CN114088812B - Surrounding soil vibration evaluation method for shield tunnel construction - Google Patents
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- 239000002689 soil Substances 0.000 title claims abstract description 282
- 238000010276 construction Methods 0.000 title claims abstract description 52
- 238000011156 evaluation Methods 0.000 title claims abstract description 18
- 238000000034 method Methods 0.000 claims abstract description 33
- 230000005540 biological transmission Effects 0.000 claims abstract description 9
- 238000012360 testing method Methods 0.000 claims description 37
- 238000009412 basement excavation Methods 0.000 claims description 14
- 230000002787 reinforcement Effects 0.000 claims description 13
- 238000005452 bending Methods 0.000 claims description 11
- 238000010008 shearing Methods 0.000 claims description 11
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 238000012937 correction Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000004088 simulation Methods 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 description 9
- 238000005516 engineering process Methods 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 238000005070 sampling Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 238000011545 laboratory measurement Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000238631 Hexapoda Species 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 210000003746 feather Anatomy 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/045—Analysing solids by imparting shocks to the workpiece and detecting the vibrations or the acoustic waves caused by the shocks
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
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Abstract
The invention discloses a method for evaluating surrounding soil vibration during shield tunnel construction, which comprises the following steps: s1, collecting soil body of a construction site to obtain a soil body sample; s2, based on the soil sample, obtaining the safety coefficient of the soil sample and the vibration transmission capacity of the soil sample; s3, determining the vibration bearing capacity of the soil sample based on the soil sample; and S4, completing soil vibration evaluation according to the safety coefficient, the vibration transmission capacity and the vibration bearing capacity of the soil sample.
Description
Technical Field
The invention belongs to the technical field of underground engineering, and particularly relates to a method for evaluating surrounding soil vibration in shield tunnel construction.
Background
The shield technology was originally originated from the ideas of the English and national people in 18 th century to build a tunnel crossing a Thames river under London, and the specific digging and cutting method and the problems of using machinery and the like are discussed. It is desirable to implement this concept by the beginning of 1798, but the project is frustrated because the shaft is not dug to a predetermined depth. But the assumption of traversing the thames river tunnel has increased day by day, and after 4 years it has been decided to build a tunnel joining both sides from another site, after which the project is started again. The construction overcomes various difficulties, when the excavation reaches the last 30m, the rapid immersed tunnel on the excavation surface is submerged by water, the assumption of crossing the Thames river is broken down again, and the engineering takes 5 years from the start to the forced termination. The plan to traverse the thames river did not progress significantly in the next 10 years. The shield construction method is firstly put forward, and a patent is obtained on the basis that the shield technology model is firstly put forward, and the passing of the hole forming of the bottom plate of the wood ship corroded by the small insects is observed in 1818 Brunel. This is the so-called prototype of the open hand shield.
The shield construction method is introduced into the united states, france, germany, japan, soviet union and the like successively from the end of the 19 th century to the middle of the 20 th century, and is developed to different extents. The united states first developed a closed shield in 1892; the use of concrete segments in paris, france of the same year has created sewer tunnels; berlin tunnels were constructed in 1896-1899 germany using steel pipe sheets; in 1913, germany built and cleaned a tunnel with a horse-decorated western face; in 1917, a shield construction method is adopted to construct a national iron feather crossing line, and then the use is stopped due to poor geological conditions; the Moscow subway tunnel is built by using an English shield in 1931, and a chemical grouting and freezing construction method is used in construction; the 1939 Japan adopts manual tunneling circular shield to construct a closed door tunnel with the diameter of 7 m; a lunigler subway tunnel is built in the Soviet Union 1948; in 1957 Beijing was built2.6M of shield sewer tunnel; in 1957, a tokyo subway tunnel was constructed using a closed shield. In a word, the shield construction method is improved within 50-60 years, but the shield construction method is characterized by being popularized in various countries of the world.
In the following, the shield technology is widely applied and greatly developed, and various novel shield construction methods mainly including a mud-water type and earth pressure type shield construction method are developed at present.
