CN114413839B - Device and method for monitoring complete stacking section of up-down stacking type tunnel - Google Patents
Device and method for monitoring complete stacking section of up-down stacking type tunnel Download PDFInfo
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- 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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Abstract
The invention relates to a device and a method for monitoring a complete stacking section of an up-down stacking type tunnel, wherein the method at least comprises the following steps: selecting at least one vertical surface vertical to the axis of the stacked tunnel as a monitoring section of the stacked tunnel based on the stacking degree between the stacked tunnels, determining the number of monitoring points arranged on the monitoring section based on the stacking degree of the stacked tunnel corresponding to the monitoring section, and processing and analyzing settlement data based on the settlement data sent by the monitoring points. Compared with the method of burying the monitoring points for multiple times, the method only needs to bury the monitoring points once, collects the transverse settlement data from one monitoring section to another monitoring section and the longitudinal monitoring data of the monitoring points arranged along the monitoring sections, can monitor the ground surface settlement caused by starting tunnels successively, and forms a three-dimensional monitoring mode. The invention can judge the reason causing the surface subsidence by processing and analyzing the data and combining the concrete construction condition, and adopt the relevant measures to reduce the surface subsidence.
Description
Technical Field
The invention relates to the technical field of stacked tunnel construction, in particular to a device and a method for monitoring a complete stacked section of an up-down stacked tunnel.
Background
The disturbance of the subway tunnel construction to the ground surface is inevitable, the disturbance of the shield construction method to the ground surface is relatively small in various construction methods, the subway section construction is mostly in a relatively busy city and densely populated area, and the monitoring of the shield tunnel section for feedback construction is particularly important because the deformation of the ground surface is larger than a deformation critical value and can greatly affect peripheral high-rise buildings, roads, underground pipelines and the like.
With the development and utilization of underground space, more and more tunnels are arranged in an up-down stacking manner, the influence range and size of shield up-down stacking construction on the upper ground surface are completely different from those of normal parallel tunnels, and no experience reference exists.
In the shield propulsion process, the upper building or people can be influenced by the vibration of the foundation or the ground surface caused by the vibration and the secondary vibration generated by the vibration, and particularly the structural safety of ancient and old buildings is influenced.
The prior art discloses some related solutions, but does not solve the above technical problems.
For example, chinese patent document CN 103277110A discloses a construction method of a stacked shield tunnel, which includes the following construction steps: the descending shield tunnel is constructed by tunneling, and a tunnel structure adopts reinforced segments; grouting the soil body clamped between the upward tunnel and the downward tunnel in the secondary grouting hole through the grouting pipe by the downward tunnel; before the construction of the uplink tunnel, a trolley support system is arranged in the downlink tunnel to protect the downlink tunnel; performing tunneling construction of an uplink shield tunnel, wherein a downlink tunnel supporting trolley keeps following with the tunneling of the uplink tunnel in a synchronous manner in the construction process; and the ascending tunnel is grouted into the soil body clamped between the ascending tunnel and the descending tunnel through the grouting pipe in the secondary grouting hole.
For example, the chinese patent document CN 105332710A discloses a construction method of an up-and-down overlapped tunnel suitable for a long distance with a small clear space under weak geology, the upper and lower overlapped tunnels comprise an upper tunnel and a lower tunnel which have the same tunnel diameter and the same tunnel length, the upper tunnel and the lower tunnel are respectively formed into tunnel structures by pipe pieces, the vertical clear distance between the upper tunnel and the lower tunnel is less than 0.7D (shield diameter), the tunnel length is more than 1000m, the shield construction method is that after the lower tunnel is completed according to the conventional shield construction method, the shield construction of the upper tunnel is reduced to influence the formed lower tunnel and the secondary superposition effect of the sedimentation of the overlapped tunnel through measures such as a shield high-altitude starting platform, deep hole grouting reinforcement of the soil body of the interlayer of the upper tunnel and the lower tunnel, reinforcement of a support steel ring of the lower tunnel, a shield high-altitude receiving platform and the like, so that the deformation of the lower tunnel and the controllability of the ground sedimentation are ensured.
None of the above prior art relates to the problem of burying monitoring points of a complete overlap section, and therefore does not solve the problems proposed by the present invention: how to monitor and reduce the vibration influence of the stacked tunnel construction.
Furthermore, on the one hand, due to the differences in understanding to the person skilled in the art; on the other hand, since the applicant has studied a great deal of documents and patents in making the present invention, but not the details and contents thereof listed therein, the present invention is by no means characterized by those prior art, but by the fact that the present invention has all the features of the prior art, and the applicant reserves the right to add related art to the background art.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a method for monitoring the complete stacking section of an up-down stacking type tunnel, which comprises the steps of selecting at least one vertical surface vertical to the axis of the stacking type tunnel as a monitoring section of the stacking type tunnel based on the stacking degree between the stacking type tunnels, determining the number of monitoring points arranged on the monitoring section based on the net spacing and/or the angle between the stacking type tunnels corresponding to the monitoring section, and carrying out settlement data processing and analysis based on settlement data sent by the monitoring points.
