CN113722805A - Lining water pressure calculation and structure safety early warning method based on tunnel displacement - Google Patents

Lining water pressure calculation and structure safety early warning method based on tunnel displacement Download PDF

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CN113722805A
CN113722805A CN202111049528.4A CN202111049528A CN113722805A CN 113722805 A CN113722805 A CN 113722805A CN 202111049528 A CN202111049528 A CN 202111049528A CN 113722805 A CN113722805 A CN 113722805A
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drainage
water
calculating
tunnel
blind pipe
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CN113722805B (en
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吴剑
郑波
郭瑞
尚海松
刘玉勇
许召强
孟亮
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China Railway Southwest Research Institute Co Ltd
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • 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
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F16/00—Drainage
    • E21F16/02—Drainage of tunnels
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E21F17/18—Special adaptations of signalling or alarm devices
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/28—Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2113/00—Details relating to the application field
    • G06F2113/08—Fluids
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2113/00—Details relating to the application field
    • G06F2113/14—Pipes
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
    • 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
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

Abstract

The invention discloses a lining water pressure calculation and structure safety early warning method based on tunnel displacement, which specifically comprises the following steps: actually measuring or calculating to obtain relevant data of a tunnel drainage blind pipe, obtaining an energy equation between the underground water surface and a drainage port based on an energy conservation equation, and calculating and drawing a relation curve of the flow of a drainage hole and an underground water head; and (3) calculating the maximum water pressure of the section acting on the lining by using the actual water discharge amount of the water drainage hole as a calculation basis and utilizing the obtained relation curve of the water drainage hole flow and the underground water head, and calculating the safety state of the section of the lining structure by combining the structure allowable water pressure to judge and perform structure safety early warning. The method calculates the water pressure of the lining by monitoring the water discharge amount in the tunnel in the operation period, can judge and early warn the safety state of the lining structure of the section by combining the water pressure calculation allowed by the existing tunnel structure, and provides technical guarantee for the safe operation of the tunnel.

