AU2021101192A4 - Method for Determining Cross-Influenced Zone of Crossing Tunnels - Google Patents
Method for Determining Cross-Influenced Zone of Crossing Tunnels Download PDFInfo
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Abstract
METHOD FOR DETERMINING CROSS-INFLUENCED ZONE OF CROSSING
TUNNELS
ABSTRACT
The present disclosure provides a method for determining a cross-influenced zone of crossing
tunnels. The determining method includes: calculating a geometric influence range of a tunnel to be
built on an existing tunnel according to Terzaghi's theory; calculating a maximum allowable
settlement of the existing tunnel; deriving calculated settlements of the existing tunnel at various
positions in the geometric influence range according to a finite element model (FEM); and dividing
the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according
to a comparison result between the calculated settlements and the maximum allowable settlement.
The method of the present disclosure carries out zonal division accurately and effectively, and
ensures the stable operation of the existing tunnel and the construction safety of the tunnel to be
built.
1/5
CC
FIG. 1
Description
1/5
FIG. 1
The present disclosure relates to a tunnel construction method, in particular to a method for determining a cross-influenced zone of crossing tunnels.
As China's tunnel construction has entered a new peak of development, there are more and more construction projects of adjacent crossing tunnels. The excavation of the tunnel to be built will cause the stress redistribution of the surrounding rock and support structure of the existing tunnel, which will increase the uncontrollability of the complicated crossing tunnels. In order to ensure the stable operation of the existing tunnel and the construction safety of the tunnel to be built, it is necessary to clarify the influence range of the intersection between the crossing tunnels and determine the construction zone at the intersection.
Therefore, there is a need for an effective method for determining a cross-influenced zone of crossing tunnels.
The present disclosure aims to provide an effective method for determining a cross-influenced zone of crossing tunnels.
The method for determining a cross-influenced zone of crossing tunnels according to the present disclosure includes: calculating a geometric influence range of a tunnel to be built on an existing tunnel according to Terzaghi's theory; calculating a maximum allowable settlement of the existing tunnel; deriving calculated settlements of the existing tunnel at various positions in the geometric influence range according to a finite element model (FEM); and dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement.
According to the above solution, the present disclosure first introduces the Terzaghi's theory to determine a preliminary geometric influence range. Then, the present disclosure calculates a maximum allowable settlement of the existing tunnel based on a railway track control standard and a related parameter of the existing tunnel, and derives calculated settlements through a FEM. Finally, the present disclosure divides a strongly disturbed zone and a weakly disturbed zone based on a comparison result of the calculated settlements and the maximum allowable settlement. The method of the present disclosure carries out zonal division accurately and effectively, and ensures the stable operation of the existing tunnel and the construction safety of the tunnel to be built.
In a further solution, the dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement includes: dividing a position corresponding to the calculated settlement into the weakly disturbed zone if 1.1 times of the calculated settlement is greater than the maximum allowable settlement and 0.6 times of the calculated settlement is less than the maximum allowable settlement; and dividing the position corresponding to the calculated settlement into the strongly disturbed zone if the 0.6 times of the calculated settlement is greater than the maximum allowable settlement.
In a further solution, the dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement further includes: dividing the position corresponding to the calculated settlement into a non-influenced zone if the 1.1 times of the calculated settlement is less than the maximum allowable settlement.
Due to uncertainties in the properties of materials set in the FEM and the uniformity and isotropy of those adopted in site construction, 60% of the calculated result is taken as a reference for reinforced support. If 60% of the calculated settlement is greater than the maximum allowable settlement, the position corresponding to the calculated settlement is divided into the strongly sensitive zone. If 60% to 110% of the calculated settlement matches the maximum allowable settlement, the position corresponding to the calculated settlement is divided into the weakly sensitive zone. If more than 110% of the calculated settlement is less than the maximum allowable settlement, the position corresponding to the calculated settlement is divided into a non-influenced zone.
In a further solution, the calculating a maximum allowable settlement of the existing tunnel includes: calculating the maximum allowable settlement of the existing tunnel according to Peck's formula.