The method monitors the influence of the ground surface settlement caused in the construction process of the stacked tunnel in the whole process, can collect the ground surface settlement data caused by the tunnel which is started first, and can also monitor the influence of the tunnel which is started later on the tunnel which is started first and the ground surface settlement. Through the selection of the monitoring sections and the arrangement of the monitoring points, the transverse settlement data from one monitoring section to another monitoring section and the longitudinal monitoring data of the monitoring points arranged along the monitoring sections can be collected to form three-dimensional monitoring, and the detection result is more accurate.
Preferably, the degree of overlap is related to the horizontal distance, the vertical distance and the radius of the tunnel axis between at least two tunnels,
wherein S represents the stacking degree, L represents the horizontal distance of the tunnel axis, H represents the vertical distance of the tunnel axis,
the radius of the first tunnel is indicated,
indicating the radius of the second tunnel.
Preferably, the net spacing and/or angle between the stacked tunnels is related to a maximum settlement value, and the number and distribution range of the monitoring points are set based on the related association of the net spacing and/or angle between the tunnels and the maximum settlement value.
Preferably, the method further comprises: adjusting the frequency of settlement data collection based on changes in the first and/or second distances of the ripping face from the monitored section.
Preferably, when the first and/or second distance between the heading face and the monitoring section is not greater than a first threshold value, the collection frequency of the settlement data is a first frequency; when the first and/or second distance between the tunneling surface and the monitoring section is larger than a first threshold and not larger than a second threshold, the collection frequency of the settlement data is a second frequency; and when the first and/or second distance between the heading face and the monitoring section is larger than a second threshold value, the collection frequency of the settlement data is a third frequency.
Preferably, the method further comprises: and in the case of stable ground surface settlement, adjusting the collection frequency of settlement data to be a fourth frequency.
Preferably, the method further comprises: in the case where the surface subsidence is abnormal, the frequency of collection of subsidence data increases.
The invention dynamically adjusts the data collection frequency of each monitoring section based on the change of the tunneling surface, improves the effective utilization of data, and reduces the data collection with smaller data analysis effect.
Preferably, the method further comprises: and predicting the maximum sedimentation amount based on a sedimentation-time distribution fitting curve of the surface sedimentation.
Preferably, the conditions for achieving stability of the surface subsidence at least comprise:
the sedimentation speed of roads and earth surfaces has a remarkably slowing trend;
the settlement convergence speed of the road and the ground surface is less than 0.01-0.04 mm/day;
the amount of convergence is 80% or more of the total amount of convergence.
By predicting the maximum settlement amount, the method can reinforce the part with larger settlement so as to ensure the normal operation of the shield construction process and prevent larger influence on surrounding buildings. The invention can monitor in the whole construction process, and avoids larger construction hidden danger in the construction process with smaller capital investment.
The invention also provides a device for monitoring the complete stacking section of the up-down stacking type tunnel, which at least comprises a plurality of monitoring units, wherein the monitoring units form monitoring points for monitoring the ground surface settlement after being buried underground, the monitoring section where the monitoring points are located is at least one vertical surface which is selected based on the stacking degree between the stacking type tunnels and is vertical to the axis of the stacking type tunnel, and the number of the monitoring points in the monitoring section is determined based on the net spacing and/or the angle between the stacking type tunnels corresponding to the monitoring section. Wherein the monitoring unit is a sensor capable of monitoring the ground surface settlement.
The monitoring device can monitor the ground surface settlement condition caused by starting a tunnel successively only by burying a monitoring point once to form three-dimensional monitoring, can judge the reason causing the ground surface settlement by processing and analyzing data and combining specific construction conditions, adopts related measures to reduce the ground surface settlement, can realize whole-process monitoring, further enhances the effect of information construction, provides a communication channel for construction and supervision units, evaluates the safety condition of a soil body, and provides reasonable construction suggestion measures to ensure the safety construction of subway projects.
Drawings
FIG. 1 is a schematic diagram of the arrangement of the ground surface settlement monitoring points of the stacking section provided by the invention;
FIG. 2 is a schematic diagram of the burying of a datum point provided by the present invention;
FIG. 3 is an enlarged schematic view of a monitoring operating base provided by the present invention;
FIG. 4 is a schematic diagram of the fold-down degree dividing elements provided by the present invention;
FIG. 5 is a schematic illustration of a sedimentation curve for each monitoring section provided by the present invention;
FIG. 6 is a schematic longitudinal sinking cross-section view of a first tunnel construction D1 provided by the invention;
FIG. 7 is a schematic longitudinal subsidence view of a section D2 in the first tunnel construction provided by the invention;
FIG. 8 is a schematic longitudinal subsidence view of a section D3 in the first tunnel construction provided by the invention;
FIG. 9 is a schematic longitudinal subsidence view of a cross section D4 in the first tunnel construction provided by the invention;
FIG. 10 is a schematic longitudinal sinking cross-section view of a first tunnel construction D5 provided by the invention;
fig. 11 is a schematic longitudinal sinking cross-section view of a first tunnel construction D6 provided by the invention.
List of reference numerals
1: a first tunnel; 2: a second tunnel; 101: protecting the tube; 102: an outer tube; 103: a suspension clip; 104: a marker post; 105: drilling; 106: a base point base; DB 1-1: a first monitoring point of the first monitoring section; DB 1-4: a fourth monitoring point of the first monitoring section; DB 2-1: a first monitoring point of a second monitoring section; DB 2-12: a twelfth monitoring point of the second monitoring section; DB 3-1: a first monitoring point of a third monitoring section; DB 3-2: a second monitoring point of the third monitoring section; DB 4-1: a fourth monitoring section first monitoring point; DB 4-14: a fourteenth monitoring point of the fourth monitoring section; DB 5-1: a first monitoring point of a fifth monitoring section; DB 5-2: a second monitoring point of the fifth monitoring section; DB 6-1: a sixth monitoring section first monitoring point; DB 6-2: and a sixth monitoring section second monitoring point.
