CN113722805B - Lining water pressure calculation and structural safety early warning method based on tunnel drainage - Google Patents
Lining water pressure calculation and structural safety early warning method based on tunnel drainage Download PDFInfo
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- 238000004134 energy conservation Methods 0.000 claims abstract description 4
- 239000011435 rock Substances 0.000 claims description 6
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Abstract
The invention discloses a lining water pressure calculation and structure safety early warning method based on tunnel drainage, which specifically comprises the following steps: actually measuring or calculating to obtain related data of the drainage blind pipe of the tunnel, obtaining an energy equation between the underground water surface and the drainage port based on an energy conservation equation, and calculating and drawing a relation curve of the flow of the drainage port and the underground water head; the maximum water pressure of the section acting on the lining is obtained by using the drainage Kong Shiji displacement as a calculation basis and using the obtained relation curve of the drainage hole flow and the underground water head, and the combination structure allows the water pressure calculation to realize the judgment of the safety state of the lining structure of the section and carry out structural safety early warning. According to the method, the lining water pressure is calculated by monitoring the water displacement in the tunnel in the operation period, the safety state of the lining structure can be judged and early-warned by combining the water pressure calculation allowed by the existing tunnel structure, and the technical guarantee is provided for the safe operation of the tunnel.
Description
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 drainage and utilizing the method for pre-warning structural safety.
Background
In recent years, along with continuous throwing and transportation of karst tunnels, water-rich tunnels and the like in China, water damage caused by tunnel water damage, especially seasonal pipeline flow, impacts transportation order every rainy season, even breaks driving events, has high enterprise trend, and brings great potential safety hazard to tunnel operation in rainy season. In the karst tunnel in the western mountain area of China, the underground water level in dry seasons is low, even no water pressure acts on the lining, or the underground river is used for making the water pressure acting on the lining structure relatively smaller. In rainy season, continuous rainfall can also make the ground water level of tunnel address district rise rapidly in the short time, tunnel water inflow is showing and is increasing. Under the condition, for the existing tunnel, the phenomena of bulge of the bottom structure of the tunnel, collapse, burst and extrusion of lining side walls, large-area lining crack or crack aggravation, large-area water injection and water leakage of construction joints and the like can occur, and the railway operation is seriously influenced.
Karst tunnel geological conditions are complex, karst pipeline distribution rules are difficult to detect, tunnel construction causes karst tunnel hydraulic pathway changes to influence tunnel structure difficultly quantified, influence factors are unknown, external conditions such as heavy rainfall, surface water runoff and other conditions change influence on structural stress cannot be quantitatively calculated, safety of the karst tunnel structure in the operation process is difficult to guarantee, and potential safety hazards are brought to tunnel operation. Therefore, it is important to determine how quickly the water pressure acts on karst tunnels and water-rich tunnel linings to ensure the safety of tunnel structures.
At present, the water pressure acting on a tunnel lining structure is mainly determined by monitoring measuring points such as an osmometer, the measuring points need to be arranged in the construction period, and if the water pressure cannot be arranged in the construction period in advance, the water pressure of the lining is difficult to determine. The long-term operation safety of the tunnel structure is judged by testing the pressure of the lining water through the monitoring points, very high requirements are put forward on the reliability and durability of monitoring equipment such as an osmometer and the like, the service life of the monitoring equipment such as the osmometer and the like is limited to the current technical level, the service life of the monitoring equipment such as the osmometer and the like is not matched with the service life of the tunnel structure, the test of the structural water pressure cannot be provided in the whole service life period of the tunnel, and the longer the service life of the osmometer is, the more expensive the osmometer is. Therefore, it is urgent to calculate the water pressure of the lining by adopting some new technical theories to determine the water pressure of the lining structure.
On the other hand, the water seepage of the surrounding rock of the tunnel flows into the drainage ditch through the drainage hole by the drainage system consisting of the longitudinal drainage blind pipe, the transverse drainage blind pipe and the like behind the lining, the water seepage quantity of the surrounding rock can be easily obtained by testing the water quantity of the drainage ditch in the hole, and the water seepage quantity of the surrounding rock, the drainage capacity of the drainage system and the lining water pressure are directly related.
Disclosure of Invention
Aiming at the current state of the art, the invention provides a lining water pressure calculation and structure safety early warning method based on tunnel drainage.