Description

Lining water pressure calculation and structure safety early warning method based on tunnel displacement
Technical Field
The invention belongs to the field of tunnels and underground engineering, and particularly relates to a method for calculating lining water pressure based on tunnel displacement and utilizing the lining water pressure to perform safety early warning on a structure.
Background
In recent years, with continuous delivery of karst tunnels, water-rich tunnels and the like in China, water damage caused by tunnel water damage, particularly seasonal pipeline flows, impacts the transportation order and even breaks driving events in rainy seasons, and has a high enterprise trend, thereby bringing great potential safety hazards to tunnel operation in rainy seasons. Partial karst tunnels in western mountainous areas of China often have low underground water level in dry seasons, even no water pressure acts on the lining, or the water pressure acting on the lining structure is relatively small due to underground rivers. In rainy season, continuous rainfall can also make the groundwater level of the tunnel site area rise rapidly in a short time, and the water inflow of the tunnel is increased remarkably. Under the condition, for the existing tunnel, the phenomena of uplift of a tunnel bottom structure, collapse, burst and extrusion of a lining side wall, large-area lining crack loss or crack loss aggravation, large-area water injection, water leakage and the like of a construction joint can occur, and railway operation is seriously influenced.
The geological conditions of the karst tunnel are complex, the distribution rule of karst pipelines is difficult to detect, the influence of karst cave hydraulic path change on the tunnel structure caused by tunnel construction is difficult to quantify, influence factors are unknown, and the influence of external conditions such as heavy rainfall, surface water runoff and other condition changes on the structural stress cannot be quantitatively calculated, so that the safety of the karst tunnel structure in the operation process is difficult to guarantee, and potential safety hazards are brought to tunnel operation. Therefore, the method is very important for quickly judging the water pressure acting on the karst tunnel and the water-rich tunnel lining and ensuring the safety of the tunnel structure.
At present, the water pressure acting on a tunnel lining structure is mainly monitored and determined by measuring points such as osmometers, the measuring points need to be arranged in a construction period, and if the measuring points cannot be arranged in advance in the construction period, the water pressure of the lining is difficult to determine. The long-term operation safety of tunnel structure is judged to the adoption through monitoring point test lining cutting water pressure size, has proposed very high requirement to monitoring facilities's such as osmometer reliability, durability, is limited to present technical level, and monitoring facilities's such as osmometer life and tunnel structure life mismatch, can't provide the test of structural water pressure in the whole life cycle of tunnel, and osmometer life is longer, and is more expensive. Therefore, it is imperative to adopt some new technical theories to calculate the water pressure of the lining structure to determine the water pressure of the lining structure.
On the other hand, the seepage water of the surrounding rock of the tunnel flows into the drainage ditch through the drainage system consisting of the longitudinal and transverse drainage blind pipes and the like on the back of the lining through the drainage holes, the seepage water of the surrounding rock can be easily obtained by testing the water quantity of the drainage ditch in the tunnel, and the seepage water quantity of the surrounding rock, the drainage capacity of the drainage system and the water pressure of the lining have direct relation.
Disclosure of Invention
Aiming at the current situation of the prior art, the invention provides a lining water pressure calculation and structure safety early warning method based on tunnel displacement.
The invention relates to a lining water pressure calculation and structure safety early warning method based on tunnel displacement, which comprises the following steps:
step 1: actually measuring or looking up the completion data of the tunnel to obtain the gradient theta of the longitudinal drainage ditch of the tunnel and the length L of the arch top of the annular drainage blind pipe and the longitudinal drainage blind pipe on the nearest side1The position of the drain hole is close to the nearest side ringThe distance to the drainage blind pipe is L2The inner diameter d of the drainage blind pipe; calculating the height L of the joint of the vertical drainage blind pipe of the ring relative to the drainage hole2sin theta, area of the drainage blind pipe
Figure BDA0003252236390000021
Step 2: actually measuring or calculating to obtain the hydraulic friction coefficient lambda of the drainage blind pipe, wherein the local head loss coefficient at the position of the drainage hole is zetaALocal head loss coefficient ζ at joint of ring longitudinal drainage blind pipeBThe average flow velocity of the drain hole is v, and the local head loss at the position of the drain hole is calculated as
Figure BDA0003252236390000022
Calculating the local head loss at the joint of the ring longitudinal drainage blind pipe as
Figure BDA0003252236390000023
Calculating the on-way head loss from the arch top of the annular drainage blind pipe to the joint as
Figure BDA0003252236390000024
Calculating the on-way head loss from the joint of the drainage blind pipe to the water outlet as
Figure BDA0003252236390000025
And step 3: calculating the position water head H + L of the underground water surface by taking the position of the drainage hole as a reference water surface and setting the vertical height of the underground water surface from the bottom plate as H2sin theta, obtaining an energy equation between the underground water surface and the drainage hole based on an energy conservation equation:
Figure BDA0003252236390000026
the flow formula of the water outlet is as follows:
