Construction method of irregular facade of pyramid structure

Abstract

The application provides a construction method of a pyramid structure irregular outer facade scaffold, and belongs to the technical field of construction. The pyramid structure irregular outer facade comprises a layer-by-layer outward expansion structure and a layer-by-layer inward retraction structure. The layer-by-layer outward expansion structure adopts a variable cross-section erection mode, and the layer-by-layer inward retraction structure adopts a semi-floor erection mode. The variable cross-section erection mode and the semi-floor erection mode are independently constructed in a three-layer cycle unit. The cycle unit bottom is provided with a cantilever support system. The cantilever support system comprises a cantilever support beam fixed with the building structure and a flower basket inclined pull rod connecting the cantilever support beam and the upper floor. In the application, the variable cross-section erection mode and the semi-floor erection mode realize safe, efficient and standardized construction of the special-shaped facade scaffold through the concept of recycling of the three-layer cycle unit and the cantilever support system.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a construction method for an irregular facade of a pyramid structure. Background Technology

[0002] In recent years, with the diversification of architectural design, irregular facade structures with progressively cantilevered and receding facades (such as pyramid-shaped buildings) have become increasingly common. While these structures enhance the aesthetic appeal of buildings, they also present significant challenges to scaffolding construction. Traditional methods for constructing receding structures involve double-row vertical steel pipe scaffolding, relying on wall ties for layer-by-layer reinforcement. However, as the receding distance increases, the length of the wall ties continuously increases, leading to insufficient tensile strength and stability, posing a risk of overturning. Conversely, traditional methods for constructing progressively expanding structures use straight-up-and-down scaffolding. However, this method cannot adapt to the outward angle of expansion. If an inclined erection scheme is adopted, the overall load transfer path of the scaffolding becomes unclear, the stress at the nodes becomes complex, and structural instability is easily triggered, resulting in significant safety risks.

[0003] In other words, current conventional solutions, whether for recessed or expanded structures, rely heavily on customized wall ties or supporting components, leading to low construction efficiency, increased costs, and difficulty in ensuring the safety of high-rise construction. Therefore, there is an urgent need for an external scaffolding construction method that can adapt to irregular facade changes and balance efficiency and safety. Summary of the Invention

[0004] Purpose of the invention: The purpose of this invention is to address the shortcomings of existing technologies by providing a construction method for scaffolding on irregular facades with pyramidal structures. For facades that expand outwards layer by layer, a variable cross-section scaffolding erection mode is adopted; for facades that recede layer by layer, a semi-grounded scaffolding erection mode is adopted, thus balancing stability, efficiency, and safety.

[0005] Technical Solution: This invention provides a construction method for scaffolding of an irregular pyramid-shaped facade. The irregular pyramid-shaped facade includes a layer-by-layer expanding structure and a layer-by-layer receding structure. The layer-by-layer expanding structure adopts a variable cross-section erection mode, and the layer-by-layer receding structure adopts a semi-grounded erection mode. The variable cross-section erection mode and the semi-grounded erection mode are constructed independently in three-layer cycles. A cantilever support system is set at the bottom of the cycle unit. The cantilever support system includes cantilever support beams fixed to the building structure and basket braces connecting the cantilever support beams to the upper floor slab.

[0006] Furthermore, the cantilever support beams are made of 16# I-beams, including standard and extended corner types.

[0007] Furthermore, after the scaffolding of each cycle unit is dismantled, the cantilever support system is retained and reused for the construction of the next cycle unit.

