Temporary support device for concrete overhang structure and construction method thereof

Abstract

The application discloses a temporary support device of a concrete overhanging structure and a construction method, and the construction method comprises the following steps: manufacturing and installing the temporary support device and a safety protection device; performing concrete overhanging plate steel bar binding construction on the upper surface of a bottom plate; sleeving and fixing a first connecting piece into a PVC protective pipe; sequentially pouring floor support plate concrete and overhanging plate concrete; when the overall strength of the overhanging plate concrete reaches 75% of the design strength, the first connecting piece and the PVC protective pipe are removed, and the left hole is filled with micro-expansion concrete; when the overall strength of the overhanging plate concrete reaches 100% of the design strength, the temporary support device is removed. The application realizes one-time pouring of the inner steel bar truss plate and the outer steel reinforced concrete overhanging plate, improves the structural integrity, guarantees the safety, reliability and durability, saves the construction period, reduces the construction period from 56 days to 28 days in the prior art, improves the work efficiency, reduces the comprehensive cost, and guarantees the safety of the edge operation personnel.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building construction, in particular to a temporary support device for a concrete overhanging structure and a construction method thereof. BACKGROUND

[0002] With the significant improvement of people's living standards, the desire for beautiful things is increasingly strong, and the development and change of building appearance modeling are particularly prominent. In engineering construction planning, not only the "practical function" of the building is valued, but also the "aesthetic function" and "landmark performance" of the building are valued, and efforts are made to continuously innovate and break through the building appearance, so that the building realizes the unity and balance of technical spirit and cultural heritage.

[0003] One of the important ways to realize the innovation and breakthrough of building appearance modeling is the floor overhanging structure modeling. Figure 6 As shown in the prior art, the concrete construction of the inner steel bar truss floor support plate and the outer steel reinforced concrete overhanging plate type requires that the steel bars of the overhanging part be reserved, the inner steel bar truss floor support plate concrete is poured first, and after the inner steel bar truss floor support plate concrete reaches the design requirement (28 days), the outer overhanging part concrete pouring construction is carried out. And the concrete formwork needs to be set on the basis of the inner steel bar truss floor support plate concrete.

[0004] Such a construction method has the following disadvantages: 1. A vertical construction joint needs to be left in the overhanging part, which will affect the integrity of the important part structure, and is not conducive to the safety, reliability and durability of the structure; 2. The construction period is long, the inner steel bar truss floor support plate concrete needs to be poured first, and the truss floor support plate concrete needs to reach the design requirement (28 days) before the overhanging part concrete pouring construction is carried out, and the overhanging member also needs to reach the design strength requirement (28 days) before the formwork can be removed. Therefore, the construction period of this part by the conventional method is at least 56 days, which will affect the next step of the process (such as structure plate surface layer construction, outer wall curtain wall construction, etc.); 3. The labor and material costs are high, because of the long construction period, the labor operation efficiency and the use of machinery and materials are more, which increases the comprehensive cost. SUMMARY

[0005] In order to solve the above problems, the purpose of the present application is to provide a temporary support device for a concrete overhanging structure based on a building steel edge beam, and a construction method for a concrete overhanging structure in which the inner floor support plate concrete and the outer overhanging plate concrete are poured at one time.

[0006] In order to achieve the above purpose, the technical solution adopted by the present application is:

[0007] In a first aspect, the present application provides a temporary support device for a concrete overhanging structure, comprising: a bottom form for setting a concrete formwork of the overhanging structure; a plurality of vertical columns arranged at intervals on one side of the bottom form; the bottom form, the vertical columns and a building steel edge beam being connected by a first connecting member; the vertical columns and the bottom form being arranged with a diagonal pull rod on a side away from the building steel edge beam; and a safety protection device being arranged between the vertical columns.

[0008] In some preferred embodiments, the bottom form comprises a framework and a bottom plate laid on the upper surface of the framework.

