CN113468640A - Method for obtaining drawing force of main rib of split type connecting piece - Google Patents
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 238000004873 anchoring Methods 0.000 claims description 50
- 239000004567 concrete Substances 0.000 claims description 34
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- 230000000630 rising effect Effects 0.000 claims description 15
- 238000010621 bar drawing Methods 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 8
- 230000008569 process Effects 0.000 claims description 6
- 230000005855 radiation Effects 0.000 claims description 2
- 238000009662 stress testing Methods 0.000 abstract description 2
- 229920002430 Fibre-reinforced plastic Polymers 0.000 description 5
- 239000002131 composite material Substances 0.000 description 5
- 239000011151 fibre-reinforced plastic Substances 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 3
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- 239000003365 glass fiber Substances 0.000 description 2
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- 238000010008 shearing Methods 0.000 description 2
- 229910001220 stainless steel Inorganic materials 0.000 description 2
- 239000010935 stainless steel Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
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Abstract
The invention provides a method for acquiring the drawing force of a main rib of a split type connecting piece, belonging to the field of assembly type buildings. The method fills the technical blank that the stress of the connecting piece for the assembled building template is not researched in a targeted manner in the prior art, and also overcomes the technical blank that the stress testing scheme is not enough in the aspects of overall index and accuracy.
Description
Technical Field
The invention belongs to the field of assembly type buildings, and particularly relates to a method for acquiring the drawing force of a main rib of a split type connecting piece.
Background
The prefabricated concrete composite wallboard has three functions of bearing, enclosing and heat preservation, has complete functions, is an important component of an assembly type building capable of realizing environmental protection and energy conservation, and has very wide application prospect. The precast concrete composite wallboard comprises an inner leaf concrete slab, an outer leaf concrete slab and a heat insulation layer in the middle, and the inner leaf concrete slab, the outer leaf concrete slab and the heat insulation layer are combined together through connecting pieces to form a stressed whole. In fact, the force-bearing properties of the connecting elements have a significant decisive influence on the overall performance of the wall panel.
Reinforcing steel bar connectors, stainless steel connectors and fiber reinforced plastic connectors are three types of mainstream connectors currently applied to precast concrete composite wallboards. Each type of connector has its advantages and disadvantages, in particular, such as: although the steel bar connecting piece has low manufacturing cost and firm connection, the steel bar connecting piece is easy to conduct heat, so that heat waste is easy to cause, and potential safety hazards can be caused due to the fact that the steel bar connecting piece is poor in corrosion resistance and easy to corrode; the stainless steel connecting piece also has the problem of unsatisfactory thermal conductivity, has good corrosion performance and durability, but has higher production and manufacturing cost and is very difficult to popularize and apply; the Fiber Reinforced Plastic (FRP) connecting piece has the advantages of low heat conductivity coefficient, good corrosion resistance, high tensile strength and the like, is widely applied, has the defects of poor anchoring performance, poor shearing resistance and low construction efficiency, and can greatly improve the application range of the Fiber Reinforced Plastic (FRP) connecting piece if the problems can be overcome.
At present, split type connecting pieces are widely applied, and most of the split type connecting pieces comprise two parts, wherein one part is a stressed main rib playing a main stress role, and the other part is an anchoring piece anchored in a wall body. In the whole process of stressing the sandwich heat-insulating wall, the drawing force of the main ribs is not a mature calculation method. The prior art lacks the pertinence research on the stress test analysis of the connecting piece for the assembled building template, or the current stress test scheme is insufficient in the aspects of index comprehensiveness and accuracy.
Therefore, a method for calculating the main bar drawing force of the split type connecting piece needs to be developed.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a method for acquiring the main rib drawing force of a split type connecting piece by carrying out targeted research on the stress of the connecting piece for the assembled building template, and aims to fill the blank in the aspect in the prior art.
In order to achieve the aim, the invention provides a method for acquiring the drawing force of a main rib of a split type connecting piece, the split type connecting piece comprises a stressed main rib and an anchoring piece, the drawing process of the split type connecting piece in a sandwich heat-insulating wall is divided into a debonding stage, an ascending stage, a splitting stage and a residual stage, each stage adopts a respective corresponding calculation formula to calculate and acquire the drawing force borne by the stressed main rib in the split type connecting piece,
wherein, the debonding stage is the initial stage from the unstressed state to the initial tension state of the split type connecting piece, the anchoring bolt of the connecting piece generates micro-slip in the concrete, the anchoring force of the stage is linearly increased along with the increase of the displacement, the integral anchoring force is at a low position,
the rising stage is a stage in which concrete in the lateral direction of the longitudinal rib of the anchor bolt starts to be crushed by pressure when the deformation is further increased, a crushed body is formed along the lateral direction of the longitudinal rib, and tensile resistance is generated, in which stage, the anchor bolt is radially displaced in the concrete, the anchoring force of the connecting piece is rapidly increased,
the splitting stage refers to the stage where the connecting piece starts to crack and gradually splits,
the residual stage is the stage of failure after the connecting piece is split.
