CN112343098A - Level monitoring system and method for building envelope top - Google Patents
Level monitoring system and method for building envelope top Download PDFInfo
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- CN112343098A CN112343098A CN202011022287.XA CN202011022287A CN112343098A CN 112343098 A CN112343098 A CN 112343098A CN 202011022287 A CN202011022287 A CN 202011022287A CN 112343098 A CN112343098 A CN 112343098A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/02—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring length, width, or thickness
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
Abstract
The invention provides a horizontal monitoring system and a horizontal monitoring method for the top of an enclosure structure. The enclosure structure comprises a plurality of support beam structures perpendicular to the reference surface, and the support beam structures are connected through anchor rods; based on total station monitor detects horizontal displacement volume of monitoring point
And the vertical displacement
Determining the settlement displacement of the monitoring point
. Every time the total station monitor detects the horizontal displacement of the monitoring point
And the vertical displacement
Then, the portable frequency axial force meter is used for monitoring the axial supporting force of the anchor rod connecting position
(ii) a The numerical simulation engine is based on a plurality of horizontal displacement amounts obtained by multiple monitoring of the total station monitor
And the vertical displacement
And a plurality of axial supporting forces of the steel cable obtained by monitoring the portable frequency axial force meter
And carrying out numerical simulation calculation.
Description
Technical Field
The invention belongs to the technical field of civil construction monitoring, and particularly relates to a horizontal monitoring system and method for the top of an enclosure structure.
Background
With the rapid development of the economy of China, China rapidly grows to the second largest economic body in the world, developed economy meets the material demand of people and brings many contradictions, infrastructure construction of first-line cities such as the wide north is as good as possible, and a certain area which is most flourishing in cities is called a central business district (also called CBD). The CBD developed high-rise building forest land is a core area of a city, and people aim at the underground when the overground structure of the area is saturated, so that underground engineering construction enters a vigorous development period.
The construction of underground commercial streets disturbs the soil body, so that the adjacent buildings are endangered, and how to reliably predict the deformation of the building enclosure, the soil body and the adjacent existing buildings and ensure the safe construction of underground engineering and the safe and stable of surrounding pipelines and the existing buildings becomes an important subject to be solved in the construction of urban underground engineering.
For making things convenient for people's trip, many buildings often can be built near the subway, some directness communicate with the subway station, and near the subway station's foundation ditch engineering generally has excavation and amasss greatly, the degree of depth is dark, characteristics such as ambient condition is complicated, newly-built foundation ditch engineering construction must can lead to the fact the disturbance to the stratum of hole week, produce and warp, and will warp and transmit to adjacent subway station structure, arouse the deformation of subway structure, it will influence existing subway operation safety to warp to develop to a certain extent, can influence subway safety even more.
The research on foundation pit engineering in foreign countries has started relatively early. In 1976, Goldberg et al studied the relationship between the lateral displacement, the sedimentation distribution form and the excavation depth of a flexible enclosure structure of a foundation pit represented by a steel sheet pile in a soft clay stratum on the basis of actual measurement data of 63 foundation pits, and the study result shows that the maximum ground surface sedimentation in soft clay can reach 2.5% H (H is the excavation depth, see deep exclusions and tunning in soft ground).
Generally speaking, in the process of constructing a deep foundation pit of a high-rise building, the foundation pit deforms or even collapses due to factors such as excavation of the foundation pit, increase of peripheral load, mechanical vibration and the like. Through the settlement and horizontal displacement monitoring of the foundation pit, the settlement and horizontal displacement deformation rules of the foundation pit along with the time can be effectively mastered, so that reliable data guarantee is provided for the construction and safety of the foundation pit.
The Chinese patent application with the application number of CN202010184906.9 provides a foundation pit support next to a super deep foundation pit of a super high-rise subway and a construction method thereof, a ground connecting wall is connected with a floor slab by adopting embedded joint bars, the ground connecting wall is connected with a raft foundation by adopting the embedded joint bars and the anchor bars in a matched mode, and the raft foundation is a super high-rise building, so that the steel bars of the raft are thicker and are not easy to straighten, and the raft steel bars and the anchor bars are connected by adopting a connector, thereby facilitating the field construction. The diaphragm wall is used as a basement outer wall, the stability is strong, the firmness degree of the structure can be met, the work of dismantling and the like of the conventional inner support is omitted, the construction period is greatly shortened, manpower and material resources are saved, the feasibility of structural stability can be ensured through simulation before construction, the construction period is short on the basis of ensuring the safety, the manpower and material resources are saved, and the diaphragm wall has outstanding progress compared with the current construction method.