[0008] Furthermore, the variable cross-section erection mode includes the following steps: S1, Embedded bolt sleeve All bolt sleeves are pre-embedded metal sleeves with internal threads, including high-strength bolt sleeves, wall tie sleeves, and tie rod sleeves; high-strength bolt sleeves are pre-embedded in the bottom beams of the circulating unit, wall tie sleeves are pre-embedded in the side beams of the intermediate layer, and tie rod sleeves are reserved in the top floor slab. S2, Installation of steel cantilever beams The inner end of the steel cantilever beam is fixed with high-strength bolts and high-strength bolt sleeves. The end of the steel cantilever beam that extends out of the bottom beam is hinged with a turnbuckle tie rod by a pin. The steel cantilever beam is of the ordinary type. S3. Install the flower basket diagonal brace. Connect one end of the flower basket diagonal brace to the outer end of the steel cantilever beam, and anchor the other end of the flower basket diagonal brace to the tie rod sleeve pre-embedded in the upper floor slab; S4: The horizontal spacing of the double-row scaffolding decreases layer by layer from the bottom to the top. The scaffolding of adjacent layers is vertically connected by couplers, and wall ties are set on each layer.

[0009] Furthermore, the basket brace consists of a long bolt rod and a high-strength nut. By rotating the high-strength nut to tension the long bolt rod, the length of the long bolt rod can be infinitely adjusted.

[0010] Furthermore, the horizontal spacing of the double-row scaffolding decreases by 1.2m at the bottom, 1.0m at the middle, and 0.8m at the top.

[0011] The load transfer path for the variable cross-section erection mode is as follows: The vertical load of the scaffolding is transferred from the steel cantilever beam to the high-strength bolts and then to the bottom beam. Horizontal wind load - wall tie - wall tie sleeve is transferred to the intermediate floor edge beam; The bending moment of the cantilever beam is transferred to the top floor slab via the basket brace and tie rod sleeve.

[0012] The variable cross-section erection mode adapts to external expansion: The horizontal spacing of the double-row scaffolding decreases progressively from 1.2m at the bottom, 1.0m in the middle, and 0.8m at the top. Vertical connections using couplers ensure that the axis of the uprights remains perpendicular to the inclined facade, avoiding the instability risks associated with traditional inclined scaffolding. Furthermore, each circulating unit has an independent cantilever support system, eliminating load overlap between units and reducing the risk of overall overturning.

[0013] Furthermore, the semi-floor erection mode includes the following steps: S1′, Install steel cantilever beams at the bottom of the circulation unit; S2′, Erect a bottom double-row scaffold on the steel cantilever beam and install wall ties; S3′, Erect intermediate-level scaffolding Align and connect the outer row of uprights of the intermediate scaffolding with the inner row of uprights of the bottom scaffolding using fasteners, and place the inner row of uprights on the intermediate floor slab; S4′, Erect the top-level scaffolding The outer row of uprights of the top-level scaffolding is aligned and connected with the inner row of uprights of the bottom-level scaffolding using fasteners, and the inner row of uprights rests on the top floor slab.

[0014] Furthermore, elastic pads are installed at the bottom of the inner row of uprights in the intermediate and top layers of scaffolding.

[0015] Furthermore, the steel cantilever beam is an extended corner type, and is fixed to the building structure by an 8.8 grade M20 high-strength bolt.

[0016] Furthermore, the wall ties are sleeve-type anchors pre-embedded on the side of the beam, which are connected to the scaffold uprights via steel pipes.

[0017] The semi-ground-supported scaffolding mode employs a hybrid support system. The bottom layer uses full cantilever support, with the load borne by steel cantilever beams. The middle and top layers use inner rows of uprights resting on the floor slab, while the outer rows of uprights are cantilevered and have their load evenly distributed by elastic pads. The outer rows of uprights on each floor are always aligned with the inner rows of uprights on the bottom layer, forming continuous load-bearing columns through fasteners. The inner rows of uprights are directly supported by the floor slab, utilizing the building's inherent rigidity to bear most of the vertical load. Simultaneously, wall ties are pre-embedded in the side beams of the recessed structure to prevent instability.