The accurate maximum allowable settlement is calculated according to Peck's formula combined with TB 10621-2014 Codefor Design ofHigh Speed Railway.
In a further solution, after dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement, the determining method further includes: correcting the calculated settlement according to an actual settlement acquired by a vibration monitor installed in the existing tunnel.
The present disclosure determines a preliminary geometric range by Terzaghi's theory, and calculates an allowable deformation control value of the existing tunnel based on a railway track control standard and a related parameter of the existing tunnel. The present disclosure substitutes the value into a FEM, and compares a final result with a value derived by vibration monitoring, on-site deformation monitoring and theoretical calculation. In this way, the present disclosure delimits a construction influence range of an intersection. This method further ensures the accuracy of calculation and the safety of construction.
In a further solution, the deriving calculated settlements of the existing tunnel at various positions in the geometric influence range according to a FEM includes: calculating a blasting distance data set and a blasting charge data set by a Sadovsky formula according to an acquired surrounding rock parameter value, a preset blasting parameter value and a preset blasting vibration speed control value; and deriving calculated settlements of the existing tunnel at various positions in the geometric influence range based on the FEM according to the blasting distance data set and the blasting charge data set.
In a further solution, the calculating a geometric influence range of a tunnel to be built on an existing tunnel according to Terzaghi's theory includes: determining a potential deformation surface of a surrounding rock between the tunnel to be built and the existing tunnel according to Terzaghi's theory; and calculating a geometric influence range of the tunnel to be built on the existing tunnel according to the potential deformation surface of the surrounding rock, a vertical distance between the tunnel to be built and the existing tunnel and an angle between an excavation direction of the tunnel to be built and an extension direction of the existing tunnel in a vertical projection.
It can be seen from the above that the geometric influence range determined by the present disclosure is a potential slip fracture zone of the tunnel under static conditions, which conforms to a pressure arch theory of dynamic tunnel excavation.
FIG. 1 is a schematic diagram of crossing tunnels in a first angle of view in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure.
FIG. 2 is a schematic diagram of a first potential deformation surface of a surrounding rock in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure.
FIG. 3 is a schematic diagram of a second potential deformation surface of the surrounding rock in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure.
FIG. 4 is a schematic diagram of a predicted settlement of an existing tunnel in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure.
FIG. 5 is a schematic diagram of the existing tunnel in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure.
The present disclosure provides an effective method for determining a cross-influenced zone of crossing tunnels in a mountain. The present disclosure integrates a geometric determination method, a parameter prediction method, a finite element (FE) calculation and other methods to determine an influence range of a tunnel to be built at an intersection. The present disclosure can help a construction party to determine a construction range of the tunnel to be built so as to avoid waste of construction resources caused by advance support, and to prepare for support changes in advance so as to reduce the risk of disasters caused by construction in the cross-influenced zone.
Referring to FIG. 1, FIG. 1 is a schematic diagram of crossing tunnels in a first angle of view in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure. In this embodiment, a tunnel 2 to be built goes under an existing tunnel 1. The tunnel 2 to be built is a highway tunnel, and the existing tunnel 1 is a high-speed railway tunnel with a speed of 350 km/h. In a vertical projection, the existing tunnel 1 and the tunnel 2 to be built have an intersection 120. A vertical distance between the existing tunnel 1 and the tunnel 2 to be built is 30 m. An angle z between an extension direction of the existing tunnel 1 and an extension direction of the tunnel 2 to be built is 60.