Figure BDA0003252236390000027
and 4, step 4: and calculating and drawing a relation curve between the flow Q of the drainage hole and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under different water seepage quantities of surrounding rocks after the underground water head H is determined.
And 5: actual water discharge Q of tunnelFruit of Chinese wolfberry；
Selecting different sections to test the flow of the drainage ditch, and testing the actual water discharge of the drain hole
Figure BDA0003252236390000028
n is the number of the drainage holes between the selected section 1 and the selected section 2; q1、Q2The flow of the drainage ditch is the flow of the drainage ditch with the section 1 and the section 2.
Step 6: with QFruit of Chinese wolfberryAnd 4, for calculation basis, obtaining the maximum water pressure of the section acting on the lining by utilizing the relation curve of the discharge opening flow Q and the underground water head H obtained in the step 4, combining the structure allowable water pressure calculation to judge the safety state of the section of the lining structure, and performing structure safety early warning.
The beneficial technical effects of the invention are as follows:
1. the method has novel conception, economy, applicability and simple use;
2. the invention obtains a relation curve based on the tunnel drainage and the underground water head based on an energy equation, solves the problem that the traditional method cannot provide a test for the structural water pressure in the whole life cycle of the tunnel by monitoring the lining water pressure by external equipment such as an osmometer, can realize the judgment of the safety state of the lining structure of the section by combining the structure and allowing the water pressure to be calculated, and carries out the structural safety early warning.
Drawings
FIG. 1 is a schematic plan view of an underground waterhead and tunnel structure;
FIG. 2 is a schematic view of a tunnel guidance system;
FIG. 3 is a schematic view of the slope of a longitudinal gutter;
FIG. 4 is a plot of discharge opening flow versus subsurface head;
FIG. 5 is a diagram illustrating the principle of calculating the pressure of the lining water based on the displacement of the tunnel.
Detailed Description
The invention is described in further detail below with reference to the figures and specific embodiments.
The invention relates to a lining water pressure calculation and structure safety early warning method based on tunnel displacement, which comprises the following steps:
1. referring to fig. 1 and 2, the slope theta of the longitudinal drainage ditch of the tunnel and the length L of the longitudinal drainage blind pipe at the arch top and the nearest side of the circumferential drainage blind pipe are obtained by actually measuring or looking up the completion data of the tunnel1The distance between the position of the drain hole and the nearest annular drainage blind pipe is L2The inner diameter d of the drainage blind pipe; calculating the height L of the joint of the vertical drainage blind pipe of the ring relative to the drainage hole2sin theta, area of the drainage blind pipe
Figure BDA0003252236390000031
2. Referring to fig. 2 and fig. 3, the hydraulic friction coefficient λ of the drainage blind pipe is obtained through actual measurement or calculation, and the local head loss coefficient at the position of the drainage hole is ζALocal head loss coefficient ζ at joint of ring longitudinal drainage blind pipeBThe average flow velocity of the drain hole is v, and the local head loss at the position of the drain hole is calculated as
Figure BDA0003252236390000032
Calculating the local head loss at the joint of the ring longitudinal drainage blind pipe as
Figure BDA0003252236390000033
Calculating the on-way head loss from the arch top of the annular drainage blind pipe to the joint as
Figure BDA0003252236390000034
Calculating the on-way head loss from the joint of the drainage blind pipe to the water outlet as
Figure BDA0003252236390000035
3. Calculating the position water head H + L of the underground water surface by taking the position of the drainage hole as a reference water surface and setting the vertical height of the underground water surface from the bottom plate as H2sin theta, the pressure head of the underground water surface is 0, and for the drainage blind pipe, when the area of the underground water body is much larger than that of the blind pipe, the near flow speed head is very small and can be ignored generally, namely, the flow speed head is 0. Meanwhile, the pressure head is 0 if the drain hole is a jet head, and the position head of the drain hole is also 0 if the position of the drain hole is taken as a reference water surface. Based on an energy conservation equation, obtaining an energy equation between the underground water surface and the drainage hole:
Figure BDA0003252236390000041
the flow formula of the water outlet is as follows:
Figure BDA0003252236390000042
4. and (2) calculating and drawing a relation curve (shown in figure 4) of the discharge opening flow Q and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under different water seepage of surrounding rocks after the underground water head H is determined.
5. Actual water discharge Q of tunnelFruit of Chinese wolfberry；
As shown in figure 5, the flow of the drainage ditch is tested by selecting different cross sections, and the actual water discharge of the drainage hole is tested
Figure BDA0003252236390000043
n is the number of the drainage holes between the selected section 1 and the selected section 2; q1、Q2The drainage ditch flow of the section 1 and the section 2 is obtained, and the smaller the number n of the drainage holes is, the more accurate the calculation result is.
6. With QFruit of Chinese wolfberryFor calculation basis, the relation curve of the discharge opening flow Q and the underground water head H obtained in the step 4 is utilized to obtain the acting liner of the sectionAnd (4) judging the safety state of the lining structure of the section by combining the maximum water pressure on the building with the allowable water pressure calculation of the structure, and performing structure safety early warning.

