CN115434520A - Method for replacing complex heavy truss three-dimensional pre-assembly - Google Patents
Method for replacing complex heavy truss three-dimensional pre-assembly Download PDFInfo
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- CN115434520A CN115434520A CN202211230141.3A CN202211230141A CN115434520A CN 115434520 A CN115434520 A CN 115434520A CN 202211230141 A CN202211230141 A CN 202211230141A CN 115434520 A CN115434520 A CN 115434520A
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- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000007787 solid Substances 0.000 claims abstract description 7
- 238000003466 welding Methods 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 8
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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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
- E04G21/18—Adjusting tools; Templates
- E04G21/1841—Means for positioning building parts or elements
- E04G21/185—Means for positioning building parts or elements for anchoring elements or elements to be incorporated in the structure
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- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention relates to a method for replacing a complex heavy truss for three-dimensional pre-assembly, which comprises the steps of releasing an axis on the ground according to a plane projection drawing of a single truss, building a pre-assembly solid jig frame according to the space size of the jig frame drawing, accurately paying off on an ultra-flat platform, and pre-assembling a shared component in the pre-assembly with the next truss; and selecting a point at the lower left corner of the truss, measuring by using a total station with the point as an original point, and comparing the measured 3D coordinate point with a 3D theoretical coordinate point derived from the model to ensure the pre-assembly precision. The method solves the problems that the return point precision of the pre-assembled ground sample plumb line is influenced due to the overlarge height of the integral vertical pre-assembly, so that the return point precision of the ground sample line is insufficient, and the construction difficulty is increased due to the increase of the wind speed.
Description
Technical Field
The invention relates to the technical field of steel structure construction, in particular to a method for replacing a complex heavy truss for three-dimensional pre-assembly.
Background
In recent years, super high-rise buildings are continuously made up, truss reinforcing layers are indispensable in the super high-rise buildings, and due to the characteristics that a plurality of segmented components are arranged on a plurality of thick plate complex truss layers, the welding difficulty of the thick plates is large, the deformation is not easy to control, and the like, the truss layers must be vertically and integrally pre-assembled, the site installation environment is simulated approximately, and 100% accurate installation can be realized after the components are transported to the site.
And the complex truss layer is vertically pre-assembled integrally, so that a factory faces the difficult problems of complex simulated site construction environment, large vertical space of components, large construction period cost and large safety risk.
Disclosure of Invention
The invention aims to overcome the defects and provides a method for replacing a complex heavy truss for three-dimensional pre-assembly.
In order to achieve the above object, the present invention is realized by:
a method for replacing a complex heavy truss for three-dimensional pre-assembly comprises
Step 1, releasing an axis on the ground according to a plane projection drawing of a single truss, building a pre-assembled solid jig frame according to the space size of a jig frame drawing, wherein the jig frame needs to meet mechanical requirements such as rigidity, strength and stability through calculation, checking the space size of the solid jig frame, and rechecking the size after the jig frame meets the requirements and stands for a period of time;
step 3, pre-assembling the shared members in the pre-assembly with the next truss; during assembly, the integral sequence of pre-assembly for each time is sequentially positioning the columns, positioning the chord members and positioning the web members, so that single-truss integral-piece plane pre-assembly of all trusses is completed, members with unqualified sizes are modified, and the spatial sizes of all members are ensured to meet requirements;
and 4, step 4: and selecting a point at the lower left corner of the truss, measuring the component center, the bracket center or a key control point in design of the integral truss piece by using the point as an origin by using a total station, and comparing the measured 3D coordinate point with a 3D theoretical coordinate point derived from the model to ensure the pre-assembly precision.
The alternative pre-assembly method provided by the invention has the following advantages:
1. compared with a method of vertical three-dimensional pre-assembly of a complex heavy truss, the method effectively eliminates safety risks caused by integral pre-assembly overhead operation, and saves corresponding safety measure cost.
2. Compared with a method of vertical three-dimensional pre-assembly of a complex heavy truss, the single-piece pre-assembly is light in total weight, pre-assembly errors caused by ground settlement due to large weight of the whole pre-assembly can be effectively avoided, meanwhile, the cost related to human, machine and material for foundation construction due to the fact that a three-dimensional pre-assembly steel column cannot be fixed is avoided, and a large amount of cost is saved.
3. The whole vertical pre-assembly of the truss layer is carried out at key points of all vertical members which cannot be positioned in a sampling return point mode due to the shielding of the upper member and the lower member in the vertical ground direction. The ultra-high height of the whole vertical pre-assembly enables the return point precision of the pre-assembled ground sample plumb line to be influenced, so that the return point precision of the ground sample line is insufficient, and the construction difficulty is increased by increasing the wind speed. The single-pin continuous pre-assembly method successfully solves the two difficulties on the premise of ensuring the pre-assembly precision.
Drawings
Figure 1 is a schematic view of the overall vertical structure of a complex truss layer.
