A new type of template support structure suitable for roof folding eaves

Abstract

This invention provides a novel formwork support structure suitable for folded eaves on roofs, belonging to the field of building construction technology. It includes a foundation anchoring component pre-embedded in the frame beam or protruding concrete component of the exterior wall beneath the eaves. A set of vertical uprights is erected on the inner side of the foundation anchoring component, and a set of non-vertical uprights is erected on the outer side. The vertical and non-vertical uprights are connected or linked by a horizontal bar system. A set of supporting main beams is erected at the top of the horizontal bar system. Above the supporting main beams, a set of supporting secondary beams is laid in the longitudinal direction. Above the supporting secondary beams, a folded area cavity-shaped formwork structure is laid. This invention uses a non-vertical steel pipe support frame system, which is relatively simple to transport and install, has good overall integrity, requires a small construction area, facilitates on-site construction, eliminates exterior wall leakage, and significantly reduces construction costs.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a novel formwork support structure suitable for roof folded eaves. Background Technology

[0002] In recent years, the construction industry has continued to develop, and building designs have become more diversified and complex, with roof eaves becoming a common feature. For roof eaves construction, the selection of the formwork support system is crucial, affecting the safety of concrete pouring, the quality of the finished product, and the overall aesthetic appeal.

[0003] Traditional construction techniques for roof eaves often involve using cantilevered I-beams with steel pipe supports and wooden formwork. Using cantilevered I-beams necessitates pre-drilling openings in the exterior walls, posing a significant risk of leakage to the building. Furthermore, the placement of the I-beams requires manual labor with the assistance of tower cranes, and subsequent dismantling relies heavily on manual labor. The rental costs for I-beams are also high, resulting in persistently high construction costs. Moreover, compared to straight eaves, folded eaves exhibit more complex structural stresses at the turning points (due to torque and stress concentration), placing higher demands on the support and formwork systems. 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 novel formwork support structure suitable for roof folded eaves. It uses a non-vertical steel pipe support frame system, which is relatively simple to transport and install, has good overall integrity, requires a small construction area, facilitates on-site construction, eliminates the occurrence of external wall leakage, and significantly reduces construction costs.

[0005] Technical Solution: The present invention discloses a novel formwork support structure suitable for roof folded eaves, comprising a foundation anchoring component pre-embedded in the frame beam or protruding concrete component of the exterior wall below the eaves. A set of vertical uprights is erected on the inner side of the foundation anchoring component, and a set of non-vertical uprights is erected on the outer side of the foundation anchoring component. The vertical and non-vertical uprights are connected or tied together by a horizontal bar system. A set of supporting main beams is erected at the top of the horizontal bar system. A set of supporting small beams is laid on the upper part of the supporting main beams in the longitudinal direction. A folded area cavity-shaped formwork structure is laid on the upper part of the supporting small beams. This double upright structure of vertical and non-vertical uprights can form a stable triangular support structure, improving the anti-overturning capacity. At the same time, the outward inclination of the non-vertical uprights can provide reaction support points for the cantilever section.

[0006] The horizontal bar system includes longitudinal horizontal bars that run through the entire row of vertical and non-vertical uprights and transverse horizontal bars that connect the uprights in the same row. The transverse horizontal bars are also transversely connected to the internal full-span support frame to achieve a rigid connection between the eaves frame and the main structure, eliminating the risk of local instability.

[0007] Furthermore, the standardized formwork structure for the folded cavity includes a membrane-covered formwork laid on top of the supporting beams and a fixed frame fixed to the membrane-covered formwork with a cross-section matching the folded cavity profile. The fixed frame is a trapezoidal truss structure, with a set of evenly distributed secondary ribs fixed on the hypotenuse of the trapezoid. This solves the problem of formwork support for complex turning surfaces, ensures the concrete forming accuracy at the corners, and avoids later repairs. The trapezoidal truss perfectly fits the folded profile, improving load transfer efficiency. The secondary ribs evenly distribute the lateral pressure of the concrete, eliminating formwork bulging deformation and forming a stable local support system, ensuring the forming effect of the folded eaves area.

[0008] Furthermore, the outermost non-vertical uprights are fixedly connected to the foundation anchoring components through L-shaped anchoring steel bars. The L-shaped anchoring steel bars completely avoid the traditional I-beam through-wall pre-reserved holes, eliminating the hidden danger of leakage in the outer wall; the anchoring points are poured simultaneously with the structure, improving the pull-out bearing capacity.

[0009] Furthermore, the vertical uprights and horizontal bars, as well as the longitudinal horizontal bars and vertical and non-vertical uprights, are all fixedly connected by cross couplers to avoid the scaffold settlement caused by the loosening of traditional swivel couplers.

[0010] Furthermore, both vertical and non-vertical poles are made of φ48×3.0mm steel pipes, and the standardized steel pipes reduce rental costs.

