CN107657124A - A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope - Google Patents
A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope Download PDFInfo
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- CN107657124A CN107657124A CN201710913868.4A CN201710913868A CN107657124A CN 107657124 A CN107657124 A CN 107657124A CN 201710913868 A CN201710913868 A CN 201710913868A CN 107657124 A CN107657124 A CN 107657124A
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Abstract
The invention discloses a kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope, parameter is used as using the slopes of slope anchorage engineering and anchor cable mechanics feature, coupling effect based on anchoring load losses Yu High Slope Rock secular distortion, anchor cable body will be simulated and western protolith Ground crack model parallel connection establishes the computation model of anchorage cable anchoring power loss, and according to the constitutive equation of anchoring load losses forecast model, derive calculation formula of the anchorage force of pre-stressed anchor cable with time long-term loss.The present invention considers the change of side slope unloading condition in High slope anchorage engineering, according to the time effect of side slope Unloading Effect, model formation transformation time is introduced, so as to calculate the anchoring load losses process under the influence of the strong Unloading Effect of side slope.The present invention can be predicted to high slope anchor cable anchor force aging loss, judge whether the change of anchorage cable anchoring power is abnormal, and the monitoring and warning and long-term safety operation to High slope anchorage engineering are significant.
Description
Technical Field
The invention belongs to the technical field of geological engineering, and particularly relates to a design of a calculation method for anchoring force loss of a prestressed anchor cable considering high slope strength unloading.
Background
The rock high slope is a main geological environment and an engineering bearing body in the heavy engineering construction of hydropower, mines, traffic and the like, and the prestressed anchor cable has become a main measure for reinforcing the high slope. However, under the influence of factors such as regional structure effect or canyon deep cutting, the rocky high slope has the characteristic of strong unloading after excavation, a strong unloading phenomenon can occur in a short time after the slope is excavated, and the anchor cable anchoring force is rapidly lost in the initial stage of engineering due to the strong unloading effect. When the anchor force loss of the anchor cable exceeds a certain limit value, the whole anchoring engineering can be failed.
Therefore, the prediction calculation of the anchoring force loss of the anchor cable for the high slope is very important for the long-term safety and stability of the anchoring engineering, but most of the currently proposed calculation formulas for the anchoring force loss of the prestressed anchor cable are empirical formulas, or are established on the basis of a generalized kelvin theory or a bergs theory which does not consider the strong unloading action of the high slope in the process of establishing a theoretical model, so that when the method is applied to the high slope anchoring engineering with obvious strong unloading action, the calculation result has larger error: when the anchor cable anchoring force is lost for a long time by adopting a calculation model based on the generalized Kelvin theory, the calculated anchoring force loss is smaller; when the long-term loss of the anchorage force of the anchor cable is calculated by adopting a calculation model based on the Berger theory, the calculated anchorage force loss is larger. Therefore, in the practical application process, the conventional prestressed anchor cable anchoring force loss calculation method has certain limitations.
Disclosure of Invention
The invention aims to solve the problem that the existing prestressed anchor cable anchoring force loss calculation method has certain limitation, and provides a prestressed anchor cable anchoring force loss calculation method considering high slope strength unloading.
The technical scheme of the invention is as follows: a method for calculating anchorage force loss of a prestressed anchor cable considering high slope strength unloading comprises the following steps:
s1, establishing a pre-stressed anchor cable anchoring force loss calculation model and determining model parameters.
And S2, determining the conversion time N of the calculation model.
S3, calculating the current time t according to the calculation model&N, anchor cable anchoring force F 1 The loss case of (c).
S4, calculating the current time t according to the calculation model&Anchoring force F of anchor cable at time of gt, N 2 The loss case of (c).
S5, according to F 1 And F 2 The loss condition of the prestressed anchor cable obtains a curve of the integral anchoring force F of the prestressed anchor cable changing along with the time t.
And S6, comparing the curve obtained by calculation in the step S5 with a fitting curve of the monitored value, monitoring and early warning the abnormal phenomenon of anchor cable anchoring force loss, and guiding the anchor cable anchoring force compensation time, thereby ensuring the long-term safe operation of the high slope anchoring engineering.