Further, the calculation formula of the stress of the main reinforcement in the debonding stage is as follows:
F1＝k1u1
wherein k is1And u1All the parameters are calculated coefficients in the debonding stage,
u1e (0,0.8h), and h is the effective height of the longitudinal rib of the anchor.
Further, in the rising stage, the calculation formula of the stress of the main rib is as follows:
wherein the coefficient is calculated in the rising stage
h is the effective height of the longitudinal rib of the anchoring part, E is the elastic modulus of concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, and alpha is the inclination angle of the longitudinal rib of the anchoring part.
Further, in the splitting stage, the main bar drawing force calculation formula is as follows:
F3＝k3u3
wherein k is3And u3Calculating the coefficient, k, for the splitting stage3＝-0.9Fmax，u3∈(0,1)。
Furthermore, in the residual stage, the main rib drawing force is a fixed value.
Further, in the residual stage, the calculation formula of the main rib drawing force is as follows:
F4＝a
wherein a is 0.1Fmax，FmaxThe maximum anchoring force.
Further, E is the concrete elastic modulus, E is 1.6Gpa, v is the poisson's ratio of the concrete, v is 0.3, h is 20mm, α is the anchor bolt longitudinal rib inclination angle, and α is 30 °.
Furthermore, the stress main rib of the split type connecting piece suitable for the connecting piece is in a screw rod shape, threads are arranged at two end parts of the stress main rib, the anchoring piece is integrally in an umbrella shape, the small end of the umbrella shape is a nut end, the large end is provided with a plurality of straight rods which are uniformly fixed at the end head of the nut end, and the whole connecting piece is provided with an inclination angle so as to form a divergent radiation shape.
Further, maximum anchoring force FmaxThe anchoring force corresponding to the turning point in the rising stage and the splitting stage.
Generally, compared with the prior art, the above technical solution conceived by the present invention has the following beneficial effects:
according to the invention, through comprehensive and targeted research and analysis, the tensile process of the split type connecting piece in the sandwich heat-insulating wall is divided into a debonding stage, an ascending stage, a splitting stage and a residual stage, each stage adopts a corresponding calculation formula to calculate and obtain the drawing force borne by the stressed main rib in the split type connecting piece, the calculation result is in accordance with objective reality, the calculation result has strong reference, the technical blank that the stress of the connecting piece for the assembled building template is not researched in a targeted manner in the prior art is filled, and the technical blank that the stress testing scheme is not enough in the aspects of index comprehensiveness and accuracy is overcome.
Drawings
FIG. 1 is a graph of anchoring force versus displacement for an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a stressed main rib in the embodiment of the present invention;
FIG. 3 is a schematic view of an anchor bolt according to an embodiment of the present invention;
FIG. 4 is a schematic structural diagram of an anchor bolt screwed on a stressed main rib according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Fig. 1 is a graph showing the relationship between the anchoring force and the displacement in the embodiment of the invention, and as can be seen from the graph, the tensile process of the split type connecting piece in the sandwich heat-insulating wall is divided into a debonding stage, a rising stage, a splitting stage and a residual stage, and the pulling force applied to the stressed main rib in the split type connecting piece is calculated and obtained by adopting respective corresponding calculation formulas in each stage. The debonding stage is an initial stage from unstressing to tensile start of the split type connecting piece, an anchoring bolt of the connecting piece slightly slides in concrete, the anchoring force of the debonding stage linearly increases along with the increase of displacement, the overall anchoring force is at a low position, the rising stage is a stage in which when deformation is further increased, the concrete in the lateral direction of a longitudinal rib of the anchoring bolt starts to be damaged by pressure, a breaking body is formed in the lateral direction of the longitudinal rib, and tensile resistance is generated. Maximum anchoring force FmaxThe anchoring force corresponding to the turning point in the rising stage and the splitting stage.
Fig. 2 is a schematic structural view of a stressed main rib in an embodiment of the invention, fig. 3 is a schematic structural view of an anchor bolt in an embodiment of the invention, fig. 4 is a schematic structural view of an anchor bolt in a bolt connection on a stressed main rib in an embodiment of the invention, and it can be known from the three drawings that a split type connecting piece comprises a stressed main rib and an anchoring piece, the stressed main rib of the split type connecting piece is in a screw rod shape, two end parts of the stressed main rib are provided with threads, the anchoring piece is in an umbrella shape as a whole, a small end of the umbrella shape is a nut end, a large end is a plurality of straight rods which are uniformly fixed at the end head of the nut end, and the whole has an inclination angle so as to form a divergent radial shape.
