A super column monolithic formwork system and construction method

Abstract

The application discloses a kind of giant core column integrated formwork system and construction method, including formwork component, jacking assembly and support component, the support component is embedded in the top of lower giant core column, the formwork component is placed on support component, formwork component periphery is poured with upper giant core column, and the top of upper giant core column is provided with jacking assembly, and jacking assembly is connected with the top of formwork component, and the formwork component is jacked out by jacking assembly upper building main body.Jacking assembly is jacked out by jacking assembly upper building main body when construction is according to installation formwork component, pours lower giant core column, stripping formwork component, makes upper giant core column permanent formwork, binds upper giant core column reinforcement, and finally repeats step until giant core column structure construction is completed.The formwork system is convenient to stripping, light in quality, and has great rigidity and strength, and simultaneously solves the problem that floor formwork construction is difficult.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of construction engineering core column formwork construction, in particular to a giant core column integrated lifting formwork system and construction method. BACKGROUND

[0002] In order to resist lateral force, super high-rise buildings often adopt the structural system of core tube + giant column frame + outrigger truss, and the giant core column is constructed synchronously with the floor construction, that is, the construction is carried out by layer pouring. The giant core column is usually a steel pipe concrete column containing a core column. When pouring the giant core column, there is no material in the core column, so an internal formwork is needed when pouring the giant core column by layer. Because the size of the inner core of the giant core column is small, the formwork construction space is narrow and it is difficult to remove the formwork. In addition, the floor is provided at the floor elevation position, so the lower side of the floor is in a closed space and also does not have the condition to remove the formwork. The construction of the core column formwork and the floor formwork is difficult, and the traditional wood formwork, steel formwork and aluminum formwork system do not have enough working space.

[0003] The invention patent with the application number CN201820230424.0 discloses a self-locking formwork system for masonry reinforced core beam column, which includes column steel reinforcement cage, beam steel reinforcement cage, steel reinforcement cage tie rod, external formwork vertical skeleton, skeleton fixed horizontal bottom plate, skeleton fixed bolt rod, skeleton counter support rod, integrated beam column formwork, masonry inner tie rod with water stop ring and reinforcement tie rod with water stop ring. However, the self-locking formwork system cannot meet the condition of removing the formwork in a narrow space, and does not involve the floor formwork problem. Therefore, it is necessary to provide a formwork system for a concrete column containing a core column which is convenient to demould.

[0004] The invention patent with the application number 202010759414.8 discloses a building demoulding formwork and manufacturing method, which can bear through the cement column in the thermal insulation core layer, thereby improving the bearing capacity of the building demoulding formwork, and the cement column also improves the rigidity of the thermal insulation core layer, effectively preventing the thermal insulation core layer from being twisted and deformed. However, the demoulding formwork and manufacturing method are not suitable for the construction of the floor floor which is constructed synchronously with the giant core column. SUMMARY

[0005] The present application aims to provide a giant core column integrated lifting formwork system and construction method, which solves the problems of difficult removal of the giant core column formwork and difficult construction of the floor formwork.

[0006] In order to achieve the above object, the present application adopts the following technical scheme: a monolithic lifting formwork system of a mega core column, comprising a formwork assembly, a jacking assembly and a support assembly, the support assembly is embedded at the top of a lower mega core column, the formwork assembly is placed on the support assembly, an upper mega core column is cast around the periphery of the formwork assembly, the top of the upper mega core column is provided with the jacking assembly, the jacking assembly is connected to the top of the formwork assembly, and the jacking assembly lifts the formwork assembly out of the upper building body.

[0007] The formwork assembly is a shell structure composed of six single-face formworks, the single-face formwork comprises a steel formwork, a plurality of main back struts, a plurality of secondary back struts and a plurality of top support struts, the steel formwork is a hollow shell structure, the plurality of main back struts are uniformly and horizontally spaced in the steel formwork, the plurality of secondary back struts are uniformly and vertically spaced in the steel formwork, and the plurality of top support struts are uniformly and horizontally spaced between the plurality of main back struts.

[0008] Preferably, the top of the formwork assembly is provided with at least one set of oppositely arranged lifting lugs.

[0009] Preferably, the jacking assembly comprises a plurality of jacks and a plurality of top rods, each top rod penetrates a set of lifting lugs, and two jacks are connected to the two ends of each top rod.

[0010] Preferably, the support assembly comprises a concrete floor, a plurality of profiled steel plates and a plurality of angle steels, the plurality of profiled steel plates are integrally cast with the concrete floor, the plurality of angle steels are uniformly and spacedly arranged at the bottom of the profiled steel plates, and the profiled steel plates are fixedly connected with the embedded steel plates embedded at the top of the lower mega core column through the angle steels.

