CN115748955A - High-altitude cantilever plate stacking method construction method - Google Patents
High-altitude cantilever plate stacking method construction method Download PDFInfo
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- CN115748955A CN115748955A CN202211467407.6A CN202211467407A CN115748955A CN 115748955 A CN115748955 A CN 115748955A CN 202211467407 A CN202211467407 A CN 202211467407A CN 115748955 A CN115748955 A CN 115748955A
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Abstract
The invention provides a high-altitude cantilever slab stacking method, which comprises the steps of ring beam construction, hoisting of a prefabricated cantilever beam, pouring of a cantilever beam wet joint, hoisting of an upper laminated slab, pouring of an upper laminated slab wet joint and upper post-pouring slabs. According to the cantilever beam plate, the traditional cantilever beam plate is optimized into three structures of a prefabricated cantilever beam, a prefabricated upper laminated slab and an upper post-cast plate, the cantilever beam is installed by utilizing a main structure ring beam, the upper laminated slab is hoisted on the cantilever beam, and finally, a wet joint and the upper post-cast plate are poured, so that the whole cantilever structure is annularly communicated to form a whole, the stress reaches the original design level, the structural safety and the construction quality of the whole construction process are ensured, a large number of scaffold support frame bodies are not required to be erected in the whole construction process, supporting materials are saved, the construction efficiency is higher, and the construction period is shortened on the premise of ensuring the structural quality.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a high-altitude cantilever plate stacking method.
Background
With the development of economy in China, buildings are developing towards the trend of being ultrahigh, large-span and complex, high-altitude cantilever platforms are favored by designers due to the characteristics of wide visual fields, light structures and the like, and construction problems caused by the fact that various high-altitude cantilever plate structures are more and more popular are concerned.
The construction difficulty of the high-altitude large-span cantilever plate is high, the technical requirement is high, and the construction of the traditional high formwork support body needs a large amount of materials and manpower, so that the whole construction period of the project is long; meanwhile, in the construction process, severe conditions such as high-altitude operation, strong wind, high temperature and the like can seriously affect the construction safety and the construction quality. The invention provides a novel construction method of a high-altitude cantilever slab stacking method to replace the traditional construction method of a high-formwork support body, so that the construction period is greatly shortened while the construction quality is ensured.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a high-altitude cantilever slab stacking method, which optimizes the traditional cantilever slab into three structures of a prefabricated cantilever beam, a prefabricated upper laminated slab and an upper rear pouring slab, wherein the whole cantilever structure is annularly communicated to form a whole, the stress reaches the original design level, and the construction period is shortened on the premise of ensuring the construction quality.
The present invention achieves the above-described object by the following technical means.
A high-altitude cantilever plate stacking method comprises the following steps:
step 1: constructing a ring beam on the side edge of the constructed main structure, binding and reserving butt-joint reinforcing steel bars at the construction position of the wet joint of the upper laminated plate on the side edge of the ring beam, and reserving steel ribs at the construction position of the wet joint of the cantilever beam as cantilever plate embedded parts;
step 2: hoisting the cantilever beam to a construction position;
and step 3: welding the transverse connecting steel ribs extending out of the front ends of the cantilever beams with corresponding cantilever plate embedded parts, then carrying out formwork hanging construction, and pouring cantilever beam wet joint concrete;
and 4, step 4: hoisting a plurality of upper laminated plates to the upper part of the cantilever beam;
and 5: and welding the transverse embedded steel bars extending out of the front end of the upper laminated slab with the butt-joint steel bars, then carrying out formwork hanging construction, pouring the wet joint concrete of the upper laminated slab, and simultaneously pouring the wet joint of the upper laminated slab and the upper rear pouring slab concrete at the top of the upper laminated slab.
