CN113449369A - Tunnel face slope stability analysis method based on pipe curtain support system - Google Patents

Tunnel face slope stability analysis method based on pipe curtain support system Download PDF

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CN113449369A
CN113449369A CN202110763967.5A CN202110763967A CN113449369A CN 113449369 A CN113449369 A CN 113449369A CN 202110763967 A CN202110763967 A CN 202110763967A CN 113449369 A CN113449369 A CN 113449369A
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pipe curtain
layer pipe
upper layer
soil body
load
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CN113449369B (en
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张兴其
王斌
浦玉炳
严中
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Hefei Municipal Design And Research Institute Co ltd
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    • G06—COMPUTING; CALCULATING OR COUNTING
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    • G06F30/00—Computer-aided design [CAD]
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    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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Abstract

The invention discloses a tunnel face slope stability analysis method based on a pipe curtain support system, which comprises an upper layer pipe curtain and a lower layer pipe curtain which are horizontally arranged; the distance between the upper layer pipe curtain and the lower layer pipe curtain is H, and the included angle between the fracture surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain is alpha; the soil body separated from the fracture surface is an isolated body; the spacer includes a rectangular region; the load of the upper layer pipe curtain is q1(ii) a The width of the rectangular area is B, and the load is q2(ii) a The analysis steps are as follows: step 1, solving the load q of the rectangular area2(ii) a Step 2, the load of the upper layer pipe curtain is q1And under the condition, solving the width of the rectangular area to be B. The pipe curtain supporting system can obtain the slope ratio of the tunnel face with high precision, improve the construction efficiency and ensure the stability of the tunnel face slope under the protection of the pipe curtain supporting system.