The Chinese patent application with the application number of CN202010115079.8 provides a method for installing a safety monitoring instrument of a working well formed by an ultra-deep covering layer diaphragm wall, clear water is injected into an embedded inclinometer pipe, the pressure of a part of external ultra-high muddy water mixture is balanced, the embedded inclinometer pipe is prevented from being extruded and deformed, and the normal operation of the embedded inclinometer pipe is ensured. Through installation fixed pulley at upper reinforcing cage top, can lay the leading out cable of monitoring instrument fast, improve instrument cable laying efficiency of construction. The air pump and the air cylinder are used as power drive, the remote control soil pressure gauge is actively ejected out and is reliably contacted with the soil body to be measured, and the remote control soil pressure gauge is convenient and reliable. The active ejection process of the soil pressure gauge can be mutually verified through the handheld reading instrument and the exhaust inspection water tank, the inflating process of the air pump is reflected, and the protruding soil blocks on the detected soil body side in the descending process can be removed by the V-shaped base. Under the muddy water mixture of ultrahigh density, avoid soil pressure gauge response surface to be wrapped up by the concrete and invalid, guarantee that its response surface reliably props up the surveyed soil body, accurate reflection soil body is to the pressure around the working well.
However, the inventor finds that the existing monitoring technology can only analyze the existing data and cannot early warn and monitor in advance; more importantly, parameter correction and adjustment cannot be performed according to actual conditions; furthermore, the choice of monitoring control points is also an important issue.
Disclosure of Invention
In order to solve the technical problem, the invention provides a system and a method for monitoring the level of the top of an enclosure structure. The enclosure structure comprises a plurality of support beam structures perpendicular to the reference surface, and the support beam structures are connected through anchor rods; and determining the settlement displacement delta z of the monitoring point based on the horizontal displacement delta x and the vertical displacement delta y of the monitoring point detected by the total station monitor. After the total station monitor detects the horizontal displacement delta x and the vertical displacement delta y of the monitoring point each time, the portable frequency axial force meter is utilized to monitor the axial supporting force P of the anchor rod connecting positionx(ii) a The numerical simulation engine is based on a plurality of horizontal displacement delta x and vertical displacement delta y obtained by multiple monitoring of the total station monitor and a plurality of axial supporting forces P of the steel cable obtained by monitoring of the portable frequency axial force meterxAnd carrying out numerical simulation calculation.
In particular, in a first aspect of the invention, there is provided a level monitoring system for a roof of an enclosure, the level monitoring system comprising a total station monitor arranged at a plurality of different monitoring points on the roof of the enclosure; the total station monitor is used for detecting the horizontal displacement delta x and the vertical displacement delta y of the monitoring point;
the enclosure structure comprises a plurality of support beam structures perpendicular to the reference surface, and the support beam structures are connected through anchor rods;
as one of the improvement points of the invention, the monitoring point is positioned on the anchor rod;
determining the settlement displacement delta z of the monitoring point based on the horizontal displacement delta x and the vertical displacement delta y of the monitoring point detected by the total station monitor:
the level monitoring system further comprises a movable portable frequency axis force meter; every time after the total station monitor detects the horizontal displacement delta x and the vertical displacement delta y of the monitoring point, the anchor rod connecting position corresponding to the monitoring point monitors the axial supporting force P of the anchor rod connecting position by using the portable frequency axial force meterx；
The horizontal monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts delta x and vertical displacement amounts delta y obtained by multiple times of monitoring of the total station monitor and a plurality of axial supporting forces P of the steel cable obtained by monitoring of the portable frequency axial force meterxAnd carrying out numerical simulation calculation.
More specifically, the portable frequency axial dynamometer is a steel string type frequency axial dynamometer, when the steel string type frequency axial dynamometer is subjected to an axial force, the tension of an elastic steel string is changed, the vibration frequency of the steel string is changed, and the frequency change of the steel string is measured through a frequency meter, so that the magnitude of the applied force can be measured.
As a further improvement point of the invention, the axial supporting force P of the anchor rod connecting position is monitored by the portable frequency axial force meter at the anchor rod connecting position corresponding to the monitoring pointxThe method specifically comprises the following steps:
axial supporting force P of anchor rod connecting positionxThe following formula is adopted to obtain:
wherein the content of the first and second substances,
Δz0is the elevation of the datum plane;
Δzpreis the monitoring pointPrevious sedimentation displacement value of;
b is a reference calibration constant of the axial force meter;
f is the self-vibration frequency detected by the axial force meter at the current time;
f0is the initial natural frequency of vibration of the axial force meter.
