CN111336987A - Method for determining embedding depth of vault settlement monitoring point in tunnel construction - Google Patents
Method for determining embedding depth of vault settlement monitoring point in tunnel construction Download PDFInfo
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- CN111336987A CN111336987A CN202010236203.6A CN202010236203A CN111336987A CN 111336987 A CN111336987 A CN 111336987A CN 202010236203 A CN202010236203 A CN 202010236203A CN 111336987 A CN111336987 A CN 111336987A
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- monitoring
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- vault
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- tunnel construction
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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
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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
- G01B21/18—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 depth
Abstract
The invention relates to a method for determining the embedding depth of a vault settlement monitoring point in tunnel construction, which monitors the time-accumulated displacement of a measuring point at different embedding depths by using a field arrangement test section, and then performs fitting statistical analysis to judge the optimal embedding depth. According to the method, the influence of different geological conditions on the displacement change value of the surrounding rock can be effectively avoided by means of combining field test and fitting analysis, the defect that the embedding depth of the monitoring point at the vault of the tunnel is selected in a fuzzy manner at present is reasonably overcome, and the change condition of the surrounding rock can be reflected more truly by monitoring data.
Description
Technical Field
The invention relates to the technical field of vault settlement monitoring in tunnel construction, in particular to a method for determining the embedding depth of a vault settlement monitoring point in tunnel construction.
Background
The monitoring measurement is one of the key technologies of 'new Austrian method' construction, and plays an important role in monitoring the safety of tunnel construction and controlling and guiding dynamic construction. The tunnel displacement is one of the most important and representative monitoring parameters in monitoring measurement.
And (3) accurately acquiring displacement data of the tunnel during actual monitoring. The accuracy of monitoring data acquisition depends on the firmness and rationality of the burying of monitoring points, the burying of the specified measuring points in the conventional highway tunnel construction technical rules should be firm, reliable and easy to identify, and the dynamic change information of surrounding rocks and supports can be truly reflected. Each measuring point of a project which must be measured in the hole is buried in the surrounding rock, the depth is not less than 0.2m, the project is not welded on a steel support, and the exposed part is provided with a protection device. Although the requirement on the embedding depth of the monitoring point is met in the specification, the selection of the embedding depth of the monitoring point is not clearly required under the conditions of construction by adopting a step method and different rock qualities, and whether the embedding depth of the monitoring point of 0.2m is suitable for all geological conditions is unknown.
Disclosure of Invention
The invention aims to provide a method for determining the embedding depth of a vault settlement monitoring point in tunnel construction, which can effectively solve the defect of fuzzy embedding depth of the monitoring point at present.
The technical scheme adopted by the invention is as follows:
the method for determining the embedding depth of the vault settlement monitoring point in tunnel construction is characterized by comprising the following steps:
the time-accumulated displacement of the measuring point at different embedding depths is monitored by using the site layout test section, and then fitting statistical analysis is carried out to judge the optimal embedding depth.
The method comprises the following steps:
(1) selecting a test section test point burying position:
a plurality of monitoring points are arranged on the monitoring section of the test section, and the monitoring points are marked by adopting a paint spraying field;
(2) drilling a measuring point embedding hole:
after the tunnel is excavated, a percussion drill is adopted to drill holes vertically upwards at the monitoring point, and the holes are ensured to be measured along the vertical direction during drilling;
(3) mounting a test device:
when a test monitoring point is buried, selecting a twisted steel bar with enough rigidity and strength as a monitoring point material;
(4) monitoring and acquiring data on site:
embedding reference points for monitoring the settlement condition of each point of the vault; adopting mortar to anchor a monitoring point, adopting a total station to monitor vault subsidence when the strength of the mortar reaches a specific strength, measuring the accumulated subsidence value of vault surrounding rocks along with the passage of time, and obtaining a time-accumulated displacement curve chart;
(5) and (3) analyzing monitoring data:
measuring the accumulated settlement value u of the measuring points with different burial depths at the time t, and fitting by adopting a logarithmic function;
in the formula: u is vault accumulated sedimentation value in unit mm; t is time, unit day; let A be a, B be B, Y be u,
substituting formula (formula 1) to obtain:
y ═ a + BX (formula 2)
For coefficient A, B, the least square estimation is used
Coefficient of correlation R2
Selecting a test section R2The embedded depth of the measuring point corresponding to the maximum value is the tunnel constructionThe optimal embedding depth of the vault settlement monitoring point.
