Manufacturing method of concrete sandwich wallboard using space truss tie piece

Abstract

The invention relates to the field of buildings, in particular to a manufacturing method of a concrete sandwich wallboard applying a space truss tie piece, which comprises the following steps of: S1, heating EPS (Expandable Polystyrene) particles through steam of a pre-foaming machine to form pre-foamed particles, standing and curing the pre-foamed particles, and filling a thermal insulation layer mold with the pre-foamed particles; s2, designing and processing a space truss tie piece, and calculating whether the ultimate shear bearing capacity of the wallboard meets the design requirements or not after the space truss tie piece is added; after the design requirements are met, all the space truss pulling pieces are fixed in the heat preservation layer mold in an array arrangement mode, and the symmetry center of the space truss pulling pieces and the center of the heat preservation layer mold are located at the same height; s3, steam is introduced into the heat preservation layer mold, the pre-foaming particles are heated and softened, and then the pre-foaming particles and the space truss pulling pieces are fused into a whole, and a heat preservation layer is formed; and S4, after cutting and drying treatment are conducted on the heat preservation layer, the heat preservation layer is placed in a concrete pouring mold, a reinforcing mesh is installed in the concrete pouring mold, after concrete is poured in the concrete pouring mold, a concrete outer acanthus and a concrete inner acanthus are formed on the two sides of the heat preservation layer, and manufacturing of the wallboard is completed after curing and demolding. According to the invention, the shear bearing capacity of the wallboard is greatly improved while the influence caused by a thermal bridge effect is solved.

Description

Technical Field

[0001] The present invention relates to the field of construction, and specifically to a manufacturing method of a concrete sandwich wall panel applying a space truss tie member. Background Art

[0002] Traditional building wall panels and floor slabs are usually mainly made of reinforced concrete solid slabs. However, due to their poor heat insulation performance, buildings using reinforced concrete solid slabs usually incur relatively large energy consumption losses. To improve the heat preservation effect of buildings, precast concrete sandwich wall panels have emerged as the times require. The precast concrete sandwich wall panel mainly consists of concrete leaf panels on both sides, an intermediate thermal insulation layer, and tie members connecting the concrete leaf panels on both sides. In the precast concrete sandwich wall panel, the tie member is a key component connecting the concrete leaf panels on both sides, and its shear force transfer capacity has a significant impact on the overall working performance of the precast concrete sandwich wall panel.

[0003] Currently, for conventional precast concrete sandwich wall panels, concrete blocks or steel bars are usually used as tie members. Although such precast concrete sandwich wall panels can achieve relatively high overall working performance, they will generate a relatively large thermal bridge effect, thereby reducing the heat preservation performance of the wall panels. To address the impact brought by the thermal bridge effect, when manufacturing wall panels, rod-shaped tie members made of fiber-reinforced resin composites began to be used. However, the shear force transfer capacity of this type of tie member is relatively weak and cannot be applied to buildings with relatively high requirements for the shear bearing capacity of wall panels, such as super high-rise buildings or areas with high seismic intensity. Therefore, it is urgent to solve this problem. Summary of the Invention

[0004] In order to avoid and overcome the technical problems existing in the prior art, the present invention provides a manufacturing method of a concrete sandwich wall panel applying a space truss tie member. While solving the impact brought by the thermal bridge effect, the shear bearing capacity of the wall panel is greatly improved.

[0005] To achieve the above object, the present invention provides the following technical solutions:

[0006] A manufacturing method of a concrete sandwich wall panel applying a space truss tie member, comprising the following steps:

[0007] S1. Steam heat EPS particles through a pre-foaming machine to form pre-foamed particles, and fill the pre-foamed particles into a thermal insulation layer mold after standing and maturing.

[0008] S2. Design and process space truss tie members, and calculate whether the ultimate shear bearing capacity of the wall panel after adding the space truss tie members meets the design requirements; after meeting the design requirements, fix each space truss tie member in the thermal insulation layer mold in an array arrangement manner, so that the symmetry center of the space truss tie member and the center of the thermal insulation layer mold are at the same height.