However, the shield construction of the urban subway often produces excessive disturbance to the rock or soil around the tunnel, so that timely data monitoring is required, but many construction sites are not particularly supported for in-situ tests, so that a new evaluation method needs to be introduced to solve the problem.
Disclosure of Invention
Aiming at the defects in the prior art, the method for evaluating the vibration of the surrounding soil body in the shield tunnel construction solves the problem that the safety of disturbance of the surrounding soil body in the shield construction is difficult to evaluate.
In order to achieve the aim of the invention, the invention adopts the following technical scheme: a vibration evaluation method for surrounding soil mass in shield tunnel construction comprises the following steps:
s1, collecting soil body of a construction site to obtain a soil body sample;
s2, based on the soil sample, obtaining the safety coefficient of the soil sample and the vibration transmission capacity of the soil sample;
s3, determining the vibration bearing capacity of the soil sample based on the soil sample;
and S4, completing soil vibration evaluation according to the safety coefficient, the vibration transmission capacity and the vibration bearing capacity of the soil sample.
Further: the step S1 specifically comprises the following steps: the method comprises the steps of randomly collecting soil on an excavation face at a construction site, collecting fixed soil in the depth direction of the excavation face, and taking the collected soil back to a laboratory to sample the soil to obtain a soil sample.
The beneficial effects of the above-mentioned further scheme are: the soil body of the construction site can be comprehensively analyzed by randomly sampling the soil body of the construction site.
Further: in the step S2, the safety coefficient of the soil sample includes the safety coefficient of the soil sample in the initial state and the safety coefficient of the soil sample after vibration;
The step S2 specifically comprises the following steps: determining a soil sample safety coefficient in an initial state, obtaining a vibrated soil sample from the soil sample through a vibration test, and determining the vibrated soil sample safety coefficient; determining the safety coefficient of the soil sample as a first level at intervals of 0.1;
And obtaining a vibrated soil sample according to the vibration test, and recording a displacement value of a test piece for placing the soil sample, thereby determining the vibration conduction capacity of the soil sample.
The beneficial effects of the above-mentioned further scheme are: the safety coefficient of the soil body sample is accurately classified, and the safety evaluation of the soil body on the construction site is facilitated.
Further: the method for obtaining the vibrated soil body sample specifically comprises the following steps:
Collecting vibration frequency of a shield machine in a shield construction site during working, simulating construction frequency by using a laboratory vibration table, simulating an original ground stress state, wrapping and fixing collected soil samples one by using a shield tunnel similar strength material, and placing the soil samples on a test table for vibration test to obtain a vibrated soil sample; wherein, the simulation shield machine propulsion speed of the vibration duration is formulated as: 1 min/test piece 90mm.
The beneficial effects of the above-mentioned further scheme are: the vibration conduction capacity of the soil body sample can be accurately obtained by simulating the vibration frequency in the construction environment in a laboratory.
Further: the method for determining the safety coefficient of the soil sample specifically comprises the following steps:
Determining the circle centers of the sliding surface and the circular arc of the sliding surface of the soil sample, dividing the soil sample into a plurality of vertical soil strips, and neglecting the action of vertical shearing force among the soil strips to obtain the expression of the safety coefficient F s of the soil sample, wherein the expression specifically comprises the following steps:
Wherein i is the ordinal number of the soil strips, n is the total number of the soil strips, W i is the gravity of the soil strips i, c i is the cohesive force on the sliding surface of the soil strips i, For the internal friction force on the sliding surface of the soil strip i, a i is the included angle between the normal line and the vertical line on the sliding surface of the soil strip i, and l i is the length of the sliding surface of the soil strip i; m i is the iteration value of the soil strip i;
the expression of the iteration value m i of the soil strip i is specifically as follows:
the method for calculating the safety coefficient F s of the soil sample specifically comprises the following steps: calculating F s by adopting an iteration method, firstly, assuming the value of F s, calculating an iteration value m i by using an expression of an iteration value m i of a soil strip i, and then substituting the iteration value m i into the expression of a soil sample safety coefficient F s to calculate a new soil sample safety coefficient F s'; and repeatedly iterating until the difference between the soil sample safety coefficient F s and the new soil sample safety coefficient F s' is smaller than 0.005, and obtaining a soil sample safety coefficient F s.
