Erecting method for wall connecting piece reinforcing structure in ultrahigh and super-span area of ring buckle external scaffold

Abstract

The invention discloses a method for erecting a reinforcing structure of a wall connecting piece in an ultrahigh and super-span area of a ring-lock external scaffold. The method is characterized by comprising the following steps of a, removing a formwork of a floor, b, positioning and paying off, c, laying a base plate, and d, erecting a wall connecting reinforcing structure measure. The method for erecting the wall connecting piece reinforcing structure in the ultrahigh and super-span area of the ring lock external scaffold has the advantages that wall connecting construction measures of the ultrahigh and super-span part are taken, the strength, the rigidity and the stability are achieved, deformation of the external scaffold is avoided, the application range is wide, safety is guaranteed, and construction is easy and convenient.

Description

Technical Field

[0001] The present invention belongs to the technical field of construction engineering. Specifically, it is a method for erecting a reinforcement structure for connecting wall members in ultra-high and ultra-large-span areas of a disc buckle external scaffolding. Background Art

[0002] In traditional connecting wall members, embedded type, bolt type, etc. are generally used to form a tie for the external scaffolding. For conventional non-compliant areas, construction methods such as column hugging are used. However, all these methods require a "rooting point" to form a tie on the structure. But in large-space buildings, there are still problems and significant potential safety management hazards. At the same time, the "Determination Standards for Major Potential Safety Hazards in Housing and Municipal Engineering Production Safety (2024 Edition)" defines the complete absence of connecting wall members on an entire floor as a major safety hazard.

[0003] In practice, for ultra-high and ultra-large-span parts, referring to the construction method of a full hall scaffolding, the double-row external scaffolding is extended two spans inward to the structure. The crossbars are fully arranged according to the spacing of the scaffolding. The innermost span is firmly supported against the constructed structure using adjustable jacks, and four-way diagonal bars are added to form a support tower and tightly press against the upper and lower parts of the structure to form a temporary tie.

[0004] During the construction of exhibition halls, the maximum height of a single layer is 12m and the maximum span is 18m, both of which do not meet the requirements. During the formwork support stage, the stability of the scaffolding is ensured by externally setting up struts and temporarily consolidating them with the internal support frame. However, after the removal of the internal support frame, there is no temporary consolidation point, and due to the reasons of floor height and span, it is impossible to form a tie. In public buildings such as factories and exhibition halls, due to large spans and high floors, there is no "rooting point", generally not meeting the requirements for the arrangement of connecting wall members, resulting in the scaffolding not only not meeting the requirements of the specification calculation book but also having potential safety hazards.

[0005] Therefore, the known methods for setting connecting wall members in ultra-high and ultra-large-span areas have the above-mentioned various inconveniences and problems. Summary of the Invention

[0006] The purpose of the present invention is to propose a safe and reliable method for erecting a reinforcement structure for connecting wall members in ultra-high and ultra-large-span areas of a disc buckle external scaffolding.

[0007] To achieve the above purpose, the technical solution of the present invention is as follows: A method for erecting a reinforcement structure for connecting wall members in ultra-high and ultra-large-span areas of a disc buckle external scaffolding, characterized by including the following steps: a. Floor formwork removal and cleaning After the concrete of the floor formwork support reaches the removal strength and is approved, the formwork support frame is removed, and the formwork support frame materials in the floor are cleaned. b. Positioning and layout As shown in the plan diagram, for the external frame of the super-high and super-span parts, it is necessary to set up the wall structure measures. In the direction of equal span, multiple rows of vertical poles are positioned and laid out towards the interior of the floor. c. Laying the pad According to the layout and positioning, lay wooden pads or 10# channel steel with a thickness of at least 50 mm and a width of at least 200 mm at the position of the poles to ensure that the base layer is flat and firm; d. Installation of reinforcement measures for connecting walls The reinforcement area tower structure is erected using the vertical poles, horizontal poles and diagonal poles of the buckle frame. The horizontal connecting rods are connected from the external frame of the first floor to the tie-up position, and the first row of vertical poles is installed. Then a row of horizontal poles and vertical poles are extended to the inside of the floor to form a local multi-row structure. The horizontal poles and vertical poles are continued to be erected upwards according to the same step distance as the external frame. The top is supported by an adjustable top support, and square wood is used inside the top support to firmly support the top beam of the main structure. During the tower erection process, four-way diagonal poles are erected and the support frame is erected synchronously to complete the erection of the wall connection reinforcement structure.

