CN114542077B - Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes - Google Patents
Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes Download PDFInfo
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- CN114542077B CN114542077B CN202210349589.0A CN202210349589A CN114542077B CN 114542077 B CN114542077 B CN 114542077B CN 202210349589 A CN202210349589 A CN 202210349589A CN 114542077 B CN114542077 B CN 114542077B
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- 239000002002 slurry Substances 0.000 title claims abstract description 80
- 238000007599 discharging Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 31
- 230000002093 peripheral effect Effects 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims description 26
- 239000011435 rock Substances 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 238000009792 diffusion process Methods 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000011161 development Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 238000007711 solidification Methods 0.000 claims description 3
- 230000008023 solidification Effects 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 9
- 230000005641 tunneling Effects 0.000 abstract description 3
- 238000012795 verification Methods 0.000 abstract description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000002367 phosphate rock Substances 0.000 description 1
- OJMIONKXNSYLSR-UHFFFAOYSA-N phosphorous acid Chemical compound OP(O)O OJMIONKXNSYLSR-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
- E21D1/16—Preparation of the ground by petrification
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a vertical well ground curtain grouting method combining grouting holes and slurry discharging holes, which comprises the following steps: arranging N peripheral drill holes; setting a central slurry discharging hole; constructing all grouting holes and slurry discharging holes to the same elevation; grouting is carried out in sections, and grouting is carried out sequentially according to stratum; grouting is carried out by adopting a method of grouting three grouting holes by one grouting hole and grouting by sequentially dividing the three grouting holes into areas; final grouting when the total sum of the grouting quantity of the grouting holes is equal to the input grouting quantity of the grouting holes; grouting is continued until the slurry cannot be discharged from the slurry discharge holes; grouting sequentially one by one until grouting of all areas of the grouting section is completed, and grouting the lower section; and (5) grouting all the sections sequentially from top to bottom. The method provided by the invention is a method which is proposed by combining theory with practice, and through field verification, the underground water flooding well can be effectively prevented, the well shaft tunneling construction safety and grouting quality are ensured, the cost and the construction period are saved, and the safe construction of the vertical well under the complex hydrologic condition is satisfied.
Description
Technical Field
The invention relates to a grouting method, in particular to a vertical well ground curtain grouting method combining grouting holes and slurry discharging holes.
Background
The main engineering geological problems faced by shaft excavation and tunneling are the influence of underground water gushes of fault fracture zones, karst and rock stratum cracks on excavation. When the main shaft and the auxiliary shaft are used for planning the shaft, structural fracture bearing water and karst water are developed at the positions of the shaft, when the shaft is excavated to the deep permeable fracture, the water pressure is high, the water quantity is high, and the integrity of the rock penetrating through the water-bearing karst fracture and surrounding rock is seriously damaged, so that the underground water runoff is smooth, water burst accidents are easy to occur, and the production safety of a mine is greatly threatened. In addition, rock mass breakage can cause abnormal loosening of rock stratum, larger deformation of well wall, large water quantity, high water pressure and difficult support.
Disclosure of Invention
In order to solve the technical problems, the invention provides a vertical ground curtain grouting method with simple operation, safety and reliability and combining grouting holes with grouting holes.
The technical scheme for solving the problems is as follows: a vertical well ground curtain grouting method combining grouting holes and slurry discharging holes comprises the following steps:
a. taking the design geographic coordinates of the vertical shaft as the center, and arranging N peripheral drilling holes around the radius R, wherein N/2 of the drilling holes are grouting holes, N/2 of the drilling holes are slurry discharging holes, and the grouting holes and the slurry discharging holes are alternately arranged; the straight line distance between the peripheral adjacent grouting holes and the slurry discharge holes is R, and R and R are smaller than the slurry diffusion radius;
b. Taking the design geographical coordinates of the vertical shaft as a center, and arranging a slurry discharging hole at the center point;
c. before grouting, constructing all grouting holes and slurry discharging holes to the same elevation;
d. Grouting is carried out in sections, and grouting is sequentially carried out according to the actual conditions of the engineering and the stratum;
e. Sequentially grouting each grouting section into N/2 areas, wherein grouting is performed by adopting a peripheral grouting hole, and the grouting method of two adjacent grouting holes and a central grouting hole is sequentially performed in the areas;
f. When the total slurry discharge amount of the slurry discharge holes is equal to the input slurry amount of the slurry injection holes, the final grouting standard is considered to be reached, namely, the final grouting is considered to be reached, and the slurry of the slurry discharge Kong Shengyu is extracted;
g. Waiting for solidification of the slurry, continuing grouting into the grouting holes, and if the slurry cannot be discharged from the slurry discharging holes, considering that grouting in the area is completed, so as to achieve the effect; if the slurry discharge hole also discharges slurry, continuing grouting until the slurry discharge hole can not discharge the slurry, and at the moment, considering that the grouting of the area is completed;
h. When grouting of one area of the grouting section is completed, grouting is sequentially completed one by one until grouting of all areas of the grouting section is completed, and grouting is performed on the lower section;
i. And (5) grouting all the sections sequentially from top to bottom.
