Symmetrical arrangement method for sheet-shaped tie pieces of sandwich heat-preservation composite wallboard

Abstract

The invention discloses a symmetrical arrangement method for sheet-shaped pulling pieces of a sandwich heat-preservation composite wallboard, and aims to ensure uniform transfer of loads, avoid eccentric stress and improve the safety of the wallboard. The method comprises the following steps: firstly, determining section parameters of the tie piece according to the size of a wallboard, namely a rectangular section, a height h of 60-200mm and a thickness t of 1.5-5mm, calculating a bending-resistant section coefficient W, then determining a bending-shear bearing capacity standard value # imgabs0 # of the tie piece according to the thickness d of a thermal insulation layer and the yield strength sigma of a material, then calculating a gravity load standard value G according to the self weight of an outer acanthus, the weight of the thermal insulation layer and the weight of the tie piece, and finally calculating the bending-shear bearing capacity of the tie piece according to the weight of the outer acanthus, the weight of the thermal insulation layer and the weight of the tie piece. Selecting a subitem coefficient gamma according to the seismic fortification intensity, calculating the theoretical number m of the tie pieces, introducing a safety correction coefficient # imgabs1 # to adjust the actual number n of the tie pieces, ensuring that the actual number n of the tie pieces meets the safety requirement, and finally arranging the tie pieces according to the principle of symmetry in the horizontal direction and the vertical direction; according to the invention, uniform load transmission of the tie piece can be ensured, eccentric stress is avoided, and the safety of the wallboard is improved.

Description

Technical Field

[0001] The invention relates to the technical field of building engineering, and in particular to a method for symmetrically arranging sheet-shaped tie pieces of a sandwich thermal insulation composite wall panel. Background Art

[0002] As the construction industry pays more and more attention to environmental protection and sustainable development, prefabricated buildings have developed rapidly due to their high efficiency and environmental protection. Among them, the sandwich insulation composite wall panel is an important structural load-bearing and insulation component. It consists of two layers of inner and outer reinforced concrete blades and an insulation layer in the middle. The inner and outer blades are connected into a whole through tie pieces. The inner blade mainly bears the vertical load and horizontal load of the main structure, the outer blade bears its own weight, wind load and earthquake load, and the insulation layer plays a role in heat insulation. The sandwich structure enables the insulation layer and the structural layer to achieve the same life cycle, improves the insulation performance and overall fire protection level, and can effectively improve the comprehensive performance of the building.

[0003] Sheet anchors play a key role in sandwich insulation composite wall panels by reliably transferring the in-plane load borne by the outer blade to the inner blade. Reasonable anchor arrangement can not only ensure the cooperative working performance of the inner and outer blades under complex stress conditions, but also avoid stress concentration, thereby ensuring the stability and safety of the overall structure. However, the traditional anchor arrangement has many shortcomings: 1. The transverse and longitudinal axes of the anchor and the outer blade often do not coincide with the center of gravity of the outer blade, making it easy to be eccentrically loaded when subjected to force. Eccentric force will cause additional torque to be generated in the anchor, reducing its bending bearing capacity, and may cause interface cracking between the anchor and the outer blade, affecting the overall structural performance; 2. The layout position of the anchors in the thickness direction of the wall panels is unreasonable, and the coordinated force effect of the inner and outer blades cannot be fully utilized. Under normal circumstances, the anchors should be arranged at the neutral axis of the outer and inner blade frames so that they can maximize the coordinated effect of the two when subjected to force, thereby improving the overall bearing capacity. However, the existing layout method fails to meet this requirement and is prone to cause stress concentration.

[0004] 3. Improper design of the spacing and number of anchors in the plane makes it impossible to evenly and effectively transfer the load of the outer blade to the inner blade. If the spacing of the anchors is too large, the load of the local area of ​​the outer blade cannot be dispersed to the inner blade in time; if the number of anchors is too small, it cannot provide sufficient shear force transmission area, which will reduce the stability and bearing capacity of the overall structure.