[0009] S3, introducing steam into the insulation layer mold, so that the pre-foamed particles are softened by heat and then fused with the space truss tie members to form an insulation layer;

[0010] S4. After cutting and drying the insulation layer, place it in a concrete casting mold, install a steel mesh in the concrete casting mold, pour concrete in the concrete casting mold, form concrete outer blades and concrete inner blades on both sides of the insulation layer, and complete the manufacture of the wall panel after curing and demoulding.

[0011] As a further solution of the present invention: the ultimate shear bearing capacity of the wallboard is:

[0012]

[0013] Where V is the ultimate shear bearing capacity of the wall panel;

[0014] k1 is the fitting coefficient;

[0015] D is the chord diameter of the space truss anchor;

[0016] H is the height of the space truss anchor;

[0017] L is the depth of the tie zone anchored in the concrete blade;

[0018] θ is the angle between the inclined chord and the axis of the space truss anchor.

[0019] As a further solution of the present invention: the wall panel includes an insulation layer and a concrete outer blade plate and a concrete inner blade plate located on both sides of the insulation layer, and the concrete outer blade plate and the concrete inner blade plate are fastened and positioned by space truss anchors that penetrate the insulation layer; the space truss anchors include two groups of anchor areas in a regular tetrahedral structure, and the tips of the two anchor areas are opposed to each other and are arranged symmetrically up and down; the axis of the space truss anchor is arranged along a direction perpendicular to the wall panel surface.

[0020] As a further solution of the present invention: the tie zone is composed of four groups of horizontal chords and four groups of inclined chords to form a regular tetrahedral pyramid frame structure, and the horizontal chords and the inclined chords are cylindrical rods with the same diameter.

[0021] As a further solution of the present invention: the diameters of the horizontal chord and the inclined chord are 6 mm to 10 mm.

[0022] As a further solution of the present invention: the angle between the inclined chord and the axis of the space truss anchor is 30° to 60°.

[0023] As a further solution of the present invention: along the direction perpendicular to the wall panel surface, the total height of the space truss anchor is 80 mm to 160 mm.

[0024] As a further solution of the present invention: the space truss tie members are arranged in a rectangular array within the wall panel, and the distance between adjacent space truss tie members is 300 mm to 600 mm.

[0025] As a further solution of the present invention: the thickness of the concrete outer leaf and the concrete inner leaf is 50 mm to 100 mm, and the thickness of the insulation layer is 30 mm to 100 mm.

[0026] As a further solution of the present invention: a steel mesh is provided in both the concrete outer leaf and the concrete inner leaf, the insulation layer is an EPS foam insulation board, and the space truss tie member is a fiber-reinforced resin composite material.

[0027] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0028] 1. The space truss tie members prepared from composite materials in the present invention can transfer the shear force between the concrete leafs more effectively compared with traditional tie members, improve the overall mechanical properties of the wall panel, avoid the unidirectional force transmission of the tie members, achieve multi-directional shear force transmission, solve the influence brought by the thermal bridge effect, and greatly improve the shear bearing capacity of the wall panel.

[0029] 2. The space truss tie members of the present invention adopt a unique end anchoring method, further enhancing the connection between the tie members and the wall panel, and improving the safety and reliability of the structure.

[0030] 3. By using geopolymer concrete to make the inner and outer concrete leafs, the present invention reduces carbon emissions and fully consumes industrial by-products.

[0031] 4. By calculating and predicting the ultimate flexural bearing capacity of the wall panel, the present invention provides a theoretical basis for practical engineering applications. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 is a structural schematic diagram of the present invention.

[0033] Figure 2 is a structural schematic diagram of the space truss tie member in the present invention.