Description

Tunnel face slope stability analysis method based on pipe curtain support system
Technical Field
The invention relates to the technical field of computer-aided design of underground pipe curtain supporting systems, in particular to a tunnel face slope stability analysis method based on a pipe curtain supporting system.
Background
Underground engineering construction is carried out under the protection of a pipe curtain supporting system, and the method is a common trenchless construction technology. Under the protection of the upper row of pipe curtains, the lower layer of pipe curtains are jacked or the tunnel face is excavated, in order to improve the construction efficiency of jacking and follow-up main structures of the lower row of pipe curtains, a supporting structure is chiseled in advance, and a small number of supporting piles are reserved to be used as supports of the upper row of pipe curtains.
In the prior art, only a general soil sliding surface calculation method is adopted, and a tunnel face slope stability analysis method similar to a pipe curtain support system is not available.
Therefore, how to accurately obtain the slope ratio of the tunnel face becomes a technical problem which needs to be solved by the technical personnel in the field.
Disclosure of Invention
In view of the above defects in the prior art, the invention provides a tunnel face slope stability analysis method based on a pipe curtain support system, which can achieve the purposes of obtaining a high-precision tunnel face slope ratio, improving the construction efficiency and ensuring the tunnel face slope stability under the protection of the pipe curtain support system.
In order to achieve the purpose, the invention discloses a tunnel face slope stability analysis method based on a pipe curtain supporting system, which comprises an upper layer pipe curtain and a lower layer pipe curtain which are horizontally arranged.
The distance between the upper layer pipe curtain and the lower layer pipe curtain is H, and the included angle between the fracture surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain is alpha; the soil body separated from the fracture surface is an isolated body; the spacer includes a rectangular region;
the load of the upper layer pipe curtain is q1(ii) a The width of the rectangular area is B, and the load is q2(ii) a The analysis steps are as follows:
step 1, solving the load q of the rectangular area2；
Step 1.1, setting initial q2The value of (a), the initial q2＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, and g is the self weight of the steel pipe; then, check when q1＝q2When B is 0, q2Whether or not to conform to
Figure BDA0003150126880000021
Requiring;
step 1.2, when the condition is not satisfied
Figure BDA0003150126880000022
While decreasing q2Then repeating the step 1.1 until
Figure BDA0003150126880000023
Namely obtaining q of the soil body between the upper layer pipe curtain and the lower layer pipe curtain without a sliding surface2In this case, the action pair q is taken2Load shedding;
step 2, loading q of the upper layer pipe curtain1Under the condition, solving the width of the rectangular area to be B;
step 2.1, according to the given q1Of initial value, i.e. q1＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, g is the self weight of the steel pipe, and q is determined after load shedding2Checking whether B is in accordance with
Figure BDA0003150126880000024
Requiring;
step 2.2, when the condition is not satisfied
Figure BDA0003150126880000025
Increasing B, and repeating step 2.1 until
Figure BDA0003150126880000026
And obtaining the B with no sliding surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain.
Preferably, the first and second liquid crystal materials are,
Figure BDA0003150126880000027
the specific calculation method is as follows:
Figure BDA0003150126880000028
Figure BDA0003150126880000029
f＝μ×(γ×H+q2)×B
Figure BDA00031501268800000210
according to the derivation of the limit balance method, the following can be obtained:
Figure BDA00031501268800000211
Figure BDA00031501268800000212
wherein alpha is an included angle between the fracture surface and the lower-layer pipe curtain; h is the height of the soil body between the upper layer pipe curtain and the lower layer pipe curtain; b: the width of the rectangular area; q. q.s1The load of the upper layer pipe curtain is adopted; q. q.s2A load that is a rectangular area; gamma is the volume weight of the soil body; c is soil mass cohesion;
Figure BDA00031501268800000213
the internal friction angle of the soil body; f is horizontal resistance provided for stabilizing the soil body; k is a safety factor.
The invention has the beneficial effects that:
the invention relates to a pipe curtain support system protection lower tunnel face side slope stability analysis method for improving construction efficiency and ensuring tunnel face stability.
The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, the features and the effects of the present invention.
Drawings
FIG. 1 shows an analysis flow diagram of an embodiment of the present invention.
FIG. 2 shows a schematic view of a separator including triangular and rectangular regions in an embodiment of the invention.
FIG. 3 is a diagram illustrating a stress state of a triangular area according to an embodiment of the present invention.
Fig. 4 is a schematic diagram illustrating a stress state of the rectangular area according to an embodiment of the invention.
Fig. 5 shows a schematic diagram of a rectangular area containing a fracture surface in an embodiment of the invention.
Fig. 6 shows a schematic diagram of a rectangular area containing two fracture surfaces in an embodiment of the invention.
Fig. 7 is a schematic view showing a condition that the model 1 has no sliding surface in one embodiment of the present invention.
Figure 8 shows a schematic view of an embodiment of the invention without the effect of slope instability of the soil beneath the pipe curtain.
Figure 9 shows a schematic cross-sectional view of an embodiment of the invention without destabilizing the slope of the soil mass below the pipe curtain.
Detailed Description
Examples
As shown in fig. 1, the tunnel face slope stability analysis method based on the pipe curtain support system includes an upper pipe curtain and a lower pipe curtain which are horizontally arranged.
