CN114961286A - Hoisting construction method for ultrahigh camber large-section K-shaped stiffened steel rib column - Google Patents
Hoisting construction method for ultrahigh camber large-section K-shaped stiffened steel rib column Download PDFInfo
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- CN114961286A CN114961286A CN202210712182.XA CN202210712182A CN114961286A CN 114961286 A CN114961286 A CN 114961286A CN 202210712182 A CN202210712182 A CN 202210712182A CN 114961286 A CN114961286 A CN 114961286A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 191
- 239000010959 steel Substances 0.000 title claims abstract description 191
- 238000010276 construction Methods 0.000 title claims abstract description 29
- 238000003466 welding Methods 0.000 claims abstract description 14
- 238000005457 optimization Methods 0.000 claims abstract description 4
- 230000005484 gravity Effects 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 7
- 238000012937 correction Methods 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 5
- 238000013102 re-test Methods 0.000 claims description 4
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000000463 material Substances 0.000 abstract description 2
- 239000011150 reinforced concrete Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 4
- 239000000725 suspension Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
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Classifications
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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
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/32—Columns; Pillars; Struts of metal
-
- 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
Abstract
The invention discloses a hoisting construction method of an ultrahigh camber large-section K-type stiffened steel rib column, which comprises the following steps of: s1, erecting a basic bearing platform; s2, segment optimization; s3, hoisting the first hoisting stiffness steel rib column; s4, hoisting the second hoisting stiff steel rib column; s5, hoisting the third hoisting stiff steel rib column; s6, hoisting the fourth hoisting stiff steel rib column; s7, hoisting the fifth hoisting stiff steel rib column; s8, hoisting and welding the annular connecting beam, the invention cancels the erection of the jig frame, saves the temporary supporting material, shortens the construction period, ensures the safety and the quality, has strong operability, is mature and reliable, and has more obvious advantages particularly in the construction of the steel reinforced column with ultrahigh camber and large section stiffness.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a hoisting construction method for an ultrahigh camber large-section K-shaped stiff steel rib column.
Background
At present, the rapid development of domestic economy, public buildings such as large stadiums, exhibition centers and the like are novel and unique in shape and various in expression form, various ultra-high extroversion type stiff steel reinforced concrete columns are widely applied to the large stadiums, when a construction process of erecting a jig frame and lifting the columns in sections is adopted, the construction process has the difficulties of large scaffold construction range, large construction difficulty, high safety risk, poor vertical rod stability and the like, how to solve the construction problem of lifting the ultra-high extroversion large-section stiff inclined columns is a technical problem worthy of research.
Disclosure of Invention
The invention aims to provide a hoisting construction method of an ultrahigh camber large-section K-type stiff steel rib column, aiming at the defects of the prior art.
The technical scheme adopted by the invention for solving the technical problems is as follows: a hoisting construction method for an ultrahigh camber large-section K-shaped stiffened steel rib column comprises the following steps:
s1, erecting a foundation bearing platform: constructing a foundation bearing platform, and installing embedded parts in the foundation bearing platform;
s2, segment optimization: analyzing the stress characteristics of the K-type stiff steel rib truss, optimizing steel rib sections, determining that the stiff steel rib truss is divided into five hoisting sections from bottom to top, and positioning the coordinates of steel rib column connection points;
s3, hoisting the first hoisting stiffness steel rib column: the first hoisting stiff steel rib column is hoisted to the upper part of the foundation bearing platform, the bottom of the first hoisting stiff steel rib column is connected with the embedded part of the bearing platform, and a two-layer column structure is poured on the concrete above the first hoisting stiff steel rib column;
s4, hoisting the second hoisting stiff steel rib column: the bottom of the second hanging stiff steel rib column is welded with the first hanging stiff steel rib column, and civil construction is carried out to complete a three-layer column structure;
s5, hoisting the third hoisting stiff steel rib column; the bottom of the third steel hanging stiff steel rib column is welded with the second steel hanging stiff steel rib column, a four-layer column structure and a five-layer column structure are completed through civil construction, meanwhile, 4 HRB400 steel bars with the diameter of 36 and steel wire ropes are additionally arranged to form reliable pulling connection between the steel rib columns and four-layer column steel bar cages, and positioning retesting and deviation rectification are carried out;
s6, hoisting the fourth hoisting stiff steel rib column; the bottom of the fourth hanging stiff steel rib column is welded with the third hanging stiff steel rib column, 4 HRB400 steel bars with the diameter of 36 and steel wire ropes are additionally arranged to form reliable pull connection between the fourth hanging steel rib column and the third hanging steel rib column, and positioning retest and correction are performed at the same time;
s7, hoisting the fifth hoisting steel reinforced column; the bottom of the fifth hoisting stiffness steel rib column is welded with the upper end of the fourth hoisting steel rib column, and 2 steel wire ropes with the diameter of 26 are additionally arranged to connect the steel rib column with a U-shaped hoisting ring embedded in a five-layer column structure in a pulling manner;
and S8, hoisting and welding the annular connecting beam.