[0011] Preferably, the formwork assembly is an inverted quadrangular prism shell structure, and the overall structure of the steel formwork arranged on the four sides of the formwork assembly is wedge-shaped and the longitudinal section is trapezoidal.

[0012] Preferably, the plurality of main back struts are uniformly and fixedly arranged inside a frame structure enclosed by the plurality of secondary back struts.

[0013] Preferably, the plurality of main back struts and the plurality of top support struts are connected into a flat frame structure in horizontal and vertical directions.

[0014] Preferably, the main back struts and the top support struts are rod-shaped structures made of channel steels, I-beams or square steel pipes.

[0015] Preferably, the secondary back struts are rod-shaped structures made of channel steels, I-beams or square steel pipes.

[0016] A construction method of a monolithic lifting formwork system of a mega core column, comprising the following steps:

[0017] Step one, install the template assembly, after the lower layer giant core column steel bar binding is completed, hoist the template assembly to the top of the concrete floor, insert the jacking rod into the lifting lug, use the jack to adjust the position of the template assembly to the template assembly installation is completed, then pull out the jacking rod;

[0018] Step two, pouring the lower layer giant core column, installing the embedded steel plate along the top surface of the template assembly long edge direction, pouring the concrete located around the concrete floor and the template assembly, forming the lower layer giant core column;

[0019] Step three, demoulding the template assembly, inserting the jacking rod into the lifting lug again, using the jack to cooperate with the template assembly to demould from the lower layer giant core column, pulling out the jacking rod again, hoisting the template assembly away from the lower layer giant core column;

[0020] Step four, making the upper layer giant core column permanent template, welding the angle steel one side on the upper part of the embedded steel plate, the other side of the angle steel is in a horizontal state, installing and fixing the profiled steel plate with the horizontal side of the angle steel as support;

[0021] Step five, binding the upper layer giant core column steel bar, first binding the concrete floor steel bar, then pouring the concrete floor, the steel bar poured in the concrete floor has an anchoring segment reserved around the concrete floor, synchronously binding the upper layer giant core column steel bar and the anchoring segment together;

[0022] Step six, repeating the above steps until the giant core column structure construction is completed.

[0023] In the application, the template assembly is a shell structure composed of six single-face templates, the single-face template is a steel template, the steel template is internally provided with a main back ridge, a secondary back ridge and a counter-jacking support, and the whole structure has light weight and large rigidity and strength.

[0024] The template assembly is an inverted quadrangular prism shell structure, which is convenient to install and remove.

[0025] The template assembly is provided with a jacking assembly at the top, the jacking assembly uses the jack to cooperate with the tower crane to jacking demould the template assembly from the upper layer rectangular core column, solving the problem of difficult demoulding of the rectangular core column.

[0026] The profiled steel plate poured in the concrete floor inside serves as the permanent template of the concrete floor, without the need of removing, solving the problem of large construction difficulty and difficult demoulding of the floor template, and the poured concrete floor and the template assembly together serve as the template of the upper layer giant core column. BRIEF DESCRIPTION OF DRAWINGS

[0027] Figure 1 It is the structural application section of the application;

[0028] Figure 2 It is the detailed drawing of the section of the application;

[0029] Figure 3The single-sided template structure of the present application is shown in the schematic diagram.

[0030] Figure 4 The single-sided template of the present application is shown in the perspective view.

[0031] Figure 5 The concrete floor joint of the present application is shown in the schematic diagram.

[0032] In the figure: 1, template assembly; 2, jacking assembly; 3, support assembly; 4, lifting lug; 6, lower layer giant core column; 7, upper layer giant core column; 10, steel template; 11, main back rib; 12, secondary back rib; 13, counter-jacking support; 20, jack; 21, jacking rod; 30, concrete floor; 31, profiled steel sheet; 32, angle steel; 33, pre-embedded steel plate; 34, anchoring section. DETAILED DESCRIPTION

[0033] The present application is further described below in conjunction with the accompanying drawings:

[0034] As shown in Figure 1 and Figure 2 , a giant core column integral lifting template system, comprising a template assembly 1, a jacking assembly 2 and a support assembly 3, the support assembly 3 is pre-embedded at the top of the lower layer giant core column 6, the template assembly 1 is placed on the support assembly 3, the template assembly 1 is poured with the upper layer giant core column 7 at the periphery, the upper layer giant core column 7 is provided with the jacking assembly 2 at the top, the jacking assembly 2 is connected with the top of the template assembly 1, and the jacking assembly 2 lifts the template assembly 1 out of the main body of the upper layer building in cooperation with the tower crane. In one embodiment, the top of the template assembly 1 is provided with at least one set of oppositely arranged lifting lugs 4 through welding or fasteners, and the lifting lugs 4 are directly welded at the top of the template assembly 1 or welded at the top of the template assembly 1 through square steel pipes. The jacking assembly 2 comprises a plurality of jacks 20 and a plurality of jacking rods 21, each jacking rod 21 penetrates a set of lifting lugs 4, and two jacks 20 are abutted at both ends of each jacking rod 21. When the jacks 20 are not needed to be abutted, the jacking rods 21 can be disassembled. The jacking assembly 2 lifts the template assembly 1 to demold it from the upper layer giant core column 7.

