Asymmetric arrangement method for sheet-shaped pulling pieces of composite wallboard with openings

Abstract

The invention discloses an asymmetric arrangement method for sheet-shaped tie pieces of a composite wallboard with an opening, and relates to the technical field of assembly type building structural design. Not less than N sheet-shaped tie pieces are arranged in a sandwich heat preservation composite wallboard and used for bearing vertical loads in a plane of an outer acanthus; not less than N flaky tie pieces are used for bearing the horizontal load in the plane of the outer acanthus, and the number and the geometric dimension of the tie pieces are determined through calculation. According to the asymmetric arrangement method for the sheet-shaped pulling pieces of the composite wallboard with the holes, the sheet-shaped pulling pieces in the composite wallboard with the holes are clear in stress, and the safety of the sandwich heat preservation composite wallboard is improved.

Description

Technical Field

[0001] The invention relates to the technical field of prefabricated building structure design, and in particular to an asymmetric arrangement method of sheet-like anchors of a composite wall panel with an opening. Background Art

[0002] The assembled composite panel structure system is a new system of ecological, energy-saving, shock-absorbing, assembled integral residential structure. It is mainly composed of prefabricated composite wall panels, invisible frames and floor slabs assembled and cast in one piece. The composite wall panels are reinforced concrete frames with smaller cross-sections and reinforcements, and embedded blocks with better thermal insulation performance.

[0003] The composite wall panel (inner blade), insulation layer, and protective layer (outer blade) are prefabricated in the factory at one time to form a sandwich insulation composite wall panel. Figure 5 As shown. The outer blade is cast with 50mm-60mm thick ordinary concrete or lightweight concrete and a single layer of steel mesh; the rib beam, rib column and lightweight block together form the inner blade of the sandwich insulation composite wall panel; the tie piece passes through the insulation board and connects the inner and outer blades together. The sandwich insulation composite wall panel integrates load-bearing, insulation and enclosure functions, achieving the goal of the same life cycle of the insulation layer and the structural layer, improving the durability of the insulation layer and the overall fire resistance of the exterior wall.

[0004] As the key component for transferring the load from the outer blade to the inner blade, the stable force-bearing performance of the anchor plays a vital role in the safety of the wall panel. According to the different materials and shapes, the anchors are mainly sheet anchors and rod anchors. Compared with rod anchors, sheet anchors have higher strength, ductility and durability.

[0005] The sheet-like anchors in the sandwich insulation composite exterior wall panels mainly bear the in-plane vertical loads and horizontal loads parallel to the outer blade. When the intersection of the transverse axis and the longitudinal axis of the sheet-like anchor in the wall panel coincides with the center of gravity of the outer blade, it can prevent the anchor from being subjected to eccentric loading, and the anchors should be arranged symmetrically. Due to the special structure of the composite wall panel, the sheet-like anchors can only be arranged at the positions of the rib beams and rib columns of the composite wall panel. In addition, the wall panel may have openings, which will cause the anchor to be subjected to eccentric loading when subjected to force. The bearing capacity of the anchor under eccentric loading will be reduced to a certain extent compared to the bearing capacity under central loading, and the safety performance of the wall panel will also be reduced accordingly. Summary of the invention

[0006] The purpose of the present invention is to provide an asymmetric arrangement method of sheet-like anchors of a composite wall panel with an opening, so as to solve the arrangement problem of sheet-like anchors when the anchors of the sandwich insulation composite exterior wall panel with an opening are subjected to eccentric force under the action of in-plane load.

[0007] To achieve the above object, the present invention provides an asymmetric arrangement method of sheet-like anchors of a composite wall panel with an opening, comprising the following steps:

[0008] Step 1: Select the material type of the anchor and determine the yield strength value of the anchor;

[0009] Step 2: Preliminary selection of the cross section of the anchor, select the cross-sectional thickness t and cross-sectional height h of the anchor, and calculate the bending section coefficient w of the anchor X ;

[0010] Step 3: Determine the bending and shear bearing capacity adjustment coefficient α of the anchor according to the thickness d of the insulation layer of the sandwich composite insulation exterior wall panel;

[0011] Step 4: Calculate the center of gravity coordinate X of the outer blade according to the opening of the outer blade c ;

[0012] Step 5: According to the conditions of the inner blade rib beams and rib columns, preliminarily select sheet-shaped anchors, arrange two vertically and two horizontally, and determine the horizontal coordinate X of the center of gravity of the anchor. 拉 ;

[0013] According to the center of gravity coordinate X of the outer blade c and the horizontal coordinate X of the center of gravity of the anchor 拉 , determine the reduction factor β of the eccentric torsional bearing capacity of the anchor;

[0014] Step 6: Calculate the standard value of the bending bearing capacity R of the anchor s ;

[0015] Step 7. Calculate the standard value of gravity load G of the outer blade, insulation board and anchor according to the thickness of the outer blade, the type of insulation material and the material of the anchor. k ;

[0016] Step 8: Determine the partial factor γ of the design value of gravity load;

[0017] Step 9: Calculate the design value S of the vertical load borne by the anchor v ,

[0018] S v =γG k ;

[0019] Step 10: Calculate the value of the layout quantity N of the anchor.