The beneficial effects of the above-mentioned further scheme are: the method for determining the safety coefficient of the soil body sample is simple in calculation and high in precision.
Further: the step S3 specifically comprises the following steps:
placing a soil sample in a test tube, calculating the vibration acting force of the soil sample through a vibration test, and further determining the vibration bearing capacity of the soil sample; the vibration acting force of the soil body sample comprises a vibration bending moment M, a vibration axial force N and a vibration shearing force Q.
The beneficial effects of the above-mentioned further scheme are: and analyzing the vibration bearing capacity of the soil body of the construction site according to the calculated vibration acting force of the soil body sample.
Further: the expression for calculating the vibration bending moment M, the vibration axial force N and the vibration shearing force Q is specifically as follows:
Wherein beta is a correction coefficient, R is a tunnel radius, l s is the bending resistance of a duct piece on a unit length, H g is the thickness of a tunnel foundation soil body, U h is the vibration displacement of a soil body sample, H is the distance from the soil body sample to the soil body surface, and G D is the dynamic shear elastic modulus of the tunnel foundation.
The beneficial effects of the above-mentioned further scheme are: the vibration bending moment M, the vibration axial force N and the vibration shearing force Q can be calculated through a vibration test and can be used for analyzing the vibration bearing capacity of a soil body sample, so that the vibration bearing capacity of a soil body of a construction site can be determined.
Further: the step S4 specifically includes: judging whether the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment according to the vibration conduction capacity and the vibration bearing capacity of the soil sample according to the difference value between the soil sample safety coefficient in the initial state and the vibrated soil sample safety coefficient, and finishing the soil vibration evaluation;
The method for judging whether the soil body around the shield tunnel needs to be subjected to advanced reinforcement treatment specifically comprises the following steps:
Setting a threshold value of a difference value between safety coefficients of soil samples, a threshold value of vibration conduction capacity of the soil samples and a threshold value of vibration bearing capacity according to the collected soil bodies of the shield tunnel;
when one of the determined difference value between the safety coefficients of the soil samples, the vibration conduction capacity and the vibration bearing capacity of the soil samples is larger than a set threshold value;
the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment; otherwise, the soil around the shield tunnel does not need to be subjected to advanced reinforcement treatment.
The beneficial effects of the above-mentioned further scheme are: the safety coefficient, the vibration conduction capacity and the vibration bearing capacity of the soil body sample are used as evaluation indexes for evaluating the soil body vibration, so that accurate soil body vibration evaluation can be obtained.
The beneficial effects of the invention are as follows:
(1) According to the invention, the bearing capacity of the soil quality of different types and different burial depths to vibration disturbance generated by shield excavation can be obtained by carrying out laboratory measurement on the soil body and determining the soil body safety coefficient grade, grade classification and other treatment methods.
(2) The invention can well treat the construction road section which is not easy to carry out in-situ test during excavation, can store soil sample data, has guiding significance for soil vibration evaluation of later construction projects, and can greatly improve construction safety.
Drawings
FIG. 1 is a flow chart of the present invention.
Fig. 2 is a schematic diagram of determining a soil sample safety factor.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and all the inventions which make use of the inventive concept are protected by the spirit and scope of the present invention as defined and defined in the appended claims to those skilled in the art.
Example 1:
as shown in fig. 1, in one embodiment of the present invention, a method for evaluating vibration of surrounding soil in shield tunnel construction includes the following steps:
s1, collecting soil body of a construction site to obtain a soil body sample;
s2, based on the soil sample, obtaining the safety coefficient of the soil sample and the vibration transmission capacity of the soil sample;
s3, determining the vibration bearing capacity of the soil body sample through a vibration test;
and S4, completing soil vibration evaluation according to the safety coefficient, the vibration transmission capacity and the vibration bearing capacity of the soil sample.
The step S1 specifically comprises the following steps: the method comprises the steps of randomly collecting soil on an excavation face at a construction site, collecting fixed soil in the depth direction of the excavation face, and taking the collected soil back to a laboratory to sample the soil to obtain a soil sample.