[0008] The method for erecting the reinforced structure of the wall connection members in the super-high and super-span area of the external scaffolding of the present invention can also be further implemented by adopting the following technical measures.

[0009] The aforementioned method, wherein the vertical rod of the buckle rack is Q355Ф48.3×3.25×2000mm.

[0010] The aforementioned method, wherein the cross bar of the buckle rack is Q235Ф48.3×2.75×840mm.

[0011] The aforementioned method, wherein the diagonal rod of the buckle rack is Ø42.4×2.75×2168mm.

[0012] The aforementioned method, wherein the adjustable top support is Q235 and is 600mm high.

[0013] After adopting the above technical solution, the method for erecting the reinforced structure of the wall connecting member in the super-high and super-span area of the buckle external scaffolding of the present invention has the following advantages: 1. Solved the wall connection structural measures for super-high and super-span parts; 2. The wall-connected structural measures have strength, rigidity and stability, avoid deformation of the external frame, and have a wide range of applications; 3. Ensure safety and make construction simple and convenient. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] Figure 1 This is a schematic plan view of a wall connecting member reinforcement structure according to an embodiment of the present invention; Figure 2 This is a schematic elevation view of a wall connecting member reinforcement structure according to an embodiment of the present invention; Figure 3Stereogram of the wall connecting member reinforcement structure according to the embodiment of the present invention; Figure 4 Arrangement diagram of four-way diagonal rods at the reinforcement structure part according to the embodiment of the present invention.

[0015] In the figure: 1 cross bar, 2 wall connecting structure tower, 3 socketed steel tubular scaffolding, 4 adjustable support, 5 top-tight part between the adjustable support and the main structure, 6 backing plate, 7 connecting rod of the socketed steel tubular scaffolding. Specific implementation mode

[0016] The present invention will be further described below in conjunction with the embodiments and their accompanying drawings.

[0017] Embodiment 1 Now please refer to Figures 1-4 , the principle of the wall connecting member reinforcement structure for the socketed steel tubular scaffolding in the ultra-high and ultra-large-span area of the present invention: In the construction stage of the structure of large-span buildings with ultra-high and ultra-large spans, generally, the wall connecting members cannot be embedded, and the column-hugging method cannot be used for reinforcement. The wall connecting members have no "root points". The double-row external scaffolding is extended two spans inward to the structure. The cross bars are fully arranged according to the spacing of the scaffolding. The innermost span is firmly supported back by an adjustable support to the already constructed structure, and four-way diagonal rods are added to form a support tower that is tightly pressed against the upper and lower parts of the structure to form a temporary tie.

[0018] Material requirements for the construction method of the wall connecting member reinforcement structure for the socketed steel tubular scaffolding in the ultra-high and ultra-large-span area of the present invention: 1) Socketed steel tubular scaffolding: vertical pole Q355 Ф48.3×3.25×2000mm (other lengths 1000mm, 1500mm, 2500mm) for tower erection; 2) Socketed steel tubular scaffolding: cross bar Q235 Ф48.3×2.75×840mm (for tying tower erection); 3) Socketed steel tubular scaffolding: diagonal rod Ф42.4×2.75×2168mm (diagonal rod of the tower); 4) Adjustable support and bottom support: Q235, 600mm (firmly supported back to the structure at the top and bottom); 5) Square timber: 40mm*90mm square timber (top backing strip) Construction process flow of the construction method of the wall connecting member reinforcement structure for the socketed steel tubular scaffolding in the ultra-high and ultra-large-span area of the present invention: Floor form removal and cleaning → Measurement and positioning → Laying of backing plates → Synchronous erection of external frame connecting rods and tower cross bars and vertical poles → Laying layer by layer upward → Arranging diagonal rods while erecting → Using adjustable supports at the top to tightly press against and firmly support the structure.

[0019] Construction method of the wall connecting member reinforcement structure for the socketed steel tubular scaffolding in the ultra-high and ultra-large-span area of the present invention: 1) Floor form removal and cleaning After the floor formwork support reaches the demolition strength, the formwork support is demolished after approval, and the formwork support materials on the floor are cleaned up.

[0020] 2) Positioning and setting out According to the plane schematic diagram, for the parts of the external scaffold where connection wall structure measures need to be erected for the ultra-high and ultra-span parts, multi-row vertical rod positioning and setting out are carried out in the direction of equal span towards the inside of the floor.

[0021] 3) Laying cushion plates According to the positioning by setting out, lay cushion plate 6 at the position of the vertical rod, which is a wooden cushion plate with a thickness of at least 50 mm and a width of at least 200 mm or a 10# channel steel, to ensure that the base layer is flat and firm.