It should be noted that, in the prior art, the axial supporting force PxThe calculation formula of (2) is generally:
however, the inventor finds that the above formula uses a static reference calibration constant B, which is actually not in accordance with actual field conditions during use.
The invention introduces correction parameters
And when the correction parameters aim at the top of the enclosure structure, only the influence of the horizontal displacement delta x is considered, and dynamic change is carried out based on the previous settlement displacement value.
As a further innovative point of the present invention,
the horizontal monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts delta x and vertical displacement amounts delta y obtained by multiple times of monitoring of the total station monitor and a plurality of axial supporting forces P of the steel cable obtained by monitoring of the portable frequency axial force meterxPerforming numerical simulation calculation, specifically comprising:
obtaining a first fitting relation between the plurality of horizontal displacement amounts delta x and the plurality of axial supporting forces by using a numerical simulation method;
predicting the maximum horizontal displacement amount delta x of the monitoring point based on the first fitting relationmax。
Further, a numerical simulation method is utilized to obtain a second fitting relation between the plurality of vertical displacement amounts delta y and the plurality of axial supporting forces;
based onPredicting the maximum vertical displacement delta y of the monitoring point by the second fitting relationmax。
Based on the maximum horizontal displacement quantity DeltaxmaxAnd the maximum vertical displacement amount deltaymaxCalculating the maximum sedimentation displacement delta z of the monitoring pointmax：
The method of fitting the two relational expressions is adopted, so that the settlement displacement can be calculated more accurately.
In a second aspect of the invention, a method for monitoring the level of the top of an enclosure is provided, which is implemented based on the above-mentioned system for monitoring the level of the top of the enclosure.
Specifically, the method includes the following steps S1-S4:
s1: acquiring horizontal displacement and vertical displacement of a plurality of monitoring points based on the total station monitor at different construction time nodes;
s2: corresponding to the different construction time nodes and the plurality of monitoring points, a plurality of axial supporting forces of the anchor rod connecting position are obtained through monitoring by the portable frequency axial force meter;
s3: carrying out numerical simulation calculation based on the horizontal displacement and the vertical displacement of the monitoring points and a plurality of axial supporting forces of the anchor rod connecting position to obtain a first fitting relational expression and a second fitting relational expression;
s4: and obtaining the maximum settlement displacement of the monitoring points based on the first fitting relational expression and the second fitting relational expression.
As a further preference, after the step S3, before the step S4, the method further comprises:
returning to the steps S1 and S2, determining whether the first fitting relational expression and the second fitting relational expression meet the accuracy requirement by using the horizontal displacement amount and the vertical displacement amount obtained in the steps S1 and S2 and the axial supporting force value.
If one of them is not satisfied, the process returns to step S1.
Therefore, only when the two fitting relations meet the precision requirement, the prediction is put into use, and the subsequent prediction calculation is more accurate.
Further advantages of the invention will be apparent in the detailed description section in conjunction with the drawings attached hereto.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic view of a level monitoring system for a roof of an enclosure according to one embodiment of the present invention;
FIG. 2 is a schematic diagram of the system of FIG. 1 obtaining a fitted relationship;
FIG. 3 is a schematic flow diagram of a method for monitoring the level of the roof of the building envelope implemented by the system of FIG. 1;
FIG. 4 is a flow diagram of a further preferred embodiment of a level monitoring method for the roof of a building envelope implemented using the system of FIG. 1.
Detailed Description
The invention is further described with reference to the following drawings and detailed description.
Referring to fig. 1, a schematic view of a level monitoring system for a roof of a building envelope according to an embodiment of the present invention is shown.
In fig. 1, the monitoring system includes a total station monitor, a movable portable frequency axis force meter and a numerical simulation engine, which are disposed at a plurality of different monitoring points on the top of the building envelope.