In the step a, the diameter of an opening is not less than 110mm, a final hole is not less than 76mm, clear water drilling is performed, flushing liquid is not used, the drilling hole enters bedrock, the azimuth and the skewness are measured every 60-100 m, and the skewness tolerance range is not more than 1% of the hole depth.
In the step c, all drilling holes are constructed to the same elevation before grouting, cement is used for fixing a pipe after a sleeve is put down to a complete bedrock surface of an orifice, grouting is performed after drilling is performed for 5-20 m, a rock cap section is processed after grouting, hydrogeological logging is performed on the whole orifice, hole position coordinates, hole depth, aperture and layer change elevation are accurately marked, and fault conditions in formation description, karst development position, filler state, coring rate, deflection, sleeve-down position and drilling process are recorded.
In the step d, each grouting section Duan Gao is not more than 80m, the curtain grouting pressure of each grouting section is 2.5 times of the depth water pressure, and for each grouting section, a water injection test is carried out before grouting; curtain grouting uses cement with the mark no lower than Po42.5 ordinary Portland cement.
The invention has the beneficial effects that: the method provided by the invention is a method which is proposed by combining theory with practice, and through field verification, the underground water flooding well can be effectively prevented, the well shaft tunneling construction safety and grouting quality are guaranteed, the cost and the construction period are saved, the safe construction of the vertical well under the condition of complex hydrology is satisfied, the important practical significance is realized for mine construction, and the method has a wide application prospect.
Drawings
FIG. 1 is a flow chart of the present invention.
FIG. 2 is a schematic diagram of a borehole according to the present invention.
Fig. 3 is a plan view of a drilling arrangement in accordance with an embodiment of the present invention.
Fig. 4 is a schematic diagram of dynamic grouting according to an embodiment of the present invention.
Detailed Description
The invention is further described below with reference to the drawings and examples.
As shown in fig. 1, a vertical ground curtain grouting method combining grouting holes and slurry discharging holes comprises the following steps:
a. taking the design geographic coordinates of the vertical shaft as the center, and arranging N peripheral drilling holes around the radius R, wherein N/2 of the drilling holes are grouting holes, N/2 of the drilling holes are slurry discharging holes, and the grouting holes and the slurry discharging holes are alternately arranged; the straight line distance between the peripheral adjacent grouting holes and the slurry discharge holes is R, and R and R are smaller than the slurry diffusion radius, as shown in figure 2.
B. the shaft design geographic coordinates are taken as the center, and a slurry discharging hole 11 is arranged at the center point.
C. And (3) constructing all grouting holes and slurry discharging holes to the same elevation before grouting.
D. grouting is carried out in sections, and grouting is sequentially carried out according to the actual conditions of the engineering and the stratum.
E. Each grouting section is divided into N/2 areas for grouting sequentially, grouting is performed by adopting a peripheral grouting hole, and the grouting method of two adjacent grouting holes and a central grouting hole is performed in sequence in the areas.
F. when the total of the slurry discharge amounts of the slurry discharge holes is equal to the input slurry amount of the slurry injection holes, the final grouting standard, namely, the final grouting is considered to be reached, and the slurry of the slurry discharge Kong Shengyu is extracted.
G. Waiting for solidification of the slurry, continuing grouting into the grouting holes, and if the slurry cannot be discharged from the slurry discharging holes, considering that grouting in the area is completed, so as to achieve the effect; if the slurry discharge hole also discharges slurry, the grouting is continued until the slurry discharge hole cannot discharge slurry, at which point the grouting of the area is considered to be completed.
H. and after grouting of one area of the grouting section is completed, grouting is sequentially completed one by one until grouting of all areas of the grouting section is completed, and grouting is performed on the lower section.