Claims (1)

1. A lining water pressure calculation and structure safety early warning method based on tunnel displacement is characterized by comprising the following steps:
step 1: actually measuring or looking up the completion data of the tunnel to obtain the gradient theta of the longitudinal drainage ditch of the tunnel and the length L of the arch top of the annular drainage blind pipe and the longitudinal drainage blind pipe on the nearest side1The distance between the position of the drain hole and the nearest annular drainage blind pipe is L2The inner diameter d of the drainage blind pipe; calculating the height L of the joint of the vertical drainage blind pipe of the ring relative to the drainage hole2sin theta, area of the drainage blind pipe
Figure FDA0003252236380000011
Step 2: actually measuring or calculating to obtain the hydraulic friction coefficient lambda of the drainage blind pipe, wherein the local head loss coefficient at the position of the drainage hole is zetaALocal head loss coefficient ζ at joint of ring longitudinal drainage blind pipeBThe average flow velocity of the drain hole is v, and the local head loss at the position of the drain hole is calculated as
Figure FDA0003252236380000012
Calculating the local head loss at the joint of the ring longitudinal drainage blind pipe as
Figure FDA0003252236380000013
Calculating the on-way head loss from the arch top of the annular drainage blind pipe to the joint as
Figure FDA0003252236380000014
Calculating the on-way head loss from the joint of the drainage blind pipe to the water outlet as
Figure FDA0003252236380000015
And step 3: calculating the position water head H + L of the underground water surface by taking the position of the drainage hole as a reference water surface and setting the vertical height of the underground water surface from the bottom plate as H2sin theta, obtaining an energy equation between the underground water surface and the drainage hole based on an energy conservation equation:
Figure FDA0003252236380000016
the flow formula of the water outlet is as follows:
Figure FDA0003252236380000017
and 4, step 4: calculating and drawing a relation curve between the flow Q of the drainage hole and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under different water seepage quantities of surrounding rocks after the underground water head H is determined;
and 5: actual water discharge Q of tunnelFruit of Chinese wolfberry；
Selecting different sections to test the flow of the drainage ditch, and testing the actual water discharge of the drain hole
Figure FDA0003252236380000018
n is the number of the drainage holes between the selected section 1 and the selected section 2; q1、Q2The flow of the drainage ditch with the section 1 and the section 2;
step 6: with QFruit of Chinese wolfberryAnd 4, for calculation basis, obtaining the maximum water pressure of the section acting on the lining by utilizing the relation curve of the discharge opening flow Q and the underground water head H obtained in the step 4, combining the structure allowable water pressure calculation to judge the safety state of the section of the lining structure, and performing structure safety early warning.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115293071A (en) * 2022-09-28 2022-11-04 中南大学 Method and device for measuring and calculating water head of water-rich tunnel stratum based on outlet flow characteristics of drain holes

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CN108921319A (en) * 2018-04-27 2018-11-30 中铁西南科学研究院有限公司 A kind of monitoring method for Karst Tunnel structure safe early warning
CN109184754A (en) * 2018-08-08 2019-01-11 中铁第四勘察设计院集团有限公司 A kind of tunnel water handling Disease Processing method and system
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CN107229812A (en) * 2017-07-31 2017-10-03 中国水利水电第七工程局成都水电建设工程有限公司 A kind of high hydraulic pressure Karst Tunnel lining cutting water pressure calculation method
CN108921319A (en) * 2018-04-27 2018-11-30 中铁西南科学研究院有限公司 A kind of monitoring method for Karst Tunnel structure safe early warning
CN109184754A (en) * 2018-08-08 2019-01-11 中铁第四勘察设计院集团有限公司 A kind of tunnel water handling Disease Processing method and system
AU2020102436A4 (en) * 2020-09-25 2020-11-05 Chongqing Jiaotong University A novel tunnel drainage structure based on the principle of groundwater pressure gradient trigger switch

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115293071A (en) * 2022-09-28 2022-11-04 中南大学 Method and device for measuring and calculating water head of water-rich tunnel stratum based on outlet flow characteristics of drain holes
CN115293071B (en) * 2022-09-28 2022-12-20 中南大学 Method and device for measuring and calculating water head of water-rich tunnel stratum based on outlet flow characteristics of drain holes

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