Detailed Description
The following detailed description is made with reference to the accompanying drawings.
Based on the defects of the prior art, the invention provides a method and a device for monitoring a complete overlap section of an up-and-down overlap type tunnel. The invention also can provide a dynamic three-dimensional monitoring method and a device for the complete overlapping section of the overlapping tunnel.
The invention discloses a method for monitoring a complete overlapping section of an up-down overlapping type tunnel, which at least comprises the following steps: selecting at least one vertical surface vertical to the axis of the stacked tunnel as a monitoring section of the stacked tunnel based on the stacking degree between the stacked tunnels, determining the number of monitoring points arranged on the monitoring section based on the net spacing and/or the angle between the stacked tunnels corresponding to the monitoring section, and performing settlement data processing and analysis based on settlement data sent by the monitoring points.
The monitoring section where the monitoring point is located is determined according to the actual engineering needs.
The fold drop is related to the horizontal distance, the vertical distance and the radius of the tunnel axis between at least two tunnels. As shown in the figure 4 of the drawings,
wherein S represents the stacking degree, L represents the horizontal distance of the tunnel axis, H represents the vertical distance of the tunnel axis,
the radius of the first tunnel is indicated,
indicating the radius of the second tunnel.
The number of monitoring points arranged for monitoring the section is determined based on the net spacing and/or the angle between the stacked tunnels.
The net spacing and/or angle between stacked tunnels is related to the maximum settlement value. The number and distribution range of the monitoring points is thus set based on the correlation of the net spacing and/or angle between the tunnels with the maximum sedimentation value.
Specifically, the number of monitoring points of the monitoring section is set according to the following net spacing and/or angle conditions. In the present invention, the tunnel diameter is set to D,
is 2 m. The clear distance is the length of the connecting line between the centers of the two tunnel sections minus the length of one tunnel diameter.
When the shallow-buried double-hole tunnel is horizontally arranged, the mutual influence between the two tunnels is particularly large when the net distance between the two tunnels is small.
When the net spacing is less than
During the time, the earth's surface subsides the maximum value and can suddenly descend a lot, and the design construction in tunnel this moment will emerge very big risk, should avoid designing so booth apart from the operating mode.
When the net spacing is greater than
In time, the maximum value of surface subsidence gradually decreases as the net spacing increases.
When the two tunnels are at a small interval, the maximum value of the ground surface settlement is rapidly reduced along with the increase of the angle, and the section of the region with the net interval of 9-15 m is not sensitive to the change of the arrangement angle.
At a net spacing of
~
In this interval, the maximum value of the ground surface settlement is particularly sensitive to the change of the arrangement angle, and the change of the arrangement angle of the two tunnels in the area is avoided as much as possible.
When the net spacing is less than D, the maximum value of surface subsidence is relatively sensitive to the angle. As the net spacing increases, the angle has a decreasing effect on the interaction of the two tunnels.
The mutual influence between the double-hole tunnels is large in the range of the angle of 40-60 degrees, and particularly the double-hole tunnels with small spacing.
If the net spacing between two tunnels is fixed, along with the reduction of angle between two tunnels, subside the maximum value and can increase gradually, nevertheless subside the scope of influence less, consequently can set up more monitoring points in the small circle to increase detection frequency.
Correspondingly, if the angles of the two tunnels are unchanged, the settlement can be correspondingly reduced along with the increase of the net distance, but the range of the influence of construction is wide, more monitoring points need to be arranged, and the density and the detection frequency of the monitoring points can also be correspondingly reduced.
When two tunnels have two factors of small net distance and angle between 40 and 60, a plurality of monitoring points do not need to be arranged in a small range, and the detection frequency needs to be increased.
As shown in figure 1, a first line and a second line of a tunnel in a subway section of a certain city are constructed in a stacked-falling type arrangement mode by a shield method. The second tunnel is located below, the superposed section penetrating soil layer mainly comprises a sand-gravel layer with a burial depth of 21.5-23.7 m, and the underground water mainly comprises interlayer diving and confined water. The first tunnel is positioned above the soil layer and mainly passes through the soil layer to form a silty clay layer. The buried depth of the first tunnel is 13.8-15.3 m. Groundwater is mainly diving and interlaminar diving. The vertical distance of the tunnel at the stacking section is 1.95-3.3 m.
And totally laying 36 settlement monitoring points on the earth surface of the completely superposed section in the shield region. The first line stacking section passes through the silty clay section and is provided with 18 monitoring points, the second line stacking section passes through the sand and pebble section and is provided with 18 monitoring points, and the monitoring precision is 1.0 mm.
The stacking section is provided with 6 monitoring sections. The first monitoring section, the second monitoring section, the third monitoring section, the fourth monitoring section, the fifth monitoring section and the sixth monitoring section are arranged in sequence from the right side to the left side of the figure 1.