Referring to FIGS. 2 and 3, FIG. 2 is a schematic diagram of a first potential deformation surface of a surrounding rock in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure, and FIG. 3 is a schematic diagram of a second potential deformation surface of the surrounding rock in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure. First, a geometric influence range of the tunnel to be built on the existing tunnel is calculated according to Terzaghi's theory. According to Terzaghi's theory, a potential deformation surface of a surrounding rock between the existing tunnel 1 and the tunnel 2 to be built is drawn. Two symmetrical auxiliary lines are drawn upward from the tunnel 2 to be built, where an inclination angle a between the auxiliary lines and a vertical direction is 45°. A triangular zone is formed when the auxiliary lines extend to a horizontal plane of the existing tunnel 1, which serves as a first potential deformation surface 801 of the surrounding rock. Two symmetrical auxiliary lines are drawn downward from the existing tunnel 1, where an angle b between the auxiliary lines and the vertical direction is 45°. A triangular zone is formed when the auxiliary lines extend to a horizontal plane of the tunnel 2 to be built, which serves as a second potential deformation surface 803 of the surrounding rock.
On the plane where the existing tunnel 1 is located, a side of the first potential deformation surface 801 of the surrounding rock, a projection of the tunnel 2 to be built and afirst extension section 11 of the existing tunnel 1 delimit a first right triangle 802. The first extension section 11 of the tunnel 1 starts at the intersection 120. According to the vertical distance (30 m) between the existing tunnel 1 and the tunnel 2 to be built, thefirst potential deformation surface 801 of the surrounding rock and the angle z, a length Li of the first extension section 11 is calculated to be 34.64 m.
Similarly, on the plane where the tunnel 2 to be built is located, a side of the second potential deformation surface 803 of the surrounding rock, a projection of the existing tunnel 1 and a second extension section 21 of the tunnel 2 to be built delimit a second right triangle 804. The second extension section 21 of the tunnel 2 to be built starts at the intersection 120. According to the vertical distance (30 m) between the existing tunnel 1 and the tunnel 2 to be built, the second potential deformation surface 803 of the surrounding rock and the angle z, a length L2 of the second extension section 21 is calculated to be 34.64 m. Therefore, a zone of the existing tunnel 1 formed by respectively extending a length of LI before and after from the intersection 120 is the geometric influence range of the tunnel 2 to be built on the existing tunnel 1.
Referring to FIG. 4, FIG. 4 is a schematic diagram of a predicted settlement of an existing tunnel in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure. A maximum allowable settlement of the existing tunnel is calculated according to Peck's formula. According to TB 10621-2014 Code for Design of High Speed Railway, for railways with a design speed of 250 km/h to 350 km/h, a rail chord length is 10 m and an allowable settlement is within 2 mm, so a blasting vibration speed control value is preset to 2 cm/s. Peck's formula is as follows:
_X2 S(x)=Smaxe
H+R 1= V/T tan(45°-p/2)
In the formula, S(x) represents a settlement at a calculation point x; x represents a distance from a midpoint of a settlement curve to the calculation point; S represents a settlement at x; p represents a friction angle of a bottom layer; Smax represents a maximum settlement; i represents a distance from a symmetry center of the settlement curve to an inflection point 901 of the curve, also known as a width coefficient of a settlement trough; H represents a vertical distance from the bottom of the existing tunnel 1 to a centerline of the tunnel 2 to be built.
The allowable settlement is determined by a track unevenness as follows:
Ws Smax L
In the formula, L represents a rail chord length; 6 represents a maximum allowable vector value of a railway; W=5i. In this embodiment, substituting H=25 m, R=5.45 m, bottom layer friction angle p= 5 8.9, i=44 mm and settlement trough width W=220 m into the formulas leads to the maximum allowable settlement of the existing tunnel, that is, Smax= 4 4 mm.
Then calculated settlements of the existing tunnel 1 at various positions in the geometric influence range are derived according to a finite element model (FEM). A blasting distance data set and a blasting charge data set are calculated by a Sadovsky formula according to an acquired surrounding rock parameter value, a preset blasting parameter value and a preset blasting vibration speed control value. The Sadovsky formula is as follows:
V = K(Q1/3 /R)a
In the formula, V represents an allowable safe particle vibration speed; K represents a coefficient related to factors such as a medium and a blasting condition, for example, a coefficient related to a rock property, a blasting parameter and a blasting method. According to a laboratory test, the rock is medium-hard rock, and K is 150-250. In addition, Q represents a one-time initiation volume; R represents a blasting distance from a blasting source to a monitoring point; a represents a vibration attenuation coefficient, which takes a value of 1.5-1.8.