[0018] Beneficial effects: Compared with the prior art, the advantages of the present invention are as follows: (1) The variable cross-section erection mode in this invention actively balances the cantilever bending moment through the turnbuckle tie rod, which solves the failure risk of traditional cantilever I-beams relying solely on anchor bolts for bending resistance, thus improving safety and reliability; at the same time, the gradient reduction of the transverse spacing matches the outward expansion angle, avoiding the problem of excessively long wall ties; the pre-embedded sleeves and bolt connections avoid welding, and the use of cyclic unit erection results in high construction efficiency; the variable cross-section mode solves the overturning hazard of the outward expansion structure through the active tensioning system (turnbuckle tie rod); (2) In this invention, the semi-ground erection mode provides anti-overturning support by grounding the inner row of uprights, which reduces the amount of lateral displacement; at the same time, the cantilevered I-beams of the middle and top layers are eliminated, saving steel consumption, and the elastic pads buffer the impact force of the uprights to avoid pressure damage; the semi-ground mode uses the floor slab to participate in the load bearing, and the load diversion and transmission breaks through the safety bottleneck of the recessed structure. (3) The variable cross section erection mode and the semi-ground erection mode in this invention realize the safe, efficient and standardized construction of irregular facade scaffolding through the concept of three-layer circulating units and cantilever support system reuse. Attached Figure Description

[0019] Figure 1 This is a flowchart of the construction method of the present invention; Figure 2a The facade is a gradually expanding structure. Figure 2b The facade features a progressively receding structure. Figure 3 A diagram showing the erection of a variable cross-section scaffold with a progressively expanding structure; Figure 4 A diagram showing the erection of a semi-grounded scaffolding structure with a gradually receding structure; Figure 5 Detailed construction diagram of node 1 Figure 6 Detailed construction diagram of node 2 Figure 7 Detailed construction diagram of node 3 Figure 8 Detailed construction diagram of node 4 Figure 9 Detailed construction diagram of node 5 Figure 10 Detailed construction diagram of node 6 Detailed Implementation

[0020] The technical solution of the present invention will be described in detail below with reference to the accompanying drawings, but the scope of protection of the present invention is not limited to the embodiments described.

[0021] like Figures 1-2a As shown in Figures b and c, a construction method for scaffolding of an irregular pyramid-shaped facade is described. The irregular pyramid-shaped facade includes a layer-by-layer expanding structure and a layer-by-layer receding structure. The layer-by-layer expanding structure adopts a variable cross-section erection mode, and the layer-by-layer receding structure adopts a semi-grounded erection mode. The variable cross-section erection mode and the semi-grounded erection mode are constructed independently in three-layer cycles. A cantilever support system is set at the bottom of the cycle unit. The cantilever support system includes cantilever support beams fixed to the building structure and basket braces connecting the cantilever support beams to the upper floor slab. Figure 1 In this system, layer 1-1 is the bottom layer of a loop unit, layer 1-2 is the middle layer of a loop unit, and layer 1-3 is the top layer of a loop unit.

[0022] Example 1: Variable cross-section erection mode The variable cross-section construction mode is suitable for layered, outward-expanding pyramidal structure facades. It employs a cyclical unit construction method, with each cyclical unit consisting of three layers: bottom layer, middle layer, and top layer, from bottom to top. An outward-expanding pyramidal structure facade is shown below. Figure 2a As shown.

[0023] like Figure 3 As shown, the variable cross-section erection mode includes the following steps: S1, Embedded bolt sleeve All bolt sleeves are pre-embedded metal sleeves with internal threads, including high-strength bolt sleeve 3, wall tie sleeve 4, and tie rod sleeve 5. High-strength bolt sleeve 3 is pre-embedded in the bottom beam of the circulating unit, using M20 internal threads with a depth ≥100mm. Wall tie sleeve 4 is pre-embedded in the side beam of the intermediate layer, using M16 internal threads with 30mm exposed. Tie rod sleeve 5 is reserved in the top floor slab, using Φ25 ribbed anchor plate sleeve. The pre-embedding process involves welding the sleeve to the steel reinforcement cage for fixation, and cleaning the threaded ducts after concrete pouring.

[0024] S2, Installation of steel cantilever beam 1 Two 8.8 grade M20 high-strength bolts 6 are used to pass through the web of the I-beam and lock it to the high-strength bolt sleeve 3 at the inner end of the steel cantilever beam 1. The outer end of the steel cantilever beam 1 that extends out of the bottom beam is hinged to the lower end of the turnbuckle 2 through a Φ20 pin, allowing ±2° rotation to release stress. Cotter pins are installed on both sides of the pin to prevent it from falling off. The steel cantilever beam 1 is a standard type with a length of 1.2 meters, used for straight sections.