Preferably, when the first to fifth suspension stiffness steel rib columns are hoisted, ear plates are welded on the steel rib columns, and an automobile crane system is adopted to connect the ear plates for hoisting.
Preferably, in step S3, the two adjacent first steel suspension stiffness steel reinforced columns are temporarily connected and vertically supported at the ends and the center of gravity by using i-shaped steel.
Preferably, in steps S5 and S6, two steel columns are used to measure the verticality of each steel column, and the jack is used to correct the column base to complete the correction of the steel column.
Preferably, in steps S3 to S7, two adjacent steel columns pop out a positioning line at the butt joint port as an installation reference line, a connecting plate is arranged on each steel column and is fixed by using a bolt, after each steel column is hoisted and connected, the bolt is inserted into each steel column, the central lines of the two steel columns to be connected are aligned and matched, and the bolt is tightened.
Compared with the prior art, the invention has the beneficial effects that:
the steel rib column construction method optimizes steel rib column segmentation, optimizes a whole rigid steel rib column into a plurality of hoisting segments, then carries out segmented hoisting, and simultaneously utilizes a small amount of temporary steel supports, a concrete main body structure and self-rigidity as main bearing components of the rigid steel rib column to achieve self-stability by referring to the gravity center and the stress condition after installation of steel rib column segments.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention. In the drawings:
FIG. 1 is a structural elevation of the present invention;
FIG. 2 is a sectional view of a steel reinforced column according to the present invention;
FIG. 3 is a first steel reinforced concrete column support diagram;
FIG. 4 is a supporting view of a second suspension stiffness steel reinforced column;
FIG. 5 is a supporting view of a third stiff steel rib column;
FIG. 6 is a supporting view of a fourth suspension stiffness steel skeleton column;
FIG. 7 is a diagram of a fifth steel reinforced concrete column support
Fig. 8 is an overall view of the stiff steel reinforced column.
Detailed Description
The technical solution of the present invention is described in detail below with reference to the accompanying drawings, but the scope of the present invention is not limited to the embodiments.
Referring to the drawings and fig. 1 to 5, a hoisting construction method for an ultrahigh camber large-section K-type stiffened steel column includes the following steps:
s1, erecting a foundation bearing platform: constructing a foundation bearing platform, and installing embedded parts in the foundation bearing platform;
s2, segment optimization: the inclined column construction is three-dimensionally simulated through BIM and mails, the steel ribs are optimized in a segmented mode through analyzing the stress characteristics of the K-type stiff steel rib truss, the volume and weight of each section of steel ribs are reasonably distributed, the gravity center position of the inclined column is changed, the bending moment is reduced, and the site organization construction is facilitated. The steel rib truss is divided into five hoisting sections from bottom to top, butt welding is adopted to reduce the influence of welding deformation on the positioning of the steel column, and the steel rib is reported for supervision and acceptance before and after hoisting;
s3, when the first hanging steel rib column is hung, the first hanging steel rib column is hung above a foundation bearing platform, the bottom of the first hanging steel rib column is connected with an embedded part of the bearing platform, a two-layer column structure is poured on the concrete above the first hanging steel rib column, and a steel support is arranged at the gravity center position of the steel rib column;
s4, after the second hoisting reinforced steel reinforced concrete column is hoisted, the end part of the steel reinforced concrete column segment is respectively connected with the poured three-layer column and the first section of steel reinforced concrete structure and is buckled on the scaffold through the three-layer column, the first section of steel reinforced concrete structure and the plate;