[0009] In some preferred embodiments, the bottom form and the building steel edge beam are arranged with a diagonal brace.

[0010] In some preferred embodiments, a plurality of second connecting members are arranged at intervals on a side of the bottom form away from the building steel edge beam, and the diagonal pull rod is connected to the bottom form by the second connecting members.

[0011] In some preferred embodiments, a plurality of through holes are arranged at intervals on the vertical columns, and the safety protection device comprises a safety rope passing through the through holes at the same horizontal height.

[0012] In a second aspect, the present application also provides a construction method for a concrete overhanging structure, comprising:

[0013] S1, manufacturing a temporary support device semi-finished product; manufacturing a framework of a bottom form, and laying a bottom plate on the upper surface of the framework; and rotatingly connecting one end of a diagonal pull rod to one side of the bottom form;

[0014] S2, construction of a single temporary support device; hoisting the temporary support device semi-finished product into place for trial assembly, and correcting the elevation and flatness; welding a first connecting member to the bottom form, the building steel edge beam and one end of the vertical column, respectively; after correcting the elevation and flatness again, welding the other end of the vertical column to one end of the diagonal pull rod;

[0015] S3, repeating the above steps until all temporary support devices in the length direction of the concrete overhanging structure are installed;

[0016] S4, safety protection device arrangement; passing a safety rope through the through holes at the same horizontal height arranged on the vertical columns and fixing the safety rope;

[0017] S5, concrete construction; performing a load loading test on the temporary support device according to 2 times the total weight of the structure and the construction load; performing concrete overhanging plate reinforcement binding construction on the upper surface of the bottom plate; sleeving and fixing the first connecting member with a PVC protective pipe; pouring the inner side floor slab concrete and the outer side overhanging plate concrete in sequence;

[0018] S6, concrete construction end; when the cantilever plate concrete overall strength reaches 75% of the design strength, the first connecting piece and PVC protection pipe are removed, the remaining hole is filled with micro-expansion concrete, and after the completion of concrete pouring and finishing, PE film is used for full coverage maintenance;

[0019] S7, remove the temporary support device; when the cantilever plate concrete overall strength reaches 100% of the design strength, the column (3) is cut off, and the removal of the temporary support device is completed.

[0020] In some preferred embodiments, the step S2 further comprises: movably connecting the inclined bracing rod between the lower part of the bottom die and the building steel edge beam; and the step S7 further comprises: removing the inclined bracing rod.

[0021] Advantages

[0022] 1. The temporary support device of the present application is based on the building steel edge beam, adopts the upper pulling and lower bracing mode, has reasonable stress, is higher in safety, and the upper surface of the formwork is flush with the upper surface of the building steel edge beam, so that one-time pouring of the inner steel bar truss plate and the outer reinforced concrete cantilever plate can be realized, the overall structure is improved, the safety, reliability and durability are better guaranteed, the size of each component is smaller, the weight is lighter, the whole device is simple to manufacture, high in utilization rate, can be made of conventional profiles, and each part is connected by a movable connection mode such as a bolt, the formwork is convenient and fast to disassemble and operate, and can be used repeatedly.

[0023] 2. The construction method of the present application saves the construction period, reduces the 56 days required by the prior art to 28 days to remove the formwork and enter the next process, improves the labor operation efficiency, saves the use cost of machinery and materials, and reduces the comprehensive cost; the safety protection device is arranged in the through hole reserved between the columns, and the safety of the edge construction personnel can be ensured without setting up a separate protection device. BRIEF DESCRIPTION OF DRAWINGS

[0024] Figure 1 It is a front view structural schematic diagram of the temporary support device of the concrete cantilever structure of a preferred embodiment of the present application.

[0025] Figure 2 It is a side view structural schematic diagram of the temporary support device of the concrete cantilever structure of a preferred embodiment of the present application.

[0026] Figure 3 It is a top view structural schematic diagram of the temporary support device of the concrete cantilever structure of a preferred embodiment of the present application.