Further, in the step 1, the construction method of the ring beam is as follows:
hoisting ring beam I-shaped steel to a ring beam construction position on the side edge of a constructed main structure, and binding and fixing the ring beam steel bars, wherein a plurality of steel ribs are welded on upper and lower flange plates of the ring beam I-shaped steel, and the steel ribs close to the cantilever beam wet joint construction position are used as cantilever plate embedded parts;
after the construction of the ring beam I-steel is finished, carrying out formwork hanging construction, hoisting the ring beam formwork to a specified position, and fixing the ring beam formwork through a back ridge and a screw rod, wherein when the screw rod is blocked by steel ribs, the screw rod is directly welded and fixed on a steel rib web, and when the screw rod is not blocked by the steel ribs, the ring beam formwork is fastened in a mode of oppositely pulling the screw rod;
and after the ring beam formwork is fixed, performing ring beam concrete pouring construction.
Furtherly, the cantilever beam is accomplished in ground prefabrication, and the cantilever beam is inside to be provided with the transverse connection reinforcing bar and the vertical connection reinforcing bar, and the transverse connection reinforcing bar stretches out the cantilever beam front end, and the vertical connection reinforcing bar stretches out the cantilever beam top and is located the cantilever beam on-line.
Further, in the step 2, before the cantilever beam is lifted, a sleeper is padded below the cantilever beam to avoid contact with the ground during lifting, the cantilever beam cannot be dragged on the ground during lifting, and the total station is used for positioning and correcting the position of the cantilever beam in real time;
and 3, performing transverse welding on the welding line between the transverse connecting steel rib and the cantilever plate embedded part, performing flaw detection inspection on the welding line by using an ultrasonic flaw detector after welding is completed for 24 hours, and performing formwork hanging construction after the flaw detection is qualified.
Further, go up the laminated slab and accomplish at the prefabrication in ground, go up the laminated slab and be provided with U shaped steel muscle and horizontal pre-buried reinforcing bar, leave the clearance between the adjacent laminated slab that goes up, the vertical connection reinforcing bar of cantilever beam is located this clearance.
Further, the specific process of step 5 is as follows:
welding transverse embedded steel bars extending out of the front end of the upper laminated plate with butt-joint steel bars, binding the steel bars between the upper laminated plate and at the construction position of the upper rear pouring plate, welding the bound steel bars with U-shaped steel bars on the upper laminated plate, and overlapping the vertical connecting steel bars of the cantilever beam on the U-shaped steel bars or the bound steel bars;
and then carrying out formwork hanging construction, pouring wet joint concrete of the upper laminated plywood, simultaneously pouring wet joints of the upper laminated plywood and upper post-cast plywood concrete at the top of the upper laminated plywood, arranging a reinforcing mesh in the upper post-cast plywood concrete, and forming a whole by the upper post-cast plywood and the upper laminated plywood in an annular manner after construction and forming.
Further, in step 4, go up range upon range of plywood hoist and mount in-process, the tower crane lifting hook directly sets up on U type reinforcing bar, when last range upon range of plywood hoist and mount to cantilever beam top 1m, rectifies the position, then continues to go up range upon range of plywood from the top and transfers perpendicularly to pause at distance 20cm department above the cantilever beam, by the hand adjustment direction of constructor, with last range upon range of plywood sideline and cantilever beam mounted position line alignment, then slowly put down last range upon range of plywood to the cantilever beam on, avoid will last range upon range of plywood face shatter because of the impact force.
The invention has the following beneficial effects:
according to the invention, the traditional cantilever beam plate is optimized into three structures of a prefabricated cantilever beam, a prefabricated upper laminated slab and an upper post-cast plate, the installation of the cantilever beam is completed by utilizing a main structure ring beam, the upper laminated slab is hoisted on the cantilever beam, and finally, a wet joint and the upper post-cast plate are poured, so that the whole cantilever structure is annularly communicated to form a whole, the original design level is achieved in stress, the structural safety and the construction quality of the whole construction process are ensured, the technical has strong operability and is mature and reliable, and the advantages are more obvious especially in the construction of the high-altitude large-span cantilever plate; and whole work progress need not to set up a large amount of scaffold props up a formwork support body, has practiced thrift supporting material, and the efficiency of construction is higher, has shortened construction period under the prerequisite of guaranteeing structure quality.