The invention discloses a lining water pressure calculation and structure safety early warning method based on tunnel drainage, which comprises the following steps:
step 1: actually measuring or consulting tunnel completion data, obtaining the slope theta of the tunnel longitudinal drainage ditch, and the length L of the circular drainage blind pipe vault and the nearest side longitudinal drainage blind pipe 1 The distance between the position of the water discharge hole and the nearest side of the annular drainage blind pipe is L 2 The inner diameter d of the drainage blind pipe; the elevation of the computing ring longitudinal drainage blind pipe joint relative to the water discharge hole is L 2 sin theta, area of drainage blind pipe is
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 zeta A Local head loss coefficient zeta at joint of annular longitudinal drainage blind pipe B The average flow velocity of the water discharge hole is v, and the local head loss at the position of the water discharge hole is calculated as
Local part of computing ring longitudinal drainage blind pipe jointHead loss of
Calculating the along-path head loss from the dome of the circular drainage blind pipe to the joint as +.>
Calculating the head loss from the joint of the drainage blind pipe to the water drain port to be +.>
Step 3: the position of the water drain hole is taken as a reference water surface, the vertical height of the water surface from the bottom plate is set as H, and the position water head H+L of the water surface is calculated 2 sin theta, based on an energy conservation equation, obtaining an energy equation between the underground water surface and the drainage hole:
the flow formula of the water discharge hole is as follows:
step 4: and calculating and drawing a relation curve of the flow Q of the water discharge hole and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under the condition of different surrounding rock water seepage after the underground water head H is determined.
Step 5: actual drainage quantity Q of tunnel Real world ；
Selecting different sections to test the flow of the drainage ditch, and draining Kong Shiji drainage amount
n is the number of water discharge holes between the selected sections 1 and 2; q (Q) 1 、Q 2 The drainage channel flow is the drainage channel flow of the section 1 and the section 2.
Step 6: by Q Real world To calculate the basisAnd (3) obtaining the maximum water pressure of the section acting on the lining by utilizing the relation curve of the water discharge hole flow Q and the underground water head H obtained in the step (4), and judging the safety state of the lining structure by combining the calculation of the water pressure allowed by the structure and carrying out structural 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 tunnel drainage and underground water head based on an energy equation, solves the problem that the traditional method depends on external equipment such as an osmometer to monitor the water pressure of the lining, can not provide a test of the structural water pressure in the whole life cycle of the tunnel, can realize the judgment of the safety state of the lining structure by combining the structural permission of water pressure calculation, and carries out structural safety early warning.
Drawings
FIG. 1 is a schematic plan view of an underground head and tunnel structure;
FIG. 2 is a schematic diagram of a tunnel drainage system;
FIG. 3 is a schematic view of the longitudinal drain gradient;
FIG. 4 is a graph of drain hole flow versus underground head;
fig. 5 is a working principle of calculating the pressure of the lining water based on the drainage of the tunnel.
Detailed Description
The invention will now be described in further detail with reference to the drawings and to specific examples.
The invention discloses a lining water pressure calculation and structure safety early warning method based on tunnel drainage, which comprises the following steps:
1. referring to fig. 1 and 2, the completion data of the tunnel is measured or referred to, the slope θ of the longitudinal drain channel of the tunnel is obtained, and the length L of the circumferential drain blind pipe at the dome and the nearest longitudinal drain blind pipe is measured 1 The distance between the position of the water discharge hole and the nearest side of the annular drainage blind pipe is L 2 Draining waterThe inner diameter d of the blind tube; the elevation of the computing ring longitudinal drainage blind pipe joint relative to the water discharge hole is L 2 sin theta, area of drainage blind pipe is
2. Referring to fig. 2 and 3, the hydraulic friction coefficient lambda of the drainage blind pipe is measured or calculated to obtain that the local head loss coefficient at the position of the drainage hole is ζ A Local head loss coefficient zeta at joint of annular longitudinal drainage blind pipe B The average flow velocity of the water discharge hole is v, and the local head loss at the position of the water discharge hole is calculated as
Calculating the local head loss at the joint of the ring longitudinal drainage blind pipe as +.>
Calculating the along-path head loss from the dome of the circular drainage blind pipe to the joint as +.>
Calculating the head loss from the joint of the drainage blind pipe to the water drain port to be +.>
3. The position of the water drain hole is taken as a reference water surface, the vertical height of the water surface from the bottom plate is set as H, and the position water head H+L of the water surface is calculated 2 sin theta, the pressure water head of the underground water surface is 0, and for a drainage blind pipe, when the area of the underground water body is much larger than that of the blind pipe, the approaching flow velocity water head is small and can be ignored, namely, the flow velocity water head is 0. Meanwhile, the water discharge hole is a jet water head, the pressure water head is 0, and the water discharge hole position is used as a reference water surface, so that the water discharge hole position water head is also 0. Based on the energy conservation equation, an energy equation between the groundwater surface and the drain hole is obtained:
the flow formula of the water discharge hole is as follows:
4. and calculating and drawing a relation curve (shown in fig. 4) of the flow Q of the water discharge hole and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under the condition of different surrounding rock water seepage after the underground water head H is determined.