[0034] Figure 3 is a data comparison diagram of the ultimate flexural bearing capacity obtained by software analysis and the ultimate flexural bearing capacity calculated by the present invention.

[0035] In the figure:

[0036] 1. Concrete outer leaf; 2. Insulation layer; 3. Concrete inner leaf; 4. Steel mesh;

[0037] 5. Space truss tie member; 51. Tie area; 511. Horizontal chord; 512. Inclined chord. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0038] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0039] Please refer to Figures 1 to 3 , in the embodiments of the present invention, a manufacturing method of a concrete sandwich wall panel using a space truss tie. The specific structure of the sandwich wall panel includes a thermal insulation layer 2 and concrete outer leaf panels 1 and concrete inner leaf panels 3 located on both sides of the thermal insulation layer 2. The concrete outer leaf panels 1 and the concrete inner leaf panels 3 are geopolymer concretes, and steel mesh 4 is provided in both the concrete outer leaf panels 1 and the concrete inner leaf panels 3. The thermal insulation layer 2 is an EPS foam thermal insulation board 2, and a space truss tie 5 is integrally fixed on the thermal insulation layer 2. The space truss tie 5 is used to tie and position the concrete outer leaf panel 1 and the concrete inner leaf panel 3. The space truss tie 5 is made of fiber-reinforced resin composite material.

[0040] The space truss tie 5 includes two sets of frame-type tie areas 51. The tie area 51 is in the shape of a regular pyramid. The tips of the two sets of tie areas 51 are fixed oppositely and arranged symmetrically up and down. The axis of the space truss tie 5 is perpendicularly arranged to the board body of the thermal insulation layer 2, and its frame interior is a hollow structure. One part of the two sets of tie areas 51 is respectively located in the concrete outer leaf panel 1 and the concrete inner leaf panel 3.

[0041] Each tie area 51 of the space truss tie 5 is composed of four sets of horizontal chords 511 and four sets of inclined chords 512. The four sets of horizontal chords 511 form a square-shaped frame platform. One set of inclined chords 512 is fixed at each corner end of the frame platform. The other ends of the inclined chords 512 converge at a point and are fixed, thus forming a regular pyramid structure as a whole. Each chord is a cylindrical rod, and the diameters of all chords are equal, with a diameter of 6 mm to 10 mm. The included angle between the inclined chord 512 and the axis of the space truss tie 5 is 30° to 60°.

[0042] In the direction perpendicular to the wall panel surface, the total height of the space truss tie 5 is 80 mm to 160 mm. The space truss ties 5 are arranged in a rectangular array in the wall panel, and the distance between adjacent space truss ties 5 is 300 mm to 600 mm. The thickness of the concrete outer leaf panel 1 and the concrete inner leaf panel 3 is 50 mm to 100 mm, and the thickness of the thermal insulation layer is 30 mm to 100 mm.

[0043] In this embodiment, when the wall panel is used as a building curtain wall, the thickness of the concrete outer blade 1 is set to 60 mm, the thickness of the insulation layer 2 is set to 30 mm, and the thickness of the concrete inner blade 3 is set to 200 mm.

[0044] The manufacturing of sandwich wall panels specifically includes the following steps:

[0045] S1. The EPS particles are heated by steam in a pre-foaming machine to form pre-foamed particles. The steam heating temperature is set to 90°C to 110°C. The pre-foamed particles are placed in a ventilated environment for 12 to 24 hours after being left to mature.

[0046] S2. Design and process the space truss anchor 5, and calculate whether the ultimate shear bearing capacity of the space truss anchor 5 after adding the rear wall panel meets the design requirements;

[0047]

[0048] Where V is the ultimate shear bearing capacity of the wall panel;

[0049] k1 is the fitting coefficient;

[0050] D is the chord diameter of the space truss anchor 5;

[0051] H is the height of the space truss anchor 5;

[0052] L is the depth of the anchoring area 51 in the concrete blade;

[0053] θ is the angle between the inclined chord 512 and the axis of the space truss anchor 5 .