[0020] Preferably, in step ten, the anchor N should satisfy

[0021]

[0022] Where: γ t The value is 1.6-2.0.

[0023] Preferably, if N≤2, the bearing capacity of the anchor meets the condition, and N=2 is taken; if N>2, return to step 2 to re-select the geometric dimensions of the anchor, and then continue the process from step 2 to step 9 until the condition is met.

[0024] Preferably, the standard value of the bending bearing capacity of the anchor is R s The calculation formula is

[0025]

[0026] Where: σ is the yield strength of the anchor, β is the reduction coefficient of the eccentric torsion bearing capacity, α is the adjustment coefficient of the bending and shear bearing capacity of the anchor, β = 1.48-9×10 -4 e+1.38×10 -4 e 2 ; α=-0.4+0.02426d-7.6×10 -5 d 2 .

[0027] Preferably, the outer blade is segmented by a finite segmentation method to obtain the coordinates of the center of gravity of the outer blade, and the eccentricity e is calculated by combining the horizontal coordinates of the center of gravity of the anchor.

[0028]

[0029] e=X c -X 拉 ;

[0030] Where: X c is the horizontal coordinate of the center of gravity of the outer blade, mm, x i is the horizontal coordinate of the center of gravity of a certain cutting, mm, A i is the area of ​​a certain cutting body, mm 2 , A is the total area of ​​the outer blade, mm 2 .

[0031] Preferably, the distance l between the sheet-like anchor and the edge of the inner leaf concrete wall panel should satisfy 100mm≤l≤600mm, and the spacing between adjacent sheet-like anchors in the same direction should not be greater than 2400mm.

[0032] Preferably, the anchor is 0-30 mm away from the center of the rib column or rib beam.

[0033] Therefore, the present invention adopts the above-mentioned asymmetric arrangement method of the sheet-like anchors of the composite wall panel with openings, so that the anchors in the composite wall panel with openings are clearly stressed and the safety of the sandwich insulation composite wall panel is improved.

[0034] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1 It is a front view of the anchor of the present invention;

[0036] Figure 2 It is a side view of the anchor of the present invention;

[0037] Figure 3 This is a schematic diagram of the outer blade structure of the present invention;

[0038] Figure 4 This is a schematic diagram of the inner blade structure of the present invention;

[0039] Figure 5 This is a schematic diagram of the structure of a sandwich thermal insulation composite wall panel. DETAILED DESCRIPTION

[0040] The technical solution of the present invention is further described below through the accompanying drawings and embodiments.

[0041] Unless otherwise defined, the technical terms or scientific terms used in the present invention should be understood by people with ordinary skills in the field to which the present invention belongs. The words "first", "second" and similar words used in the present invention do not indicate any order, quantity or importance, but are only used to distinguish different components. "Include" or "comprise" and similar words mean that the elements or objects appearing before the word include the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0042] Example

[0043] See also Figure 1-5 The present invention provides an asymmetric arrangement method of sheet-like anchors of a composite wall panel with an opening, comprising the following steps:

[0044] Step 1: Select the anchor material type and determine the anchor yield strength value.

[0045] Step 2: Preliminary selection of the cross section of the anchor. The tensile elastic modulus of the anchor material is between 40-210 GPa. Select the cross-sectional thickness t (t is between 1.5-5 mm), the cross-sectional height h (height h is between 60-150 mm), and calculate the bending section coefficient W of the anchor. X .

[0046] Step 3: According to the thickness d of the insulation layer of the sandwich insulation wall panel, determine the bending and shear bearing capacity adjustment coefficient α of the anchor, α=-0.4+0.02426d-7.6×10 -5 d 2 .

[0047] Step 4: Calculate the center of gravity coordinate X of the outer blade according to the opening of the outer blade c .

[0048] The outer blade is segmented by the finite segmentation method to obtain the center of gravity coordinates of the outer blade.

[0049]

[0050] Where: X c is the horizontal coordinate of the center of gravity of the outer blade, mm, x i is the horizontal coordinate of the center of gravity of a certain cutting, mm, A i is the area of ​​a certain cutting body, mm 2 , A is the total area of ​​the outer blade, mm 2 .