[0005] The various shortcomings of the above-mentioned traditional anchor arrangement method affect the overall stress performance of the sandwich insulation composite wall panel under vertical loads, horizontal loads, etc., and may even endanger the safety performance of the structure. It is urgent to propose a new anchor arrangement method to improve it. Summary of the invention

[0006] The object of the present invention is to provide a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel, which can ensure that the anchors transfer loads evenly, avoid eccentric stress, and improve the safety of the wall panel.

[0007] To achieve the above object, the present invention provides the following technical solution: a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel, comprising the following steps: S1: Determine the cross-sectional parameters of the anchor according to the size of the sandwich insulation composite wall panel: S11. Use a rectangular cross-section anchor; S12, determine the height h of the anchor, the value range is 60-200mm; S13, determine the thickness t of the anchor, the value range is 1.5-5mm; S14. Calculate the bending section coefficient W of the anchor, where W=th² / 6; S2: Determine the standard value of the bending and shear bearing capacity R of the anchor S : S21. Determine the thickness d of the insulation layer within the range of 30-200mm according to the project requirements; S22. Select the design value of yield strength σ in the range of 200-360 MPa according to the material of the anchor; S23. Calculation of standard values ​​of bending and shear bearing capacity of anchors , in is the bending-shear capacity correction factor, ; S3: Calculate the theoretical number of anchors required m: S31. Calculate the standard value G of the gravity load of the outer blade, including the deadweight of the outer blade, the weight of the insulation layer and the weight of the anchors; S32. Select the partial coefficient value γ according to the seismic fortification intensity: When the seismic fortification intensity is 6 degrees, γ is taken as 1.5; When the seismic fortification intensity is 7 degrees, γ is taken as 1.7; When the seismic fortification intensity is 8 degrees, γ is taken as 2.0; When the seismic fortification intensity is 9 degrees, γ is taken as 2.8; S33. Calculate the theoretical number of anchors required m: The following formula is used for calculation , calculate the theoretical quantity m; S4: Calculate the actual number of anchors required n: S41, calculate the theoretically required number of anchors m according to step S33, and determine the safety correction factor according to the following rules: The value of: When m<1, take =1.6; When 1≤m<2, take =1.8; When m ≥ 2, take =2.0; S42, m and Substitute into the formula Calculate the actual number of anchors n. When the calculated result n≤2, take n=2; when the calculated result n>2, round n up; S5: Determine the location of the anchor: S51. Arrange n anchors symmetrically along the vertical direction on the rib column to bear the vertical load of the outer blade; S52, symmetrically arrange n anchors on the rib beam in the horizontal direction to bear the horizontal load of the outer blade; S53, determining the line connecting the centroids of the anchors distributed in the horizontal direction as the line segment L1; S54, determining the line connecting the centroids of the anchors distributed in the vertical direction as the line segment L2; S55. Adjust the position of the anchor so that the distance between the intersection of line segment L1 and line segment L2 or the midpoint when the two coincide with the center of gravity of the outer blade is controlled within the range of 0-50 mm.

[0008] Preferably, the arrangement of the anchors in step S5 also needs to meet the following position requirements: The distance between the centroid of the anchor and the edge of the inner blade shall not be less than 200mm; The distance between the centroid of the anchor and the edge of the inner blade shall not exceed 800mm; The centroid distance between adjacent anchors in the same direction shall not exceed 2400mm.

[0009] Preferably, the arrangement of the anchors in step S5 also needs to meet the following position requirements: Avoid embedded parts and sleeves in wall panels; Avoid infill blocks on inner leaf plates; Avoid the intersection of rib beams and rib columns; When the number of ribs N of the composite wall panel is an odd number, all vertical anchors are arranged on the middle ribs; when the number of ribs N of the composite wall panel is an even number, the vertical sheet anchors are arranged on the second and N-1th ribs respectively; When the number M of ribs of the composite wall panel is an odd number, all horizontal anchors are arranged on the middle ribs. When the number M of ribs of the composite wall panel is an even number, the horizontal anchors are arranged on the 2nd and M-1th ribs respectively.

[0010] Preferably, the calculation method of the standard value G of the outer blade gravity load is G=ρc×V+ρi×Vi+ρs×Vs, where: ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³; ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³; ρs is the bulk density of the anchor material, and Vs is the volume of the anchor, in m³.