[0054] After meeting the design requirements, the space truss anchors 5 are fixed in the insulation layer mold in an array arrangement so that the symmetry center of the space truss anchors 5 and the center of the insulation layer mold are at the same height; if they do not meet the requirements, their dimensions are redesigned.

[0055] S3, steam is introduced into the insulation layer mold, so that the pre-foamed particles are softened by heat and then melted together with the space truss anchors 5 to form the insulation layer 2. At this time, the space truss anchors 5 and the insulation layer 2 form an integrated structure. In this step, grooves need to be made on the insulation layer mold, and the insulation layer mold is set to a multi-stage structure, and each space truss anchor 5 is clamped and fixed by the insulation layer mold.

[0056] In addition to this fixing method, the insulation layer 2 can be first formed in the mold, and then grooves are cut on the insulation layer 2. The space truss anchor 5 is designed as a split structure, inserted into the corresponding groove in the insulation layer 2, and then fixed by adhesion.

[0057] S4. After cutting and drying the insulation layer 2, place it in a concrete casting mold. Install a steel mesh in the concrete casting mold. After pouring concrete in the concrete casting mold, a concrete outer leaf panel 1 and a concrete inner leaf panel 3 are formed on both sides of the insulation layer 2. After curing and demolding, the manufacturing of the wall panel is completed.

[0058] During the specific pouring process, tie the lower steel mesh with the spacer blocks, put them into the concrete casting mold, pour the concrete inner leaf panel 3. Before it solidifies, place the insulation layer 2 and the space truss tie member 5, then tie the upper steel mesh with the spacer blocks, place it on the insulation layer 2, and pour the concrete outer leaf panel 1. After the concrete curing is completed, it can be used in the actual project.

[0059] To verify the calculation of the ultimate flexural bearing capacity of the sandwich wall panel in this embodiment, a three-dimensional model of the sandwich wall panel is established using ABAQUS software. The concrete is established using a three-dimensional solid model, and the space truss tie member 5 is established using a beam element. The concrete strength is 40 MPa, the elastic modulus is 26 GPa, the elastic modulus of the space truss tie member 5 is 35 GPa, the cross-sectional width of the concrete leaf panel is 300 mm, the height is 300 mm, and the thickness is 70 mm.

[0060] The parameters considered mainly include the diameter of a single chord of the space truss tie member 5 (6 mm, 8 mm, 10 mm), the height of the space truss tie member 5 (80 mm, 100 mm, 120 mm, 140 mm), the depth of the anchorage of the tie area 51 in the concrete leaf panel (20 mm, 30 mm, 40 mm, 50 mm), and the angle between the inclined chord 512 and the axis of the space truss tie member 5 (30°, 45°, 60°).

[0061] The numerical model of the obtained ultimate flexural bearing capacity is shown in Table 1 below.

[0062] Table 1

[0063]

[0064]

[0065] Among them, V m is the ultimate shear bearing capacity calculated by the finite element software (unit: kN); V is the ultimate shear bearing capacity calculated in this embodiment, and the numerical comparison between V m and V is as Figure 3 shown. It can be seen that the calculation in this embodiment has high accuracy and can better predict the ultimate shear bearing capacity of the sandwich wall panel.

[0066] The basic principles of the present application have been described in conjunction with specific embodiments. However, it should be noted that the advantages, benefits, effects, etc. mentioned in the present application are only examples and not limitations, and it cannot be considered that these advantages, benefits, effects, etc. are essential for each embodiment of the present application. In addition, the above-disclosed specific details are only for illustrative and facilitating understanding purposes, rather than limitations. The above details do not limit the present application to necessarily implement using the above specific details.