The distance between the upper layer pipe curtain and the lower layer pipe curtain is H, and the included angle between the fracture surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain is alpha; the soil body separated from the fracture surface is an isolated body; the spacer includes a rectangular region;
the load of the upper layer pipe curtain is q1(ii) a The width of the rectangular area is B, and the load is q2(ii) a The analysis steps are as follows:
step 1, solving the load q of the rectangular area2；
Step 1.1, setting initial q2The value of (a), the initial q2＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, and g is the self weight of the steel pipe; then, check when q1＝q2When B is 0, q2Whether or not to conform to
Figure BDA0003150126880000041
Requiring;
step 1.2, when the condition is not satisfied
Figure BDA0003150126880000042
While decreasing q2Then repeating the step 1.1 until
Figure BDA0003150126880000043
Namely obtaining q of the soil body between the upper layer pipe curtain and the lower layer pipe curtain without a sliding surface2In this case, the action pair q is taken2Load shedding;
step 2, loading q of the upper layer pipe curtain1Under the condition, solving the width of the rectangular area to be B;
step 2.1, according to the given q1Of initial value, i.e. q1＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, g is the self weight of the steel pipe, and q is determined after load shedding2Checking whether B is in accordance with
Figure BDA0003150126880000044
Requiring;
step 2.2, when the condition is not satisfied
Figure BDA0003150126880000045
Increasing B, and repeating step 2.1 until
Figure BDA0003150126880000046
And obtaining the B with no sliding surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain.
The principle of the invention is as follows:
as shown in fig. 2, a supposed fracture surface exists in the soil body below the upper layer pipe curtain, the included angle between the fracture surface of the soil body and the lower layer pipe curtain, namely the fracture angle, is α, and the soil body separated from the fracture surface is taken as an isolated body to be used as a model 1;
when the separator includes a triangular region as shown in fig. 3 and a rectangular region as shown in fig. 4, the mechanical equilibrium equations are respectively established in the extreme equilibrium method. The loads of the triangular area and the rectangular area are respectively q1、q2。
Equilibrium equations are established for the triangular and rectangular regions shown in fig. 3 and 4:
f＝μ×G1
in the formula G1＝γ×B×H+q2×B；
Figure BDA0003150126880000047
Then f ═ μ × (γ × H + q)2) X B; formula (1)
An equilibrium equation was established for the septa in fig. 2:
Figure BDA0003150126880000048
wherein N is f × sin α + G2×cosα；
Figure BDA0003150126880000049
Obtaining:
Figure BDA0003150126880000051
Figure BDA0003150126880000052
simultaneous sin22α+cos22α＝1
Order:
Figure BDA0003150126880000053
Figure BDA0003150126880000054
Figure BDA0003150126880000055
according to the derivation of the limit balance method, the following can be obtained:
Figure BDA0003150126880000056
Figure BDA0003150126880000057
thus, α 1 and α 2, i.e., two fracture surfaces, can be obtained.
In the above formulas:
α: the fracture angle of the soil body fracture surface in the pipe curtain;
h: the height of soil in the pipe curtain;
q1: loading above the pipe curtain;
q2: loading above the rectangular area pipe curtain;
G1: the dead weight of the soil in the rectangular area;
G2: the self weight of the soil body in the triangular area;
b: the width of the rectangular area;
l: a fracture surface length;
n: axial force perpendicular to the fracture plane;
γ: the volume weight of the soil body;
c: soil mass cohesion;
Figure BDA0003150126880000058
an internal friction angle of the soil body;
f, stabilizing the horizontal resistance provided by the soil body;
the horizontal friction coefficient of the mu soil body and the pipe curtain;
k: a safety factor;
when in formula (7)
Figure BDA0003150126880000061
When the above equation has no real solution, i.e. no sliding surface exists;
in the formula (5), δ is a function of B, q1 and q2, is recorded as δ (B, q1 and q2), and when q1 and q2 are constant, the value of B is adjusted to satisfy the requirement
Figure BDA0003150126880000062
The conditions of (1).
The value of B satisfying the above condition, i.e., the width of the rectangular region B, is further checked to determine whether a fracture surface exists.
As shown in fig. 5, a hypothetical fracture surface is set in a rectangular area with a width B, a fracture angle is α, soil separated from the hypothetical fracture surface is used as a separator, and a model 2 is used to establish a mechanical equilibrium equation for a separator triangular area according to a limit equilibrium method. The triangular region is shown in fig. 2, and the load in fig. 2 is taken as q 2.
Taking the equation δ - δ (B, q1, q2), B-0, q 1-q 2, the solution of the equation degenerates to the solution of the model 2, see equation (7), α 1 and α 2, i.e., two fracture planes as shown in fig. 6, where δ is δ (q2), can be obtained.
To make it
Figure BDA0003150126880000063
When the condition that the equation has no real solution, i.e., no sliding surface exists, is satisfied, measures are taken to unload q 2.
In summary, when q2 is reduced to a certain condition, B reaches a certain width, namely, earth covering, unloading and excavating are carried out above the range of the width B, so that the condition that the model 1 has no sliding surface is met, as shown in fig. 7.
Under the condition of no earth unloading, the soil body with the width of B can be reinforced to increase the C and C of the original soil body,
Figure BDA0003150126880000064
Therefore, the range of soil body reinforcement of the hole before the pipe curtain construction can be determined.
Under the condition of no earth unloading, as a replacement measure for q2 deloading, a supporting structure can be locally reserved as a pipe curtain support, and it is ensured that the earthing load within the width B range is not transmitted to the soil body below the pipe curtain, so that no instability influence is formed on the side slope of the soil body below the pipe curtain, as shown in fig. 8 and 9.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.