The enclosure structure comprises a plurality of support beam structures perpendicular to the reference surface, and the support beam structures are connected through anchor rods; the monitoring point is positioned on the anchor rod;
determining the settlement displacement delta z of the monitoring point based on the horizontal displacement delta x and the vertical displacement delta y of the monitoring point detected by the total station monitor:
the level monitoring system further comprises a movable portable frequency axis force meter; every time after the total station monitor detects the horizontal displacement delta x and the vertical displacement delta y of the monitoring point, the anchor rod connecting position corresponding to the monitoring point monitors the axial supporting force P of the anchor rod connecting position by using the portable frequency axial force meterx；
The horizontal monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts delta x and vertical displacement amounts delta y obtained by multiple times of monitoring of the total station monitor and a plurality of axial supporting forces P of the steel cable obtained by monitoring of the portable frequency axial force meterxAnd carrying out numerical simulation calculation.
In the above embodiments, the numerical simulation engine may employ a plurality of numerical simulation methods, such as exponential fitting, polynomial fitting, or distribution function fitting, or numerical simulation software, including FLAC3D, finite element analysis software, and the like, which is not limited in this respect. Various fitting methods have been disclosed in the prior art, see in particular:
[1] analysis and numerical simulation of deformation monitoring data of excavation enclosure structure of deep foundation pit of Wei-fire subway station
[2]Gordon M D et a1.Lateral Support Systems and Underpining.Report No.FHⅣA.RD.75.129.1976
[3]Wheeler S J,Naatanen A,Karstunen M.An Anisotropic Elastoplastic Model for Soft Clays[J].Canadian Geotechnical Journal,2003,40(2):403-418.
[4] The quality of the Shexiang Yuan, the numerical simulation research on excavation deformation and stability of a deep foundation pit [ D ]. university of Hebei engineering, 2013.
The total station monitor is called a total station for short, and as an example, the total station monitor mainly uses a TS09Plus total station to monitor the horizontal displacement and the vertical displacement of the top of the enclosure structure.
As an illustrative example, the portable frequency axial dynamometer is a string type frequency axial dynamometer, when the string type frequency axial dynamometer is subjected to an axial force, the tension of an elastic string is changed, the vibration frequency of the string is changed, and the magnitude of the applied force can be measured through the frequency change of the string measured by the frequency meter.
In the prior art, the portable frequency axial force meter is used for obtaining the axial supporting force PxThe calculation formula of (2) is generally:
however, the inventor finds that the above formula uses a static reference calibration constant B, which is actually not in accordance with actual field conditions during use.
This embodiment introduces correction parameters
And when the correction parameters aim at the top of the enclosure structure, only the influence of the horizontal displacement delta x is considered, and dynamic change is carried out based on the previous settlement displacement value.
Specifically, the portable frequency axial force meter is utilized to monitor the axial supporting force P of the anchor rod connecting position at the anchor rod connecting position corresponding to the monitoring pointxThe method specifically comprises the following steps:
axial supporting force P of anchor rod connecting positionxThe following formula is adopted to obtain:
wherein the content of the first and second substances,
Δz0is the elevation of the datum plane;
Δzprethe previous settlement displacement value of the monitoring point is obtained;
b is a reference calibration constant of the axial force meter;
f is the self-vibration frequency detected by the axial force meter at the current time;
f0is the initial natural frequency of vibration of the axial force meter.
On the basis of fig. 1, see fig. 2.
The horizontal monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts delta x and vertical displacement amounts delta y obtained by multiple times of monitoring of the total station monitor and a plurality of axial supporting forces P of the steel cable obtained by monitoring of the portable frequency axial force meterxPerforming numerical simulation calculation, specifically comprising:
acquiring a first fitting relation between the plurality of horizontal displacement amounts delta x and the plurality of axial supporting forces by using a numerical simulation method;
predicting the maximum horizontal displacement amount delta x of the monitoring point based on the first fitting relationmax。
Acquiring a second fitting relation between the plurality of vertical displacement amounts delta y and the plurality of axial supporting forces by using a numerical simulation method;
predicting the maximum vertical displacement amount delta y of the monitoring point based on the second fitting relationmax。
Based on the maximum horizontal displacement amount DeltaxmaxAnd the maximum vertical displacement amount deltaymaxCalculating the maximum sedimentation displacement delta z of the monitoring pointmax：
More specifically, based on the first fitting relation, the maximum horizontal displacement amount Deltax of the monitoring point is predictedmaxThe method specifically comprises the following steps:
acquiring the maximum axial supporting force of the anchor rod at the anchor rod connecting position corresponding to the monitoring point;
substituting the maximum axial supporting force into the first fitting relation to obtain the maximum horizontal displacement delta x of the monitoring pointmax。
Predicting the maximum vertical displacement amount delta y of the monitoring point based on the second fitting relationmaxThe method specifically comprises the following steps:
acquiring the maximum axial supporting force of the anchor rod at the anchor rod connecting position corresponding to the monitoring point;
substituting the maximum axial supporting force into the second fitting relation to obtain the maximum vertical displacement delta y of the monitoring pointmax。
On the basis of fig. 1-2, referring to fig. 3-4, a main flow of a level monitoring method for the top of the building envelope implemented by the system of fig. 1 is shown.