[0067] The block diagrams of the devices, apparatuses, equipment, and systems involved in the present application are only illustrative examples and do not intend to require or imply that they must be connected, arranged, and configured in the manner shown in the block diagrams. As those skilled in the art will recognize, these devices, apparatuses, equipment, and systems can be connected, arranged, and configured in any manner. Words such as "including", "comprising", "having", etc. are open-ended terms, meaning "including but not limited to", and can be used interchangeably with each other. The word "or" and "and" used herein refer to the word "and / or", and can be used interchangeably with each other, unless the context clearly indicates otherwise. The word "such as" used herein refers to the phrase "such as but not limited to", and can be used interchangeably with each other.

Claims

1. A manufacturing method of a concrete sandwich wall panel using a space truss tie member, characterized in that It includes the following steps: S1. Steam heat EPS particles through a pre - foaming machine to form pre - foamed particles, and after standing and curing the pre - foamed particles, fill them into the insulation layer mold; S2. Design and process the space truss tie (5), and calculate whether the ultimate shear resistance of the wall panel after adding the space truss tie (5) meets the design requirements; After meeting the design requirements, fix each space truss tie (5) in the insulation layer mold in an array arrangement, so that the symmetry center of the space truss tie (5) and the center of the insulation layer mold are at the same height; S3. Pass steam into the insulation layer mold, heat and soften the pre - foamed particles, and fuse them with each space truss tie (5) into one body to form the insulation layer (2); S4. After cutting and drying the insulation layer (2), place it in the concrete casting mold, install the steel mesh in the concrete casting mold, pour concrete in the concrete casting mold, and form the concrete outer leaf (1) and the concrete inner leaf (3) on both sides of the insulation layer (2). After curing and demolding, the manufacturing of the wall panel is completed.

2. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 1, characterized in that, The ultimate shear resistance of the wall panel is: Wherein, V is the ultimate shear resistance of the wall panel; k1 is the fitting coefficient; D is the chord diameter of the space truss tie (5); H is the height of the space truss tie (5); L is the depth of the anchorage area (51) in the concrete leaf; θ is the angle between the inclined chord (512) and the axis of the space truss tie (5).

3. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 1 or 2, characterized in that, The wall panel includes an insulation layer (2) and a concrete outer leaf (1) and a concrete inner leaf (3) located on both sides of the insulation layer (2). The concrete outer leaf (1) and the concrete inner leaf (3) are tied and positioned by the space truss tie (5) penetrating the insulation layer (2). The space truss tie (5) includes two sets of tie areas (51) in a regular square pyramid structure, and the tips of the two tie areas (51) are opposed to each other and are arranged symmetrically up and down. The axis of the space truss tie (5) is arranged along the direction perpendicular to the wall panel surface.

4. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 3, characterized in that The tie area (51) is composed of four sets of horizontal chords (511) and four sets of inclined chords (512) to form a regular square pyramid - type frame structure. The horizontal chords (511) and the inclined chords (512) are both cylindrical rods with the same diameter.

5. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 4, characterized in that, The diameters of the horizontal chords (511) and the inclined chords (512) are 6mm - 10mm.

6. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 4, characterized in that, The angle between the inclined chord (512) and the axis of the space truss tie (5) is 30° - 60°.

7. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 3, characterized in that Along the direction perpendicular to the wall panel surface, the total height of the space truss tie (5) is 80mm - 160mm.

8. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 3, characterized in that The space truss ties (5) are arranged in a rectangular array in the wall panel, and the spacing between adjacent space truss ties (5) is 300mm - 600mm.

9. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 3, characterized in that, The thicknesses of the concrete outer leaf (1) and the concrete inner leaf (3) are 50mm - 100mm, and the thickness of the insulation layer is 30mm - 100mm.

10. The manufacturing method of a concrete sandwich wall panel using a space truss tie member according to claim 3, characterized in that, Steel meshes (4) are provided in both the concrete outer leaf (1) and the concrete inner leaf (3). The insulation layer (2) is an EPS foam insulation board, and the space truss tie (5) is a fiber - reinforced resin composite material.

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