The first monitoring section is provided with four monitoring points including a first monitoring point DB 1-1-DB-1-4 of the first monitoring section. Only the first monitoring section first monitoring point DB1-1 and the first monitoring section fourth monitoring point DB-1-4 are marked in fig. 1.
The second monitoring section is provided with twelve monitoring points, as shown in fig. 1 and 7, including a first monitoring point DB2-1 to a first monitoring point DB2-12 of the second monitoring section. Only the second monitoring section first monitoring point DB2-1 and the second monitoring section twelfth monitoring point DB2-12 are marked in FIG. 1.
The third monitoring section is provided with two monitoring points, as shown in the figures 1 and 8, and comprises a first monitoring point DB3-1 of the third monitoring section and a second monitoring point DB3-2 of the third monitoring section.
The fourth monitoring section is provided with fourteen monitoring points, as shown in figures 1 and 9, and comprises first monitoring points DB 4-1-DB 4-14 of the fourth monitoring section. Only the fourth monitor cross-section first monitor point DB4-1 and the fourth monitor cross-section fourteenth monitor point DB4-14 are labeled in FIG. 1.
The fifth monitoring section is provided with two monitoring points, as shown in fig. 1 and 10, including a fifth monitoring section first monitoring point DB5-1 and a fifth monitoring section second monitoring point DB 5-2.
The sixth monitoring section is provided with two monitoring points, including a sixth monitoring section first monitoring point DB6-1 and a sixth monitoring section second monitoring point DB 6-2.
For example, in the first monitoring section, the angle of the two tunnels is 0, the final settlement caused by construction is large, but the vertical arrangement is smaller than the horizontal arrangement, the range influenced by construction is small, and the net distance between the two tunnels is large. In addition, the first monitoring section is located in the cultural relic protection area, and a detection point is not allowed to be set, so that two monitoring points are arranged on the monitoring section. The monitoring frequency is increased appropriately at the time of monitoring.
In the fourth monitoring section, the angle of the two tunnels is in a sensitive range, and the net distance between the two tunnels is small, so that a plurality of monitoring points are additionally arranged on the fourth monitoring section. The present invention sets 14 monitoring points and the detection frequency is to be increased.
The embedding depth of the monitoring points on the same monitoring section is the same.
The reference point must be buried outside the construction influence range (50 m), and the reference point must be buried in a ground layer below the influence depth of soil settlement caused by construction. As shown in FIG. 3, the working datum points adopt forced centering cement observation piers, and each measurement area is not less than 3 so as to be checked with each other.
In the present invention, the reference point is a standard level point with a known elevation. During monitoring, the standard elevation of each monitoring point can be obtained by measuring the elevation difference between each monitoring point and a level point (base point), and then the standard elevation is compared with the last measured elevation, and the difference value is the settlement value of the measuring point.
FIG. 2 shows a schematic view of the burying of a monitored datum of the present invention. As shown in fig. 2, the way of embedding the reference points includes: a drill 105 with a diameter of 200mm is drilled and after the hole is completely cleared a protective pipe 101 is laid. An outer tube 102 and a post 104 are disposed within a borehole 105. Clay is backfilled between the walls of the protective pipe 101 and the outer pipe 102. A datum point protection base 106 and a post 104 are incorporated into the protection tube 101. The protective base 106 is cast with cement. The top of the measuring point is made into a spherical shape, and a protective cover of the measuring point is made.
The effectiveness of the monitoring work of the ground surface settlement of the stacking section of the stacking tunnel is directly related to the selected monitoring method and the arrangement of the measuring points. The monitoring work is on the premise of meeting site safety management and monitoring, and the distribution positions and quantity are comprehensively considered by combining the factors such as geological conditions, stratum properties, construction process, surface surrounding environment, monitoring cost and the like. The position of the earth surface monitoring point should firstly ensure that the deformation characteristic of the earth surface can be well reflected, and the monitoring point is required to be prevented from being damaged by external factors as much as possible for the observation of instruments.
Therefore, the standard method and the shallow layer point setting method are adopted for monitoring point burying. The monitoring points are used for collecting settlement data of the surface settlement.
The standard embedding method comprises the following steps: firstly, a hole with the diameter of 100mm is drilled on the ground, and a threaded reinforcing steel bar with the diameter of 22mm, the top of which is ground into an oval shape, is driven into the hole. Then, fine sand is filled around the mark reinforcing steel bars for tamping, and finally, an iron cover is arranged on the upper part of the monitoring point for protection. And burying ground surface settlement observation points in the sections where cavities exist in the ground and collapse occurs in construction by adopting a standard method.
The shallow layer point setting method comprises the following steps: firstly, drilling a hole with the depth of about 20cm and the diameter of 12cm on the ground by using a percussion drill, then putting round steel with the diameter of 8mm and the top part provided with a convex spherical surface into the hole, and filling a gap by using an anchoring agent.
The ground surface settlement control index is a deformation control index, and the monitoring control standard is as follows: the maximum allowable sedimentation value is 30mm, the maximum allowable deformation rate is 4mm/d, and the ground surface uplift control value is 10 mm.
The road and the ground surface settlement monitoring measuring points are required to be embedded and leveled, so that the situation that personnel and vehicles pass through due to uneven height is prevented, and meanwhile, the monitoring points are embedded and stabilized, clear marks are made, and the storage is convenient.
