CN113449245A - Method for acquiring anchoring force of anchoring bolt of split type connecting piece - Google Patents
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- 238000004873 anchoring Methods 0.000 title claims abstract description 107
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- 239000004567 concrete Substances 0.000 claims description 38
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- 239000011151 fibre-reinforced plastic Substances 0.000 description 3
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Abstract
The invention provides a method for acquiring anchoring force of an anchoring bolt of a split type connecting piece, belonging to the field of assembly type buildings. The method fills the technical blank that the pertinence research on the anchoring force of the connecting piece for the fabricated building template is lacked in the prior art, and also overcomes the technical blank that the stress test scheme is insufficient in the aspects of index comprehensiveness and accuracy.
Description
Technical Field
The invention belongs to the field of fabricated buildings, and particularly relates to a method for acquiring anchoring force of an anchoring bolt of a split type connecting piece.
Background
The main components of the precast concrete composite wallboard are inner and outer leaf concrete slabs and a heat insulation layer in the middle, in the composite wallboard, the connecting piece mainly functions to connect the inner and outer leaf concrete slabs together, and the stress performance of the connecting piece has decisive influence on the overall performance of the wallboard. At present, the connecting piece that is applied to precast concrete composite wall panel mainly has three types of ordinary steel bar connection spare, stainless steel connecting piece and fibre reinforced plastic connecting piece, respectively has its advantage and defect, and is specific:
(1) the common steel bar connecting piece has low manufacturing cost and firm connection, but has high heat conductivity coefficient, has great influence on energy-saving performance, has poor corrosion resistance and is easy to cause potential safety hazards of the wall body;
(2) the heat conductivity of the stainless steel connecting piece still cannot achieve an ideal effect, although the stainless steel connecting piece has good durability, the cost is high, large resistance exists in market popularization, and the application is not very wide;
(3) the Fiber Reinforced Plastic (FRP) connecting piece has the advantages of low thermal conductivity, good corrosion resistance, high tensile strength and the like, but still has the problems of low anchoring performance, poor shearing resistance, low construction efficiency and the like.
For the split type connecting piece, in the whole stress process of the sandwich heat-insulating wall, the drawing force of the main ribs and the anchoring force of the anchoring piece are not calculated by a relatively mature 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, it is necessary to develop a method for calculating the anchoring force of the split-type connector anchor bolt.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a method for acquiring the anchoring force of an anchoring bolt of a split type connecting piece by specifically researching the anchoring force 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 purpose, the invention provides a method for acquiring anchoring force of an anchoring bolt of a split type connecting piece, the split type connecting piece comprises a stressed main rib and the anchoring bolt, the tensile 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 corresponding calculation formula to calculate and acquire the anchoring force of the anchoring bolt in the split type connecting piece, wherein the debonding stage is an initial stage from unstressed state to initial tensile state of the split type connecting piece, the anchoring bolt of the connecting piece generates micro sliding in concrete, the anchoring force of the stage is linearly increased along with the increase of displacement, the integral anchoring force is at a low position, the ascending stage is a stage when deformation is further increased, concrete in the lateral direction of a longitudinal rib of the anchoring bolt starts to be damaged by pressure, a breaking body is formed along the lateral direction of the longitudinal rib, and tensile resistance is generated, in the stage, the anchoring bolt generates radial displacement in the concrete, the anchoring force of the connecting piece is rapidly increased, the splitting stage refers to a stage that the connecting piece starts to generate cracks and gradually splits, and the residual stage refers to a stage that the connecting piece fails after splitting.
Further, the anchoring force calculation formula 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 anchoring bolt.
Further, in the ascending stage, the anchoring force calculation formula is as follows:
wherein the coefficient is calculated in the rising stage
E is the elastic modulus of the concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, alpha is the inclination angle of the longitudinal rib of the anchoring part, and t is the thickness of the longitudinal rib of the anchoring bolt.
Further, in the splitting stage, the anchoring force calculation formula is as follows:
F3＝k3u3
wherein k is3And u3Calculating the coefficient, k, for the splitting stage3＝-0.9Fmax，u3∈(0,1)。
Further, in the residual phase, the anchoring force is a fixed value.
Further, in the residual stage, the anchoring force calculation formula 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, α is 30 °, and t is the anchor bolt longitudinal rib thickness of 2 mm.
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, a rising stage, a splitting stage and a residual stage, each stage adopts a corresponding calculation formula to calculate and obtain the anchoring force of the anchoring bolt in the split type connecting piece, the anchoring force accords with objective practice, 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 insufficient in the aspects of index comprehensiveness and accuracy is overcome.
