unit bodies, and the 7 module unit bodies are assembled into 2 or 3 module assemblies according to the grouping of 2, 3 or 3, 4.
3. The method for building and hoisting a modular arch space tube truss steel structure system according to claim 2, wherein each group of the steel truss module units comprises 2 adjacent steel truss module units, and when 7 module units divided into each group of the steel truss module units are assembled into module assemblies according to the grouping of 2, 2 and 3, 4 hoisting points are arranged on each module assembly, a truck crane and two crawler cranes are used, firstly, the middle module assembly is hoisted by the truck crane to be higher than the installation position by 3-4m, then, the module assemblies on two sides are hoisted to the installation position by the two crawler cranes, and then, the middle module assembly is lowered to the installation position to be butted with the module assemblies on two sides.
4. The method for hoisting the modular arch space tube truss steel structure system building according to claim 2, wherein each group of the steel truss module units comprises 2 adjacent steel truss module units, and when 7 module units divided by each group of the steel truss module units are assembled into a module assembly according to 3 and 4 groups, 4 hoisting points are arranged on the module assembly of 3 module units, 8 hoisting points are arranged on the module assembly of 4 module units, and two crawler cranes are used for respectively hoisting the two module assemblies and then realizing butt joint.
5. The method for hoisting the modular arch type space tube truss steel structure system building according to claim 1, wherein in the step 2), the hoisting point is arranged at the node position of the upper chord main rod with the vertical rod on the steel truss, and the balance beam of the crane is provided with a fixed pulley, passes through the fixed pulley through a steel wire rope and then is connected with the hoisting point position to form a dynamic balance system.
6. The method for hoisting the modular arch space tube truss steel structure system building according to claim 1, wherein in the step 2), when the module assemblies positioned at two sides are hoisted by the hoisting machine, the hinged gap allowance of the hinged support part needs to be observed at any time, so that the hinged support is prevented from deforming and failing due to hoisting deflection.
7. The arch type space tube truss steel structure system building assembled according to the modular arch type space tube truss steel structure system building hoisting method of claim 1, 2, 3, 4, 5 or 6.
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| CN202010681407.0A CN111794529A (en) | 2020-07-15 | 2020-07-15 | Modular construction hoisting method for arch type space pipe truss steel structure system |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627356A (en) * | 2020-12-22 | 2021-04-09 | 中国二十冶集团有限公司 | Installation method of arched net rack |
| CN113982284A (en) * | 2021-10-28 | 2022-01-28 | 中铁三局集团建筑安装工程有限公司 | Installation method of large-span special-shaped steel structure toll booth |
| CN114892813A (en) * | 2022-05-17 | 2022-08-12 | 中建二局第三建筑工程有限公司 | Large-span building main body supporting steel structure and construction method |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101666163A (en) * | 2009-09-15 | 2010-03-10 | 中冶建工有限公司 | High-altitude long-span roofing pipe truss installation method |
| CN102070071A (en) * | 2011-01-17 | 2011-05-25 | 化学工业岩土工程有限公司 | Steel reinforcement cage hoisting method |
| CN102953553A (en) * | 2012-11-14 | 2013-03-06 | 中冶天工集团有限公司 | Method for installing large-span pipe truss by utilizing boom luffing mechanism |
| CN106013447A (en) * | 2016-06-27 | 2016-10-12 | 哈尔滨工业大学空间钢结构幕墙有限公司 | CFST (concrete filled steel tube) arched space grid structure |
| CN107299684A (en) * | 2017-07-29 | 2017-10-27 | 芜湖恒驰钢构有限公司 | A kind of balanced method plays the cylindric reticulated shell installation method of rail |
| CN109487912A (en) * | 2018-11-30 | 2019-03-19 | 北京市建筑工程研究院有限责任公司 | A kind of construction method of super-span truss-string-structure |
| CN208718403U (en) * | 2018-07-26 | 2019-04-09 | 中国有色金属工业第六冶金建设有限公司 | A kind of device for the demoulding righting of segmental roof truss beam |
| CN110259145A (en) * | 2019-06-28 | 2019-09-20 | 中冶建工集团有限公司 | A kind of arch tubular truss rapid constructing method |
| CN110745683A (en) * | 2019-10-17 | 2020-02-04 | 中铁科工集团装备工程有限公司 | Hoisting device and method for reinforcement cage of underground continuous wall |
-
2020
- 2020-07-15 CN CN202010681407.0A patent/CN111794529A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101666163A (en) * | 2009-09-15 | 2010-03-10 | 中冶建工有限公司 | High-altitude long-span roofing pipe truss installation method |
| CN102070071A (en) * | 2011-01-17 | 2011-05-25 | 化学工业岩土工程有限公司 | Steel reinforcement cage hoisting method |
| CN102953553A (en) * | 2012-11-14 | 2013-03-06 | 中冶天工集团有限公司 | Method for installing large-span pipe truss by utilizing boom luffing mechanism |
| CN106013447A (en) * | 2016-06-27 | 2016-10-12 | 哈尔滨工业大学空间钢结构幕墙有限公司 | CFST (concrete filled steel tube) arched space grid structure |
| CN107299684A (en) * | 2017-07-29 | 2017-10-27 | 芜湖恒驰钢构有限公司 | A kind of balanced method plays the cylindric reticulated shell installation method of rail |
| CN208718403U (en) * | 2018-07-26 | 2019-04-09 | 中国有色金属工业第六冶金建设有限公司 | A kind of device for the demoulding righting of segmental roof truss beam |
| CN109487912A (en) * | 2018-11-30 | 2019-03-19 | 北京市建筑工程研究院有限责任公司 | A kind of construction method of super-span truss-string-structure |
| CN110259145A (en) * | 2019-06-28 | 2019-09-20 | 中冶建工集团有限公司 | A kind of arch tubular truss rapid constructing method |
| CN110745683A (en) * | 2019-10-17 | 2020-02-04 | 中铁科工集团装备工程有限公司 | Hoisting device and method for reinforcement cage of underground continuous wall |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627356A (en) * | 2020-12-22 | 2021-04-09 | 中国二十冶集团有限公司 | Installation method of arched net rack |
| CN113982284A (en) * | 2021-10-28 | 2022-01-28 | 中铁三局集团建筑安装工程有限公司 | Installation method of large-span special-shaped steel structure toll booth |
| CN114892813A (en) * | 2022-05-17 | 2022-08-12 | 中建二局第三建筑工程有限公司 | Large-span building main body supporting steel structure and construction method |
| CN114892813B (en) * | 2022-05-17 | 2023-11-10 | 中建二局第三建筑工程有限公司 | Large-span building main body supporting steel structure and construction method |
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