The surrounding rock parameter is a value related to excavation method, surrounding rock grade, elastic modulus, cohesion, internal friction angle and Poisson's ratio. The preset blasting parameter value is a value related to blasting method, one-time initiation volume, charge volume and blasting speed initially determined based on the surrounding rock parameter value. In this embodiment, the blasting vibration speed control value is preset to 2 cm/s. Substituting these data into the Sadovsky formula leads to a calculated blasting distance data set and a blasting charge data set. The calculated blasting distance data set includes a blasting distance from each blasting point to a monitoring point; the blasting charge data set includes a calculated blasting charge for each blasting point.
Substituting the blasting distance data set, the blasting charge data set and the surrounding rock parameter value into a three-dimensional (3D) FEM yields calculated settlements of the existing tunnel 2 at various positions in the geometric influence range.
Each of the calculated settlements is compared with the maximum allowable settlement, and according to a comparison result, the geometric influence range is divided. When 1.1 times of the calculated settlement is greater than the maximum allowable settlement and 0.6 times of the calculated settlement is less than the maximum allowable settlement, a position corresponding to the calculated settlement is divided into a weakly disturbed zone 112. When 0.6 times of the calculated settlement is greater than the maximum allowable settlement, the position corresponding to the calculated settlement is divided into a strongly disturbed zone 111. When 1.1 times of the calculated settlement is less than the maximum allowable settlement, the position corresponding to the calculated settlement is divided into a non-influenced zone.
By integrating the geometric method, the tunnel parameter calculation results and the numerical simulation, the construction influence range of the intersection is determined. In this embodiment, a total length of the cross-influenced zone in the construction section is 69.2 m; the strongly disturbed zone 111 respectively extends to a distance of 28 m before and after the intersection 120; the weakly disturbed zones 112 extend from 28 m to 41.2 m before and after the intersection 120 respectively.
According to the division results, the influenced zones are subjected to different levels of risk management and corresponding construction measures. A special measure should be taken to the strongly disturbed zone 111 to reduce the settlement. The support of the weakly disturbed zone 112 should be strengthened. The non-influenced zone can carry out normal construction but should be monitored.
Referring to FIG. 5, FIG. 5 is a schematic diagram of the existing tunnel in an embodiment of a method for determining a cross-influenced zone of crossing tunnels according to the present disclosure. A plurality of vibration monitors 14 are installed in a zone of the existing tunnel 1 corresponding to the geometric influence range. The plurality of vibration monitors 14 are respectively provided at a springer, a haunch and a vault of the existing tunnel 1. Moreover, an installation density of the vibration monitors 14 in the strongly disturbed zone 111 is twice that of the vibration monitors 14 in the weakly disturbed zone 112.
The vibration monitors 14 are used to acquire the vibration speed and actual settlements of a plurality of monitoring points. After the division of the zones within the geometric influence range, excavation blasting is carried out by monitoring the vibrations of the existing tunnel 1 in real time. When the actual settlement acquired is different from the calculated settlement, the calculated settlement should be corrected with the real-time settlement acquired by monitoring, and an appropriate construction measure should be adopted. In addition, when the acquired vibration speed exceeds the preset blasting vibration speed control value (2 m/s) and the risk management level at this point is high, a special measure should be taken to strengthen the tunnel so as to ensure the stability of the existing tunnel 1.
The method of the present disclosure carries out zonal division accurately and effectively, and ensures the stable operation of the existing tunnel and the construction safety of the tunnel to be built.
Finally, it should be emphasized that the above described are only preferred embodiments of the present disclosure and are not intended to limit the present disclosure. For those skilled in the art, various changes and modifications may be made to the present disclosure, but any modifications, equivalent replacements and improvements made within the spirit and principle of the present disclosure should be included in the protection scope of the present disclosure.