[0011] Preferably, the material of the anchor is carbon structural steel, low alloy high strength structural steel, stainless steel or fiber reinforced plastic.

[0012] Compared with the prior art, the advantages of the present invention are: the method ensures that the anchor has sufficient bending and shearing capacity by strictly controlling the geometric parameters (height, thickness) and material properties (yield strength) of the anchor. The bearing capacity of the anchor can be accurately evaluated by calculating the bending section coefficient. The method also considers the influence of the thickness of the insulation layer on the stress of the anchor and introduces the bending and shearing bearing capacity correction coefficient, making the calculation result more accurate and reliable.

[0013] When determining the number of anchors, this method fully considers the requirements of earthquake fortification and improves the structural reliability through safety factors corresponding to different intensities. Most importantly, this method adopts a symmetrical arrangement in the horizontal and vertical directions, which can effectively bear the vertical loads of the outer blade (such as deadweight and earthquake loads) and resist horizontal loads (such as wind loads and earthquake effects). At the same time, by controlling the distance between the center of gravity of the anchor arrangement and the center of gravity of the outer blade, the additional stress caused by eccentric force is effectively avoided, thereby improving the stability of the overall structure. This arrangement method not only has a scientific and rigorous calculation method, but also is simple and intuitive in construction, which can ensure the quality of the project and structural safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are merely embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without paying any creative work.

[0015] Figure 1 It is a schematic diagram of the process of the present invention; Figure 2 A schematic diagram of arranging the anchors; Figure 3 It is a front view of the anchor of the present invention; Figure 4 It is a side view of the anchor of the present invention.

[0016] In the figure: 1. Anchor; 2. Block; 3. Rib beam; 4. Rib column. DETAILED DESCRIPTION

[0017] The following will be combined with the drawings in the embodiments of the present application to clearly and completely describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0018] Embodiment 1: As shown in the figure, a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel comprises the following steps: S1: Determine the cross-sectional parameters of the anchor 1 according to the size of the sandwich thermal insulation composite wall panel: S11, select a rectangular cross-section anchor 1; S12, determine the height h of the anchor 1, the value range is 60-200mm; S13, determining the thickness t of the anchor 1, the value range is 1.5-5mm; S14. Calculate the bending section coefficient W of anchor 1, where W=th² / 6; S2: Determine the standard value R of the bending and shear bearing capacity of anchor 1 S : S21. Determine the thickness d of the insulation layer within the range of 30-200mm according to the project requirements; S22. Select a yield strength design value σ in the range of 200-360 MPa according to the material of the anchor 1; S23. Calculate the standard value of the bending and shear bearing capacity of anchor 1 , in is the bending-shear capacity correction factor, ; S3: Calculate the theoretical number of anchors 1 required: S31. Calculate the standard value G of the gravity load of the outer blade, including the deadweight of the outer blade, the weight of the insulation layer and the weight of the anchor 1; S32. Select the partial coefficient value γ according to the seismic fortification intensity: When the seismic fortification intensity is 6 degrees, γ is taken as 1.5; When the seismic fortification intensity is 7 degrees, γ is taken as 1.7; When the seismic fortification intensity is 8 degrees, γ is taken as 2.0; When the seismic fortification intensity is 9 degrees, γ is taken as 2.8; S33. Calculate the theoretical number m of anchors 1 required: The following formula is used for calculation , calculate the theoretical quantity m; S4: Calculate the actual number n of anchors 1 required: S41, calculate the theoretically required number of anchors 1 m according to step S33, and determine the safety correction factor according to the following rules: The value of: When m<1, take =1.6; When 1≤m<2, take =1.8; When m ≥ 2, take =2.0; S42, m and Substitute into the formula Calculate the actual number n of anchor 1. When the calculated result n≤2, take n=2; when the calculated result n>2, round n up; S5: Determine the layout position of the anchor 1: S51, arranging n anchors 1 symmetrically along the vertical direction on the rib column 4 to bear the vertical load of the outer blade; S52, symmetrically arrange n anchors 1 on the rib beam 3 in the horizontal direction to bear the horizontal load of the outer blade; S53, determining the line connecting the centroids of the anchors 1 distributed in the horizontal direction as the line segment L1; S54, determining the line connecting the centroids of the anchors 1 distributed in the vertical direction as the line segment L2; S55. Adjust the position of the anchor 1 so that the distance between the intersection of the line segment L1 and the line segment L2 or the midpoint when the two coincide with the center of gravity of the outer blade is controlled within the range of 0-50 mm.