[0027] Figure 4 It is a schematic diagram of the construction method of the concrete cantilever structure of a preferred embodiment of the present application. Figure 1

[0028] ​Figure 5 A schematic diagram of a concrete cantilever structure construction method according to a preferred embodiment of the present application Figure 2 ;

[0029] Figure 6 A schematic diagram of the relationship between the inner steel bar truss plate and the outer steel reinforced concrete cantilever plate according to the present application;

[0030] In the figure: 1, base mould; 2, first connecting piece; 3, upright column; 4, inclined pull rod; 5, inclined support rod; 6, second connecting piece; 7, building steel edge beam; 8, safety protection device; 9, inner steel bar truss plate; 10, outer steel reinforced concrete cantilever plate; 11, framework; 12, base plate; 13, PVC protection pipe; 14, through hole; DETAILED DESCRIPTION

[0031] In order to make the purpose, technical scheme and advantages of the present application more clear, the present application will be further described below in combination with the accompanying drawings. In the description of the present application, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, and are only used for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0032] Example 1

[0033] As Figures 1-4As shown, the embodiment provides a temporary support device for a concrete overhanging structure, comprising a bottom form 1 for setting a concrete form of the overhanging structure; a plurality of vertical columns 3 arranged at intervals on one side of the bottom form 1; the bottom form 1, the vertical column 3 and the building steel edge beam 7 are connected through the first connecting piece 2; the vertical column 3 and the bottom form 1 are arranged at intervals on the side away from the building steel edge beam 7, and are provided with a cable-stayed rod 4; the vertical column 3 is provided with a safety protection device 8. It should be understood that the connection mode not explicitly indicated in the embodiment is active connection, for example, commonly used active connection modes such as bolt connection can be used. Among them, the bottom form 1 is used to bear the overhanging structure concrete to be poured and other edge forms set according to the construction drawing; since the stress of the bottom form 1 is transmitted to the building steel edge beam 7, and the upper surface is flush with the upper surface of the building steel edge beam 7, the inner side steel bar truss floor slab and the outer side steel reinforced concrete overhanging slab 10 can be poured at the same time, without first pouring the inner side steel bar truss floor slab, reserving the vertical construction joint, and then erecting the formwork to pour the outer side steel reinforced concrete overhanging slab 10. In some preferred embodiments, for the inner side steel bar truss floor slab and the outer side steel reinforced concrete overhanging slab without cross-section mutation, the upper surface of the bottom form 1 should be flush with the upper surface of the building steel edge beam 7. It should be understood that the vertical column 3, the cable-stayed rod 4 and the bottom form 1 form a triangular stress structure after being connected with each other, wherein the length and width of the bottom form 1 are determined by the requirements of the construction drawing for the outer side steel reinforced concrete overhanging slab 10, and the specific number and interval distance of the plurality of first connecting pieces 2, vertical columns 3 and cable-stayed rods 4 arranged at intervals in the length direction can be determined by the person skilled in the art according to the length of the bottom form 1. Among them, the specific parameters such as shape, size, etc. of the first connecting piece 2 can be determined by the person skilled in the art according to the actual situation on site, preferably, the first connecting piece 2 can be made of angle steel, at this time the lower surface of the first connecting piece 2 in the length direction is connected with the bottom form 1 and the building steel edge beam 7 respectively, and the vertical column is connected to the upper surface of the first connecting piece 2.

[0034] In other preferred embodiments, considering that the outer side steel reinforced concrete overhanging slab 10 is generally arranged on the outer facade side of the building, there are safety hazards during construction, such as Figure 4 As shown, the vertical column 3 is provided with a safety protection device 8. Preferably, a plurality of through holes 14 are arranged at intervals on the vertical column 3, and the safety protection device 8 comprises a safety rope penetrating the through holes 14 at the same horizontal height, and a simple and effective protection device is formed by the safety ropes arranged at intervals in the vertical direction.