[0035] As shown in Figure 3 and Figure 4As shown, the template assembly 1 is a shell structure composed of six single-sided templates, including a steel template 10, a plurality of main back struts 11, a plurality of secondary back struts 12, and a plurality of top-to-top supports 13. The steel template 10 is a hollow shell structure assembled from six steel plates. The plurality of main back struts 11 are uniformly and horizontally spaced within the steel template 10. The plurality of secondary back struts 12 are uniformly and vertically spaced within the steel template 10. The plurality of top-to-top supports 13 are uniformly and horizontally spaced between the plurality of main back struts 11. The main back struts 11, the secondary back struts 12, and the top-to-top supports 13 increase the rigidity and strength of the steel template 10. In one embodiment, the template assembly 1 is an inverted four-prism shell structure. The steel templates 10 arranged on the four sides of the template assembly 1 are wedge-shaped and have a trapezoidal longitudinal cross-section, facilitating the installation and removal of the template assembly 1. Among the six steel plates that make up the steel templates 10 arranged on the four sides of the template assembly 1, the top and bottom steel plates are centrally aligned and rectangular. The top steel plate has dimensions of 3000mm x 600mm x 6mm (length x width x thickness), and the bottom steel plate has dimensions of 2980mm x 580mm x 6mm (length x width x thickness).

[0036] As shown in Figure 5 The support assembly 3 includes a concrete floor 30, a plurality of profiled steel plates 31, and a plurality of angle steels 32. The plurality of profiled steel plates 31 are integrally poured with the concrete floor 30. The plurality of angle steels 32 are uniformly and spacedly arranged at the bottom of the profiled steel plates 31. The profiled steel plates 31 are fixedly connected to the embedded steel plate 33 embedded at the top of the lower mega core column 6 through the angle steels 32.

[0037] The plurality of profiled steel plates 31 are integrally poured in the concrete floor 30, serving as permanent templates for the concrete floor 30 and not requiring removal. The plurality of angle steels 32 are uniformly and spacedly arranged at the bottom of the concrete floor 30. The profiled steel plates 31 are fixedly connected to the embedded steel plate 33 embedded at the top of the lower mega core column 6 through the angle steels 32. The plurality of main back struts 11 are uniformly and spacedly fixed inside the frame structure enclosed by the plurality of secondary back struts 12 through welding. The plurality of main back struts 11 and the plurality of top-to-top supports 13 are connected into a flat frame structure through welding in the horizontal and vertical directions. The main back struts 11 and the top-to-top supports 13 are rod-shaped structures made of channel steels, I-beams, or square steel tubes. The secondary back struts 12 are rod-shaped structures made of channel steels, I-beams, or square steel tubes. In this example, the secondary back struts 12 are selected to be 8# channel steels, and the main back struts 11 and the top-to-top supports 13 are selected to be 10# double-channel steels.

[0038] A construction method of a mega core column integral lifting template system, comprising the following steps:

[0039] Step one, install the template assembly 1, after the lower layer giant core column 6 steel bar binding is completed, hoist the template assembly 1 to the top of the concrete floor 30 designated position by the tower crane, insert the top rod 21 into the lifting lug 4, use the jack 20 to adjust the position of the template assembly 1 to the template assembly 1 installation is completed, then pull out the top rod 21;

[0040] Step two, pour the lower layer giant core column 6, install the embedded steel plate 33 along the top surface long edge direction of the template assembly 1, pour the concrete located around the concrete floor 30 and the template assembly 1, form the lower layer giant core column 6;

[0041] Step three, demould the template assembly 1, insert the top rod 21 into the lifting lug 4 again, use the jack 20 to cooperate with the template assembly 1 to demould from the lower layer giant core column 6, pull out the top rod 21 again, and use the tower crane to hoist the template assembly 1 away from the lower layer giant core column 6;

[0042] Step four, make the upper layer giant core column 7 permanent template, weld the angle steel 32 one side on the upper part of the embedded steel plate 33, after the welding is completed, the other side of the angle steel 32 is in a horizontal state, install the profiled steel plate 31 with the horizontal side of the angle steel 32 as support and immediately spot weld to fix, then weld the dowel on the profiled steel plate 31, install the profiled steel plate 31 side mold;

[0043] Step five, bind the upper layer giant core column 7 steel bar, first bind the concrete floor 30 steel bar, pour the concrete floor 30, the steel bar poured in the concrete floor 30 has an anchoring section 34 reserved around the concrete floor 30, simultaneously bind the upper layer giant core column 7 steel bar and the anchoring section 34 together.