After the monitoring points are set, the invention starts to monitor the condition of surface subsidence in the construction process. The first originating tunnel is the second tunnel 2 and the second originating tunnel is the first tunnel 1. The first distance is the distance between the tunneling surface of the shield and the monitoring section positioned in front of the shield. The second distance is the distance between the tunneling surface of the shield and the monitoring section behind the shield.
Firstly, monitoring the ground surface settlement caused by the initial tunnel in the shield process, and collecting relevant data of the ground surface settlement.
Secondly, monitoring secondary vibration influence caused in the process of starting the tunnel shield, and collecting relevant data of surface subsidence.
The frequency of settlement data collection is adjusted based on changes in the first and/or second distances of the heading face from the monitored face.
Specifically, when the first and/or second distance between the heading face and the monitoring section is not larger than a first threshold value, the collection frequency of the settlement data of the monitoring section is a first frequency. The first threshold is 20m and the first frequency is once a day.
And when the first and/or second distance between the heading face and the monitoring section is larger than a first threshold and not larger than a second threshold, the collection frequency of the settlement data of the monitoring section is a second frequency. The second threshold is 50m and the second frequency is once every two days.
And when the first and/or second distance between the heading face and the monitoring section is larger than a second threshold value, the collection frequency of the settlement data of the monitoring section is a third frequency. The third frequency is once per week.
That is, along with the change of the excavation surface of the shield, the collection frequency of the settlement data of each monitoring section also changes, and the collection frequency of the monitoring points of each monitoring section is different. Compared with the mode that each monitoring point collects the settlement data at the same frequency in the prior art, the settlement data collection frequency change adjusting mode can reduce the collection and storage of a large amount of invalid data.
Preferably, the sedimentation is analyzed from the data. And in the case of stable ground surface settlement, adjusting the collection frequency of settlement data to be a fourth frequency. The fourth frequency is once a month.
The conditions for stabilizing the surface subsidence at least comprise:
the sedimentation speed of roads and earth surfaces has a remarkably slowing trend;
the settlement convergence speed of the road and the ground surface is less than 0.01-0.04 mm/day;
the amount of convergence is 80% or more of the total amount of convergence.
In the case where the surface subsidence is abnormal, the frequency of collection of subsidence data increases.
Preferably, the field safety inspection is carried out at the same time when the field monitoring work is carried out every time, and the inspection is ensured once every day, and the inspection frequency is increased under special conditions.
The raw data obtained by field measurement has certain discreteness and contains the influence of accidental errors, so the invention selects a discrete graph of a sedimentation-time curve for processing. After the data of the surface subsidence are collected, the data are analyzed based on the subsidence-time distribution fitting curve of the surface subsidence, and the maximum subsidence amount is predicted.
According to the measured road and ground subsidence values, the invention judges whether the road and ground subsidence exceed the safety control standard and the reliability of the adopted engineering measures. And comparing the stage deformation rate and the deformation with the control standard, judging the early warning state of the monitoring point, if the data display reaches the warning standard, analyzing and confirming that abnormal conditions exist, encrypting the monitoring frequency, and performing related processing in time.
The invention can judge the reason causing the ground surface settlement by processing and analyzing the data and combining the specific construction condition, and adopt related measures to reduce the ground surface settlement. Moreover, the invention can simultaneously realize whole-process monitoring and further enhance the effect of information-based construction.
Specifically, the processing and analysis of the monitoring data of the present invention are as follows.
The surface subsidence caused by the shield process of the initial tunnel is monitored, relevant data of the surface subsidence is collected and analyzed, and a curve fitted with the subsidence-time distribution is shown in fig. 5.
The shield of the first tunnel is preparing before construction, and the second tunnel is constructed to ring 348 at the same time, at this moment, the deformation of the earth surface of the stacking section caused by the construction of the second line shield is basically finished, and the first to sixth monitoring sections are continuously monitored until the settlement is basically stable.
As shown in fig. 5, the maximum sedimentation at the second monitored section is 5.93mm, which is slightly less than the sedimentation value relative to the other monitored sections. The reason is that the second monitoring section is in the shield starting stage, the shield propelling speed is slow, the reinforcing effect of the starting end is good, and the like.
As can be seen from FIG. 5, the settlement curves at the first and second monitoring sections are asymmetrically distributed along the center of the tunnel, the maximum settlement of each monitoring section occurs on the middle line of the tunnel, gradually decreases along the transverse direction of the tunnel, and the ground surface of the region far from the central line has smaller bulges which are less than 2mm on average.
According to the monitoring result, the sedimentation values of the first and second monitoring sections which are covered with the silty clay are integrally smaller than those of the third, fourth, fifth and sixth monitoring sections which are covered with the sandy gravel stratum. The average sedimentation value at the first and second monitoring sections is about 7 mm. The mean sedimentation values of the other four monitored sections are around 12 mm. Under the same construction condition, the settlement of the earth surface with the upper covering soil being the silty clay is slightly less than that of the earth surface with the upper covering soil being the sand gravel layer.
According to the monitoring results shown in fig. 5, when the third, fifth and sixth monitoring sections pass through the soil layer and the overlying soil has substantially the same properties, the average settlement is sequentially increased, which is caused by the fact that the tunnel burial depth is continuously reduced along the tunneling direction.