In the step S2, the safety coefficient of the soil sample includes the safety coefficient of the soil sample in the initial state and the safety coefficient of the soil sample after vibration;
The step S2 specifically comprises the following steps: determining a soil sample safety coefficient in an initial state, obtaining a vibrated soil sample from the soil sample through a vibration test, and determining the vibrated soil sample safety coefficient; determining the safety coefficient of the soil sample as a first level at intervals of 0.1;
And obtaining a vibrated soil sample according to the vibration test, and recording a displacement value of a test piece for placing the soil sample, thereby determining the vibration conduction capacity of the soil sample.
The method for obtaining the vibrated soil body sample specifically comprises the following steps:
Collecting vibration frequency of a shield machine in a shield construction site during working, simulating construction frequency by using a laboratory vibration table, simulating an original ground stress state, wrapping and fixing collected soil samples one by using a shield tunnel similar strength material, and placing the soil samples on a test table for vibration test to obtain a vibrated soil sample; wherein, the simulation shield machine propulsion speed of the vibration duration is formulated as: 1 min/test piece 90mm.
The method for determining the safety coefficient of the soil sample specifically comprises the following steps:
As shown in fig. 2, determining the center of the sliding surface and the arc of the sliding surface of the soil sample, dividing the soil sample into a plurality of vertical soil strips, and ignoring the effect of vertical shearing force between the soil strips to obtain the expression of the soil sample safety factor F s specifically comprises:
Wherein i is the ordinal number of the soil strips, n is the total number of the soil strips, W i is the gravity of the soil strips i, c i is the cohesive force on the sliding surface of the soil strips i, For the internal friction force on the sliding surface of the soil strip i, a i is the included angle between the normal line and the vertical line on the sliding surface of the soil strip i, and l i is the length of the sliding surface of the soil strip i; m i is the iteration value of the soil strip i;
the expression of the iteration value m i of the soil strip i is specifically as follows:
the method for calculating the safety coefficient F s of the soil sample specifically comprises the following steps: calculating F s by adopting an iteration method, firstly, assuming the value of F s, calculating an iteration value m i by using an expression of an iteration value m i of a soil strip i, and then substituting the iteration value m i into the expression of a soil sample safety coefficient F s to calculate a new soil sample safety coefficient F s'; and repeatedly iterating until the difference between the soil sample safety coefficient F s and the new soil sample safety coefficient F s' is smaller than 0.005, and obtaining a soil sample safety coefficient F s.
The method for determining the safety coefficient of the soil body sample is simple in calculation and high in precision.
The step S3 specifically comprises the following steps:
placing a soil sample in a test tube, calculating the vibration acting force of the soil sample through a vibration test, and further determining the vibration bearing capacity of the soil sample; the vibration acting force of the soil body sample comprises a vibration bending moment M, a vibration axial force N and a vibration shearing force Q.
The expression for calculating the vibration bending moment M, the vibration axial force N and the vibration shearing force Q is specifically as follows:
Wherein beta is a correction coefficient, R is a tunnel radius, l s is the bending resistance of a duct piece on a unit length, H g is the thickness of a tunnel foundation soil body, U h is the vibration displacement of a soil body sample, H is the distance from the soil body sample to the soil body surface, and G D is the dynamic shear elastic modulus of the tunnel foundation.
The vibration bending moment M, the vibration axial force N and the vibration shearing force Q can be calculated through a vibration test and can be used for analyzing the vibration bearing capacity of a soil body sample, so that the vibration bearing capacity of a soil body of a construction site can be determined.
The step S4 specifically includes: judging whether the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment according to the vibration conduction capacity and the vibration bearing capacity of the soil sample according to the difference value between the soil sample safety coefficient in the initial state and the vibrated soil sample safety coefficient, and finishing the soil vibration evaluation;
The method for judging whether the soil body around the shield tunnel needs to be subjected to advanced reinforcement treatment specifically comprises the following steps:
Setting a threshold value of a difference value between safety coefficients of soil samples, a threshold value of vibration conduction capacity of the soil samples and a threshold value of vibration bearing capacity according to the collected soil bodies of the shield tunnel;
when one of the determined difference value between the safety coefficients of the soil samples, the vibration conduction capacity and the vibration bearing capacity of the soil samples is larger than a set threshold value;
the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment; otherwise, the soil around the shield tunnel does not need to be subjected to advanced reinforcement treatment.