The characteristics of each stage are as follows:
a debonding section: in the initial stage of tension, when the anchor bolt of the connecting piece generates micro-slip in concrete, cracks can be formed, the slip is further increased in the transition stage, the displacement cracks extend to the tops of the longitudinal ribs, diagonal cracks are formed at the tops of the longitudinal ribs, the anchoring force in the stage is linearly increased along with the increase of the displacement, and the overall anchoring force is at a low level.
Ascending section: when the deformation is further increased, the concrete in the lateral direction of the longitudinal rib starts to be crushed by pressure, and crushed bodies are formed along the lateral direction of the longitudinal rib and tensile resistance is generated, thereby forming a new sliding surface. After this step, radial displacements of the anchor bolts occur in the concrete due to the particular configuration of the longitudinal ribs. And the inner pressure generated by the thickness of the protective layer of the radial concrete forms a radial force, so that the anchoring force of the connecting piece is rapidly increased, the normal stress is decomposed into circular tensile stress by the sliding surface, and a primary crack is formed.
Splitting: when the radial force inside the concrete exceeds its tensile strength, the cleavage crack will propagate just before breaking and the concrete lateral to the longitudinal ribs continues to be crushed, the anchoring force rising to a maximum. After the maximum anchoring force is exceeded, the crack rapidly expands immediately, and then the anchoring force rapidly decreases, so that a new slip surface is formed.
Residual section: after the anchor bolt is pulled out of the sliding surface, the residual anchor force value is negligible.
Wherein, the calculation formula of each stage main muscle atress is:
(1) the calculation formula of the stress of the main reinforcement in the debonding stage is as follows:
F1＝k1u1
wherein k is1And u1All the parameters are calculated coefficients in the debonding stage,
u1e (0,0.8h), and h is the effective height of the longitudinal rib of the anchor.
(2) In the rising stage, the calculation formula of the stress of the main rib is as follows:
wherein the coefficient is calculated in the rising stage
h is the effective height of the longitudinal rib of the anchoring part, E is the elastic modulus of concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, and alpha is the inclination angle of the longitudinal rib of the anchoring part.
(3) In the splitting stage, the main rib drawing force calculation formula is as follows:
F3＝k3u3
wherein k is3And u3Calculating the coefficient, k, for the splitting stage3＝-0.9Fmax，u3∈(0,1)。
(4) In the residual stage, the main rib drawing force is a fixed value, and the calculation formula of the main rib drawing force is as follows:
F4＝a
wherein a is 0.1Fmax，FmaxThe maximum anchoring force.
In practical engineering practice, E is the concrete elastic modulus, E is 1.6Gpa, v is the poisson's ratio of the concrete, v is 0.3, h is 20mm, α is the anchor bolt longitudinal rib inclination angle, and α is 30 °.
In another embodiment of the invention, the connecting member of the prefabricated building made of the glass fiber composite material comprises a stressed main rib and an anchoring bolt, wherein the outline of the outer edge of the stressed main rib is circular, the cross section of the anchoring end is cross-shaped, the stressed main rib comprises a main rib main body and a main rib anchoring end, the main rib anchoring end is of a wedge-shaped structure with a wide end part and a narrow interior, and the main rib anchoring end is positioned at two ends of the main rib main body and integrated with the main rib main body to form a main rib part. In one connecting piece, two anchor bolts are respectively fixed at two ends of the stressed main rib through threads. The screw thread is processed on the outer edge of the stressed main rib, arranged at two ends of the stressed main rib and connected with the anchoring end. The anchor bolt comprises a bolt baffle, a bolt barrel and a claw-shaped anchor end, wherein the bolt baffle is arranged at the end part of the bolt barrel to form a barrier, the claw-shaped anchor end is provided with 4 longitudinal ribs, and the four longitudinal ribs are uniformly arranged on the outer side surface of the bolt barrel.