In the step (1), 4 monitoring points are counted on the monitoring section of the test section, the central line of the arch top of the tunnel is taken as a symmetry axis, the left side and the right side are uniformly distributed, and the interval is 20 cm.
In the step (2), the hole diameter is measured to be 42mm, and the hole depths are respectively 20cm, 30cm, 40cm and 50 cm.
In the step (3), a square iron sheet with the side length of 4cm is welded at the end part of the steel bar, the surface of the iron sheet is polished smooth by abrasive paper, and then a light reflecting sheet is adhered; the mortar with the strength of M8 is used as an anchoring agent, and in order to truly reflect the displacement change condition of rock masses with different depths, only the end part of a monitoring device is anchored during anchoring, and the anchoring range is 5 cm.
In the step (4), a reference point is buried at a distance of 100m from the monitoring point.
In the step (4), the specific strength of the mortar is 70% of the final strength.
The invention has the following advantages:
according to the method, the influence of different geological conditions on the displacement change value of the surrounding rock can be effectively avoided by means of combining field test and fitting analysis, the defect that the embedding depth of the monitoring point at the vault of the tunnel is selected in a fuzzy manner at present is reasonably overcome, and the change condition of the surrounding rock can be reflected more truly by monitoring data.
Drawings
Fig. 1 is a schematic diagram of the arrangement of monitoring points of a test section.
Fig. 2 is a schematic view of the burying of monitoring points.
Fig. 3 is a diagram of in-situ burying in a tunnel.
Fig. 4 is a field monitoring diagram.
Fig. 5 is a graph of typical vault sag versus time.
FIG. 6 is a time-cumulative sedimentation fitting graph of a measuring point burial depth of 20cm on a certain test section.
FIG. 7 is a graph of the time-cumulative sedimentation fit for a point burial depth of 30cm at a test section.
FIG. 8 is a 40cm time-cumulative sedimentation fitting graph of the burial depth of a measuring point of a certain test section.
FIG. 9 is a graph of the time-cumulative sedimentation fit for a 50cm burial depth of a measuring point on a test section.
Detailed Description
The present invention will be described in detail with reference to specific embodiments.
The existing research results show that the change of the surrounding rock can be continuously developed and show certain regularity along with the tunneling distance of the tunnel face and the time. The study on the rule helps to master the deformation characteristics of the surrounding rock. The vault settlement curve shows a gradual convergence trend which tends to be stable, the deformation of the surrounding rock changes faster and at a larger rate at the initial stage of tunnel excavation, and the deformation rate of the surrounding rock gradually slows down along with the gradual advance of the tunnel excavation. At present, expert scholars generally point out after a large amount of tunnel vault subsidence monitoring data are collated and analyzed: the logarithmic function can better reflect the vault sinking trend.