I. And (5) grouting all the sections sequentially from top to bottom.
Examples
The invention takes some phosphorite in Hubei as an example. The hydrogeology types of the ore deposit are: karst water-filled ore beds with main water filling in the dissolving gap, direct water inlet in the top plate, indirect water inlet in the bottom plate, moderate hydrogeologic conditions and the like. It is intended to build a main shaft net diameter of 5.5m. The net diameter of the planned auxiliary shaft is 6.5 meters. The stratum of the lamp shadow group on the jolt system is a main water-bearing stratum, and water stopping treatment is needed; the stratum of the steep mountain Tuo group, the mineral bearing stratum, the Nanhua stratum and the like of the system under the joss, which are formed into a weak aquifer, have indirect water filling conditions and also should be subjected to water stopping treatment. The curtain grouting pressure of each grouting section is 2.5 times of the depth water pressure, the diffusion radius is determined according to analogy with similar mines, the stratum where the embodiment of the invention is located is a lamp group stratum, the karst of the fissure is relatively developed, the permeability is relatively good, the minimum diffusion radius of the slurry is 6m, and the maximum diffusion radius of the slurry is 30m.
Referring to fig. 3 and 4, the grouting process is as follows:
1. 10 peripheral drilling holes are arranged around the radius 6m by taking the geographical center of the shaft design as a coordinate, wherein 1,3,5,7 and 9 are grouting holes, and 2,4,6,8 and 10 are slurry discharging holes. The radius and the distance between the peripheral grouting holes and the slurry discharge holes are smaller than the minimum slurry diffusion radius of 6m (the slurry diffusion radius is obtained according to in-situ geological condition experiments). The diameter of the open hole is not less than 110mm, and the final hole is not less than 76mm. And the drilling with clear water is adhered to, and flushing fluid such as slurry cannot be used. The azimuth and the skewness of the drilled holes are measured every 60-100 m of the bedrock, and the allowable range of the skewness is not more than 1% of the depth of the holes.
2. And setting a central slurry discharging hole by taking the design geographical coordinates of the vertical shaft as the center.
3. Before the drilling machine is installed, the land is leveled and hardened, and the error between the installation of the drilling machine and the hole site is not more than 20cm. And (3) constructing all drilling holes to the same elevation of-130 m before grouting. And (3) after the casing pipe is lowered to the complete bedrock surface of the orifice, cement is used for fixing the pipe, and grouting is carried out after drilling is carried out for 5-20 m, so that the rock cap section is treated. The full hole is subjected to hydrogeological recording, and the position coordinates, the hole depth, the hole diameter, the layer change elevation, the formation description, the karst development position, the filling state, the coring rate, the deflection rate, the casing running position, the fault condition in the drilling process and the like are accurately recorded.
4. Grouting is carried out in a segmented mode, and according to stratum aquifer conditions, the main aquifer is the third section (average thickness 238.62 m) of the lamp shadow group of the seismometer system, the second section (average thickness 102.56 m) and the first section (average thickness 112.96 m). The maximum length of the section is not more than 80m (40-50 m is generally used), so that grouting is performed in 9 sections, respectively 12-20 in FIG. 4. The curtain grouting pressure of each grouting section is 2.5 times of the water pressure of the depth, and for each grouting section, water injection (pressure) test is carried out before grouting.
5. Since there are 5 grouting holes at the periphery of this example, grouting is sequentially performed by dividing each segment into five regions. In grouting, grouting holes 1 are firstly used for grouting, and adjacent grouting holes 2 and 10 and a central grouting hole 11 are used for grouting. When the grouting amount and the discharge amount of the grouting holes are basically stable, the grouting is considered to be finished, the grouting is stopped, and the grouting Kong Shengyu slurry is pumped out. And (3) whether grouting reaches the standard or not is detected, the grouting is continued after the grouting is solidified, and if the grouting cannot be discharged from the grouting holes, the grouting in the area is judged to be completed. If the slurry can be discharged, the above steps are repeated, and the slurry cannot be discharged directly.
6. When the grouting of the first partition of the section reaches the standard, the grouting of the other 4 partitions is completed according to the time needle sequence. And (5) grouting the lower section after completing grouting of the section according to the steps sequentially.
7. And (5) grouting all the sections sequentially from top to bottom.
And analyzing the construction condition, grouting condition, accumulated grouting quantity and grouting condition of the grouting holes every day, and measuring and calculating the hole inclination condition of each drilling hole.
In conclusion, the grouting device has the characteristics of guaranteeing grouting quality, saving cost and construction period and effectively stopping water, and has good social and economic benefits.