The safety coefficient, the vibration conduction capacity and the vibration bearing capacity of the soil body sample are used as evaluation indexes for evaluating the soil body vibration, so that accurate soil body vibration evaluation can be obtained.
The implementation process of the method comprises the following steps: randomly sampling an excavation surface on a construction site, fixedly sampling the excavation surface in the depth direction, taking a soil body back to a laboratory to sample the soil body, determining the safety coefficient of the soil body sample in an initial state one by one under the condition of no vibration by calculating the soil body, determining the safety coefficient as one level every 0.1 interval, grading the soil body, and determining the safety coefficient grade of the soil body; simulating construction frequency by using a laboratory vibration table, wrapping and fixing the collected soil samples one by a die, placing the die on the test table for vibration test, recording a test piece displacement value and determining the vibration transmission capacity of the soil samples; and (3) calculating the safety coefficient of the vibrated test piece again, determining the safety coefficient grade of the vibrated soil body sample, placing the soil body sample in a test tube, calculating the vibration acting force of the soil body sample through a vibration test, and evaluating the stability of the soil body around the shield tunnel according to the vibration conduction capacity and the vibration bearing capacity of the soil body sample and according to the difference value between the safety coefficient of the soil body sample in the initial state and the safety coefficient of the vibrated soil body sample, and judging whether the soil body around the shield tunnel needs advanced reinforcement treatment.
The beneficial effects of the invention are as follows: according to the invention, the bearing capacity of the soil quality of different types and different burial depths to vibration disturbance generated by shield excavation can be obtained by carrying out laboratory measurement on the soil body and determining the soil body safety coefficient grade, grade classification and other treatment methods.
The invention can well treat the construction road section which is not easy to carry out in-situ test during excavation, can store soil sample data, has guiding significance for soil vibration evaluation of later construction projects, and can greatly improve construction safety.
In the description of the present invention, it should be understood that the terms "center," "thickness," "upper," "lower," "horizontal," "top," "bottom," "inner," "outer," "radial," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate description of the present invention and to simplify the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be configured and operated in a particular orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be interpreted as indicating or implying a relative importance or number of technical features indicated. Thus, a feature defined as "first," "second," "third," or the like, may explicitly or implicitly include one or more such feature.
Claims (4)
1. A method for evaluating surrounding soil vibration during shield tunnel construction is characterized by comprising the following steps:
s1, collecting soil body of a construction site to obtain a soil body sample;
s2, based on the soil sample, obtaining the safety coefficient of the soil sample and the vibration transmission capacity of the soil sample;
s3, determining the vibration bearing capacity of the soil body sample through a vibration test;
S4, completing soil vibration evaluation according to the safety coefficient, the vibration transmission capacity and the vibration bearing capacity of the soil sample;
in the step S2, the safety coefficient of the soil sample includes the safety coefficient of the soil sample in the initial state and the safety coefficient of the soil sample after vibration;
The step S2 specifically comprises the following steps: determining a soil sample safety coefficient in an initial state, obtaining a vibrated soil sample from the soil sample through a vibration test, and determining the vibrated soil sample safety coefficient; determining the safety coefficient of the soil sample as a first level at intervals of 0.1;
obtaining a vibrated soil sample according to a vibration test, and recording a displacement value of a test piece for placing the soil sample, thereby determining vibration conduction capacity of the soil sample;
the method for determining the safety coefficient of the soil sample specifically comprises the following steps:
Determining the circle centers of the sliding surface and the circular arc of the sliding surface of the soil sample, dividing the soil sample into a plurality of vertical soil strips, and neglecting the action of vertical shearing force among the soil strips to obtain the expression of the safety coefficient F s of the soil sample, wherein the expression specifically comprises the following steps:
Wherein i is the ordinal number of the soil strips, n is the total number of the soil strips, W i is the gravity of the soil strips i, c i is the cohesive force on the sliding surface of the soil strips i, For the internal friction force on the sliding surface of the soil strip i, a i is the included angle between the normal line and the vertical line on the sliding surface of the soil strip i, and l i is the length of the sliding surface of the soil strip i; m i is the iteration value of the soil strip i;
the expression of the iteration value m i of the soil strip i is specifically as follows:
The method for calculating the safety coefficient F s of the soil sample specifically comprises the following steps: calculating F s by adopting an iteration method, firstly, assuming the value of F s, calculating an iteration value m i by using an expression of an iteration value m i of a soil strip i, and then substituting the iteration value m i into the expression of a soil sample safety coefficient F s to calculate a new soil sample safety coefficient F s'; repeatedly iterating until the difference between the soil sample safety coefficient F s and the new soil sample safety coefficient F s' is smaller than 0.005, and obtaining a soil sample safety coefficient F s;
the step S3 specifically comprises the following steps:
placing a soil sample in a test tube, calculating the vibration acting force of the soil sample through a vibration test, and further determining the vibration bearing capacity of the soil sample; the vibration acting force of the soil body sample comprises a vibration bending moment M, a vibration axial force N and a vibration shearing force Q;
The expression for calculating the vibration bending moment M, the vibration axial force N and the vibration shearing force Q is specifically as follows:
Wherein beta is a correction coefficient, R is a tunnel radius, l s is the bending resistance of a duct piece on a unit length, H g is the thickness of a tunnel foundation soil body, U h is the vibration displacement of a soil body sample, H is the distance from the soil body sample to the soil body surface, and G D is the dynamic shear elastic modulus of the tunnel foundation.
2. The method for evaluating the vibration of surrounding soil mass in the construction of the shield tunnel according to claim 1, wherein the step S1 is specifically as follows: the method comprises the steps of randomly collecting soil on an excavation face at a construction site, collecting fixed soil in the depth direction of the excavation face, and taking the collected soil back to a laboratory to sample the soil to obtain a soil sample.
3. The method for evaluating the vibration of surrounding soil body in shield tunnel construction according to claim 1, wherein the method for obtaining the vibrated soil body sample is specifically as follows:
Collecting vibration frequency of a shield machine in a shield construction site during working, simulating construction frequency by using a laboratory vibration table, simulating an original ground stress state, wrapping and fixing collected soil samples one by using a shield tunnel similar strength material, and placing the soil samples on a test table for vibration test to obtain a vibrated soil sample; wherein, the simulation shield machine propulsion speed of the vibration duration is formulated as: 1 min/test piece 90mm.
4. The method for evaluating vibration of surrounding soil body in shield tunnel construction according to claim 1, wherein the step S4 is specifically: judging whether the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment according to the vibration conduction capacity and the vibration bearing capacity of the soil sample according to the difference value between the soil sample safety coefficient in the initial state and the vibrated soil sample safety coefficient, and finishing the soil vibration evaluation;
The method for judging whether the soil body around the shield tunnel needs to be subjected to advanced reinforcement treatment specifically comprises the following steps:
Setting a threshold value of a difference value between safety coefficients of soil samples, a threshold value of vibration conduction capacity of the soil samples and a threshold value of vibration bearing capacity according to the collected soil bodies of the shield tunnel;
when one of the determined difference value between the safety coefficients of the soil samples, the vibration conduction capacity and the vibration bearing capacity of the soil samples is larger than a set threshold value;
the soil around the shield tunnel needs to be subjected to advanced reinforcement treatment; otherwise, the soil around the shield tunnel does not need to be subjected to advanced reinforcement treatment.