[0025] S3, Install the flower basket diagonal brace 2 One end of the basket brace 2 is connected to the outer end of the steel cantilever beam 1, and the other end of the basket brace 2 is anchored to the tie rod sleeve 5 pre-embedded in the upper floor slab. The basket brace 2 consists of a long bolt rod 21 and a high-strength nut 22. By rotating the high-strength nut 22 to tighten the long bolt rod 21, the length of the long bolt rod 21 can be infinitely adjusted. The long bolt rod 21 is a Φ20 precision-rolled threaded steel bar, and the high-strength nut 22 is an M50 trapezoidal threaded nut, which can be adjusted in both directions.

[0026] S4. The horizontal spacing of the double-row scaffolding decreases layer by layer from the bottom to the top. The decreasing gradient of the horizontal spacing of the double-row scaffolding is 1.2m for the bottom layer, 1.0m for the middle layer, and 0.8m for the top layer. Adjacent layers of scaffolding are vertically connected by couplers 7, and wall ties 8 are installed on each layer. The uprights of the upper and lower layers are connected by finger couplers 7. The steel pipe horizontal members of the wall ties 8 pass through the pre-embedded sleeves and are locked with double nuts. At the same time, they are fastened to the scaffolding uprights by swivel couplers.

[0027] All bolts / fasteners must be marked in red after tightening to prevent missed inspections. The support system must undergo a third-party load test (1.5 times the construction load for 24 hours) before it can be put into use.

[0028] Example 2: Semi-ground erection mode The semi-ground-mounted construction mode is suitable for pyramid-shaped facades with progressively receding layers. It adopts a cyclical unit construction method, with each cyclical unit consisting of three layers, from bottom to top: bottom layer, middle layer, and top layer.

[0029] like Figure 4 As shown, the semi-floor erection mode includes the following steps: S1′, Install steel cantilever beam 1 at the bottom of the circulating unit; steel cantilever beam 1 is a corner-extended I-beam, 1.7-2.0m in length, covering the external corner of the recessed structure, and is fixed to the web of the I-beam by two 8.8 grade M20 high-strength bolts through the web and to the sleeves pre-embedded in the building structure. A Φ25 limiting short column 20 (100mm high) is welded to the cantilever end, i.e., the outer end, to prevent the scaffold uprights from slipping.

[0030] S2′, Erect a bottom double-row scaffold on the steel cantilever beam 1, with a horizontal spacing of 1200mm between the scaffold uprights. Install wall ties 8; wall ties 8 are sleeve-type anchors pre-embedded in the side of the beam. The sleeve-type anchor is a Φ48×3.5mm wall-connecting steel pipe inserted into the pre-embedded sleeve, locked with double nuts, and the exposed steel pipe is used to hold the scaffold uprights with steel pipe clamps.

[0031] S3′, Erect intermediate-level scaffolding The outer row of uprights 9 of the intermediate scaffolding is aligned and connected to the inner row of uprights 10 of the bottom scaffolding using fasteners 7. The inner row of uprights 11 of the intermediate scaffolding rests on the intermediate floor slab, and elastic pads 14 are installed at the bottom of the inner row of uprights of the intermediate scaffolding. The outer row of uprights is aligned with the axis of the inner row of uprights of the bottom scaffolding.

[0032] S4′, Erect the top-level scaffolding The outer row of uprights 12 of the top-level scaffolding is aligned and connected to the inner row of uprights 10 of the bottom-level scaffolding using fasteners 7, and the inner row of uprights 13 of the top-level scaffolding rests on the top floor slab. Elastic pads 14 are provided at the bottom of the inner row of uprights 13 of the top-level scaffolding.

[0033] This embodiment systematically solves the construction challenges of scaffolding for pyramid-shaped recessed structures through three core innovations: cantilever-ground hybrid support, elastic buffering technology, and continuous force transmission structure of uprights.