[0035] In some preferred embodiments, a specific structural example of the base mold 1 is given, which comprises a skeleton 11 and a bottom plate 12 laid on the upper surface of the skeleton 11. It should be understood that the structural members in the present application can all be made of standard profiles commonly used in the construction field without the need for separate mold customization, for example, the column 3 and the skeleton 11 can be made of hollow rectangular tubes or square tubes, and the inclined pull rod 4 and the first connecting member 2 can be made of angle steel. The specific specifications and models of the profiles used can be determined by a person skilled in the art according to the specific conditions of the cantilever structure to be constructed. Preferably, the bottom plate 12 is a 2mm thick steel plate, which is fixed on the skeleton 11 without the need for disassembly for a long time, so the bottom plate 12 can be welded and fixed with the skeleton 11. In the present embodiment, the base mold 1 is mainly subjected to the force of the connecting member and the column 3 and the inclined pull rod 4. From the action mode, it is mainly the upward tension. In other preferred embodiments, in order to strengthen the stress intensity and stiffness of the entire device, a diagonal bracing rod 5 is provided between the base mold 1 and the building steel edge beam 7. The diagonal bracing rod 5, the building steel edge beam 7 and the base mold 1 form another triangular stress structure, which mainly bears the downward pressure. The diagonal bracing rod 5 cooperates with the inclined pull rod 4 to make the temporary support device of the entire concrete cantilever structure more stable.

[0036] In other preferred embodiments, when the formwork width is wide (meaning that the longer the cantilevered plate cantilevers, the farther the operation distance when directly connecting the inclined pull rod 4 with the base mold 1, which is not convenient for workers to construct, so a plurality of second connecting members 6 are provided on the side of the base mold 1 away from the first connecting member 2, and the inclined pull rod 4 is connected with the base mold 1 through the second connecting member 6.

[0037] In other preferred embodiments, considering that the outer side reinforced concrete cantilevered plate 10 is generally arranged on the outer facade side of the building, there are safety hazards during construction, such as Figure 4 As shown, a safety protection device 8 is arranged between the columns 3. Preferably, a plurality of through holes are reserved on the columns 3 at intervals, and then safety ropes are passed through the reserved holes and fixed at the ends. The safety ropes arranged at intervals in the vertical direction constitute a simple and effective protection device.

[0038] Embodiment 2

[0039] This embodiment is developed on the basis of the above-mentioned embodiment 1. As shown in Figures 5-6 This embodiment provides a construction method of a concrete cantilever structure using the temporary support device of the above-mentioned embodiment 1:

[0040] S1, making a temporary support device semi-finished product; making a skeleton 11 of the base mold 1, and laying a bottom plate 12 on the upper surface of the skeleton 11; one end of the inclined pull rod 4 is rotatably connected with one side of the base mold 1;

[0041] Specifically, taking the cantilever structure length of 1300 mm as an example, the finished size of the single-piece bottom die 1 is considered to be 3000 (long) x 1500 (wide) mm, the skeleton 11 is made of 50 x 50 x 3 mm square tube, 2 vertical secondary bars are added in the middle of the skeleton 11 in the length direction, 1 vertical secondary bar is added in the middle of the skeleton 11 in the width direction, and the materials are all 50 x 50 x 3 mm square tubes. Each connection point is welded firmly.

[0042] After the skeleton 11 is finished, the 3000 x 1500 x 2 mm steel plate bottom plate 12 is fully laid on the upper surface of the skeleton 11, and is welded and fixed with the skeleton 11 after the laying is completed, thereby completing the production of the bottom die 1. In some preferred embodiments, in order to realize the rotation connection of one end of the inclined rod 4 with one side of the bottom die 1, a length of 200 mm angle steel L50 x 50 x 3 mm is selected as the second connecting piece 6, which is fixed with the outside of the finished bottom die 1, a through hole is reserved in the middle of the second connecting piece 6 as a connecting hole of the inclined rod 4 and the second connecting piece 6, and the setting position and interval of the second connecting piece 6 correspond to the first connecting piece 2. The interval between adjacent second connecting pieces 6 is 1500 mm.