Referring to fig. 3, a level monitoring method for a building envelope top, the method comprising the steps of S1-S4:
s1: acquiring horizontal displacement and vertical displacement of a plurality of monitoring points based on the total station monitor at different construction time nodes;
s2: corresponding to the different construction time nodes and the plurality of monitoring points, a plurality of axial supporting forces of the anchor rod connecting position are obtained through monitoring by the portable frequency axial force meter;
s3: carrying out numerical simulation calculation based on the horizontal displacement and the vertical displacement of the monitoring points and a plurality of axial supporting forces of the anchor rod connecting position to obtain a first fitting relation and a second fitting relation;
s4: and obtaining the maximum settlement displacement of the monitoring points based on the first fitting relation and the second fitting relation.
On the basis of fig. 3, see fig. 4.
After the step S3, before the step S4, the method further comprises:
returning to the steps S1 and S2, determining whether the first fitting relationship and the second fitting relationship satisfy the accuracy requirement by using the horizontal displacement amount and the vertical displacement amount obtained in the steps S1 and S2 and the axial supporting force value.
If one of them is not satisfied, the process returns to step S1. Therefore, only when the two fitting relations meet the precision requirement, the prediction is put into use, and the subsequent prediction calculation is more accurate.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A level monitoring system for the top of an enclosure, the level monitoring system comprising a total station monitor arranged at a plurality of different monitoring points at the top of the enclosure; the total station monitor is used for detecting the horizontal displacement of the monitoring point
And the vertical displacement
；
The method is characterized in that:
the enclosure structure comprises a plurality of support beam structures perpendicular to the reference surface, and the support beam structures are connected through anchor rods; the monitoring point is positioned on the anchor rod;
based on total station monitor detects horizontal displacement volume of monitoring point
And the vertical displacement
Determining the settlement displacement of the monitoring point
：
The level monitoring system further comprises a movable portable frequency axis force meter; every time the total station monitor detects the horizontal displacement of the monitoring point
And the vertical displacement
Then, monitoring the axial supporting force of the anchor rod connecting position at the anchor rod connecting position corresponding to the monitoring point by using the portable frequency axial force meter
；
The level monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts obtained by multiple times of monitoring of the total station monitor
And the vertical displacement
And a plurality of axial supporting forces of the steel cable obtained by monitoring the portable frequency axial force meter
And carrying out numerical simulation calculation.
2. A level monitoring system for a roof of an enclosure according to claim 1 wherein:
the portable frequency axial dynamometer is a steel string type frequency axial dynamometer, when the steel string type frequency axial dynamometer bears an axial force, the tension of an elastic steel string is changed, the vibration frequency of the steel string is changed, and the frequency change of the steel string is measured through a frequency meter, so that the magnitude of the acting force can be measured.
3. A level monitoring system for a roof of an enclosure according to claim 2 wherein:
monitoring the axial supporting force P of the anchor rod connecting position at the anchor rod connecting position corresponding to the monitoring point by using the portable frequency axial force meterxThe method specifically comprises the following steps:
axial supporting force P of anchor rod connecting positionxThe following formula is adopted to obtain:
wherein the content of the first and second substances,
Δz0is the elevation of the datum plane;
Δzprethe previous settlement displacement value of the monitoring point is obtained;
b is a reference calibration constant of the axial force meter;
f is the self-vibration frequency detected by the axial force meter at the current time;
f0is the initial natural frequency of vibration of the axial force meter.