The glass fiber composite material connecting piece is used for ensuring effective connection between three layers of structures of the precast concrete sandwich heat-insulation wall board. The connecting piece bears different external forces under different working conditions, such as wallboard demoulding, lifting, transportation, vertical flat plate, installation and normal use and other engineering conditions. Under normal conditions, because the problem of wallboard batch production, the tiling is produced on the template during wallboard for template and wall only adsorb, so when the wallboard drawing of patterns, the connecting piece bears the gravity sum of adsorption affinity and outer leaf wallboard. Other lifting and transport operating conditions the stress state of the connection is safer than demolded lifting operating conditions and therefore no additional consideration is needed. When the vertical flat plate is used for transportation, the inner leaf wall plate is used as a support, so that the outer leaf concrete wall plate is suspended on the inner leaf concrete wall plate through the connecting member, and the engineering condition needs to detect the shearing-resistant bearing capacity of the connecting member and consider the dynamic load in the transportation process. Under normal use conditions, the outer leaf wallboard is suspended on the inner leaf concrete wallboard through the connector. In this case, the external forces to which the connectors on the wall panels are subjected include the weight of the outer leaf wall panels and other vertical outward loads (including dust accumulation, temperature loads and equipment loads on the outer panels), and horizontal loads (including wind loads, rain and snow loads and horizontal seismic loads). The shear force of the connection between the panels should take into account the sum of the weight of the outer blade panel and the external load acting on the outer blade panel. The pulling force of the connection between the wallboards needs to consider the combined values of wind load, rain and snow load and horizontal seismic force.
It will be understood by those skilled in the art that the foregoing is only a preferred embodiment of the present invention, and is not intended to limit the invention, and that any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (9)
1. A method for acquiring the drawing force of a main rib of a split type connecting piece is characterized in that the split type connecting piece comprises a stressed main rib and an anchoring piece, the process that the split type connecting piece is pulled in a sandwich heat-insulating wall is divided into a debonding stage, a rising stage, a splitting stage and a residual stage, each stage adopts a corresponding calculation formula to calculate and acquire the drawing force borne by the stressed main rib in the split type connecting piece,
wherein, the debonding stage is the initial stage from the unstressed state to the initial tension state of the split type connecting piece, the anchoring bolt of the connecting piece generates micro-slip in the concrete, the anchoring force of the stage is linearly increased along with the increase of the displacement, the integral anchoring force is at a low position,
the rising stage is a stage in which concrete in the lateral direction of the longitudinal rib of the anchor bolt starts to be crushed by pressure when the deformation is further increased, a crushed body is formed along the lateral direction of the longitudinal rib, and tensile resistance is generated, in which stage, the anchor bolt is radially displaced in the concrete, the anchoring force of the connecting piece is rapidly increased,
the splitting stage refers to the stage where the connecting piece starts to crack and gradually splits,
the residual stage is the stage of failure after the connecting piece is split.
2. The method for acquiring the drawing force of the main rib of the split type connecting piece according to claim 1, wherein the calculation formula of the stress of the main rib in the debonding stage is as follows:
F1＝k1u1
wherein k is1And u1All the parameters are calculated coefficients in the debonding stage,
u1e (0,0.8h), and h is the effective height of the longitudinal rib of the anchor.
3. The method for acquiring the main rib drawing force of the split type connecting piece according to claim 1, wherein in the rising stage, the main rib stress calculation formula is as follows:
wherein the coefficient is calculated in the rising stage
h is the effective height of the longitudinal rib of the anchoring part, E is the elastic modulus of concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, and alpha is the inclination angle of the longitudinal rib of the anchoring part.
4. The method for acquiring the main bar drawing force of the split type connecting piece according to claim 1, wherein in the splitting stage, the main bar drawing force calculation formula is as follows:
F3＝k3u3
wherein k is3And u3Calculating the coefficient, k, for the splitting stage3＝-0.9Fmax，u3∈(0,1)。
5. The method for acquiring the main bar drawing force of the split type connecting piece according to claim 1, wherein the main bar drawing force is a fixed value in the residual stage.
6. The method for obtaining the main rib drawing force of the split type connecting piece according to claim 5, wherein in the residual stage, the main rib drawing force calculation formula is as follows:
F4＝a
wherein a is 0.1Fmax，FmaxThe maximum anchoring force.
7. The method for acquiring the main bar drawing force of the split connecting piece according to claim 3, wherein E is the concrete elastic modulus, E is 1.6Gpa, v is the Poisson's ratio of the concrete, v is 0.3, h is 20mm, and α is the anchoring bolt longitudinal rib inclination angle and α is 30 °.
8. The method for obtaining the main rib drawing force of the split type connecting piece according to any one of claims 1 to 7, wherein the main rib to be stressed of the split type connecting piece is in a screw shape, the two end portions of the main rib are provided with threads, the anchoring piece is in an umbrella shape as a whole, the small end of the umbrella shape is a nut end, the large end is a plurality of straight rods which are uniformly fixed at the end of the nut end, and the whole main rib has an inclination angle so as to form a divergent radiation shape.
9. The method for obtaining the main bar drawing force of the split type connecting piece according to claim 6, wherein the maximum anchoring force FmaxThe anchoring force corresponding to the turning point in the rising stage and the splitting stage.
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2021
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| CN107620387A (en) * | 2016-07-15 | 2018-01-23 | 上海宝冶工程技术有限公司 | The detection method of assembled architecture component branch sleeve internal flaw |
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