LU501205B1 - Method for determining safety of subway fracture zone after curtain grouting - Google Patents
Method for determining safety of subway fracture zone after curtain grouting Download PDFInfo
- Publication number
- LU501205B1 LU501205B1 LU501205A LU501205A LU501205B1 LU 501205 B1 LU501205 B1 LU 501205B1 LU 501205 A LU501205 A LU 501205A LU 501205 A LU501205 A LU 501205A LU 501205 B1 LU501205 B1 LU 501205B1
- Authority
- LU
- Luxembourg
- Prior art keywords
- determining
- grouting
- contact zone
- zone
- subway
- Prior art date
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 239000002689 soil Substances 0.000 claims abstract description 28
- 239000003673 groundwater Substances 0.000 claims abstract description 13
- 229920006395 saturated elastomer Polymers 0.000 claims abstract description 6
- 230000005484 gravity Effects 0.000 claims abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 238000005553 drilling Methods 0.000 claims description 12
- 238000012360 testing method Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 5
- 238000009933 burial Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000000691 measurement method Methods 0.000 claims description 3
- 238000000643 oven drying Methods 0.000 claims description 3
- 230000001133 acceleration Effects 0.000 claims description 2
- 238000009792 diffusion process Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 6
- 239000011435 rock Substances 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Provided is a method for determining the safety of a subway fracture zone after curtain grouting, comprising the following steps: determining the equivalent radius dp of a fracture zone on a plane; determining the calculated equivalent radius D of a contact zone p; determining the buried depth z1 of the groundwater level in an intrusive contact zone and the distance z2 from the groundwater level to the top of the subway; determining the unit weight of the soil above the groundwater level and the saturated unit weight sat of the soil below the groundwater level in the intrusive contact zone; determining the slip force G of the intrusive contact zone due to gravity; determining the undrained shear strength cu of the soil in the intrusion contact zone; determining the thickness of the grouting zone dz; determining the shear strength of the grouting body cc; determining the resistance K of the grouting body; determining the safety factor at which, after the contact zone is grouted, slippage and collapse will not occur; if SF 1.0, slippage and collapse will not occur; otherwise, if SF < 1.0, slippage and collapse will occur.
Description
BL-5365 LU501205
BACKGROUND Field of Invention The invention relates to the field of infrastructure, in particular relates to a method for judging the safety of a subway fracture zone after curtain grouting (method for determining safety of subway fracture zone after curtain grouting).
Background of the Invention In the process of subway construction, a fracture zone will be encountered, the rock and soil in the fracture zone is characterized with poor properties and high water content, direct excavation may cause the collapse of the overlying surrounding rocks and endanger the safety of the project. Therefore, curtain grouting treatment before excavation is a common method before excavation, the safety after treatment is basically based on previous construction experience and a corresponding theoretical formula is absent for guidance at present, if the construction parameters are reasonable, the safety of surrounding rocks can be guaranteed, and if the safety of the surrounding rock is unreasonable, a collapse may still occur after treatment. In view of this, the present 1
BL-5365 LU501205 invention proposes a method for judging the safety of subway fracture zone after curtain grouting treatment, which has the advantages of strong flowability, convenient implementation and reliable results.
SUMMARY The purpose of the present invention is to provide a method for judging the safety of subway fracture zone after curtain grouting treatment.
In order to achieve the above purpose, the technical solutions of the present invention are as follows: a method for judging the safety of a subway fracture zone after curtain grouting comprises the following steps: (1) determining the equivalent radius “» of the fracture zone on the plane, the intrusive contact zone is investigated in detail by means of objects and drilling, and the geometric boundary on the horizontal plane of the intrusive contact zone is obtained. The geometric boundary is drawn by using the mapping software, an area 4 on the horizontal plane is obtained by using an area measurement function, and the equivalent radius 9» of the intrusive contact zone on the plane is calculated by using formula (1), 2
BL-5365 LU501205 oo 7 (formula 1) (2) determining the calculated equivalent radius Dy of the contact zone, if the equivalent radius “> of the intrusive contact zone on the plane is less than the width B of the subway, D,_d,. otherwise, if d, 25 taking Dr = 5.