As seen from figure 5, the settlement monitoring points 43 and 44 of the fourth monitoring section have large fluctuation, which may be caused by construction or damage of the monitoring points.
The overall monitoring result shows that the maximum sedimentation amount of the stacking section appears on the fourth monitoring section, and the maximum sedimentation is 19.08 mm. And within the design allowable range, the settlement of other monitoring sections is less than 15.00 mm. In the field inspection process, the shield has proper construction parameters, good posture, no need of large deviation correction and the like, and good overall construction condition of the off-line tunnel at the stacking section.
Monitoring the secondary vibration influence caused in the shield process of the initial tunnel, collecting relevant data of the surface subsidence, and fitting curves of the subsidence-time distribution are shown in fig. 6 and 7.
And (3) performing construction of the first tunnel 1 to generate secondary disturbance on the stratum to cause secondary settlement of the earth surface, and monitoring six monitoring sections from the first monitoring section to the sixth monitoring section until the settlement of the earth surface is basically stable.
As can be seen from fig. 6 and 7, the first tunnel construction causes the ground surface to have a tendency of rising first and then sinking, because the second tunnel has a good reinforcing effect, and the shield extrudes the front soil body before reaching the monitoring point to cause the ground surface to have a tendency of rising upwards. When the shield body passes through the monitoring point, the surrounding soil body loses the support of the shield shell and is replaced by unset or incompletely set slurry to support, and the ground surface has a tendency of sedimentation. And after the shield passes through the shield, secondary slurry supplement is carried out in time, and the ground surface settlement gradually becomes stable. As can be seen from fig. 2 and 3, the maximum sedimentation value of the first monitoring cross section is 8.45mm, and the maximum sedimentation value of the second monitoring cross section is 12.35mm, so that the control effect on the ground surface sedimentation is good.
As indicated in fig. 8 and 9, the sedimentation law of the third monitoring section is different from that of the second monitoring section. The third monitoring section has no tendency to bulge during the first tunnel construction, and the sedimentation starts when the shield reaches the monitoring point. In the propelling process of the shield, the settlement of the third monitoring section is continuously increased, the settlement rate is high, and the surface settlement obviously tends to exceed the specified value by 30 mm. And in 10 months and 15 days, the grouting slurry is synchronously replaced by cement-water glass slurry, and the double-liquid slurry is timely used for secondary slurry supplement in an area with an overlarge sedimentation rate, so that the problem of the overlarge sedimentation rate is basically controlled, but the maximum sedimentation amount of the third monitoring section still reaches 34.26 mm.
The settlement of the earth surface of the third monitoring section exceeds that of the second monitoring section more. After the summary analysis, the reason for the excessive settlement of the third monitoring section is as follows: and the interlayer soil of the third monitoring section between the first tunnel and the second tunnel is not reinforced, so that the settlement is overlarge. The second monitoring section is not subjected to interlayer soil reinforcement and does not have large settlement, and the reason that the second monitoring section mainly passes through the soil layer and is mainly a silty clay layer, and the second monitoring section does not need interlayer soil reinforcement when passing through the silty clay layer. However, the soil layer penetrated by the third monitoring section is mainly a sandy gravel layer, the sandy gravel layer needs interlayer soil reinforcement, and the soil body of the sandy gravel layer to be penetrated needs interlayer soil reinforcement.
As can be seen from fig. 9, the maximum settlement of the fourth monitoring section is 23.22mm, the control effect of the surface settlement is relatively good, and the trend of settlement after rising is similar to the settlement law of the second monitoring section. The control effect of the ground surface settlement of the fourth monitoring section is better than that of the third monitoring section, and the reason is that the soil body between the upper and lower tunnel layers is reinforced. Therefore, when the shield penetrating soil layer is a silty clay layer, the interlaminar soil does not need to be reinforced, and when the shield penetrating soil layer is a sandy gravel layer, the interlaminar soil needs to be reinforced.
As can be seen from fig. 10, the ground surface tends to rise first during the shield advance, but the ground surface subsidence rate is too high from 26 days at 10 months to 28 days at 10 months, and the maximum subsidence rate reaches 4 mm/day. From 10 months and 29 days, the ground subsidence rate is reduced, and the ground subsidence tends to be stable. On-site reconnaissance shows that during the period from 26 days in 10 months to 28 days in 10 months, the shield breaks down, the propulsion is stopped, and the shield restores normal propulsion in 29 days in 10 months. Before the shield stops propelling, although the soil output is reduced, the shield continues propelling to enable the soil pressure in the soil cabin to be slightly larger than the set soil pressure, the shutdown time is long, other measures for preventing the shield from retreating are not taken, and the ground surface sedimentation rate is too high during the shutdown.
As can be seen from fig. 11, the maximum settlement amount of the ground surface of the sixth monitoring section is 17.81mm, which is relatively good in ground surface settlement control effect, and the trend of settlement after rising is similar to the settlement rule of the second and fourth monitoring sections in the advancing process.
The settlement maps of the second, fourth and sixth monitoring sections can show that: the influence of the shield propulsion after the stacking section on the ground surface has the tendency of rising firstly and then settling, and under the condition that various settlement control measures have good effects, the later settling value is not large and is within the allowable value range of the ground surface settling.