[0051] Step 5: According to the conditions of the inner blade rib beam and rib column, initially select two sheet-shaped anchors in the vertical direction and two in the horizontal direction, and determine the horizontal coordinate X of the center of gravity of the anchor. 拉 , according to the center of gravity coordinate X of the outer blade c The reduction factor β of the eccentric torsional capacity of the anchor is determined by the horizontal coordinate X of the center of gravity of the anchor.

[0052] Calculate the eccentricity e,

[0053] e=X c -X 拉 ;

[0054] β=1.48-9×10 -4 e+1.38×10 -4 e 2 ;

[0055] Step 6: Calculate the standard value of the bending bearing capacity R of the anchor s ;

[0056]

[0057] Where: σ is the yield strength of the anchor, β is the reduction coefficient of the eccentric torsion bearing capacity, and α is the adjustment coefficient of the bending and shear bearing capacity of the anchor.

[0058] Determine γ according to the design value of the tensile strength of the anchor t . γ tThe value is 1.6-2.0. When the tensile strength of the anchor is 200MPa, take 1.6; when the tensile strength of the anchor is 400MPa, take 2.0. The values ​​in between can be interpolated.

[0059] Step 7. Calculate the standard value of gravity load G of the outer blade, insulation board and anchor according to the thickness of the outer blade, the type of insulation material and the material of the anchor. k .

[0060] Step 8. Determine the partial coefficient γ of the design value of gravity load. According to the different seismic fortification intensity (9 degrees, 8 degrees, 7 degrees, 6 degrees), the value of γ is 1.5-2.8. When the fortification intensity is 6 degrees or less, the coefficient is 1.5; when the fortification intensity is 7 degrees, the coefficient is 1.7; when the fortification intensity is 8 degrees, the coefficient is 2.0; when the fortification intensity is 9 degrees, the coefficient is 2.8.

[0061] Step 9: Calculate the design value S of the vertical load borne by the anchor v .

[0062] S v =γG k ;

[0063] Step 10: Calculate the number of anchors N. The number of anchors N should satisfy

[0064]

[0065] If N≤2, the bearing capacity of the anchor meets the conditions, and N=2 is taken; if N>2, return to step 2 to re-select the geometric dimensions of the anchor, and then continue the process from step 2 to step 9 until the conditions are met.

[0066] No less than 2 sheet-like anchors are arranged in the horizontal direction of the sandwich insulation composite wall panel to bear the vertical load of the outer blade plate, and no less than 2 sheet-like anchors are arranged in the vertical direction to bear the horizontal load of the outer blade plate.

[0067] The distance l between the sheet-like anchor and the edge of the inner leaf concrete wall panel should satisfy 100mm≤l≤600mm, and the spacing between adjacent sheet-like anchors in the same direction should not be greater than 2400mm.

[0068] The anchor is 0-30mm away from the center of the rib column and rib beam.

[0069] Case: A sandwich thermal insulation composite wall panel with a window opening of 2320×2280mm (window opening size 1220×1220) is selected to design the sheet metal tie parts. The thickness of the thermal insulation layer is 100mm. The composite wall panel design is as follows: Figure 3 and Figure 4 shown.

[0070] The thickness of the outer blade is 50mm, and the concrete density is 25kN / m 3 , then the standard value of the gravity load of the outer blade, insulation layer and anchor is G k is 5.9 kN; if the earthquake fortification intensity is 8 degrees (taking 8 degrees as an example), the design value of the vertical load in the plane of the anchor is S v It is 10.45kN.

[0071] The outer blade of the wall panel is divided into four parts by the finite segmentation method. The lower left corner O of the outer blade is taken as the coordinate origin to calculate the relevant parameters in the above formula. The specific calculation results are shown in Table 1.

[0072] Table 1 Calculation results of parameters related to the center of gravity of the outer blade

[0073] serial number <![CDATA[The abscissa x of the center of gravity i (m)]]> <![CDATA[Area (m 2 )]]> Part 1 1.160 0.1856 Part 2 0.063 0.1525 Part 3 1.8325 1.1895 Part 4 1.16 2.2736 Outer blade 1.326 3.8012

[0074] It can be seen that the horizontal coordinate of the center of gravity of the outer blade is 1.326m.

[0075] according to Figure 3 and Figure 4 In the case of composite wall panel rib beams and rib columns, the initial selection of sheet-like anchors is to arrange two vertically and two horizontally, such as Figure 4 The centroid of the anchor is 1.4075 m, so the eccentricity of the anchor A relative to the center of gravity of the outer blade is e. X is 81.5mm, then β=2.32.