(3) determining the burial depth Zi of the groundwater level and the distance “from the groundwater level to the top of the subway in the intrusive contact zone, the position of the underground water level is revealed through geologic drilling in the intrusive contact zone, and then the above “! and “are calculated according to the ground elevation, the underground water level elevation and the elevation of the top of the subway, (4) determining the unit weight 7 of the soil mass above the groundwater level and the saturated unit weight 7s of the soil mass below the groundwater level: through the geologic drilling in step (3), taking undisturbed soil samples from the borehole and transporting them back to a laboratory to test a natural density #, a particle density 4, of the soil mass and a water content @, wherein the natural density #is measured by adopting a mass and volume measurement method, and the particle density of the soil mass is measured by a pycnometer method and the water content is 3
BL-5365 LU501205 measured by a oven drying method; the unit weight 7 of the soil mass and the saturated unit weight 7s of the soil mass below the underground water level are respectively as follows: Y= P8 (formula 2) Y = [pd, +(1+0@)d, — plg (+o), (formula 3)
Wherein & is gravitational acceleration;
(5) determining the slump force G of the intrusive contact zone due to gravity,
G= Ds + YaZ2) 4 (formula 4)
(6) determining the undrained shear strength “of the soil mass in the intrusive contact zone,
through geologic drilling in step (3), performing a site van shear test in the borehole or taking undisturbed soil samples to carry out unconfined compressive strength indoors, and measuring the undrained shear strength c, of the soil mass;
(7) determining the thickness d, of the grouting zone,
the thickness of the grouting zone is the diffusion diameter of high-pressure grouting, which is measured through previous engineering experience or excavation after grouting on site;
(8) determining the shear strength “of the grouting body,
determining the shear strength through previous engineering
4
BL-5365 LU501205 experience or taking the grouting body after grouting on site for indoor shear test, (9) determining the resistance Æ of the grouting body, K =7D [(z, + z,)¢, + d,e,] (formula 5) (10) determining the resistance Æ of the grouting body, determining the safety coefficient SF that the contact zone does not collapse after grouting, and when SF>1.0, not collapsing; otherwise, when SF<1.0, collapsing occurred, SF = K /G (formula 6) the method for judging the safety of subway fracture zone after curtain grouting treatment, the “and “in the step (3) can also be obtained based on preliminary drilling data. Beneficial effects The method of the present invention 1s used to determine the safety of the subway fracture zone after curtain grouting, the method is relatively simple and reliable in result, the safety of the fracture zone can be determined, and technical support 13 provided for the construction of the subway fracture Zone.
BETAILED DESCRIPTION OF THE EMBODIMENTS Example A subway in Fujian province passes through a fracture zone, curtain
BL-5365 LU501205 grouting is implemented in order to stabilize the front fracture zone. The method of the present invention is used to judge the safety of the subway after treatment.