Figure 2 is a schematic representation of a complex truss-level annulus truss structure.
Fig. 3 is a schematic diagram of a complex truss layer outrigger truss structure.
Fig. 4 is a schematic view of a complex truss layered segmented pre-assembly (the circle is a repeating pre-assembly point).
FIG. 5 is a top plan view of a single frame on the north side of the endless belt (including the axis).
Fig. 6 is a side view of a single pre-assembled component at the north side of the girdle (the circle is a repeated pre-assembled component for the example of the girdle).
FIG. 7 is a schematic drawing of the sample line.
Fig. 8 is a schematic view of the jig frame erecting support post members.
Fig. 9 is a column free state bitmap.
Fig. 10 is a bitmap with upper and lower chord free states.
Fig. 11 is a bitmap for the web member free state.
Detailed Description
The invention is further illustrated by the following specific examples.
As shown in fig. 1 to 6, the truss layer is integrally divided into two major parts, namely a peripheral ring truss part and an inner outrigger truss part. Therefore, according to the structural form of the truss layer, a method for splicing the vertical truss layers into single-piece planes is provided, components connected with adjacent units are respectively involved in the pre-splicing of the two units, all pre-spliced components are not forced to be in place and are tested in a free state, and a single-piece accumulative continuous pre-splicing mode is verified to ensure the quality requirement, and the specific process is as follows:
as shown in fig. 7 and 8, step 1, releasing an axis on the ground according to a plane projection drawing of a single truss, building a pre-assembled solid jig frame according to the space size of a jig frame drawing, wherein the jig frame needs to meet mechanical requirements such as rigidity, strength and stability through calculation, checking the space size of the solid jig frame, meeting the requirements, standing for a period of time, and rechecking the size;
as shown in fig. 9-11, step 2, precisely paying off the platform after being super-flat, including central lines of upper and lower chord members, central axes of pillars, and the like, positioning the pillars, then positioning the chord members, and then positioning the web members; firstly, positioning a truss end post on one side, guiding the size of a ground sample to a component by using a plumb line, aligning two longitudinal and transverse center lines of the component with longitudinal and transverse center lines on the ground, leveling the upper surface of a jig frame by using a total station in advance, and arranging a clamping plate after leveling the jig frame so as to facilitate the component to be positioned; checking the diagonal distance, the on-site welding butt joint stagger, the heights of the upper and lower chords, the bending rise, the total length and the space size of the single truss, and finely adjusting the components until the size meets the requirement; when two single vertical surfaces are connected with a public position for pre-assembly, a total station is respectively adopted to monitor the bracket positioning precision in four directions in a key mode so as to ensure that the effect of accumulated pre-assembly is achieved;
step 3, pre-assembling the shared members in the pre-assembly with the next truss; during assembly, the integral sequence of pre-assembly for each time is sequentially positioning the columns, positioning the chord members and positioning the web members, so that single-truss integral-piece plane pre-assembly of all trusses is completed, members with unqualified sizes are modified, and the spatial sizes of all members are ensured to meet requirements;
and 4, step 4: and selecting a point at the lower left corner of the truss, measuring the component center, the bracket center or a key control point in design of the integral truss piece by using the point as an origin by using a total station, and comparing the measured 3D coordinate point with a 3D theoretical coordinate point derived from the model to ensure the pre-assembly precision.
The alternative pre-assembly method provided by the invention has the following advantages:
1. compared with a method of vertical three-dimensional pre-assembly of a complex heavy truss, the method effectively eliminates safety risks caused by integral pre-assembly overhead operation and saves corresponding safety measure cost.
2. Compared with a method of vertical three-dimensional pre-assembly of a complex heavy truss, the single-piece pre-assembly is light in total weight, pre-assembly errors caused by ground settlement due to large weight of the whole pre-assembly can be effectively avoided, meanwhile, the cost related to human, machine and material for foundation construction due to the fact that a three-dimensional pre-assembly steel column cannot be fixed is avoided, and a large amount of cost is saved.
3. The truss layer is vertically pre-assembled on key points of all vertical members in the vertical ground direction, and the key points can not be positioned in a sampling return point mode due to the shielding of the upper member and the lower member. The ultra-large height of the whole vertical pre-assembly enables the return point precision of the pre-assembled ground sample plumb line to be influenced, so that the return point precision of the ground sample line is insufficient, and the construction difficulty is increased by increasing the wind speed. The single-pin continuous pre-assembly method successfully solves the two difficulties on the premise of ensuring the pre-assembly precision.