s5, hoisting the third hoisting stiff steel rib column; the bottom of the third steel hanging strength steel rib column is welded with the second steel hanging strength steel rib column, a four-layer column structure and a five-layer column structure are completed through civil construction, meanwhile, 4 HRB400 steel bars with the diameter of 36 and steel wire ropes are additionally arranged to form reliable pull connection between the steel rib columns and four-layer column steel reinforcement cages, the main concrete structure and the steel bars jointly bear the gravity action of the third steel hanging strength steel rib column, and the positioning retest and the correction of the first steel hanging strength steel rib column and the second steel hanging strength steel rib column are carried out;
s6, after the fourth hanging stiff steel rib column is hoisted, welding the bottom of the fourth hanging stiff steel rib column with the third hanging steel rib column, additionally arranging 4 HRB400 steel bars with the diameter of 36 to form reliable pull connection between the fourth hanging steel rib column and the third hanging steel rib column, jointly bearing the gravity action of the fourth hanging stiff steel rib column through a main concrete structure and the steel bars, and simultaneously carrying out positioning retest and deviation rectification on the third hanging stiff steel rib column and the fourth hanging stiff steel rib column;
s7, after the fifth hanging stiff steel rib column is hoisted, welding the bottom of the fifth hanging stiff steel rib column and the upper end of the fourth hanging steel rib column, additionally arranging 2 steel wire ropes with the diameter of 26 to connect the fifth hanging stiff steel rib column with U-shaped hanging pull rings pre-embedded in a five-layer column structure in a pulling mode, and bearing the gravity of the fifth hanging stiff steel rib column through a main concrete structure and the steel wire ropes;
and S8, hoisting and welding the annular connecting beam.
Each steel rib column is hoisted by two points. And determining and welding the connecting lug plates for hoisting according to the gravity centers of the sections of the steel skeleton columns before hoisting. In order to prevent the lifting lugs from deforming during lifting, a special lifting clamp is adopted, and the lifting is carried out by a single machine rotation method. Before hoisting, the steel rib column should be padded with sleepers to avoid the contact of the column bottom and the ground during hoisting, and the column end cannot be dragged on the ground during hoisting.
In addition, according to the BIM model and the assembled steel skeleton segments, the three-dimensional measurement positioning method is adopted to determine the coordinates of the steel skeleton connecting points, and the positions of the constructed steel skeletons are retested and corrected before the steel skeleton columns of the segments are installed, so that the positioning accuracy is ensured. And measuring the verticality of the steel column by using two theodolites and correcting the column base centering by using a jack for the steel column needing to be corrected.
In addition, before each adjacent steel column is installed, a positioning line is popped out of the butt joint port of the upper section column and the lower section column in advance to serve as an installation reference line, and the connecting plate is temporarily fixed on the upper section column through the installation bolts. After the steel column is lifted in place, other mounting bolts are inserted, the center lines of the four sides of the upper column are aligned and matched with the center line of the lower column, and the bolts are screwed when the center lines of the four sides are aligned or the deviation is controlled within the range of the standard requirement. And cutting off the temporary connecting plate after welding, wherein each section of steel column is subjected to butt welding, and the welding line is in a transverse welding mode. After the completion of welding for 24 hours, flaw detection was performed on the weld using an ultrasonic flaw detector.
Therefore, the steel skeleton truss structure reasonably utilizes steel supports, finished main structures, steel structure strength, steel wire ropes and the like to support the steel skeleton truss according to the gravity centers and the shapes of different hoisting sections, a large number of supporting tire frames are omitted, temporary supporting materials are saved, the construction period is shortened, safety and quality are guaranteed, the technology is strong in operability, mature and reliable, and the steel skeleton truss structure has more obvious advantages particularly in the construction of ultrahigh-camber large-section steel skeleton columns.