The invention relates to a method for determining the embedding depth of an arch crown settlement monitoring point in tunnel construction, which monitors the time-accumulated displacement of a measuring point at different embedding depths by using a field arrangement test section, and then carries out fitting statistical analysis to judge the optimal embedding depth. The method comprises the following steps:
(1) selecting a test section test point burying position:
a plurality of monitoring points are arranged on the monitoring section of the test section, and the monitoring points are marked by adopting a paint spraying field;
(2) drilling a measuring point embedding hole:
after the tunnel is excavated, a percussion drill is adopted to drill holes vertically upwards at the monitoring point, and the holes are ensured to be measured along the vertical direction during drilling;
(3) mounting a test device:
when a test monitoring point is buried, selecting a twisted steel bar with enough rigidity and strength as a monitoring point material;
(4) monitoring and acquiring data on site:
embedding reference points for monitoring the settlement condition of each point of the vault; when the mortar strength reaches a specific strength, monitoring vault subsidence by using a total station, measuring the accumulated subsidence value of vault surrounding rocks along with the passage of time, and obtaining a time-accumulated displacement curve chart;
(5) and (3) analyzing monitoring data:
measuring the accumulated settlement value u of the measuring points with different burial depths at the time t, and fitting by adopting a logarithmic function;
in the formula: u is vault accumulated sedimentation value in unit mm; t is time, unit day; let A be a, B be B, Y be u,
substituting formula (formula 1) to obtain:
y ═ a + BX (formula 2)
For coefficient A, B, the least square estimation is used
Coefficient of correlation R2
Selecting a test section R2And (3) the embedment depth of the corresponding measuring point when the value is maximum is the optimal embedment depth of the vault settlement monitoring point during tunnel construction.
In the step (1), 4 monitoring points are counted on the monitoring section of the test section, the central line of the arch top of the tunnel is taken as a symmetry axis, the left side and the right side are uniformly distributed, and the interval is 20 cm.
In the step (2), the hole diameter is measured to be 42mm, and the hole depths are respectively 20cm, 30cm, 40cm and 50 cm.
In the step (3), a square iron sheet with the side length of 4cm is welded at the end part of the steel bar, the surface of the iron sheet is polished smooth by abrasive paper, and then a light reflecting sheet is adhered; the mortar with the strength of M8 is used as an anchoring agent, and in order to truly reflect the displacement change condition of rock masses with different depths, only the end part of a monitoring device is anchored during anchoring, and the anchoring range is 5 cm.
In the step (4), a reference point is buried at a distance of 100m from the monitoring point. The mortar specific strength was 70% of the final strength.
Example (b):
based on the Hanshao high speed, the whole length of the Hanshao express highway is about 162.3 kilometers, the design speed is 100 kilometers per hour, most mountainous areas are arranged along the highway, and the proportion of tunnels is high. The field test selects a horizontal tunnel, a vehicle head tunnel, a tunnel in the mysterious wind ridge, a tunnel in the high lake head, a tunnel in the Chenjiashan mountain and a tunnel in the mirror ridge, the tunnels are designed into separated bidirectional four lanes, the maximum span of the section excavation is 11.6m, the maximum height is 7.3m, and the excavation area is about 89.9m3。
1) Selecting a measuring point burying position
The total number of 4 monitoring points on the same monitoring section is 20cm, the left side and the right side of the monitoring section are uniformly distributed by taking the center line of the arch crown of the tunnel as a symmetry axis, and the monitoring sections are marked by adopting red paint spraying sites, which is shown in figure 1.
2) Drilling measuring point embedding hole
After the tunnel is excavated, a hole is vertically drilled upwards at the measuring point position by adopting a percussion drill, the aperture of the measuring hole is 42mm, and the hole depth is respectively 20cm, 30cm, 40cm and 50 cm. During drilling, the vertical direction of the measuring hole is ensured as much as possible.
3) Mounting a test device
When the test monitoring point is buried, the twisted steel with enough rigidity and strength is selected as the material of the monitoring point. And welding a square iron sheet with the side length of 4cm at the end part of the steel bar, polishing the surface of the iron sheet by using abrasive paper, and then adhering a light reflecting sheet. The mortar with the strength of M8 is used as an anchoring agent, and in order to truly reflect the displacement change condition of rock masses with different depths, only the end part of a monitoring device is anchored during anchoring, and the anchoring range is 5 cm. See fig. 2, and the in-situ burying situation is shown in fig. 3.
4) On-site monitoring
And a reference point is buried at a position 100m away from the monitoring point and is used for monitoring the settlement monitoring reference point of each point of the vault. When the mortar strength reaches 70% of its final strength, vault sag was monitored with a total station, see fig. 4.