[0019] Preferably, the arrangement of the anchor 1 in step S5 also needs to meet the following position requirements: The distance between the centroid of the anchor 1 and the edge of the inner blade is not less than 200mm; The distance between the centroid of the anchor 1 and the edge of the inner blade is no more than 800 mm; The centroid distance between adjacent anchors 1 in the same direction is not greater than 2400 mm.

[0020] By stipulating that the distance between the anchor 1 and the edge of the inner blade is no less than 100mm, local damage caused by edge stress concentration can be effectively avoided, while also reserving sufficient operating space for construction; limiting the distance between the anchor 1 and the edge to no more than 800mm ensures that the edge area of ​​the wall panel has sufficient connection and support to prevent deformation or cracking caused by excessive overhang; and controlling the spacing between adjacent anchors 1 to no more than 2400mm can ensure that an effective collaborative working mechanism is formed between the anchors 1, ensuring that the outer blade is evenly stressed, while avoiding material waste and construction difficulties caused by overly dense arrangements. The above position requirements cooperate with each other to jointly construct a complete arrangement system, which not only ensures the overall performance and safety and reliability of the structure, but also takes into account the operability and economic rationality of the construction.

[0021] Preferably, the arrangement of the anchor 1 in step S5 also needs to meet the following position requirements: Avoid embedded parts and sleeves in wall panels; Avoid the inner filling block 2 of the inner leaf plate; Avoid the intersection of rib beam 3 and rib column 4; When the number N of ribs 4 of the composite wall panel is an odd number, all vertical anchors 1 are arranged on the middle ribs 4; when the number N of ribs 4 of the composite wall panel is an even number, the vertical sheet anchors 1 are arranged on the second and N-1th ribs 4 respectively; When the number M of ribs 3 of the composite wall panel is an odd number, all the horizontal anchors 1 are arranged on the middle ribs 3; when the number M of ribs 3 of the composite wall panel is an even number, the horizontal anchors 1 are arranged on the 2nd and M-1th ribs 3 respectively.

[0022] In the above process requirements, the requirement to avoid embedded parts and sleeves in the wall panels is based on considerations of construction feasibility and structural safety. This can prevent the anchor 1 from interfering with other components, avoid installation difficulties, and also prevent stress concentration due to local weakness.

[0023] The requirement of avoiding the intersection of the rib beams 3 and rib columns 4 of the inner leaf plate fully considers the overall stress characteristics of the wall panel. Because there are more steel bars at the intersection of the rib beams 3 and rib columns 4, it is difficult to install the anchor 1. The intersection of the rib beams 3 and rib columns 4 is also an area where stress is relatively concentrated. Avoiding these positions can ensure the installation quality of the anchor 1 and the reliability of its stress performance.

[0024] When the number of rib columns 4 or rib beams 3 is odd, all the anchors 1 are arranged on the middle rib columns 4 or rib beams 3. This can ensure that the load on the outer leaf plate is evenly transferred to the inner leaf plate through the anchors 1 and keep the symmetry of the entire wall structure. This symmetrical arrangement helps to reduce the possibility of eccentric stress and prevent overload on one side due to asymmetric load.

[0025] For the case of an even number of rib columns 4 or rib beams 3, the second and last (i.e., the N-1th or M-1th) positions are selected to arrange the anchors 1 instead of the positions at the extreme edges of both ends. This arrangement can effectively disperse the load without weakening the edge strength of the wall. At the same time, it also avoids the problem of local stress concentration that may be caused by arranging too many anchors 1 near the edge of the wall.

[0026] Preferably, the calculation method of the standard value G of the outer blade gravity load is G=ρc×V+ρi×Vi+ρs×Vs, where: ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³; ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³; ρs is the material density of anchor 1, Vs is the volume of anchor 1, the unit is m³.

[0027] Preferably, the anchor 1 is made of carbon structural steel, low alloy high strength structural steel, stainless steel or fiber reinforced plastic.