[0034] As described above, although the invention has been shown and described with reference to specific preferred embodiments, it should not be construed as limiting the invention itself. Various changes in form and detail may be made without departing from the spirit and scope of the invention as defined in the appended claims.

Claims

1. A construction method for scaffolding with an irregular facade of a pyramid structure, characterized in that: The irregular facade of the pyramid structure includes a layer-by-layer outward expansion structure and a layer-by-layer inward expansion structure. The layer-by-layer outward expansion structure adopts a variable cross-section erection module, and the layer-by-layer inward expansion structure adopts a semi-ground erection module. The variable cross-section erection module and the semi-ground erection module are constructed independently in a three-layer cycle unit. The bottom of the cycle unit is provided with a cantilever support system. The cantilever support system includes a cantilever support beam (1) fixed to the building structure and a basket brace (2) connecting the cantilever support beam (1) to the upper floor slab. The construction method of the variable cross-section erection module includes the following steps: S1, Embedded bolt sleeve The bolt sleeves are all pre-embedded metal sleeves with internal threads, including high-strength bolt sleeves (3), wall tie sleeves (4) and tie rod sleeves (5); the high-strength bolt sleeves (3) are pre-embedded in the bottom beam of the circulation unit, the wall tie sleeves (4) are pre-embedded in the side beam of the middle layer, and the tie rod sleeves (5) are reserved in the top floor slab. S2. Install the cantilever support beam (1) The inner end of the cantilever support beam (1) is fixed to the high-strength bolt sleeve (3) by a high-strength bolt (6), and the outer end of the cantilever support beam (1) extending out of the bottom beam is hinged to one end of the basket brace by a pin; the cantilever support beam (1) is of ordinary type; S3. Install the flower basket diagonal bracing rod (2) One end of the flower basket diagonal brace (2) is connected to the outer end of the cantilever support beam (1), and the other end of the flower basket diagonal brace (2) is anchored to the tie rod sleeve (5) pre-embedded in the upper floor slab; S4: The horizontal spacing of the double-row scaffolding decreases from the bottom to the top layer, and the scaffolding of adjacent layers is vertically connected by couplers (7). Each layer is equipped with wall ties (8). The construction method for the semi-ground-mounted module includes the following steps: S1′, Install cantilever support beams (1) at the bottom of the circulation unit; S2′, Erect a bottom double-row scaffold on the cantilever support beam (1) and install wall ties (8); S3′, Erect intermediate-level scaffolding The outer row of uprights (9) of the intermediate scaffolding is aligned and connected with the inner row of uprights (10) of the bottom scaffolding through fasteners (7), and the inner row of uprights (11) of the intermediate scaffolding rests on the intermediate floor slab. S4′, Erect the top-level scaffolding The outer row of uprights (12) of the top-level scaffolding is aligned and connected with the inner row of uprights (11) of the middle-level scaffolding using fasteners (7), and the inner row of uprights (13) of the top-level scaffolding rests on the top floor slab.

2. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The cantilever support beam (1) is a 16# I-beam, including the ordinary type and the corner extended type.

3. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: After the scaffolding of each cycle unit is dismantled, the cantilever support system is retained and reused for the construction of the next cycle unit.

4. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The flower basket inclined rod (2) consists of a long bolt rod (21) and a high-strength nut (22). By rotating the high-strength nut (22) to tension the long bolt rod (21), the length of the long bolt rod (21) can be infinitely adjusted.

5. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The horizontal spacing of the double-row scaffolding decreases by 1.2m at the bottom, 1.0m at the middle, and 0.8m at the top.

6. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The bottom of the inner row of uprights of the intermediate and top layer scaffolding is provided with elastic pads (14).

7. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The cantilever support beam (1) is an extended corner type and is fixed to the building structure by two 8.8 grade M20 high-strength bolts (6).

8. The construction method for an irregular facade scaffolding of a pyramid structure according to claim 1, characterized in that: The wall tie (8) is a sleeve-type anchor embedded in the side of the beam and is connected to the scaffold uprights by steel pipe.

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