As above, while the invention has been shown and described with reference to certain preferred embodiments, it is not to be construed as limited thereto. Various changes in form and detail may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (5)
1. A hoisting construction method for an ultrahigh camber large-section K-shaped stiffened steel rib column is characterized by comprising the following steps:
s1, erecting a foundation bearing platform: constructing a foundation bearing platform, and installing embedded parts in the foundation bearing platform;
s2, segment optimization: analyzing the stress characteristics of the K-type stiff steel rib truss, optimizing steel rib sections, determining that the stiff steel rib truss is divided into five hoisting sections from bottom to top, and positioning coordinates of steel rib column connection points;
s3, hoisting the first hoisting stiffness steel rib column: the first hoisting stiff steel rib column is hoisted to the upper part of the foundation bearing platform, the bottom of the first hoisting stiff steel rib column is connected with the embedded part of the bearing platform, and a two-layer column structure is poured on the concrete above the first hoisting stiff steel rib column;
s4, hoisting the second hoisting stiff steel rib column: the bottom of the second hanging stiff steel rib column is welded with the first hanging stiff steel rib column, and civil construction is carried out to complete a three-layer column structure;
s5, hoisting the third hoisting stiff steel rib column; the bottom of the third steel hanging stiff steel rib column is welded with the second steel hanging stiff steel rib column, a four-layer column structure and a five-layer column structure are completed through civil construction, meanwhile, 4 HRB400 steel bars with the diameter of 36 and steel wire ropes are additionally arranged to form reliable pulling connection between the steel rib columns and four-layer column steel bar cages, and positioning retesting and deviation rectification are carried out;
s6, hoisting the fourth hoisting stiff steel rib column; the bottom of the fourth hanging stiff steel rib column is welded with the third hanging stiff steel rib column, 4 HRB400 steel bars with the diameter of 36 and steel wire ropes are additionally arranged to form reliable pull connection between the fourth hanging steel rib column and the third hanging steel rib column, and positioning retest and correction are performed at the same time;
s7, hoisting the fifth hoisting stiff steel rib column; the bottom of the fifth hoisting stiffness steel rib column is welded with the upper end of the fourth hoisting steel rib column, and 2 steel wire ropes with the diameter of 26 are additionally arranged to connect the steel rib column with a U-shaped hoisting ring embedded in a five-layer column structure in a pulling manner;
and S8, hoisting and welding the annular connecting beam.
2. The hoisting construction method for the ultrahigh-camber large-section K-type stiff steel reinforced column according to claim 1, characterized by comprising the following steps of: when the first hanging stiff steel rib column to the fifth hanging stiff steel rib column are hoisted, ear plates are required to be welded on the steel rib columns, and a truck crane system is adopted to connect the ear plates for hoisting.
3. The hoisting construction method for the ultrahigh camber large-section K-shaped stiffened steel skeleton column according to claim 1 is characterized in that: in step S3, the end portions and the center of gravity positions of two adjacent first steel reinforced hanging steel columns are temporarily connected and vertically supported by using i-shaped steel.
4. The hoisting construction method for the ultrahigh camber large-section K-shaped stiffened steel skeleton column according to claim 1 is characterized in that: in steps S5 and S6, two steel skeleton columns are adopted to measure the verticality of each steel skeleton column, and a jack is used to correct column base centering to finish the correction of the steel skeleton columns.
5. The hoisting construction method for the ultrahigh-camber large-section K-type stiff steel reinforced column according to claim 1, characterized by comprising the following steps of: in steps S3 to S7, two adjacent steel columns pop out a positioning line at the butt joint port as an installation reference line, a connecting plate is arranged on each steel column and fixed by using a bolt, after each steel column is hoisted and connected, the bolt penetrates through each steel column, the central lines of the two steel columns to be connected are aligned and matched, and the bolt is screwed down.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210712182.XA CN114961286A (en) | 2022-06-22 | 2022-06-22 | Hoisting construction method for ultrahigh camber large-section K-shaped stiffened steel rib column |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210712182.XA CN114961286A (en) | 2022-06-22 | 2022-06-22 | Hoisting construction method for ultrahigh camber large-section K-shaped stiffened steel rib column |
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| CN114961286A true CN114961286A (en) | 2022-08-30 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115749135A (en) * | 2022-11-23 | 2023-03-07 | 中建八局第三建设有限公司 | Construction method of steel reinforced concrete special-shaped door column |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115749135A (en) * | 2022-11-23 | 2023-03-07 | 中建八局第三建设有限公司 | Construction method of steel reinforced concrete special-shaped door column |
| CN115749135B (en) * | 2022-11-23 | 2024-02-09 | 中建八局第三建设有限公司 | Construction method of steel reinforced concrete special-shaped door post |
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