[0076] The thickness of the insulation layer of the sandwich insulation composite wall panel is 100mm (taking 100mm as an example, the thickness can be in the range of 60-200mm), then α = 1.27; the tensile design value of the anchor material is 200MPa, γ t =1.6. If the cross-sectional thickness t of the anchor is 1.5 mm and h is 100 mm, then the bending section coefficient of the anchor is W X =2500mm 3 ;

[0077] Calculate the standard value of the bending bearing capacity R of the anchor s =5.47kN

[0078] By formula Calculate N=3.06, if N is greater than 2, reselect the geometric dimensions of the anchor.

[0079] The cross-sectional thickness of the anchor is 2.0 mm, and h is 110 mm. Then the bending section coefficient of the anchor is W X =4033mm 3 ;

[0080] Calculate the standard value of the bending bearing capacity R of the anchor s =10.64kN.

[0081] By formula It is calculated that N=1.57, N is less than 2, which meets the conditions.

[0082] Therefore, the present invention adopts the above-mentioned asymmetric arrangement method of sheet-like anchors of the composite wall panel with openings. The anchor arrangement method makes the anchors in the composite wall panel with openings bear clear forces, thereby improving the safety of the sandwich insulation composite wall panel.

[0083] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that they can still modify or replace the technical solution of the present invention with equivalents, and these modifications or equivalent replacements cannot cause the modified technical solution to deviate from the spirit and scope of the technical solution of the present invention.

Claims

1. A method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings, characterized in that: The following steps are involved: Step 1: Select the material type of the anchor and determine the yield strength value of the anchor; Step 2: Preliminary selection of the cross section of the anchor, select the cross-sectional thickness t and cross-sectional height h of the anchor, and calculate the bending section coefficient W of the anchor X ; Step 3: Determine the bending and shear bearing capacity correction factor α of the anchor according to the thickness d of the insulation layer of the sandwich insulation composite exterior wall panel; Step 4: Calculate the center of gravity coordinate X of the outer blade according to the opening of the outer blade c ; Step 5: According to the conditions of the inner blade rib beams and rib columns, preliminarily select sheet-shaped anchors, arrange two vertically and two horizontally, and determine the horizontal coordinate X of the center of gravity of the anchor. 拉 ; According to the center of gravity coordinate X of the outer blade c and the horizontal coordinate X of the center of gravity of the anchor 拉 , determine the reduction factor β of the eccentric torsional bearing capacity of the anchor; Step 6: Calculate the standard value of the bending bearing capacity R of the anchor s ; Step 7. Calculate the standard value of gravity load G of the outer blade, insulation board and anchor according to the thickness of the outer blade, the type of insulation material and the material of the anchor. k ; Step 8: Determine the partial factor γ of the gravity load design value; Step 9: Calculate the design value of the vertical load S borne by the anchor v , S v =γG k ; Step 10: Calculate the value of the layout quantity N of the anchor.

2. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 1, characterized in that: Step 10 Anchor N should meet Where: γ t The value is 1.6-2.

0.

3. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 2, characterized in that: If N≤2, the bearing capacity of the anchor meets the conditions, and N=2 is taken; if N>2, return to step 2 to re-select the geometric dimensions of the anchor, and then continue the process from step 2 to step 9 until the conditions are met.

4. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 3, characterized in that: Standard value of bending bearing capacity of anchor R s The calculation formula is: Where: σ is the yield strength of the anchor, β is the reduction coefficient of the eccentric torsion bearing capacity, α is the adjustment coefficient of the bending and shear bearing capacity of the anchor, β = 1.48-9×10 -4 e+1.38×10 -4 e 2 , α=-0.4+0.02426d-7.6×10 -5 d 2 .

5. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 4, characterized in that: The outer blade is divided by the finite segmentation method to obtain the coordinates of the center of gravity of the outer blade. Combined with the horizontal coordinates of the center of gravity of the anchor, the eccentricity e is calculated. e=X c -X 拉 ; Where: X c is the horizontal coordinate of the center of gravity of the outer blade, mm, x i is the horizontal coordinate of the center of gravity of a certain cutting, mm, A i is the area of ​​a certain cutting body, mm 2 , A is the total area of ​​the outer blade, mm 2 .

6. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 5, characterized in that: The distance l between the sheet-like anchor and the edge of the inner leaf concrete wall panel should satisfy 100mm≤l≤600mm, and the spacing between adjacent sheet-like anchors in the same direction should not be greater than 2400mm.

7. The method for asymmetric arrangement of sheet-like anchors of composite wall panels with openings according to claim 6, characterized in that: The anchor is 0-30mm away from the center of the rib column and rib beam.

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