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Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001235454A (en) * | 2000-02-21 | 2001-08-31 | Taisei Corp | Consolidometer of soil and its test method |
| JP2003193796A (en) * | 2001-12-27 | 2003-07-09 | Okumura Corp | Method for evaluating strength of subject to be drilled |
| JP2009053042A (en) * | 2007-08-27 | 2009-03-12 | Eight Consultants Co Ltd | Landslide evaluating method and auxiliary tool for it |
| KR20110121003A (en) * | 2010-04-30 | 2011-11-07 | 한국표준과학연구원 | Safety evaluation method for soil shearing work |
| CN102519790A (en) * | 2011-12-07 | 2012-06-27 | 上海大学 | Method for determining support pressure on excavation face of slurry shield tunnel |
| JP5897199B1 (en) * | 2015-11-02 | 2016-03-30 | 中日本ハイウェイ・エンジニアリング東京株式会社 | Anchor bolt soundness evaluation judgment method |
| CN107561579A (en) * | 2017-08-31 | 2018-01-09 | 北京市政建设集团有限责任公司 | A kind of constructing tunnel Microseismic monitoring system and monitoring method |
| CN108647473A (en) * | 2018-05-30 | 2018-10-12 | 山东大学 | A kind of shield method builds seabed tunnel Rational Depth computational methods |
| CN109903525A (en) * | 2019-01-23 | 2019-06-18 | 昆明理工大学 | A kind of Rock And Soil unstability disaster monitoring method for early warning based on external exciting and Wavelet Packet Energy Spectrum |
| CN111368358A (en) * | 2020-01-06 | 2020-07-03 | 中铁二局集团有限公司 | Method for calculating stability of wall of limited-width soil underground continuous wall |
| CN112949043A (en) * | 2021-02-07 | 2021-06-11 | 中交第三航务工程局有限公司南京分公司 | Sand-gravel stratum shield tunnel geological evaluation method |
| CN213812792U (en) * | 2020-11-18 | 2021-07-27 | 中国电建集团华东勘测设计研究院有限公司 | Structure model observation device for simulating tunnel vibration test in soft soil area |
-
2021
- 2021-11-18 CN CN202111370086.3A patent/CN114088812B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001235454A (en) * | 2000-02-21 | 2001-08-31 | Taisei Corp | Consolidometer of soil and its test method |
| JP2003193796A (en) * | 2001-12-27 | 2003-07-09 | Okumura Corp | Method for evaluating strength of subject to be drilled |
| JP2009053042A (en) * | 2007-08-27 | 2009-03-12 | Eight Consultants Co Ltd | Landslide evaluating method and auxiliary tool for it |
| KR20110121003A (en) * | 2010-04-30 | 2011-11-07 | 한국표준과학연구원 | Safety evaluation method for soil shearing work |
| CN102519790A (en) * | 2011-12-07 | 2012-06-27 | 上海大学 | Method for determining support pressure on excavation face of slurry shield tunnel |
| JP5897199B1 (en) * | 2015-11-02 | 2016-03-30 | 中日本ハイウェイ・エンジニアリング東京株式会社 | Anchor bolt soundness evaluation judgment method |
| CN107561579A (en) * | 2017-08-31 | 2018-01-09 | 北京市政建设集团有限责任公司 | A kind of constructing tunnel Microseismic monitoring system and monitoring method |
| CN108647473A (en) * | 2018-05-30 | 2018-10-12 | 山东大学 | A kind of shield method builds seabed tunnel Rational Depth computational methods |
| CN109903525A (en) * | 2019-01-23 | 2019-06-18 | 昆明理工大学 | A kind of Rock And Soil unstability disaster monitoring method for early warning based on external exciting and Wavelet Packet Energy Spectrum |
| CN111368358A (en) * | 2020-01-06 | 2020-07-03 | 中铁二局集团有限公司 | Method for calculating stability of wall of limited-width soil underground continuous wall |
| CN213812792U (en) * | 2020-11-18 | 2021-07-27 | 中国电建集团华东勘测设计研究院有限公司 | Structure model observation device for simulating tunnel vibration test in soft soil area |
| CN112949043A (en) * | 2021-02-07 | 2021-06-11 | 中交第三航务工程局有限公司南京分公司 | Sand-gravel stratum shield tunnel geological evaluation method |
Non-Patent Citations (1)
| Title |
|---|
| 左名麟 等.《基础工程设计与地基处理》.中国铁道出版社,2000,第261-271页. * |
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