[0028] The anchor 1 is a key component for connecting or reinforcing a structure, and its material selection is selected according to the actual application scenario. When carbon structural steel is used, the anchor 1 can not only withstand large tension and pressure, but also be easy to manufacture into complex shapes to meet different installation requirements.

[0029] Low alloy high strength structural steel is based on carbon structural steel with trace alloy elements added, which significantly improves strength and toughness while maintaining good plasticity and welding properties. The use of this material can reduce the cross-sectional size and weight of the anchor 1, thereby reducing the deadweight of the overall structure, and help improve the safety and durability of the structure, and perform better in the face of extreme weather conditions or natural disasters such as earthquakes.

[0030] The stainless steel anchor 1 has excellent corrosion resistance and is particularly suitable for use in humid environments or places with severe chemical corrosion. Since stainless steel will not rust due to oxidation, the service life of the anchor 1 is greatly extended and the maintenance cost is reduced.

[0031] Fiber reinforced plastics, as a relatively new material option, offer the characteristics of light weight and high strength, as well as excellent corrosion resistance and electrical insulation properties. FRP anchors 1 are also not easy to conduct heat and are almost non-conductive, which is particularly important for certain specific application scenarios, such as around power facilities or in places with strict fire protection requirements.

[0032] Example 2: Design of wall panel anchors for a high-rise residential building in a 7-degree earthquake-resistant area 1. Engineering Background Building location: a coastal city, seismic fortification intensity 7 degrees; Building type: high-rise residential building; Wall panel type: Sandwich insulation composite wall panel; Design service life: 50 years 2. Basic parameters of wall panels Outer blade size: length L = 4500mm Outer blade height: W=3000mm Outer blade thickness: t=60mm Insulation material: rock wool board Insulation layer thickness: d=100mm 3. Design of anchor section parameters (corresponding to S1) 3.1 Section selection Anchor shape: rectangular cross section Anchor height h: Select 120mm (satisfies the range of 60-200mm) Anchor thickness t: 3mm (satisfies the range of 1.5-5mm) 3.2 Calculation of bending section coefficient W=th² / 6 W=3×(120)² / 6 W=7200mm³ 4. Calculation of bending and shear bearing capacity of anchors (corresponding to S2) 4.1 Material selection Material: Carbon structural steel Yield strength σ: 280MPa (satisfies the range of 200-360MPa) 4.2 Bending and shear capacity correction factor α=1.74 4.3 Calculation of standard values ​​of bending and shear bearing capacity Rs=(2σαW) / d Rs=(2×280×1.74×7200) / 100 Rs=45100N 5. Calculation of gravity load on outer blade (corresponding to S3) 5.1 Density parameters Concrete bulk density ρc: 2500kg / m³ Rock wool insulation layer bulk density ρi: 100kg / m³ Anchor steel bulk density ρs: 7850kg / m³ 5.2 Volume calculation Outer blade volume V: 4.5×3×0.06=0.81m³ Insulation layer volume Vi: 4.5×3×0.1=1.35m³ Anchor volume Vs: estimated to be 0.02m³ 5.3 Calculation of standard value of gravity load G = ρc × V + ρi × Vi + ρs × Vs G=2500×0.81+100×1.35+7850×0.02 G=2025+135+157 G=2317N 6. Calculation of the number of anchors (corresponding to S3-S4) 6.1 Safety factor Earthquake resistance intensity: 7 degrees Safety factor γ: 1.7 6.2 Theoretical number of anchors m=(γG) / Rs m=(1.7×2317) / 45100 m=0.087 6.3 Actual number of anchors Since m<1, the safety correction factor γt=1.6 n=m×γt=0.087×1.6 n=2 (rounded) 7. Anchor arrangement plan (corresponding to S5) 7.1 Basic layout principles Horizontal direction: 2 anchors are arranged symmetrically Vertical direction: 2 anchors are arranged symmetrically 7.2 Position Constraints Distance from inner blade edge: 250mm (meets 200-800mm requirement) Distance between adjacent anchors: 2000mm (less than 2400mm) 7.3 Special layout rules Number of wall panel ribs N=3 (odd number) All vertical anchors are arranged on the middle ribs Number of wall panel ribs M = 4 (even number) Horizontal anchors are arranged on the 2nd and 3rd ribs The above description is only an implementation method of the present application, and does not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made using the contents of the present application specification and drawings, or directly or indirectly used in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel, characterized in that: The following steps are included: S1: Determine the cross-sectional parameters of the anchor according to the size of the sandwich insulation composite wall panel: S11. Use a rectangular cross-section anchor; S12, determine the height h of the anchor, the value range is 60-200mm; S13, determine the thickness t of the anchor, the value range is 1.5-5mm; S14. Calculate the bending section coefficient W of the anchor, where W=th² / 6; S2: Determine the standard value of the bending and shear bearing capacity R of the anchor S : S21. Determine the thickness d of the insulation layer within the range of 30-200mm according to the project requirements; S22. Select the design value of yield strength σ in the range of 200-360 MPa according to the material of the anchor; S23. Calculation of standard values ​​of bending and shear bearing capacity of anchors , in is the bending-shear capacity correction factor, ; S3: Calculate the theoretical number of anchors required m: S31. Calculate the standard value G of the gravity load of the outer blade, including the deadweight of the outer blade, the weight of the insulation layer and the weight of the anchors; S32. Select the partial coefficient value γ according to the seismic fortification intensity: When the seismic fortification intensity is 6 degrees, γ is taken as 1.5; When the seismic fortification intensity is 7 degrees, γ is taken as 1.7; When the seismic fortification intensity is 8 degrees, γ is taken as 2.0; When the seismic fortification intensity is 9 degrees, γ is taken as 2.8; S33. Calculate the theoretical number of anchors required m: The following formula is used for calculation , calculate the theoretical quantity m; S4: Calculate the actual number of anchors required n: S41, calculate the theoretically required number of anchors m according to step S33, and determine the safety correction factor according to the following rules: The value of: When m<1, take =1.6; When 1≤m<2, take =1.8; When m ≥ 2, take =2.0; S42, m and Substitute into the formula Calculate the actual number of anchors n. When the calculated result n≤2, take n=2; when the calculated result n>2, round n up; S5: Determine the location of the anchor: S51, arrange n anchors symmetrically along the vertical direction on the rib column to bear the vertical load of the outer blade; S52, symmetrically arrange n anchors on the rib beam in the horizontal direction to bear the horizontal load of the outer blade; S53, determining the line connecting the centroids of the anchors distributed in the horizontal direction as the line segment L1; S54, determining the line connecting the centroids of the anchors distributed in the vertical direction as the line segment L2; S55. Adjust the position of the anchor so that the distance between the intersection of line segment L1 and line segment L2 or the midpoint when the two coincide with the center of gravity of the outer blade is controlled within the range of 0-50 mm.