[0043] S2, construction of a single-piece temporary support device; the semi-finished product of the temporary support device is hoisted into position for trial assembly, and the elevation and flatness are corrected; the first connecting piece 2 is welded with the bottom die 1, the building steel edge beam 7 and one end of the stand column 3 respectively; after the elevation and flatness are corrected again, the other end of the stand column 3 is welded with one end of the inclined rod 4; in some preferred embodiments, in order to strengthen the stress strength and stiffness of the whole device, a diagonal bracing rod 5 is arranged between the bottom die 1 and the building steel edge beam 7.

[0044] Specifically, taking the cantilever structure length of 1300 mm as an example, the first connecting piece 2 is made of L50 x 50 x 3 mm angle steel with a length of 180 mm, and the interval between adjacent first connecting pieces 2 is 1500 mm. After the upper part of the bottom die 1 is fixed firmly, the diagonal bracing rod 5 is produced and fixed. The diagonal bracing rod 5 can be divided into an inner diagonal bracing rod 5 and an outer diagonal bracing rod 5, which are made of L50 x 50 x 3 mm angle steel and support the intersection points of the longitudinal and transverse secondary bars in the middle and outside of the skeleton 11 respectively. One end is connected with the bottom die 1, and the other end is connected with the hole reserved in the web plate and the lower flange plate of the steel beam in advance through a 10 mm thick 100 mm (long) x 80 mm (wide) steel plate, and is screwed with double nuts for anti-slip treatment. The bolt spacing is the same as the spacing of the diagonal bracing rod 5. According to the design review calculation, the bolt hole diameter should be ≤20 mm, and the above spacing should not affect the safety of the steel beam structure.

[0045] S3, repeat the above steps until all the temporary support devices of the concrete cantilever structure in the length direction are installed;

[0046] S4, the setting of the safety device (8); in other preferred embodiments, considering that the outer reinforced concrete cantilever plate 10 is generally arranged on the outer facade side of the building, there is a safety hazard during construction, so when all the temporary support devices are installed, safety devices 8 are arranged between the columns 3. Preferably, the same horizontal height through hole 14 arranged on the column 3 is penetrated by a safety rope and fixed.

[0047] S5, concrete construction; load loading test is carried out on the temporary support device according to 2 times the total weight of the structure and construction load; concrete cantilever plate reinforcement binding construction is carried out on the upper surface of the bottom plate 12; the first connecting piece 2 is sleeved and fixed with the PVC protective pipe 13, obviously, the height of the PVC protective pipe 13 is greater than the thickness of the concrete to be poured, as shown in Figure 5 ; the inner floor slab concrete and the outer cantilever plate concrete are poured in sequence;

[0048] It should be understood that the building type of the conventional inner side reinforced truss floor slab and the outer side reinforced concrete cantilever plate requires that the cantilever part reinforcement be reserved, the inner side reinforced truss floor slab is poured first, and the cantilever part concrete pouring construction is carried out after the truss floor slab concrete strength reaches the design requirement (28 days). The technical solution of the present application can achieve the purpose of pouring the inner and outer side concrete together. Only the horizontal connecting part concrete of the reserved PVC protective pipe 13 part needs to be left.

[0049] S6, concrete construction completion; when the overall strength of the cantilever plate concrete reaches 75% of the design strength, the first connecting piece 2 and the PVC protective pipe 13 are removed, and the micro-expanding concrete is poured into the left hole; after the concrete pouring is completed, the PE film is used for full coverage maintenance; it should be understood that the micro-expanding concrete poured into the hole can be one level higher than the previously poured concrete.