Drawings
FIG. 1 is a schematic view of the overall structure of the high-altitude cantilever slab of the invention;
FIG. 2 is a drawing of a ring beam construction hanging mould;
FIG. 3 is a schematic diagram of butt joint of a cantilever beam and an embedded part of a cantilever plate;
FIG. 4 is a schematic view of cantilever beam wet joint construction;
FIG. 5 is a schematic view of the upper laminate structure;
FIG. 6 is a three-dimensional view showing a partial structure of the upper laminate;
FIG. 7 is a schematic view of the upper deck plywood installation;
FIG. 8 is a schematic view showing the construction of the wet joints and the upper post-cast slabs of the upper plywood.
In the figure: 1-ring beam I-steel; 2-ring beam template; 3-dorsal bar; 4-screw rod; 5-butting reinforcing steel bars; 6-cantilever plate embedded parts; 7-cantilever beam; 8-transversely connecting the steel ribs; 9-vertically connecting the steel ribs; 10-cantilever beam wet joint; 11-upper laminated plate; 12-U-shaped steel bars; 13-embedding reinforcing steel bars; 14-upper ply wet joint; 15-upper post-pouring plate; 16-ring beam.
Detailed Description
The invention will be further described with reference to the following figures and specific examples, but the scope of the invention is not limited thereto.
The invention relates to a high-altitude cantilever plate superposition method, which comprises the following steps:
step 1: constructing the ring beam 16;
as shown in fig. 2, hoisting a ring beam I-steel 1 to a ring beam construction position at the side of a constructed main structure by using a truck crane, binding a ring beam steel bar for fixation, and reserving a butt joint steel bar 5 connected with an upper laminated slab 11 at a construction position of an upper laminated slab wet joint 14; a plurality of steel ribs are welded on the upper flange plate and the lower flange plate of the ring beam I-steel 1, wherein the steel ribs connected with the cantilever beam 7 (hereinafter referred to as cantilever plate embedded parts 6) are reserved at the position close to the construction position of the cantilever beam wet joint 10;
as shown in fig. 2, after the construction of the ring beam i-steel 1 is completed, the formwork hanging construction is carried out, the ring beam formwork 2 is hoisted to a specified position and is fixed through a back ridge 3 and a screw rod 4, if the screw rod 4 is blocked by steel ribs, the screw rod 4 is directly welded and fixed on a steel rib web, and if no steel ribs block, the ring beam formwork 2 is fastened in a mode of oppositely pulling the screw rod; and after the ring beam formwork 2 is fixed, performing concrete pouring construction on the ring beam 16.
Step 2: hoisting the cantilever beam 7;
as shown in fig. 3, the cantilever beam 7 is prefabricated on the ground, a transverse connecting steel rib 8 and a vertical connecting steel rib 9 are arranged inside the cantilever beam 7, the transverse connecting steel rib 8 extends out of the front end of the cantilever beam 7, and the vertical connecting steel rib 9 extends out of the top of the cantilever beam 7 and is positioned on the central line of the cantilever beam 7;
after concrete of the cantilever beams 7 is poured and molded, the plurality of cantilever beams 7 are sequentially and integrally hoisted to the corresponding positions of the cantilever plate embedded parts 6 by adopting a tower crane, finished products are damaged when hoisting is prevented, a method of hoisting at the bottom of a pocket is adopted, before hoisting, sleepers are arranged below the cantilever beams 7 to avoid contact with the ground when hoisting, the cantilever beams 7 cannot be dragged on the ground when hoisting, and the positions of the cantilever beams 7 are positioned and corrected in real time by utilizing a total station.
And step 3: pouring a cantilever beam wet joint 10;
as shown in fig. 4, after the cantilever beam 7 is hoisted in place, firstly, the transverse connecting steel ribs 8 extending out of the front end of the cantilever beam 7 are welded with the cantilever plate embedded part 6, the welding seam is in a transverse welding mode, and after the welding is completed for 24 hours, an ultrasonic flaw detector is used for carrying out flaw detection on the welding seam;
and after the flaw detection is qualified, carrying out mould hanging construction, hoisting the template to a specified position, and pouring concrete of the cantilever beam wet joint 10.