2. A method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The arrangement of the anchors in step S5 must also meet the following position requirements: The distance between the centroid of the anchor and the edge of the inner blade shall not be less than 200mm; The distance between the centroid of the anchor and the edge of the inner blade shall not exceed 800mm; The centroid distance between adjacent anchors in the same direction shall not exceed 2400mm.

3. The method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The arrangement of the anchors in step S5 must also meet the following position requirements: Avoid embedded parts and sleeves in wall panels; Avoid infill blocks on inner leaf plates; Avoid the intersection of rib beams and rib columns; When the number of ribs N of the composite wall panel is an odd number, all vertical anchors are arranged on the middle ribs; when the number of ribs N of the composite wall panel is an even number, the vertical sheet anchors are arranged on the second and N-1th ribs respectively; When the number M of ribs of the composite wall panel is an odd number, all horizontal anchors are arranged on the middle ribs. When the number M of ribs of the composite wall panel is an even number, the horizontal anchors are arranged on the 2nd and M-1th ribs respectively.

4. The method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The calculation method of the standard value of the outer blade gravity load G is G=ρc×V+ρi×Vi+ρs×Vs, where: ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³; ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³; ρs is the bulk density of the anchor material, and Vs is the volume of the anchor, in m³.

5. The method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The material of the anchor is carbon structural steel, low alloy high strength structural steel, stainless steel or fiber reinforced plastic.

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