[0050] S7, remove the temporary support device; when the overall strength of the cantilever plate concrete reaches 100% of the design strength, the exposed part of the column 3 is cut off, and if the inclined strut 5 is included, the inclined strut 5 also needs to be removed, and the removal of the temporary support device is completed. It should be understood that the temporary support device of the removed concrete cantilever structure should be cleaned, maintained, and placed in a designated position for convenient turnover.

[0051] The basic principles, main features and advantages of the present application are shown and described above. It should be understood by those skilled in the art that the present application is not limited by the above embodiments, and the above embodiments and descriptions in the specification are only to illustrate the principles of the present application. Without departing from the spirit and scope of the present application, various changes and improvements can be made to the present application, and these changes and improvements all fall within the scope of the claimed present application. The scope of protection of the present application is defined by the appended claims and their equivalents.

Claims

1. A construction method of a temporary support structure of a concrete cantilever structure, characterized by, The temporary support structure comprises a base form (1) for setting up a cantilever structure concrete formwork, a plurality of vertical columns (3) arranged at intervals on one side of the base form (1), the base form (1), the vertical columns (3) and the building steel edge beam (7) being connected by first connecting members (2), the vertical columns (3) and the base form (1) being arranged at intervals on the side away from the building steel edge beam (7) and provided with cable-stayed rods (4), the vertical columns (3) being arranged at intervals and provided with safety protection devices (8), the base form (1) comprising a framework (11) and a bottom plate (12) laid on the upper surface of the framework (11), the vertical columns (3) being arranged at intervals and provided with a plurality of through holes (14), and the safety protection devices (8) comprising safety ropes penetrating the through holes (14) at the same horizontal height. The construction method comprises the following steps: S1, manufacturing a temporary support device semi-finished product, manufacturing a framework (11) of a base form (1) and laying a bottom plate (12) on the upper surface of the framework (11), and rotatingly connecting one end of a cable-stayed rod (4) to one side of the base form (1); S2, construction of a single temporary support device, hoisting the temporary support device semi-finished product into position for trial assembly, and correcting the elevation and flatness, welding the first connecting members (2) to the base form (1), the building steel edge beam (7) and one end of the vertical columns (3) respectively, and welding the other end of the vertical columns (3) to one end of the cable-stayed rods (4) after correcting the elevation and flatness again; S3, repeating the above steps until all the temporary support devices in the length direction of the concrete cantilever structure are installed; S4, arrangement of safety protection devices (8), penetrating the through holes (14) at the same horizontal height arranged on the vertical columns (3) with safety ropes and fixing; S5, concrete construction, conducting a load loading test on the temporary support devices according to 2 times the total weight of the structure and the construction load, conducting concrete cantilever slab reinforcement binding construction on the upper surface of the bottom plate (12), sleeving and fixing the first connecting members (2) with PVC protective pipes (13), and pouring the inner side floor slab concrete and the outer side cantilever slab concrete in sequence; S6, concrete construction completion, removing the first connecting members (2) and the PVC protective pipes (13) when the overall strength of the cantilever slab concrete reaches 75% of the design strength, filling the remaining holes with micro-expanding concrete, and conducting full coverage curing with PE film after the concrete pouring completion; S7, removal of the temporary support devices, cutting off the vertical columns (3) when the overall strength of the cantilever slab concrete reaches 100% of the design strength, and completing the removal of the temporary support devices.

2. The construction method of claim 1, wherein: The base form (1) and the building steel edge beam (7) are arranged at intervals and provided with diagonal bracing rods (5).

3. The construction method of claim 1, wherein: The side of the base form (1) away from the building steel edge beam (7) is arranged at intervals and provided with a plurality of second connecting members (6), and the cable-stayed rods (4) are connected to the base form (1) through the second connecting members (6).

4. The construction method according to claim 2, wherein The step S2 further comprises movably connecting the diagonal bracing rods (5) between the base form (1) and the building steel edge beam (7), and the step S7 further comprises removing the diagonal bracing rods (5).

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