The invention has the beneficial effects that: the method considers the high slope strength unloading effect on the basis of the traditional anchor force loss prediction model, can calculate the loss prediction curve of the anchor force of the anchor cable of the high slope, and improves the condition that the computation result and the actual deviation are overlarge when the traditional prestressed anchor cable anchor force change model adopts a single linear rheological model to simulate rock-soil mass and is applied to high slope anchoring engineering. The method can predict the aging loss of the anchoring force of the anchor cable on the high slope, judge whether the change of the anchoring force of the anchor cable is abnormal or not, and has important significance for monitoring and early warning and long-term safe operation of the anchoring engineering on the high slope.
Drawings
Fig. 1 is a flowchart of a method for calculating anchorage loss of a prestressed anchor cable considering high slope strength unloading according to an embodiment of the present invention.
Fig. 2 is a schematic diagram of a model for calculating anchoring force loss of a prestressed anchor cable according to an embodiment of the present invention.
Fig. 3 is a graph showing the overall anchoring force F of the prestressed anchorage cable according to the embodiment of the present invention as a function of time t.
Fig. 4 is a comparison graph of a calculated anchor cable anchoring force curve and a fitted monitored value curve provided by the embodiment of the invention.
Detailed Description
Exemplary embodiments of the present invention will now be described in detail with reference to the accompanying drawings. It is to be understood that the embodiments shown and described in the drawings are merely exemplary and are intended to illustrate the principles and spirit of the invention, not to limit the scope of the invention.
The embodiment of the invention provides a method for calculating anchoring force loss of a prestressed anchor cable considering high slope strength unloading, which comprises the following steps of S1-S6 as shown in figure 1:
s1, establishing a pre-stressed anchor cable anchoring force loss calculation model, and determining model parameters.
Establishing a calculation model of the anchorage force loss of the prestressed anchor cable, preparing a simulated anchored rock mass test piece as shown in figure 2, and determining model parameters through a rock mass creep test curve: simulating instantaneous elastic modulus E of rock-soil mass B Viscoelastic modulus E K Viscosity coefficient η K 、η B Initial strain of anchor cable 0 Long term strength of rock mass sigma s Anchor cable equivalent elastic modulus E M Initial stress sigma of anchor cable body 0 Area A of rock mass within anchoring range r 。
The method for preparing the simulated anchoring rock mass test piece comprises the following steps:
embedding the simulation filler into the rock sample according to the characteristics of the joint cracks of the high slope rock mass, and placing the opposite-pull simulation anchor rods with similar proportions in the vertical direction of the bedding surface of the test piece based on the similar proportioning characteristics of the anchor rods and the rock mass to obtain the simulated anchored rock mass test piece.
The determination method of the rock mass creep test curve comprises the following steps:
carrying out loading and unloading tests on rock mass test pieces, and firstly carrying out axial stress sigma of the test pieces according to the hydrostatic stress condition 1 Confining pressure sigma 3 Increasing to preset values (20 MPa, 30MPa and 40MPa in the embodiment of the invention), and then loading and unloading the test piece in stages, wherein the axial stress sigma of each stage 1 Increase, amplitude according to ultimate compressive strength sigma of rock mass c Determining, taking σ c 5% -8% of the total pressure of the reactor, and confining pressure sigma of each stage 3 And reducing, wherein the amplitude reduction is 5-10% of the preset value, the load loading and unloading are suspended for a period of time after each time, the next-stage load loading and unloading is continued after the creep of the rock mass is basically stable, and the test is stopped until the test piece is damaged, so that a rock mass creep test curve is obtained.
Long term strength sigma of rock mass s The determination method comprises the following steps:
according to the rock mass creep test result, if the loading and unloading of the rock mass test piece reach the ith level, the ratio of the lateral strain to the vertical strain of the test piece changes epsilon after the loading and unloading are suspended 3 /ε 1 The tendency of unconvergence appears, the long-term strength sigma of the rock mass s The bias stress applied under the loading and unloading for the ith stage, i.e. the difference (sigma) between the axial stress and the confining pressure s ＝σ 1i -σ 3i )。
Viscosity coefficient eta K 、η B The calculation formula of (2) is as follows:
wherein r is 1 、r 2 Is a constant, r in the examples of the present invention 1 ＝-0.00178、r 2 ＝-0.0077765。
According to the method, the parameter settings of each model in the embodiment of the present invention are shown in table 1.
TABLE 1
And S2, determining the conversion time N of the calculation model.