5. Actual drainage quantity Q of tunnel Real world ；
As shown in FIG. 5, the flow rate of the drain is tested by selecting different sections, and the drain rate of the drain Kong Shiji is measured
n is the number of water discharge holes between the selected sections 1 and 2; q (Q) 1 、Q 2 The smaller the drain flow of the section 1 and the section 2 is, the more accurate the calculation result is.
6. By Q Real world And (3) for calculating the basis, obtaining the maximum water pressure of the section acting on the lining by using the relation curve of the water discharge hole flow Q and the underground water head H obtained in the step (4), and judging the safety state of the lining structure by combining the calculation of the water pressure with the structure permission and carrying out structural safety early warning.
Claims (1)
1. A lining water pressure calculation and structure safety early warning method based on tunnel drainage is characterized by comprising the following steps:
step 1: actually measuring or consulting tunnel completion data, obtaining the slope theta of the tunnel longitudinal drainage ditch, and the length L of the circular drainage blind pipe vault and the nearest side longitudinal drainage blind pipe 1 The distance between the position of the water discharge hole and the nearest side of the annular drainage blind pipe is L 2 The inner diameter d of the drainage blind pipe; the elevation of the computing ring longitudinal drainage blind pipe joint relative to the water discharge hole is L 2 sin theta, area of drainage blind pipe is
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 zeta A Local head loss coefficient zeta at joint of annular longitudinal drainage blind pipe B The average flow velocity of the water discharge hole is v, and the local head loss at the position of the water discharge hole is calculated as
Calculating the local head loss at the joint of the ring longitudinal drainage blind pipe as +.>
Calculating the along-path head loss from the dome of the circular drainage blind pipe to the joint as +.>
Calculating the head loss from the joint of the drainage blind pipe to the water drain port to be +.>
Step 3: the position of the water drain hole is taken as a reference water surface, the vertical height of the water surface from the bottom plate is set as H, and the position water head H+L of the water surface is calculated 2 sin theta, based on an energy conservation equation, obtaining an energy equation between the underground water surface and the drainage hole:
the flow formula of the water discharge hole is as follows:
step 4: calculating and drawing a relation curve of the flow Q of the water discharge hole and the underground water head H through the formula, and calculating the maximum water pressure value acting on the lining structure under the condition of different surrounding rock water seepage after the underground water head H is determined;
step 5: actual drainage quantity Q of tunnel Real world ；
Selecting different sections to test the flow of the drainage ditch, and draining Kong Shiji drainage amount
n is the number of water discharge holes between the selected sections 1 and 2; q (Q) 1 、Q 2 The drainage ditch flow rate is the drainage ditch flow rate of the section 1 and the section 2;
step 6: by Q Real world And (3) for calculating the basis, obtaining the maximum water pressure of the section between the section 1 and the section 2 acting on the lining by using the relation curve of the water discharge hole flow Q and the underground water head H obtained in the step (4), combining the allowable water pressure of the structure, calculating to realize the judgment of the safety state of the lining structure of the section, and carrying out structural safety early warning.
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| 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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|---|---|---|---|---|
| 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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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Non-Patent Citations (1)
| Title |
|---|
| 季节性岩溶隧道结构安全预警体系构建及对策;郑波;吴剑;郭瑞;;现代隧道技术(第S2期);第76-81页 * |
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