Claims (4)
1. The vertical ground curtain grouting method combining grouting holes and slurry discharging holes is characterized by comprising the following steps of:
a. taking the design geographic coordinates of the vertical shaft as the center, and arranging N peripheral drilling holes around the radius R, wherein N/2 of the drilling holes are grouting holes, N/2 of the drilling holes are slurry discharging holes, and the grouting holes and the slurry discharging holes are alternately arranged; the straight line distance between the peripheral adjacent grouting holes and the slurry discharge holes is R, and R and R are smaller than the slurry diffusion radius;
b. Taking the design geographical coordinates of the vertical shaft as a center, and arranging a slurry discharging hole at the center point;
c. before grouting, constructing all grouting holes and slurry discharging holes to the same elevation;
d. Grouting is carried out in sections, and grouting is sequentially carried out according to the actual conditions of the engineering and the stratum;
e. Sequentially grouting each grouting section into N/2 areas, wherein grouting is performed by adopting a peripheral grouting hole, and the grouting method of two adjacent grouting holes and a central grouting hole is sequentially performed in the areas;
f. When the total slurry discharge amount of the slurry discharge holes is equal to the input slurry amount of the slurry injection holes, the final grouting standard is considered to be reached, namely, the final grouting is considered to be reached, and the slurry of the slurry discharge Kong Shengyu is extracted;
g. Waiting for solidification of the slurry, continuing grouting into the grouting holes, and if the slurry cannot be discharged from the slurry discharging holes, considering that grouting in the area is completed, so as to achieve the effect; if the slurry discharge hole also discharges slurry, continuing grouting until the slurry discharge hole can not discharge the slurry, and at the moment, considering that the grouting of the area is completed;
h. When grouting of one area of the grouting section is completed, grouting is sequentially completed one by one until grouting of all areas of the grouting section is completed, and grouting is performed on the lower section;
i. And (5) grouting all the sections sequentially from top to bottom.
2. The method according to claim 1, wherein in the step a, the diameter of the hole is not smaller than 110mm, the final hole is not smaller than 76mm, the hole is drilled with clear water, no flushing liquid is used, the direction and the deflection angle of the drilled hole are measured every 60-100 m of the bedrock, and the deflection tolerance range is not larger than 1% of the hole depth.
3. The method for grouting a vertical ground curtain by combining grouting holes and slurry discharging holes according to claim 1, wherein in the step c, all drilling holes are constructed to the same elevation before grouting, cement is used for fixing a pipe after a sleeve is put down to a complete bedrock surface of an orifice, grouting is performed after 5-20 m of drilling is performed on a rock cap section, hydrogeology is recorded on the whole hole, hole position coordinates, hole depth, hole diameter and layer changing elevation are accurately marked, and rock formation description, karst development position, filling state, coring rate, deflection rate, sleeve-putting position and fault conditions in the drilling process are recorded.
4. The method according to claim 1, wherein in the step d, each grouting section Duan Gao is not more than 80m, the grouting pressure of each grouting section curtain is 2.5 times of the depth water pressure, and for each grouting section, the water injection test is performed before grouting; curtain grouting uses cement with the mark no lower than Po42.5 ordinary Portland cement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210349589.0A CN114542077B (en) | 2022-04-02 | 2022-04-02 | Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210349589.0A CN114542077B (en) | 2022-04-02 | 2022-04-02 | Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes |
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| CN114542077A CN114542077A (en) | 2022-05-27 |
| CN114542077B true CN114542077B (en) | 2024-06-21 |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105862990A (en) * | 2016-03-24 | 2016-08-17 | 上海市机械施工集团有限公司 | Prefabricated assembly well wall structure and construction method thereof |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2258141C1 (en) * | 2004-05-25 | 2005-08-10 | Акционерная компания "АЛРОСА" (ЗАО) | Grouting method for water-bearing horizon rock during vertical pit shaft building |
| CN109026011B (en) * | 2018-09-12 | 2019-12-06 | 北京中煤矿山工程有限公司 | waterproof curtain control grouting process for dolomite vertical shaft with huge-thickness rich water lamp shadow group |
| CN111365002B (en) * | 2020-03-30 | 2021-07-30 | 北京中煤矿山工程有限公司 | Ground pre-grouting method for small-section high wellbore in complex stratum |
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- 2022-04-02 CN CN202210349589.0A patent/CN114542077B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105862990A (en) * | 2016-03-24 | 2016-08-17 | 上海市机械施工集团有限公司 | Prefabricated assembly well wall structure and construction method thereof |
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