According to the preliminary object and drilling investigation results, it is found that the length of the fracture zone along the tunnel direction 1s about 170 m, the transverse width is about 260 m, and it is basically rectangular, the geometric boundary is drawn in Auto CAD software, and the area on the horizontal plane is obtained by using the area measurement function, formula (1) is used to the calculate that the equivalent radius “> of the fracture zone on the horizontal plane is 237 m it is much larger than the width of the subway tunnel of 6.0m, so the calculated equivalent radius Prof the contact zone is taken as 6.0 m; the preliminary drilling data shows that the burial depth “of the underground water level of the fracture zone is 3.7 m, and the distance 22 from ground water level to the top of the tunnel is 173.4 m; taking undisturbed soil samples above the underground water level and transporting them back to a laboratory, the natural density is 1.87 g/cm’ measured by adopting a mass and volume measurement method and the calculated gravity is 18.7kKN/m°, in addition, the particle density 4, of the soil mass is 2.65 g/cm’ measured by the pycnometer method, the water content @ is 36.8% measured by the oven drying method, and the saturated unit weight is 22.3kN/m? calculated by adopting formula (3); 6
BL-5365 LU501205 formula (4) is further used to calculate that the slump force GC of the fracture zone 1s 111231.6kN caused by gravity; taking undisturbed soil samples in a geologic borehole, transporting it back to a laboratory for an unconfined compressive strength test, and calculating the undrained shear strength “of the soil mass is 19 kPa; according to the previous engineering construction experience, the thickness d, of the grouting zone is 2.0 m; also according to previous engineering construction experience, the shear strength “of the grouting body is 11 MPa, the resistance K of the grouting body is 477874.7kN calculated by the formula (5), finally, the safety coefficient Sof no collapsing is 4.3 calculated by the formula (6), which is more than 1.0, so that the collapsing is judged to be not occur, that is, the fracture zone is in a safe state after the curtain grouting treatment. 7
Claims (2)
1. A method for judging the safety of a subway fracture zone after curtain grouting, characterized in that the method comprises the following steps: (1) determining the equivalent radius “» of the fracture zone on the plane, the intrusive contact zone is investigated in detail by means of objects and drilling, and the geometric boundary on the horizontal plane of the intrusive contact zone is obtained. The geometric boundary is drawn by using the mapping software, an area 4 on the horizontal plane is obtained by using an area measurement function, and the equivalent radius 9» of the intrusive contact zone on the plane is calculated by using formula (1), oo 7 (formula 1) (2) determining the calculated equivalent radius Dy of the contact zone, if the equivalent radius “> of the intrusive contact zone on the plane is less than the width B of the subway, D,_d,. otherwise, if d, zB 8
BL-5365 LU501205 taking D,=B.
(3) determining the burial depth Zi of the groundwater level and the distance “from the groundwater level to the top of the subway in the intrusive contact zone, the position of the underground water level is revealed through geologic drilling in the intrusive contact zone, and then the above “and “are calculated according to the ground elevation, the underground water level elevation and the elevation of the top of the subway, (4) determining the unit weight 7 of the soil mass above the groundwater level and the saturated unit weight 7s of the soil mass below the groundwater level: through the geologic drilling in the step (3), taking undisturbed soil samples from the borehole and transporting them back to a laboratory to test a natural density #, a particle density 4, of the soil mass and a water content ®, wherein the natural density #is measured by adopting a mass and volume measurement method, and the particle density of the soil mass is measured by a pycnometer method and the water content is measured by a oven drying method; the unit weight 7 of the soil mass and the saturated unit weight 7s of the soil mass below the underground water level are respectively as follows: V — PE (formula 2) 9
BL-5365 LU501205 Y = [pd, +1 +0@)d, — plg (rod, (formula 3)
Wherein & is gravitational acceleration;
(5) determining the slump force G of the intrusive contact zone due to gravity,
G= Ds + YaZ2) 4 (formula 4)
(6) determining the undrained shear strength “of the soil mass in the intrusive contact zone,
through geologic drilling in the step (3), performing a site van shear test in the borehole or taking undisturbed soil samples to carry out unconfined compressive strength indoors, and measuring the undrained shear strength “ of the soil mass;
(7) determining the thickness d, of the grouting zone,
the thickness of the grouting zone is the diffusion diameter of high-pressure grouting, which is measured through previous engineering experience or excavation after grouting on site;
(8) determining the shear strength “of the grouting body,
determining the shear strength through previous engineering experience or taking the grouting body after grouting on site for indoor shear test,
(9) determining the resistance Æ of the grouting body,
K =7D [(z, + z,)¢, + d,e,] (formula 5)
BL-5365 LU501205 (10) determining the resistance Æ of the grouting body, determining the safety coefficient SF that the contact zone does not collapse after grouting, and when the SF >1.0, not collapsing; otherwise, when SF <1.0, collapsing occurred, SF = K /G (formula 6)
2. The method for judging the safety of subway fracture zone after curtain grouting according to claim 1, characterized in that the “and * in step (3) can also be obtained based on preliminary drilling data.