5) Data analysis
Fitting analysis to the data, R was calculated by (equation 5)2And a time-cumulative sedimentation amount fitting curve is drawn, as shown in fig. 5 to 8. The implementation totally relates to 6 tunnels, and 12 experimental section monitoring data are fitted and shown in table 1.
TABLE 1 fitting table of monitoring data of test section
The invention is not limited to the examples, and any equivalent changes to the technical solution of the invention by a person skilled in the art after reading the description of the invention are covered by the claims of the invention.
Claims (7)
1. The method for determining the embedding depth of the vault settlement monitoring point in tunnel construction is characterized by comprising the following steps:
the time-accumulated displacement of the measuring point at different embedding depths is monitored by using the site layout test section, and then fitting statistical analysis is carried out to judge the optimal embedding depth.
2. The method for determining the embedment depth of the vault settlement monitoring point in tunnel construction according to claim 1, wherein:
the method comprises the following steps:
(1) selecting a test section test point burying position:
a plurality of monitoring points are arranged on the monitoring section of the test section, and the monitoring points are marked by adopting a paint spraying field;
(2) drilling a measuring point embedding hole:
after the tunnel is excavated, a percussion drill is adopted to drill holes vertically upwards at the monitoring point, and the holes are ensured to be measured along the vertical direction during drilling;
(3) mounting a test device:
when a test monitoring point is buried, selecting a twisted steel bar with enough rigidity and strength as a monitoring point material;
(4) monitoring and acquiring data on site:
embedding reference points for monitoring the settlement condition of each point of the vault; adopting mortar to anchor a monitoring point, adopting a total station to monitor vault subsidence when the strength of the mortar reaches a specific strength, measuring the accumulated subsidence value of vault surrounding rocks along with the passage of time, and obtaining a time-accumulated displacement curve chart;
(5) and (3) analyzing monitoring data:
measuring the accumulated settlement value u of the measuring points with different burial depths at the time t, and fitting by adopting a logarithmic function;
in the formula: u is vault accumulated sedimentation value in unit mm; t is time, unit day; let A be a, B be B, Y be u,
substituting formula (formula 1) to obtain:
y ═ a + BX (formula 2)
For coefficient A, B, the least square estimation is used
Coefficient of correlation R2
Selecting a test section R2And (3) the embedment depth of the corresponding measuring point when the value is maximum is the optimal embedment depth of the vault settlement monitoring point during tunnel construction.
3. The method for determining the embedment depth of the crown settlement monitoring point in tunnel construction as claimed in claim 2, wherein:
in the step (1), 4 monitoring points are counted on the monitoring section of the test section, the central line of the arch top of the tunnel is taken as a symmetry axis, the left side and the right side are uniformly distributed, and the interval is 20 cm.
4. The method for determining the embedment depth of the vault settlement monitoring point in tunnel construction according to claim 3, wherein:
in the step (2), the hole diameter is measured to be 42mm, and the hole depths are respectively 20cm, 30cm, 40cm and 50 cm.
5. The method for determining the embedment depth of the vault settlement monitoring point in tunnel construction as claimed in claim 4, wherein:
in the step (3), a square iron sheet with the side length of 4cm is welded at the end part of the steel bar, the surface of the iron sheet is polished smooth by abrasive paper, and then a light reflecting sheet is adhered; the mortar with the strength of M8 is used as an anchoring agent, and in order to truly reflect the displacement change condition of rock masses with different depths, only the end part of a monitoring device is anchored during anchoring, and the anchoring range is 5 cm.
6. The method for determining the embedment depth of the arch crown settlement monitoring point in tunnel construction as claimed in claim 5, wherein:
in the step (4), a reference point is buried at a distance of 100m from the monitoring point.
7. The method for determining the embedment depth of the vault settlement monitoring point in tunnel construction according to claim 6, wherein:
in the step (4), the specific strength of the mortar is 70% of the final strength.
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| CN113627001A (en) * | 2021-07-30 | 2021-11-09 | 江汉大学 | Method for calculating displacement of rectangular embedded foundation under action of plane arbitrary force system |
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