Claims (1)
1. A method for replacing a complex heavy truss for three-dimensional pre-assembly is characterized by comprising the following steps: comprises that
Step 1, releasing an axis on the ground according to a plane projection drawing of a single truss, building a pre-assembled solid jig frame according to the space size of a jig frame drawing, wherein the jig frame meets mechanical requirements such as rigidity, strength and stability through calculation, checking the space size of the solid jig frame, meeting the requirements, standing for a period of time, and rechecking the size again;
step 2, accurately setting out the line on the ultra-flat platform, wherein the line comprises the center lines of the upper chord member and the lower chord member, the center axis of the column and the like, positioning the column, positioning the chord member, and positioning the web member; firstly, positioning a truss end post on one side, guiding the size of a ground sample to a component by using a plumb line, aligning two longitudinal and transverse center lines of the component with longitudinal and transverse center lines on the ground, leveling the upper surface of a jig frame by using a total station in advance, and arranging a clamping plate after leveling the jig frame so as to facilitate the component to be positioned; checking the diagonal distance, the on-site welding butt joint stagger, the heights of the upper chord and the lower chord, the bending rise, the total length and the space size of the single truss, and finely adjusting the components until the sizes meet the requirements; when two single vertical surfaces are connected with a public position for pre-assembly, a total station is respectively adopted to monitor the bracket positioning precision in four directions in a key mode so as to ensure that the effect of accumulated pre-assembly is achieved;
step 3, pre-assembling the shared members in the pre-assembly with the next truss; during assembly, the whole sequence of pre-assembly for each time comprises positioning the pillars, positioning the chord members and positioning the web members in sequence, so that single-truss whole-piece plane pre-assembly of all trusses is completed, members with unqualified dimensions are modified, and the spatial dimensions of all members are ensured to meet the requirements;
and 4, step 4: and selecting a point at the lower left corner of the truss, measuring the member center, the bracket center or a key control point in design of the whole truss piece by using the point as an original point by using the total station, and comparing the measured 3D coordinate point with a 3D theoretical coordinate point derived from the model to ensure the pre-assembly precision.
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| CN202211230141.3A CN115434520B (en) | 2022-09-30 | 2022-09-30 | Method for replacing three-dimensional pre-assembly of complex heavy truss |
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Citations (8)
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|---|---|---|---|---|
| CN102839747A (en) * | 2012-09-24 | 2012-12-26 | 中国建筑第八工程局有限公司 | Construction method for steel structure truss of super high-rise special structure |
| JP2015151805A (en) * | 2014-02-18 | 2015-08-24 | 大成建設株式会社 | Construction method for truss beam |
| CN107795130A (en) * | 2017-11-08 | 2018-03-13 | 中建钢构有限公司 | The large-scale truss pre-assembly method of steel construction and moulding bed |
| WO2018191116A1 (en) * | 2017-04-13 | 2018-10-18 | Illinois Tool Works Inc. | Method of constructing a truss assembly and supplementary truss for use in a truss assembly for building construction |
| CN111042539A (en) * | 2019-12-02 | 2020-04-21 | 中建钢构有限公司 | Single-point support installation construction method for large-span steel structure truss |
| CN112016147A (en) * | 2020-08-31 | 2020-12-01 | 武汉理工大学 | Revit platform-based steel truss girder pre-assembly precision detection method |
| US20220290386A1 (en) * | 2022-06-01 | 2022-09-15 | China Railway Construction Bridge Engineering Bureau Group Co., Ltd. | Spatial multi-point synchronous closure construction method for a three-main-truss steel truss arch bridge |
| CN115059308A (en) * | 2022-07-28 | 2022-09-16 | 九冶建设有限公司 | Large-span hyperbolic reducing inverted triangular pipe truss assembling method |
-
2022
- 2022-09-30 CN CN202211230141.3A patent/CN115434520B/en active Active
Patent Citations (8)
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| CN102839747A (en) * | 2012-09-24 | 2012-12-26 | 中国建筑第八工程局有限公司 | Construction method for steel structure truss of super high-rise special structure |
| JP2015151805A (en) * | 2014-02-18 | 2015-08-24 | 大成建設株式会社 | Construction method for truss beam |
| WO2018191116A1 (en) * | 2017-04-13 | 2018-10-18 | Illinois Tool Works Inc. | Method of constructing a truss assembly and supplementary truss for use in a truss assembly for building construction |
| CN107795130A (en) * | 2017-11-08 | 2018-03-13 | 中建钢构有限公司 | The large-scale truss pre-assembly method of steel construction and moulding bed |
| CN111042539A (en) * | 2019-12-02 | 2020-04-21 | 中建钢构有限公司 | Single-point support installation construction method for large-span steel structure truss |
| CN112016147A (en) * | 2020-08-31 | 2020-12-01 | 武汉理工大学 | Revit platform-based steel truss girder pre-assembly precision detection method |
| US20220290386A1 (en) * | 2022-06-01 | 2022-09-15 | China Railway Construction Bridge Engineering Bureau Group Co., Ltd. | Spatial multi-point synchronous closure construction method for a three-main-truss steel truss arch bridge |
| CN115059308A (en) * | 2022-07-28 | 2022-09-16 | 九冶建设有限公司 | Large-span hyperbolic reducing inverted triangular pipe truss assembling method |
Non-Patent Citations (1)
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| CN115434520B (en) | 2023-10-27 |
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