[0011] Furthermore, along the length of the eaves, both vertical and non-vertical uprights are spaced 0.9m apart.

[0012] Furthermore, the angle between the non-vertical upright and the foundation anchoring component should not be less than 70°. Too small an angle will result in an excessively large horizontal component force, ensuring that the anchor bar bears the load mainly composed of vertical force.

[0013] Furthermore, the vertical distance between any two adjacent longitudinal horizontal bars is 1.2m; the vertical distance between any two adjacent transverse horizontal bars ranges from 0.9m to 1.2m.

[0014] Furthermore, along the width of the eaves, the main supporting beams are set at intervals of 0.9m, made of 48*3.0mm steel pipes, and extend 100mm beyond the eaves to provide a safe operating boundary, facilitate formwork verification and concrete finishing, and reduce the risk of falling from a height.

[0015] Furthermore, supporting beams are installed at 0.3m intervals along the width of the eaves; this ensures sufficient bending resistance while minimizing the load generated by the self-weight of the support system.

[0016] Beneficial effects: Compared with the prior art, the advantages of the present invention are as follows:

[0017] (1) The present invention uses a fixed connection between the basic anchoring component and the non-vertical upright, so there is no need to leave a hole in the external wall structure, reducing the risk of leakage caused by the reserved opening of the cantilevered I-beam.

[0018] (2) Compared with the non-vertical formwork support system of traditional cantilever I-beams, the present invention is convenient to construct, requires less material input, has good safety performance, and is easy to carry out on-site construction operations. At the same time, it solves the problem of high leakage risk of the left-in openings of traditional cantilever I-beam support components, and ensures the building's functionality. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the structure of the present invention;

[0020] Figure 2 This is a schematic diagram of the folded part in this invention;

[0021] Figure 3 This is a schematic diagram of the fixed frame structure in this invention;

[0022] Figure 4 This is a structural schematic diagram of the basic anchoring component in this invention;

[0023] Figure 5 This is a schematic diagram of the outer protective structure in this invention;

[0024] In the diagram, 1- 15mm thick film-coated formwork, 2- 40mm*80mm square timber, 3- cross coupler, 4- external scaffold flip-up upright, 5- non-vertical upright, 6- foundation component, 7- vertical upright, 8- longitudinal horizontal bar, 9- transverse horizontal bar connected to the internal full-span scaffold, 10- "L" shaped anchor steel bar, 11- internal full-span support frame, 12- supporting main beam, 13- fixed frame, 14- secondary keel. Detailed Implementation

[0025] 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.

[0026] like Figure 1 The diagram illustrates a novel formwork support structure suitable for roof eaves with folded overhangs. It includes a foundation anchoring member 6 embedded in a frame beam or protruding concrete component of the exterior wall beneath the eaves. A set of vertical uprights 7 are erected on the inner side of the foundation anchoring member 6, and a set of non-vertical uprights 5 are erected on the outer side of the foundation anchoring member 6. The angle between the non-vertical uprights 5 and the foundation anchoring member 6 is 70°. Figure 4As shown, the outermost non-vertical upright 5 is fixedly connected to the foundation anchoring member 6 via L-shaped anchoring steel bars 10. The vertical upright 7 and the transverse horizontal bar 9, and the longitudinal horizontal bar 8 and the vertical upright 7 and non-vertical upright 5 are all fixedly connected via cross couplers 3. To transfer the internal horizontal forces (such as wind loads) to the outer non-vertical uprights, a diagonal brace 15 is installed between every two adjacent non-vertical uprights.

[0027] The vertical poles 7 and non-vertical poles 5 are connected or linked by a horizontal bar system. The horizontal bar system includes longitudinal horizontal bars 8 that run through the entire row of vertical poles 7 and non-vertical poles 5, and transverse horizontal bars 9 that connect the poles in the same row. The transverse horizontal bars 9 are also transversely linked to the internal full-span support frame 11. A set of supporting main beams 12 is erected at the top of the horizontal bar system. A set of supporting small beams 2 is laid on top of the supporting main beams 10 in the longitudinal direction. A folded area cavity-shaped template structure is laid on top of the supporting small beams 2.

[0028] like Figure 2 and Figure 3 As shown, the folded cavity standardized template structure includes a film-coated template 1 laid on top of the supporting beam 2 and a fixed frame 13 fixed on the film-coated template 1 with a cross section matching the folded cavity section. The fixed frame 13 is a trapezoidal truss structure, and a set of evenly distributed secondary keels 14 are fixed on the hypotenuse of the trapezoid.

[0029] In this embodiment, both the vertical uprights 7 and the non-vertical uprights 5 are made of φ48×3.0mm steel pipes. The vertical distance between any two adjacent longitudinal horizontal bars 8 is 1.2m; the vertical distance between any two adjacent transverse horizontal bars 9 ranges from 0.9m to 1.2m. Along the length of the eaves, the vertical uprights 7 and non-vertical uprights 5 are spaced 0.9m apart. Along the width of the eaves, the main supporting beams 12 are spaced 0.9m apart, extending 100mm beyond the eaves. Along the width of the eaves, the supporting spur beams 2 are spaced 0.3m apart.