Drawings
FIG. 1 is a schematic structural diagram of a stressed main rib in an embodiment of the invention,
figure 2 is a schematic view of an anchor bolt structure in an embodiment of the present invention,
FIG. 3 is a schematic structural diagram of an anchor bolt screwed on a stressed main rib in the embodiment of the invention,
FIG. 4 is a marked schematic diagram of the anchoring depth and the insulating layer depth of the split connecting piece in the embodiment of the invention,
fig. 5 shows a force diagram of the anchoring end of the split connector of the present invention when the split connector is pulled to displace,
FIG. 6 is a graphical representation of anchoring force versus displacement for 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.
In one embodiment of the invention, the glass fiber composite material is adopted as the connecting component of the fabricated building, and the connecting component comprises a stressed main rib and an anchoring bolt, wherein the outline of the outer edge of the stressed main rib is circular, and the cross section of the anchoring end is cross-shaped. Fig. 1 is a schematic structural view of a stressed main rib in an embodiment of the invention, fig. 2 is a schematic structural view of an anchor bolt in an embodiment of the invention, fig. 3 is a schematic structural view of an anchor bolt in a bolt connection on a stressed main rib in an embodiment of the invention, fig. 4 is a schematic marking view of an anchor depth and a thermal insulation layer depth of a split type connecting piece in an embodiment of the invention, and by combining the four drawings, the stressed main rib comprises a main rib main body and a main rib anchor end, the stressed main rib is in a straight shape, the main rib anchor end is in a wedge-shaped structure with a wide end part and a narrow interior, and the main rib anchor ends are 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 anchor bolt is embedded in the inner leaf concrete and the outer leaf concrete, and the length of the middle rod part of the stressed main rib is equal to the thickness of the heat insulation layer.
For a more detailed description of the method according to the invention, the anchoring force versus displacement of the anchor bolt is analyzed in detail below as follows:
for simplification and convenience, four stages of dividing the transverse rib steel bar drawing anchoring force-displacement curve are respectively a debonding stage, a rising stage, a splitting stage and a residual stage, wherein,
and (3) a debonding stage: before the expansion slip surface is formed, the calculation formula of the anchoring force is as follows:
F＝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 anchoring bolt.
In the rising stage, the calculation formula of the anchoring force is as follows:
wherein the coefficient is calculated in the rising stage
E is the elastic modulus of the concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, alpha is the inclination angle of the longitudinal rib of the anchoring part, and t is the thickness of the longitudinal rib of the anchoring bolt.
In the following, the ascending-stage anchoring force calculation formula acquisition process is discussed and derived in detail:
the stress mode of concrete before the longitudinal rib of the split connecting piece is wedge-shaped body stress, the stress at the stage is simplified into a cylinder nesting model, and the confining pressure of external concrete is simplified into the longitudinal rib with uniformly distributed load uniformly acting on the anchoring bolt. The work done by the drawing force of the anchor bolt is equal to the work done to cause the radial stress and the radial displacement of the concrete, and the following results are obtained:
F2u2＝σrSur
when the displacement occurs when the tension is applied, the anchor end of the connecting member is forced to move, and as shown in fig. 5, it can be seen that a uniform load is uniformly applied to the longitudinal ribs of the anchor bolt.
The radial stress is:
σr＝Kur
the radial stiffness is:
the relationship between radial displacement and axial displacement is:
ur＝u2 tanα
the force-bearing area of the radial force caused by the radial displacement is:
substituting and converting the above formula, the anchoring force calculation formula can be obtained as follows:
wherein the content of the first and second substances,
it can be seen from the formula deduced from the cylindrical nesting model that the anchoring force of the anchoring end of the connecting piece is in a linear relation with the displacement in the pulling force direction when the anchoring end is pulled. When the radial stress reaches the maximum value, the concrete is pulled apart from the critical surface of the anchor bolt, and the anchoring strength of the anchoring end of the connecting piece reaches the maximum value at the moment. It can be seen from the analysis that the anchoring strength is related to the height of the longitudinal ribs h and the properties of the concrete itself.
Splitting: after the anchoring strength of the anchoring end of the connecting piece reaches the peak value, the splitting damage of the concrete causes the anchoring force to be suddenly reduced, and the anchoring capability of the anchoring end is basically lost:
F3＝k3u3
wherein k is3And u3Calculating the coefficient, k, for the splitting stage3＝-0.9Fmax，u3∈(0,1)。
Residual section: after the concrete is damaged, the anchor bolt is pulled out, and the residual force is basically ignored:
F4＝a
wherein a is 0.1Fmax，FmaxThe maximum anchoring force.