11
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010780766.1A CN111878094B (en) | 2020-08-06 | 2020-08-06 | Method for judging safety of subway broken belt after curtain grouting |
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| LU501205A1 LU501205A1 (en) | 2022-02-07 |
| LU501205B1 true LU501205B1 (en) | 2022-05-05 |
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| JP (1) | JP7278673B2 (en) |
| CN (1) | CN111878094B (en) |
| LU (1) | LU501205B1 (en) |
| WO (1) | WO2021244674A1 (en) |
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| CN111878094B (en) * | 2020-08-06 | 2022-02-15 | 中铁九局集团有限公司 | Method for judging safety of subway broken belt after curtain grouting |
| CN112666010B (en) * | 2020-12-25 | 2022-07-15 | 辽宁工程技术大学 | Method for determining unsaturated strength parameter of silty-fine sandy soil under foundation pit precipitation condition |
| CN114202113B (en) * | 2021-11-29 | 2024-09-17 | 福建工程学院 | Tunnel intrusion contact zone collapse sectional length prediction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1018281A (en) * | 1996-07-03 | 1998-01-20 | Maeda Corp | Curtain grouting method |
| JP3963883B2 (en) * | 2003-10-01 | 2007-08-22 | 独立行政法人港湾空港技術研究所 | Compaction method using low-strength injected solidified material. |
| CN102003191B (en) * | 2010-10-15 | 2012-10-10 | 河北钢铁集团矿业有限公司 | Mine curtain grouting effect determining method |
| CN202954377U (en) * | 2012-12-13 | 2013-05-29 | 中国水电顾问集团成都勘测设计研究院 | Cover-plate dam foundation triangle-region curtain structure |
| CN103089275B (en) * | 2013-01-16 | 2013-12-04 | 山东大学 | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections |
| JP2014181484A (en) * | 2013-03-19 | 2014-09-29 | Nishimatsu Constr Co Ltd | Ground improvement method |
| CN104880544B (en) * | 2015-04-02 | 2016-04-06 | 山东大学 | To the methods of testing and evaluating of weak surrounding rock grouting consolidation effect in underground works |
| CN105966797B (en) * | 2016-05-25 | 2019-03-22 | 清华大学 | Design method for the double-curtain type system for preventing oil-gas depot from revealing |
| CN107909255B (en) * | 2017-11-06 | 2021-11-02 | 天津大学 | Cloud model-based curtain grouting effect fuzzy comprehensive evaluation method |
| WO2019124935A1 (en) * | 2017-12-18 | 2019-06-27 | 송영수 | Tunnel construction method using grouting technology |
| CN108520113B (en) * | 2018-03-22 | 2019-01-29 | 广西信达高速公路有限公司 | A method of estimation tunnel reinforced radius |
| CN108918823B (en) * | 2018-06-15 | 2020-10-09 | 华侨大学 | Method for predicting mud gushing deposition length in water inrush and mud outburst hole of tunnel |
| CN109583047B (en) * | 2018-11-14 | 2022-06-07 | 华侨大学 | Method for predicting tunnel water and mud outburst surface subsidence forming time |
| CN109855987B (en) * | 2019-03-28 | 2021-03-09 | 华侨大学 | Tunnel mud gushing and dredging horizontal high-pressure grouting hole spacing prediction method |
| CN110631918A (en) * | 2019-11-22 | 2019-12-31 | 中铁九局集团第四工程有限公司 | Tunnel invasion contact strip long pipe shed reinforcement stability judgment method |
| CN111878094B (en) * | 2020-08-06 | 2022-02-15 | 中铁九局集团有限公司 | Method for judging safety of subway broken belt after curtain grouting |
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| JP7278673B2 (en) | 2023-05-22 |
| CN111878094A (en) | 2020-11-03 |
| JP2023504307A (en) | 2023-02-02 |
| LU501205A1 (en) | 2022-02-07 |
| CN111878094B (en) | 2022-02-15 |
| WO2021244674A1 (en) | 2021-12-09 |
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