4. A level monitoring system for a roof of an enclosure according to claim 1 wherein:
the level monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts obtained by multiple times of monitoring of the total station monitor
And the vertical displacement
And a plurality of axial supporting forces of the steel cable obtained by monitoring the portable frequency axial force meter
Performing numerical simulation calculation, specifically comprising:
obtaining the plurality of horizontal displacement amounts by using a numerical simulation method
A first fit relationship to the plurality of axial support forces;
predicting the maximum horizontal displacement of the monitoring point based on the first fitting relation
。
5. A level monitoring system for a roof of an enclosure according to claim 4 wherein:
the level monitoring system further comprises a numerical simulation engine, wherein the numerical simulation engine is based on a plurality of horizontal displacement amounts obtained by multiple times of monitoring of the total station monitor
And the vertical displacement
And a plurality of axial supporting forces of the steel cable obtained by monitoring the portable frequency axial force meter
Performing numerical simulation calculation, specifically comprising:
obtaining the plurality of vertical displacement amounts by using a numerical simulation method
A second fitted relationship to the plurality of axial support forces;
based on the second fitting relation, preMeasuring the maximum vertical displacement of the monitoring point
。
6. A level monitoring system for a roof of an enclosure according to claim 5 wherein:
based on the maximum horizontal displacement
And the maximum vertical displacement amount
Calculating the maximum settlement displacement of the monitoring point
：
7. A level monitoring system for a roof of an enclosure according to claim 4 wherein:
predicting the maximum horizontal displacement of the monitoring point based on the first fitting relation
The method specifically comprises the following steps:
acquiring the maximum axial supporting force of the anchor rod at the anchor rod connecting position corresponding to the monitoring point;
substituting the maximum axial supporting force into the first fitting relational expression to obtain the maximum horizontal displacement of the monitoring point
。
8. A level monitoring system for a roof of an enclosure according to claim 5 wherein:
predicting the maximum vertical displacement of the monitoring point based on the second fitting relation
The method specifically comprises the following steps:
acquiring the maximum axial supporting force of the anchor rod at the anchor rod connecting position corresponding to the monitoring point;
substituting the maximum axial supporting force into the second fitting relational expression to obtain the maximum vertical displacement of the monitoring point
。
9. A method for level monitoring of the top of an enclosure, the method being implemented based on the system for level monitoring of the top of an enclosure according to any one of claims 1 to 8, the method comprising the steps of:
s1: acquiring horizontal displacement and vertical displacement of a plurality of monitoring points based on the total station monitor at different construction time nodes;
s2: corresponding to the different construction time nodes and the plurality of monitoring points, a plurality of axial supporting forces of the anchor rod connecting position are obtained through monitoring by the portable frequency axial force meter;
s3: carrying out numerical simulation calculation based on the horizontal displacement and the vertical displacement of the monitoring points and a plurality of axial supporting forces of the anchor rod connecting position to obtain a first fitting relational expression and a second fitting relational expression;
s4: and obtaining the maximum settlement displacement of the monitoring points based on the first fitting relational expression and the second fitting relational expression.
10. The method of claim 9, wherein:
after the step S3, before the step S4, the method further comprises:
returning to the steps S1 and S2, determining whether the first fitting relational expression and the second fitting relational expression meet the accuracy requirement by using the horizontal displacement amount and the vertical displacement amount obtained in the steps S1 and S2 and the axial supporting force value.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669366A (en) * | 2013-01-24 | 2014-03-26 | 辽宁工程技术大学 | Remote monitoring early warning system for deep foundation pit support structure deformation |
| CN109145463A (en) * | 2018-08-27 | 2019-01-04 | 北京住总集团有限责任公司 | A kind of deformation analysis method for during tunnel excavation |
| KR102051331B1 (en) * | 2019-06-27 | 2020-01-08 | 안재형 | Method, apparatus and computer readable recording medium for selecting construction method of earth retaining wall |
-
2020
- 2020-09-25 CN CN202011022287.XA patent/CN112343098B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669366A (en) * | 2013-01-24 | 2014-03-26 | 辽宁工程技术大学 | Remote monitoring early warning system for deep foundation pit support structure deformation |
| CN109145463A (en) * | 2018-08-27 | 2019-01-04 | 北京住总集团有限责任公司 | A kind of deformation analysis method for during tunnel excavation |
| KR102051331B1 (en) * | 2019-06-27 | 2020-01-08 | 안재형 | Method, apparatus and computer readable recording medium for selecting construction method of earth retaining wall |
Non-Patent Citations (4)
| Title |
|---|
| 刘伟楠等: "半盖挖车站深基坑工程的施工监测与数值模拟", 《建筑结构》 * |
| 刘晓慧: "港珠澳大桥珠海连接线拱北隧道明挖段基坑监测及分析", 《施工技术》 * |
| 叶帅华等: "兰州某地铁车站深基坑监测与数值模拟分析", 《岩土工程学报》 * |
| 甘保柱等: "地铁车站深基坑工程施工数值模拟及现场监测", 《安徽理工大学学报(自然科学版)》 * |
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