[0030] like Figure 5 As shown, during construction, the external scaffolding uprights 4 rotate outwards by 25° from a distance of one step below the eaves, extending beyond the width of the eaves, and then overlap vertically upwards to form reliable protection.

[0031] The construction method in this embodiment is as follows:

[0032] Step 1: Foundation Pre-embedded Construction

[0033] 1.1 Positioning and Laying Out

[0034] On the frame beams of the main structure or protruding components of the exterior walls, mark the anchor points according to the pole positioning diagram (0.9m spacing). Verify using a total station; the axis deviation should be ≤3mm.

[0035] 1.2. Pre-embedded "L"-shaped anchor bars

[0036] φ18 HRB400 steel bars are used (embedded depth ≥250mm, exposed vertical section ≥100mm). The anchor bars are spot-welded to the main reinforcement of the beam to prevent displacement during concrete pouring.

[0037] 1.3 Simultaneous pouring of foundation

[0038] Concrete in the anchor bar area should be vibrated in layers to avoid collision with the anchor bars. Curing should continue until 75% or more of the design strength is achieved (usually ≥7 days).

[0039] Step 2: Erecting the support frame

[0040] 2.1 Longitudinal horizontal bars: The entire row of uprights runs through every 1.2m step, and is locked with cross couplers (torque ≥40N·m).

[0041] 2.2 Horizontal bars: erected every 0.9m step and rigidly connected to the internal scaffolding with swivel couplers.

[0042] 2.3 Diagonal bracing reinforcement: A diagonal brace is installed every 1.8m (two spans) along the length direction, and the two ends of the diagonal brace are respectively fastened to the internal full-span scaffold uprights and the external diagonal bracing uprights (≤300mm from the node).

[0043] Step 3: Template structure installation

[0044] The main and secondary beams were laid and the folded area was customized with formwork.

[0045] Step 4: Concrete pouring control.

[0046] 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 novel formwork support structure suitable for roof eaves with folded corners, characterized in that: The foundation anchoring component (6) is embedded in the frame beam or the concrete component protruding from the exterior wall below the eaves. A set of vertical poles (7) is erected on the inner side of the foundation anchoring component (6), and a set of non-vertical poles (5) is erected on the outer side of the foundation anchoring component (6). The vertical poles (7) and the non-vertical poles (5) are connected or tied by a horizontal bar system. A set of supporting main beams (12) is erected at the top of the horizontal bar system. A set of supporting small beams (2) is laid on the upper part of the supporting main beams (12) in the longitudinal direction. A folded area cavity fixed template structure is laid on the upper part of the supporting small beams (2). The horizontal bar system includes longitudinal horizontal bars (8) that run through the entire row of vertical uprights (7) and non-vertical uprights (5) and transverse horizontal bars (9) that connect horizontally between uprights in the same row. The transverse horizontal bars (9) are also transversely connected to the internal full-span support frame (11).

2. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: The folded cavity fixed template structure includes a film template (1) laid on the support beam (2) and a fixed frame (13) fixed on the film template (1) with a cross section matching the folded cavity section. The fixed frame (13) is a trapezoidal truss structure, and a set of evenly distributed secondary keels (14) are fixed on the hypotenuse of the trapezoid.

3. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: The outermost non-vertical pole (5) is fixedly connected to the foundation anchoring member (6) by an L-shaped anchoring steel bar (10).

4. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: The vertical pole (7) and the horizontal pole (9), as well as the longitudinal horizontal pole (8) and the vertical pole (7) and the non-vertical pole (5), are all fixedly connected by cross fasteners (3).

5. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: Both the vertical pole (7) and the non-vertical pole (5) are made of φ48×3.0mm steel pipe.

6. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: Along the length of the eaves, the vertical poles (7) and non-vertical poles (5) are all spaced 0.9m apart.

7. A novel formwork support structure for roof folded eaves as described in claim 1, characterized in that: The included angle between the non-vertical upright (5) and the foundation anchoring member (6) is not less than 70°.

8. A novel formwork support structure for roof folded eaves according to claim 1, characterized in that: The vertical distance between any two adjacent longitudinal horizontal bars (8) is 1.2m; the vertical distance between any two adjacent transverse horizontal bars (9) ranges from 0.9m to 1.2m.

9. A novel formwork support structure for roof folded eaves according to claim 1, characterized in that: Along the width direction of the eaves, the supporting main beams (12) are set at intervals of 0.9m, and the supporting main beams (12) extend 100mm beyond the eaves.

10. A novel formwork support structure for roof folded eaves according to claim 1, characterized in that: Along the width direction of the eaves, the supporting beams (2) are set at intervals of 0.3m.

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