Claims (5)
1. A method for determining a cross-influenced zone of crossing tunnels, wherein the determining method comprises:
calculating a geometric influence range of a tunnel to be built on an existing tunnel according to Terzaghi's theory;
calculating a maximum allowable settlement of the existing tunnel;
deriving calculated settlements of the existing tunnel at various positions in the geometric influence range according to a finite element model (FEM); and
dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement.
2. The method for determining a cross-influenced zone of crossing tunnels according to claim 1, wherein
the dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement comprises:
dividing a position corresponding to the calculated settlement into the weakly disturbed zone if 1.1 times of the calculated settlement is greater than the maximum allowable settlement and 0.6 times of the calculated settlement is less than the maximum allowable settlement; and
dividing the position corresponding to the calculated settlement into the strongly disturbed zone if the 0.6 times of the calculated settlement is greater than the maximum allowable settlement.
3. The method for determining a cross-influenced zone of crossing tunnels according to claim 2, wherein
the dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement further comprises:
dividing the position corresponding to the calculated settlement into a non-influenced zone if the 1.1 times of the calculated settlement is less than the maximum allowable settlement.
4. The method for determining a cross-influenced zone of crossing tunnels according to any one of claims 1 to 3, wherein
the calculating a maximum allowable settlement of the existing tunnel comprises:
calculating the maximum allowable settlement of the existing tunnel according to Peck's formula.
5. The method for determining a cross-influenced zone of crossing tunnels according to any one of claims 1 to 3, wherein
after dividing the geometric influence range into a strongly disturbed zone and a weakly disturbed zone according to a comparison result between the calculated settlements and the maximum allowable settlement, the determining method further comprises:
correcting the calculated settlement according to an actual settlement acquired by a vibration monitor installed in the existing tunnel;
wherein
the deriving calculated settlements of the existing tunnel at various positions in the geometric influence range according to a FEM comprises:
calculating a blasting distance data set and a blasting charge data set by a Sadovsky formula according to an acquired surrounding rock parameter value, a preset blasting parameter value and a preset blasting vibration speed control value; and
deriving calculated settlements of the existing tunnel at various positions in the geometric influence range based on the FEM according to the blasting distance data set and the blasting charge data set;
wherein
the calculating a geometric influence range of a tunnel to be built on an existing tunnel according to Terzaghi's theory comprises:
determining a potential deformation surface of a surrounding rock between the tunnel to be built and the existing tunnel according to Terzaghi's theory; and
calculating a geometric influence range of the tunnel to be built on the existing tunnel according to the potential deformation surface of the surrounding rock, a vertical distance between the tunnel to be built and the existing tunnel and an angle between an excavation direction of the tunnel to be built and an extension direction of the existing tunnel in a vertical projection.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
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| CN202011205699.7A CN112380598B (en) | 2020-11-02 | 2020-11-02 | Method for determining crossing influence area of up-down crossing tunnel |
| CN202011205699.7 | 2020-11-02 |
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| JP5516288B2 (en) * | 2010-09-30 | 2014-06-11 | 新日鐵住金株式会社 | Tunnel connection structure and tunnel construction method |
| CN102996136B (en) * | 2012-11-21 | 2015-06-17 | 宏润建设集团股份有限公司 | Deformation control method for close-range downward penetration of shield through composite-foundation building |
| CN108871129B (en) * | 2018-05-30 | 2020-04-21 | 北京市市政三建设工程有限责任公司 | Method for monitoring blasting safety of partition wall supporting structure in tunnel subsection excavation method |
| CN109737840B (en) * | 2018-11-30 | 2021-02-26 | 中建华东投资有限公司 | Multi-tunnel construction method based on soft interlayer |
| CN111539052B (en) * | 2020-03-23 | 2022-08-26 | 中铁隧道集团二处有限公司 | Method for formulating settlement control standard of close-distance downward-penetrating pipe-jacking tunnel in subway shield interval |
| CN111810183A (en) * | 2020-05-28 | 2020-10-23 | 中铁十四局集团第三工程有限公司 | Comprehensive construction method for up-down crossing tunnel |
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