[0022] 4) Erection of connection wall connection reinforcement structure measures Start to erect the tower structure in the reinforcement area by using the vertical rods, horizontal rods 1 and diagonal rods of the disc buckle external scaffold 3. From the first floor, start from the connecting rod 7 of the disc buckle external scaffold at the connecting and pulling part, install the first row of vertical rods, and then extend one row towards the inside of the floor to erect the horizontal rods and vertical rods to form a local multi-row structure, and continue to erect the horizontal rods and vertical rods upwards according to the same step distance as the external scaffold. At the top, use adjustable jacks 4, and use square timbers inside the jacks to tightly support the beam and slab at the top of the completed main structure 5. During the erection of the connection wall structure tower 2, erect four-way diagonal rods, synchronously with the erection of the support frame. During the erection process, when the height is greater than 1.8 m, personnel must be equipped with safety belts and safety measures must be in place.

[0023] The construction method for erecting the connection wall member reinforcement structure in the ultra-high and ultra-span areas of the disc buckle external scaffold of the present invention is applied in the Guangzhou Convention and Exhibition Center project. There are many ultra-span and ultra-high structures in the project exhibition hall, which do not meet the layout parts of the connection wall members of "three steps and two spans" or "two steps and three spans". Through the connection wall member reinforcement construction method, the connection wall structure measures for the ultra-high and ultra-span parts are effectively solved, with strength, stiffness and stability, avoiding the deformation of the external scaffold. It has a wide range of applications, is easy to master, and is easy to popularize and use. It has been unanimously recognized by the supervision unit and the construction unit, welcomed by the operating personnel, and achieved good economic benefits and social impacts.

[0024] The above embodiments are only for illustrating the present invention, rather than limiting the present invention. Those skilled in the relevant technical fields can also make various transformations or changes without departing from the spirit and scope of the present invention. Therefore, all equivalent technical solutions should also belong to the scope of the present invention and should be defined by each claim.

Claims

1. A method for erecting a reinforcement structure of a coupling member in a super-high and super-span area of a button-and-loop external scaffolding, characterized in that It includes the following steps: a. Floor form removal and cleaning After the concrete of the floor formwork support reaches the removal strength, the formwork support is removed after approval, and the formwork support materials inside the floor are cleaned up; b. Positioning and setting out According to the plane schematic diagram, for the parts of the external scaffold where the connecting wall structure measures need to be erected for the ultra-high and ultra-span parts, multi-row vertical rod positioning and setting out are carried out in the direction of equal span towards the inside of the floor; c. Laying of cushion plates According to the positioning by setting out, wooden cushion plates with a thickness of at least 50 mm and a width of at least 200 mm or 10# channel steel are laid at the positions of the vertical rods to ensure that the base layer is flat and firm; d. Erection of connecting wall connection reinforcement structure measures Use the disc buckle frame vertical rods, disc buckle frame horizontal rods and disc buckle frame inclined rods to start erecting the tower structure in the reinforcement area. From the first floor, connect the horizontal connecting rods of the external scaffold at the connection and bracing parts, install the first row of vertical rods, and then extend one row inward to the floor to erect the horizontal rods and vertical rods to form a local multi-row structure. Continue to erect the horizontal rods and vertical rods upward according to the same step distance as the external scaffold. The top is provided with adjustable jacks. Inside the jacks, square timbers are used to firmly support the top beam slab of the completed main structure. During the erection of the tower, four-way inclined rods are erected, and the erection of the synchronous support frame is completed to finish the erection of the connecting wall member reinforcement structure.

2. The erection method of the tie member reinforcement structure in the ultra-high and ultra-span area of the disk button external scaffolding according to claim 1, characterized in that, The disc buckle frame vertical rod is Q355 Ф48.3×3.25×2000mm.

3. The erection method of the tie member reinforcement structure in the ultra-high and ultra-span areas of the disc-button external scaffolding as described in claim 1, characterized in that, The disc buckle frame horizontal rod is Q235 Ф48.3×2.75×840mm.

4. The erection method of the tie member reinforcement structure in the ultra-high and ultra-span areas of the disc-button external scaffolding as described in claim 1, characterized in that, The disc buckle frame inclined rod is Ф42.4×2.75×2168mm.

5. The erection method of the tie member reinforcement structure in the ultra-high and ultra-span areas of the disk button external scaffolding according to claim 1, characterized in that, The adjustable jack is Q235, with a height of 600 mm.

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