[0044] Step six, repeat the above steps until the giant core column structure construction is completed.

[0045] The above embodiments are only a number of descriptions of the concept and implementation of the present application, and not a limitation, under the concept of the present application, the technical solutions without substantial change are still within the protection scope.

Claims

1. A method of constructing a mass column monolithic lift form system, characterized by: It includes a template component (1), a lifting component (2) and a support component (3). The support component (3) is embedded in the top of the lower mega-core column (6). The template component (1) is placed on the support component (3). The upper mega-core column (7) is poured around the template component (1). The lifting component (2) is set on the top of the upper mega-core column (7). The lifting component (2) is connected to the top of the template component (1). The lifting component (2) lifts the template component (1) out of the upper building body. The template assembly (1) is a shell structure composed of six single-sided templates. The single-sided template includes a steel template (10), multiple main back ribs (11), multiple secondary back ribs (12), and multiple top supports (13). The steel template (10) is a hollow shell structure. The multiple main back ribs (11) are evenly spaced laterally within the steel template (10). The multiple secondary back ribs (12) are evenly spaced longitudinally within the steel template (10). The multiple top supports (13) are evenly spaced laterally between the multiple main back ribs (11). The supporting component (3) includes a concrete floor slab (30), several profiled steel sheets (31) and several angle steels (32). The several profiled steel sheets (31) are integrally cast with the concrete floor slab (30). The several angle steels (32) are evenly spaced at the bottom of the profiled steel sheets (31). The profiled steel sheets (31) are fixedly connected to the pre-embedded steel plates (33) pre-embedded in the top of the lower giant core column (6) through the angle steels (32). The profiled steel sheets (31) serve as a permanent formwork for the concrete floor slab (30) and do not need to be removed. The construction method includes the following steps: Step 1: Install the template assembly (1). After the lower giant core column (6) steel bars are tied, hoist the template assembly (1) to the top of the concrete floor slab (30), insert the top rod (21) into the lifting lug (4), use the jack (20) to adjust the position of the template assembly (1) until the template assembly (1) is installed, and then pull out the top rod (21). Step 2: Pour the lower giant core column (6), install the embedded steel plate (33) along the long side of the top surface of the template assembly (1), and pour the concrete around the concrete floor slab (30) and around the template assembly (1) to form the lower giant core column (6). Step 3: Demolding template assembly (1), insert the top rod (21) back into the lifting lug (4), use the jack (20) in conjunction with the template assembly (1) to demold from the lower giant core column (6), pull out the top rod (21) again, and lift the template assembly (1) away from the lower giant core column (6); Step 4: Make a permanent template for the upper giant core column (7). Weld one side of the angle steel (32) on the upper part of the pre-embedded steel plate (33). The other side of the angle steel (32) is horizontal. Use the horizontal side of the angle steel (32) as support to install and fix the profiled steel plate (31). Step 5: Tie the upper giant core column (7) steel bars. First tie the concrete floor slab (30) steel bars, then pour the concrete floor slab (30). The steel bars poured into the concrete floor slab (30) have anchorage sections (34) reserved around the concrete floor slab (30). At the same time, tie the upper giant core column (7) steel bars and anchorage sections (34) together. Step 6: Repeat the above steps until the construction of the giant core column structure is completed.

2. The construction method of the giant core column integral lifting formwork system according to claim 1, characterized in that: The top of the template component (1) is provided with at least one set of oppositely arranged lugs (4).

3. The construction method of the giant core column integral lifting formwork system according to claim 2, characterized in that: The lifting assembly (2) includes several jacks (20) and several jack rods (21). Each jack rod (21) passes through a set of lifting lugs (4), and two jacks (20) are attached to both ends of each jack rod (21).

4. The construction method of the giant core column integral lifting formwork system according to claim 1, characterized in that: The template assembly (1) has an inverted quadrangular truncated shell structure. The steel templates (10) set on the four sides of the template assembly (1) have an overall wedge shape and a trapezoidal longitudinal section.

5. The construction method of the giant core column integral lifting formwork system according to claim 1, characterized in that: The multiple main back ribs (11) are evenly spaced and fixed inside the frame structure formed by the multiple secondary back ribs (12).

6. The construction method of the giant core column integral lifting formwork system according to claim 1 or 5, characterized in that: The multiple main back ribs (11) and the multiple top supports (13) are connected horizontally and vertically to form a flat frame structure.

7. The construction method of the giant core column integral lifting formwork system according to claim 6, characterized in that: Both the main back rib (11) and the top support (13) are rod-shaped structures made of channel steel, I-beam steel or square steel pipe.

8. The construction method of the giant core column integral lifting formwork system according to claim 1 or 5, characterized in that: The secondary back rib (12) is a rod-shaped structure made of channel steel, I-beam steel or square steel pipe.

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