Performing a pretension test of a prestressed anchor cable on a high slope, and embedding a multi-point displacement meter in an anchor section of the anchor cable for displacement monitoring to obtain a slope displacement-time curve; and (3) extruding the slope by the anchoring force at the initial stage of the test, wherein the displacement direction of the slope is negative, the slope begins to displace outwards along with the unloading and rebounding of the slope, and when the displacement direction is changed from negative to positive, the corresponding time is the conversion time N of the calculation model. In the embodiment of the invention, the conversion time N =40 of the calculation model is obtained through a slope displacement-time curve.
S3, calculating the current time t according to the calculation model&N, anchor cable anchoring force F 1 The calculation formula is as follows:
s4, calculating the current time t according to the calculation model&(G, N) time, anchor cable anchoring force F 2 The calculation formula is as follows:
s5, according to F 1 And F 2 The loss condition of the prestressed anchorage cable obtains a curve of the overall anchoring force F of the prestressed anchorage cable along with the change of time t, as shown in FIG. 3.
And S6, comparing the curve obtained by calculation in the step S5 with a fitted curve of the monitoring value, wherein the comparison result is shown in FIG. 4, monitoring and early warning the abnormal phenomenon of anchor force loss of the anchor cable, and guiding the anchor force compensation time of the anchor cable, so that the long-term safe operation of the high slope anchoring engineering is guaranteed.
It will be appreciated by those of ordinary skill in the art that the embodiments described herein are intended to assist the reader in understanding the principles of the invention and are to be construed as being without limitation to such specifically recited embodiments and examples. Those skilled in the art can make various other specific changes and combinations based on the teachings of the present invention without departing from the spirit of the invention, and these changes and combinations are within the scope of the invention.
Claims (9)
1. A method for calculating anchoring force loss of a prestressed anchor cable considering high slope strength unloading is characterized by comprising the following steps:
s1, establishing a pre-stressed anchor cable anchoring force loss calculation model and determining model parameters;
s2, determining the conversion time N of the calculation model;
s3, calculating the current time t according to the calculation model&N, anchor cable anchoring force F 1 A loss condition of (c);
s4, calculating the current time t according to the calculation model&Anchoring force F of anchor cable at time of gt, N 2 A loss condition of (c);
s5, according to F 1 And F 2 Obtaining the curve of the integral anchoring force F of the prestressed anchor cable changing along with the time t under the loss condition;
and S6, comparing the curve obtained by calculation in the step S5 with a fitting curve of the monitored value, monitoring and early warning the abnormal phenomenon of anchor cable anchoring force loss, and guiding the anchor cable anchoring force compensation time, thereby ensuring the long-term safe operation of the high slope anchoring engineering.
2. The method for calculating the anchorage force loss of the prestressed anchorage cable according to claim 1, wherein the step S1 specifically comprises:
establishing a prestressed anchor cable anchoring force loss calculation model, preparing a simulated anchored rock mass test piece, and determining model parameters through a rock mass creep test curve: simulating instantaneous modulus of elasticity E of rock and soil mass B Viscoelastic modulus E K Viscosity coefficient η K 、η B Initial strain of anchor cable 0 Long term strength of rock mass sigma s Anchor cable equivalent elastic modulus E M Initial stress sigma of anchor cable body 0 Area of rock mass A in the anchoring range r 。
3. The method for calculating the anchorage force loss of the prestressed anchorage cable according to claim 2, wherein the method for preparing the simulated anchorage rock mass test piece comprises the following steps:
embedding the simulation filler into the rock sample according to the characteristics of the joint cracks of the high slope rock mass, and placing the opposite-pull simulation anchor rods with similar proportions in the vertical direction of the bedding surface of the test piece based on the similar proportioning characteristics of the anchor rods and the rock mass to obtain the simulated anchored rock mass test piece.
4. The method for calculating the anchorage force loss of the prestressed anchor cable according to claim 2, wherein the determination method of the rock mass creep test curve is as follows:
carrying out loading and unloading tests on rock mass test pieces, and firstly carrying out axial stress sigma of the test pieces according to the hydrostatic stress condition 1 Confining pressure σ 3 Increasing the axial stress to a preset value, and then loading and unloading the test piece in stages, wherein the axial stress sigma of each stage 1 Increase, amplitude according to ultimate compressive strength sigma of rock mass c Determining, taking σ c 5% -8% of, each level of confining pressure sigma 3 And reducing, wherein the amplitude reduction is 5-10% of the preset value, the load loading and unloading are suspended for a period of time after each time, the next-stage load loading and unloading is continued after the creep of the rock mass is basically stable, and the test is stopped until the test piece is damaged, so that a rock mass creep test curve is obtained.