And 4, step 4: hoisting the upper laminated plate 11;
as shown in fig. 5 and 6, the upper laminated plate 11 is prefabricated on the ground, and a plurality of U-shaped steel bars 12 and transverse embedded steel bars 13 are arranged on the upper laminated plate 11; after the upper laminated slabs 11 are formed by pouring concrete, hoisting a plurality of upper laminated slabs 11 to the position above the cantilever beam 7 by adopting a tower crane, wherein a gap is reserved between every two adjacent upper laminated slabs 11, and the vertical connecting steel rib 9 of the cantilever beam 7 is positioned in the gap; in the hoisting process, the tower crane lifting hook sets up on U type reinforcing bar 12, need not to set up the hoisting point in addition, when last laminated plywood 11 hoists to cantilever beam 7 top 1m, rectify the position, then continue to go up laminated plywood 11 from the top and install perpendicularly, and pause slightly in 20cm department above the cantilever beam 7, adjust the direction by the hand of constructor, with 11 sidelines of last laminated plywood and 7 mounted position lines alignment of cantilever beam, then slowly put down on 11 to the cantilever beam 7 of last laminated plywood, avoid because of the impact force with 11 face shatter of last laminated plywood.
And 5: pouring the upper laminated slab wet joint 14 and the upper post-cast slab 15;
as shown in fig. 1 and 7, after the upper laminated slab 11 is hoisted in place, welding and fixing the transverse embedded steel bars 13 extending out of the front end of the upper laminated slab 11 and the butt-jointed steel bars 5, binding steel bars between the upper laminated slab 11 and at the construction position of the upper rear pouring slab 15, welding the bound steel bars and the U-shaped steel bars 12 on the upper laminated slab 11, and lapping the vertical connecting steel bars 9 of the cantilever beam 7 on the U-shaped steel bars 12 or the bound steel bars;
then, carrying out mould hanging construction, as shown in figures 1, 7 and 8, hoisting the template to a specified position, pouring concrete of a wet joint 14 of the laminated plywood, pouring concrete of a wet joint of the laminated plywood 11 and an upper post-cast slab 15 at the top of the laminated plywood 11, arranging a reinforcing mesh in the upper post-cast slab 15, and forming the upper post-cast slab 15 and the upper laminated plywood 11 into a whole in a circular manner after construction and forming;
in the process, workers use the constructed cantilever beams and the upper laminated plywood as the operation platform, so that the temporary operation platform is not erected, the construction efficiency is improved, and the construction period is shortened.
The present invention is not limited to the above-described embodiments, and any obvious improvements, substitutions or modifications can be made by those skilled in the art without departing from the spirit of the present invention.
Claims (8)
1. A high-altitude cantilever plate stacking method is characterized by comprising the following steps:
step 1: constructing a ring beam (16) on the side edge of a constructed main body structure, binding and reserving butt joint reinforcing steel bars (5) at the construction position of an upper laminated slab wet joint (14) on the side edge of the ring beam (16), and reserving steel ribs at the construction position of a cantilever beam wet joint (10) as cantilever plate embedded parts (6);
step 2: hoisting the cantilever beam (7) to a construction position;
and step 3: welding transverse connecting steel ribs (8) extending out of the front ends of a plurality of cantilever beams (7) with corresponding cantilever plate embedded parts (6), then carrying out mould hanging construction, and pouring concrete of cantilever beam wet joints (10);
and 4, step 4: hoisting a plurality of upper laminated plates (11) to the upper part of the cantilever beam (7);
and 5: and welding the transverse embedded steel bars (13) extending out of the front end of the upper laminated plywood (11) with the butt-joint steel bars (5), then performing mould hanging construction, pouring concrete of wet joints (14) of the upper laminated plywood, and simultaneously pouring concrete of wet joints of the upper laminated plywood (11) and concrete of an upper rear pouring plate (15) at the top of the upper laminated plywood (11).