According to the settlement maps of the ground surfaces of the second, fourth and sixth monitoring sections, the ground surface settlement caused by the propulsion of the lower hole tunnel accounts for 76.65% of the maximum total settlement, and the ground surface settlement caused by the propulsion of the upper hole tunnel accounts for 23.35% of the total settlement. According to the settlement maps of the ground surfaces of the third monitoring section and the fifth monitoring section, the ground surface settlement caused by the propulsion of the lower hole tunnel accounts for 34.78% of the maximum total settlement, and the ground surface settlement caused by the propulsion of the upper hole tunnel accounts for 65.22% of the total settlement.
It can be seen that the main reason for causing the ground subsidence is the propulsion of the tunnel with the lower hole under the condition that the ground subsidence control of the tunnel with the upper hole is good, and the main reason for causing the ground subsidence is the propulsion of the tunnel with the upper hole under the condition that the ground subsidence control of the tunnel with the upper hole is not ideal. Therefore, in the backward shield propulsion of the stacked tunnel, the ground surface settlement control measures should be strengthened, and secondary ground surface disturbance caused by the backward shield propulsion is reduced as much as possible.
It should be noted that the above-mentioned embodiments are exemplary, and that those skilled in the art, having benefit of this disclosure, may devise various solutions which are within the scope of this disclosure and are within the scope of the invention. It should be understood by those skilled in the art that the present specification and figures are illustrative only and are not intended to be limiting on the claims. The scope of the invention is defined by the claims and their equivalents. The present description contains a plurality of inventive concepts such as "preferably", "according to a preferred embodiment" or "optionally" each indicating that the respective paragraph discloses a separate concept, the applicant reserves the right to apply for divisional applications according to each inventive concept.
Claims (8)
1. A method for monitoring a complete stacking section of an up-and-down stacking type tunnel is characterized by at least comprising the following steps:
selecting at least one vertical surface vertical to the axis of the stacked tunnel as a monitoring section of the stacked tunnel based on the stacking degree between the stacked tunnels,
determining the number of monitoring points arranged on the monitoring section based on the net distance and/or the angle between the stacked tunnels corresponding to the monitoring section,
carrying out settlement data processing and analysis based on the settlement data sent by the monitoring points,
if the net distance between the two tunnels is fixed, the maximum sedimentation value is gradually increased along with the reduction of the angle between the two tunnels, but the sedimentation influence range is smaller, so that more monitoring points are arranged in a small range, and the detection frequency is increased;
correspondingly, if the angles of the two tunnels are not changed, the settlement can be correspondingly reduced along with the increase of the net distance, but the range influenced by construction is wide, more monitoring points need to be arranged, and the density and the detection frequency of the monitoring points are correspondingly reduced;
when two tunnels have two factors of small net distance and angle between 40 and 60 degrees, a plurality of monitoring points are not needed to be arranged in a small range, and the detection frequency is needed to be increased; with the increase of the net distance, the mutual influence of the angle on the two tunnels is gradually reduced;
the stacking section is provided with 6 monitoring sections; the first monitoring section is provided with four monitoring points, the second monitoring section is provided with twelve monitoring points, the third monitoring section is provided with two monitoring points, the fourth monitoring section is provided with fourteen monitoring points, the fifth monitoring section is provided with two monitoring points, the sixth monitoring section is provided with two monitoring points,
adjusting the frequency of settlement data collection based on changes in the first and/or second distances of the excavation face from the monitored face,
when the first and/or second distance between the tunneling surface and the monitoring section is not larger than a first threshold value, the collection frequency of the settlement data is a first frequency; the first threshold is 20m, the first frequency is once a day;
when the first and/or second distance between the tunneling surface and the monitoring section is larger than a first threshold and not larger than a second threshold, the collection frequency of the settlement data is a second frequency; the second threshold is 50m, and the second frequency is once every two days;
when the first and/or second distance between the tunneling surface and the monitoring section is larger than a second threshold value, the collection frequency of the settlement data is a third frequency, and the third frequency is once per week;
the collection frequency of the settlement data of each monitoring section changes along with the change of the tunneling surface, and the collection frequency of the monitoring points of each monitoring section is different.
2. The method of monitoring full overlap of an up-down stacked tunnel according to claim 1, wherein the overlap is related to a horizontal distance of a tunnel axis, a vertical distance, a radius of the first tunnel and a radius of the second tunnel between at least two tunnels.
3. The method of monitoring full landing stages of an up-down landing tunnel according to claim 2, wherein the net spacing and/or angle between the landing tunnels is related to a maximum settlement value,
the number of monitoring points and the distribution range are set based on the relative association of the net spacing and/or angle between tunnels and the maximum settlement value.
4. The method of monitoring a complete stacking section of an up-down stacking type tunnel according to claim 2, further comprising:
and in the case of stable ground surface settlement, adjusting the collection frequency of settlement data to be a fourth frequency.
5. The method of monitoring a complete stacking section of an up-down stacking type tunnel according to claim 4, further comprising:
in the case where the surface subsidence is abnormal, the collection frequency of the subsidence data increases.
6. The method of monitoring a complete stacking section of an up-down stacking type tunnel according to claim 5, further comprising:
and predicting the maximum sedimentation amount based on a sedimentation-time distribution fitting curve of the surface sedimentation.