5. The method of claim 4, wherein the long-term strength σ of the rock mass is calculated s The determination method comprises the following steps:
according to the rock mass creep test result, if the loading and unloading of the rock mass test piece reach the ith level, the ratio of the lateral strain to the vertical strain of the test piece changes epsilon after the loading and unloading are suspended 3 /ε 1 The non-convergence tendency appears, the long-term strength sigma of the rock mass s The bias stress applied under the loading and unloading of the ith stage, namely the difference between the axial stress and the confining pressure.
6. The method of claim 2, wherein the viscosity coefficient η is calculated according to the anchoring force loss of the prestressed anchorage cable K 、η B The calculation formula of (2) is as follows:
wherein r is 1 、r 2 Is a constant.
7. The method for calculating the anchorage force loss of the prestressed anchorage cable according to claim 1, wherein the step S2 is specifically:
performing a pretension test of the prestressed anchor cable on a high slope, and embedding a multipoint displacement meter in the anchor section of the anchor cable for displacement monitoring to obtain a slope displacement-time curve; and (3) extruding the slope by the anchoring force at the initial stage of the test, wherein the displacement direction of the slope is negative, the slope begins to displace outwards along with the unloading and rebounding of the slope, and when the displacement direction is changed from negative to positive, the corresponding time is the conversion time N of the calculation model.
8. The method of claim 2, wherein the anchor force F in step S3 is calculated 1 The formula for the loss case of (a) is:
9. the method of claim 2, wherein the anchor force F of the prestressed anchor cable in the step S4 is calculated 2 The formula for the loss case of (a) is:
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| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN111475924A (en) * | 2020-03-18 | 2020-07-31 | 中铁二院工程集团有限责任公司 | Unloading rock slope stability analysis method for rainfall induced deformation |
| CN112627244A (en) * | 2020-12-15 | 2021-04-09 | 大连海事大学 | Intelligent prediction method and system for anchor cable force of upper-soft lower-hard foundation pit hanging foot pile |
| CN112883506A (en) * | 2021-01-15 | 2021-06-01 | 中铁二院工程集团有限责任公司 | Simple measuring and calculating method for prestress loss of anchor cable on slope creep body |
| CN113010956A (en) * | 2021-02-04 | 2021-06-22 | 浙江大学 | Design optimization method of prestressed anchor cable in anchor-pull type retaining structure |
| CN114439545A (en) * | 2022-01-27 | 2022-05-06 | 成都理工大学 | Extremely high stress large deformation difference unloading deformation blocking method |
| CN116220025A (en) * | 2022-04-07 | 2023-06-06 | 成都理工大学 | Recoverable anchor rod system |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN110688747B (en) * | 2019-09-19 | 2022-05-06 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN111475924A (en) * | 2020-03-18 | 2020-07-31 | 中铁二院工程集团有限责任公司 | Unloading rock slope stability analysis method for rainfall induced deformation |
| CN111475924B (en) * | 2020-03-18 | 2022-05-10 | 中铁二院工程集团有限责任公司 | Unloading rock slope stability analysis method for rainfall induced deformation |
| CN112627244A (en) * | 2020-12-15 | 2021-04-09 | 大连海事大学 | Intelligent prediction method and system for anchor cable force of upper-soft lower-hard foundation pit hanging foot pile |
| CN112883506A (en) * | 2021-01-15 | 2021-06-01 | 中铁二院工程集团有限责任公司 | Simple measuring and calculating method for prestress loss of anchor cable on slope creep body |
| CN112883506B (en) * | 2021-01-15 | 2022-07-29 | 中铁二院工程集团有限责任公司 | Simple measuring and calculating method for prestress loss of anchor cable on slope creep body |
| CN113010956A (en) * | 2021-02-04 | 2021-06-22 | 浙江大学 | Design optimization method of prestressed anchor cable in anchor-pull type retaining structure |
| CN114439545A (en) * | 2022-01-27 | 2022-05-06 | 成都理工大学 | Extremely high stress large deformation difference unloading deformation blocking method |
| CN114439545B (en) * | 2022-01-27 | 2023-02-28 | 成都理工大学 | Extremely high stress large deformation difference unloading deformation blocking method |
| CN116220025A (en) * | 2022-04-07 | 2023-06-06 | 成都理工大学 | Recoverable anchor rod system |
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