Claims (2)

1. A tunnel face slope stability analysis method based on a pipe curtain support system comprises an upper layer pipe curtain and a lower layer pipe curtain which are horizontally arranged; the soil body breaking device is characterized in that the distance between the upper layer pipe curtain and the lower layer pipe curtain is H, and the included angle between the breaking surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain is alpha; the soil body separated from the fracture surface is an isolated body; the spacer includes a rectangular region;
the load of the upper layer pipe curtain is q1(ii) a The width of the rectangular area is B, and the load is q2(ii) a The analysis steps are as follows:
step 1, solving the load q of the rectangular area2；
Step 1.1, setting initial q2The value of (a), the initial q2＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, and g is the self weight of the steel pipe; then, check when q1＝q2When B is 0, q2Whether or not to conform to
Figure FDA0003150126870000011
Requiring;
step 1.2, when the condition is not satisfied
Figure FDA0003150126870000012
While decreasing q2Then repeating the step 1.1 until
Figure FDA0003150126870000013
Namely obtaining q of the soil body between the upper layer pipe curtain and the lower layer pipe curtain without a sliding surface2In this case, the action pair q is taken2Load shedding;
step 2, loading q of the upper layer pipe curtain1Under the condition, solving the width of the rectangular area to be B;
step 2.1, according to the given q1Of initial value, i.e. q1＝γ0×h0+ g; wherein, γ0Is the volume weight of the soil above the pipe curtain h0Covering soil on the pipe curtain, g is the self weight of the steel pipe, and q is determined after load shedding2Checking whether B is in accordance with
Figure FDA0003150126870000014
Requiring;
step 2.2, when the condition is not satisfied
Figure FDA0003150126870000015
Increasing B, and repeating step 2.1 until
Figure FDA0003150126870000016
And obtaining the B with no sliding surface of the soil body between the upper layer pipe curtain and the lower layer pipe curtain.
2. The tunnel face slope stability analysis method based on the pipe curtain support system according to claim 1,
Figure FDA0003150126870000017
the specific calculation method is as follows:
Figure FDA0003150126870000018
Figure FDA0003150126870000019
f＝μ×(γ×H+q2)×B
Figure FDA00031501268700000110
according to the derivation of the limit balance method, the following can be obtained:
Figure FDA0003150126870000021
Figure FDA0003150126870000022
wherein alpha is an included angle between the fracture surface and the lower-layer pipe curtain; h is the height of the soil body between the upper layer pipe curtain and the lower layer pipe curtain; q. q.s1The load of the upper layer pipe curtain is adopted; q. q.s2A load that is a rectangular area; gamma is the volume weight of the soil body; c is soil mass cohesion;
Figure FDA0003150126870000023
the internal friction angle of the soil body; f is horizontal resistance provided for stabilizing the soil body; k is a safety factor.
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CN114372310A (en) * 2022-01-07 2022-04-19 合肥市市政设计研究总院有限公司 Control method for remolding soil mechanics index of underground excavation tunnel face reinforcing area of pipe curtain method
CN115238482A (en) * 2022-07-08 2022-10-25 苏州大学 Method for calculating supporting pressure of large longitudinal slope rectangular tunnel excavation face

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CN115238482A (en) * 2022-07-08 2022-10-25 苏州大学 Method for calculating supporting pressure of large longitudinal slope rectangular tunnel excavation face

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