2. The high-altitude cantilever plate superposition construction method according to claim 1, wherein in the step 1, the construction method of the ring beam (16) is as follows:
hoisting a ring beam I-shaped steel (1) to a ring beam (16) construction position on the side edge of a constructed main structure, and binding ring beam steel bars for fixation, wherein a plurality of steel ribs are welded on upper and lower flange plates of the ring beam I-shaped steel (1), and the steel ribs close to the construction position of a cantilever beam wet joint (10) are used as cantilever plate embedded parts (6);
after the construction of the ring beam I-shaped steel (1), carrying out formwork hanging construction, and fixing the ring beam formwork (2) through a back ridge (3) and a screw (4), wherein when the screw (4) is blocked by steel ribs, the screw (4) is welded and fixed on a steel rib web, and when no steel ribs block, the ring beam formwork (2) is fixed in a mode of oppositely pulling the screw;
and after the ring beam template (2) is fixed, pouring the concrete of the ring beam (16).
3. The high-altitude cantilever plate stacking method construction method as claimed in claim 1, wherein the cantilever beam (7) is prefabricated on the ground, a transverse connecting steel rib (8) and a vertical connecting steel rib (9) are arranged inside the cantilever beam (7), the transverse connecting steel rib (8) extends out of the front end of the cantilever beam (7), and the vertical connecting steel rib (9) extends out of the top of the cantilever beam (7) and is located on the central line of the cantilever beam (7).
4. The high-altitude cantilever plate stacking method construction method as claimed in claim 3, wherein the upper stacking plate (11) is prefabricated on the ground, U-shaped steel bars (12) and transverse embedded steel bars (13) are arranged on the upper stacking plate (11), a gap is reserved between the upper stacking plate (11) above the cantilever beam (7), and the vertical connecting steel ribs (9) of the cantilever beam (7) are located in the gap.
5. The high-altitude cantilever plate superposition method construction method according to claim 4, wherein the specific process of the step 5 is as follows:
welding transverse embedded steel bars (13) extending out of the front end of the upper laminated plate (11) with butt-joint steel bars (5), binding the steel bars between the upper laminated plate (11) and at the construction position of an upper rear pouring plate (15), welding the bound steel bars with U-shaped steel bars (12) on the upper laminated plate (11), and lapping vertical connecting steel bars (9) of cantilever beams (7) on the U-shaped steel bars (12) or the bound steel bars;
and then, carrying out formwork hanging construction, pouring concrete of the wet joint (14) of the laminated plywood, simultaneously pouring concrete of the wet joint of the laminated plywood (11) and the upper post-cast slab (15) at the top of the laminated plywood (11), and forming a whole by the upper post-cast slab (15) and the upper laminated plywood (11) in a circular mode after construction and forming.
6. The high-altitude cantilever slab stacking method construction method according to claim 4, wherein in the step 4, in the process of lifting the upper laminated slab (11), the lifting hook is directly arranged on the U-shaped steel bar (12), when the upper laminated slab (11) is lifted to 1m above the cantilever beam (7), the direction is corrected, then the upper laminated slab (11) is continuously and vertically lowered from top to bottom, and stops at a position 20cm above the cantilever beam (7), the direction is adjusted by a constructor through holding, the side line of the upper laminated slab (11) is aligned with the installation position line of the cantilever beam (7), and then the upper laminated slab (11) is slowly lowered onto the cantilever beam (7).
7. The high-altitude cantilever plate stacking method construction method according to claim 1, wherein in the step 2, before the cantilever beam (7) is lifted, sleepers are laid below the cantilever beam (7) to avoid contact with the ground during lifting, the cantilever beam (7) is not dragged on the ground during lifting, and the position of the cantilever beam (7) is positioned and corrected in real time by using a total station.
8. The high-altitude cantilever plate superposition construction method according to claim 1, wherein in the step 3, the welding seam between the transverse connecting steel rib (8) and the cantilever plate embedded part (6) is in a transverse welding mode, an ultrasonic flaw detector is used for carrying out flaw detection on the welding seam after welding is finished, and the formwork hanging construction is carried out after the flaw detection is qualified.
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