The concrete elastic modulus E is 1.6Gpa, the Poisson ratio v is 0.3, the effective height h of the longitudinal rib is 20mm, and the inclination angle alpha of the longitudinal rib is 30 degrees, and the concrete elastic modulus E and the Poisson ratio v are respectively substituted into four-segment formulas to obtain the anchoring force-displacement relation curve.
FIG. 6 is a graph of anchoring force versus displacement for an embodiment of the present invention, as shown in FIG. 6:
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.
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 anchoring force of an anchoring bolt of a split connecting piece is characterized in that the split connecting piece comprises a stress main rib and the anchoring bolt, the tensile process of the split connecting piece in a sandwich heat-insulation 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 anchoring force of the anchoring bolt in the split 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 anchoring force of the anchor bolt of the split type connecting piece according to claim 1, wherein the calculation formula of the anchoring force 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 anchoring bolt.
3. The method for acquiring the anchoring force of the anchor bolt of the split type connecting piece according to claim 1, wherein in the ascending stage, the anchoring force calculation formula is as follows:
wherein the coefficient is calculated in the rising stage
E is the elastic modulus of the concrete, v is the Poisson's ratio of the concrete in the sandwich heat-insulating wall, alpha is the inclination angle of the longitudinal rib of the anchoring part, and t is the thickness of the longitudinal rib of the anchoring bolt.
4. The method for acquiring the anchoring force of the anchor bolt of the split type connecting piece according to claim 1, wherein in the splitting stage, the anchoring 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 anchoring force of the anchor bolt of the split type connecting member as claimed in claim 1, wherein the anchoring force is a fixed value in the residual stage.
6. The method for acquiring the anchoring force of the anchor bolt of the split type connecting piece according to claim 5, wherein in the residual stage, the anchoring force calculation formula is as follows:
F4＝a
wherein a is 0.1Fmax，FmaxThe maximum anchoring force.
7. The method for obtaining the anchoring force of the anchor bolt of the split-type connecting piece according to claims 2 to 6, wherein E is the elastic modulus of concrete, E is 1.6Gpa, v is the Poisson's ratio of concrete, v is 0.3, h is 20mm, α is the angle of inclination of the longitudinal rib of the anchor bolt, α is 30 °, and t is the thickness of the longitudinal rib of the anchor bolt, which is 2 mm.
8. The method for obtaining the anchoring force of the anchor bolt of the split type connecting piece according to any one of claims 1 to 7, wherein the main stress rib of the split type connecting piece is in a screw shape, the two end portions of the main stress 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 body is provided with an inclination angle so as to form a divergent radiation shape.
9. The method for obtaining the anchoring force of the split-type connector anchor bolt according to claim 4 or 6, wherein the maximum anchoring force F is obtainedmaxThe anchoring force corresponding to the turning point in the rising stage and the splitting stage.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20170102304A1 (en) * | 2015-10-09 | 2017-04-13 | University Of Dammam | Non-destructive apparatus, system and method for determining pull-out capacity of anchor bolts |
| CN110378013A (en) * | 2019-07-16 | 2019-10-25 | 西安建筑科技大学 | One kind is containing longitudinal crack rammed earth city wall ruins bamboo anchor pole anti-seismic reinforcement design method |
| CN110717211A (en) * | 2019-09-20 | 2020-01-21 | 河海大学 | Method for calculating bending resistance of underground continuous wall steel bar lap joint |
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2021
- 2021-06-29 CN CN202110730007.9A patent/CN113449245A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20170102304A1 (en) * | 2015-10-09 | 2017-04-13 | University Of Dammam | Non-destructive apparatus, system and method for determining pull-out capacity of anchor bolts |
| CN110378013A (en) * | 2019-07-16 | 2019-10-25 | 西安建筑科技大学 | One kind is containing longitudinal crack rammed earth city wall ruins bamboo anchor pole anti-seismic reinforcement design method |
| CN110717211A (en) * | 2019-09-20 | 2020-01-21 | 河海大学 | Method for calculating bending resistance of underground continuous wall steel bar lap joint |
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| Title |
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| 景东亚: "预制混凝土夹心保温墙板新型连接件设计研究", 《中国优秀博硕士学位论文全文数据库（硕士） 工程科技Ⅱ辑》 * |
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