7. The method for monitoring the complete stacking section of the up-down stacking type tunnel according to claim 6, wherein the condition that the ground surface settlement is stable at least comprises the following steps:
the settlement speed of roads and the ground surface has an obvious slowing trend;
the convergence rate of road and ground surface settlement is less than 0.01-0.04 mm/day;
the amount of convergence is 80% or more of the total amount of convergence.
8. A monitoring device for the complete stacking section of an up-down stacking type tunnel at least comprises a plurality of monitoring units, and is characterized in that the monitoring units form monitoring points for monitoring the ground surface settlement after being buried underground,
the monitoring section where the monitoring point is located is at least one vertical surface which is selected based on the stacking degree among the stacking type tunnels and is vertical to the axis of the stacking type tunnels,
the number of monitoring points of the monitoring section is determined based on the net spacing and/or the angle between the stacked tunnels corresponding to the monitoring section,
if the net distance between the two tunnels is fixed, the maximum sedimentation value is gradually increased along with the reduction of the angle between the two tunnels, but the sedimentation influence range is smaller, so that more monitoring points are arranged in a small range, and the detection frequency is increased;
correspondingly, if the angles of the two tunnels are not changed, the settlement can be correspondingly reduced along with the increase of the net distance, but the range influenced by construction is wide, more monitoring points need to be arranged, and the density and the detection frequency of the monitoring points are correspondingly reduced;
when two tunnels have two factors of small net distance and angle between 40 and 60 degrees, a plurality of monitoring points are not needed to be arranged in a small range, and the detection frequency is needed to be increased; with the increase of the net distance, the mutual influence of the angle on the two tunnels is gradually reduced;
the stacking section is provided with 6 monitoring sections; the first monitoring section is provided with four monitoring points, the second monitoring section is provided with twelve monitoring points, the third monitoring section is provided with two monitoring points, the fourth monitoring section is provided with fourteen monitoring points, the fifth monitoring section is provided with two monitoring points, the sixth monitoring section is provided with two monitoring points,
adjusting the frequency of settlement data collection based on changes in the first and/or second distances of the ripping face from the monitored section,
when the first and/or second distance between the tunneling surface and the monitoring section is not larger than a first threshold, the collection frequency of the settlement data is a first frequency; the first threshold is 20m, the first frequency is once a day;
when the first and/or second distance between the tunneling surface and the monitoring section is larger than a first threshold and not larger than a second threshold, the collection frequency of the settlement data is a second frequency; the second threshold is 50m, and the second frequency is once every two days;
when the first and/or second distance between the tunneling surface and the monitoring section is larger than a second threshold value, the collection frequency of the settlement data is a third frequency, and the third frequency is once per week;
the collection frequency of the settlement data of each monitoring section changes along with the change of the tunneling surface, and the collection frequency of the monitoring points of each monitoring section is different.
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| CN202210859704.9A CN115235417B (en) | 2022-03-31 | 2022-03-31 | Monitoring point setting method based on angle between overlapped tunnels |
| CN202210861484.3A CN115655207A (en) | 2022-03-31 | 2022-03-31 | Sedimentation data collection frequency adjusting method for complete overlapping section of overlapping type tunnel |
| CN202210327480.7A CN114413839B (en) | 2022-03-31 | 2022-03-31 | Device and method for monitoring complete stacking section of up-down stacking type tunnel |
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| CN117213443B (en) * | 2023-11-07 | 2024-03-19 | 江苏省地质调查研究院 | Construction and updating method of ground settlement monitoring network with integration of heaves, earth and depth |
| CN118008480B (en) * | 2024-03-12 | 2024-10-29 | 济南市交通工程质量与安全中心 | Automatic monitoring equipment for shield earth surface subsidence |
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| CN108825304A (en) * | 2018-06-19 | 2018-11-16 | 中铁十四局集团有限公司 | A kind of shield tunnel stratum is stable with tunnel structure Long Period Health Monitoring system |
| CN114017037A (en) * | 2021-11-01 | 2022-02-08 | 中铁一局集团第二工程有限公司 | Construction method for enabling shield to pass through municipal bridge area in short distance |
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| CN109611156A (en) * | 2018-12-28 | 2019-04-12 | 中铁隧道集团三处有限公司 | A kind of monitoring method of overlapping tunnel information-aided construction |
| CN110952987A (en) * | 2019-12-03 | 2020-04-03 | 济南轨道交通集团有限公司 | Construction method for side-through bridge pile of stacked porous subway tunnel |
| CN111998825B (en) * | 2020-08-17 | 2022-10-25 | 中铁十九局集团第二工程有限公司 | Monitoring and measuring method for shallow buried section of tunnel |
| CN112343626B (en) * | 2020-10-19 | 2022-10-14 | 中铁十八局集团有限公司 | Shield tunnel construction and reinforcement method for penetrating existing tunnel under upper soft and lower hard stratum |
| CN112862790B (en) * | 2021-02-18 | 2023-08-22 | 中国矿业大学(北京) | Subway tunnel crack positioning device and method based on linear array camera |
| CN113217021B (en) * | 2021-04-30 | 2024-03-19 | 中铁十六局集团有限公司 | Underground space close-range disturbance construction method and equipment |
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| CN114017037A (en) * | 2021-11-01 | 2022-02-08 | 中铁一局集团第二工程有限公司 | Construction method for enabling shield to pass through municipal bridge area in short distance |
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| CN115235417B (en) | 2023-07-25 |
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