CN113356858B - Non-equal-strength composite freezing wall freezing method - Google Patents
Non-equal-strength composite freezing wall freezing method Download PDFInfo
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- CN113356858B CN113356858B CN202110790690.5A CN202110790690A CN113356858B CN 113356858 B CN113356858 B CN 113356858B CN 202110790690 A CN202110790690 A CN 202110790690A CN 113356858 B CN113356858 B CN 113356858B
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- 230000008014 freezing Effects 0.000 title claims abstract description 50
- 238000007710 freezing Methods 0.000 title claims abstract description 50
- 238000000034 method Methods 0.000 title claims abstract description 19
- 239000002131 composite material Substances 0.000 title claims abstract description 12
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 239000012267 brine Substances 0.000 claims description 55
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 claims description 55
- 238000010276 construction Methods 0.000 claims description 8
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 claims description 5
- 239000011780 sodium chloride Substances 0.000 claims description 5
- 238000004901 spalling Methods 0.000 claims description 5
- 239000011148 porous material Substances 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 230000003247 decreasing effect Effects 0.000 claims 2
- 238000006073 displacement reaction Methods 0.000 description 9
- 230000000052 comparative effect Effects 0.000 description 6
- 239000003245 coal Substances 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- LFQSCWFLJHTTHZ-UHFFFAOYSA-N Ethanol Chemical compound CCO LFQSCWFLJHTTHZ-UHFFFAOYSA-N 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000013078 crystal Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003306 harvesting Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Classifications
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- 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
- E21D1/12—Preparation of the ground by freezing
-
- 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)
- Excavating Of Shafts Or Tunnels (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the technical field of shaft excavation, and provides a non-equal-strength composite frozen wall freezing method which is used for reducing internal stress generated during shaft excavation, wherein the shaft is divided into an upper part, a middle part and a lower part in sequence.
Description
Technical Field
The invention relates to the technical field of freezing method shaft sinking, in particular to a non-equal-strength composite freezing wall freezing method.
Background
The coal mine is a throat key road for connecting the ground and an underground production environment, and the breakage of a well wall occurs in a freezing construction shaft adopted in China, at present, when a plurality of coal mines are subjected to freezing wall freezing and coal mine excavation, the calculation and research of the thickness, the bearing capacity, the deformation and other parameters of the freezing wall generate larger errors with engineering practice, and the engineering practice cannot be comprehensively guided.
Disclosure of Invention
The invention provides a non-equal-strength composite frozen wall freezing method, which solves the problems that the underground displacement of a frozen wall is large, the bottom heave in a shaft is serious and the displacement of a shaft top is large in a freezing method shaft sinking process in the related technology.
The technical scheme of the invention is as follows:
a freezing method of non-equal-strength composite frozen wall is used for reducing the internal stress generated when a vertical shaft is dug, the vertical shaft is sequentially divided into an upper part, a middle part and a lower part from top to bottom, and comprises the following steps,
s1, determining the position of a shaft to be excavated,
s2, cutting anti-caving holes, inner holes, middle holes and outer holes along the periphery of the position of the vertical shaft to be cut, wherein the anti-caving holes, the inner holes, the middle holes and the outer holes are sequentially far away from the position of the vertical shaft and are all arranged with the vertical shaft as a central circumference, the cutting depth in the middle holes is deepest, and the inner holes, the outer holes and the anti-caving holes are sequentially shallow,
s3, freezing the rib-preventing holes and the inner holes until the rib-preventing holes and the inner holes are used for preventing the well wall ribs from being frozen when a shaft is excavated,
s4, excavating the position of the vertical shaft to be excavated until the middle hole is frozen,
s5, completing the excavation of the upper part of the vertical shaft, beginning to excavate the middle part of the vertical shaft, simultaneously beginning to freeze the outer hole until the shaft is excavated to the depth of the freezing hole, completing the freezing,
s6, completing the excavation of the middle part of the vertical shaft, beginning to perform the excavation of the lower part of the vertical shaft, completing the excavation of the vertical shaft,
wherein, when the rib spalling prevention hole and the inner hole are frozen in the step S3, the flow rate of the frozen brine can be adjusted in time according to the actual digging and building condition of the shaft, and simultaneously, the flow rates of the rib spalling prevention hole and the inner hole brine are both larger than the flow rate of the frozen brine when the hole is frozen in the step S4 and are also both larger than the flow rate of the frozen brine when the outer hole is frozen in the step S5,
the temperature of the frozen brine when the rib preventing holes are frozen and the temperature of the frozen brine when the inner holes are frozen in the step S3 are the same as the temperature of the frozen brine when the holes are frozen in the step S4 and are lower than the temperature of the frozen brine when the outer holes are frozen in the step S8.
As a further technical scheme, the number of the refrigerators used when the rib hole and the inner hole are prevented from being frozen is larger than the number of the refrigerators used when the middle hole and the outer hole are frozen.
As a further technical scheme, the anti-rib hole, the inner hole, the middle hole and the outer hole are sequentially reduced in frozen brine flow, the frozen brine temperature is sequentially increased, and the number of refrigerators used in freezing is sequentially reduced.
As a further technical solution, it is proposed that,
specifically, in the step S3, the frozen brine flow during the freeze of the highwall hole is 14m high and the frozen brine flow during the freeze of the inner hole is 14m high,
the frozen brine flow during mesopore freezing in the step S4 is specifically carried out by 12 m/h,
and in the step S5, specifically carrying out 12m cultivation/h cultivation on frozen brine flow when the outer hole is frozen.
As a further technical solution, the method comprises the following steps,
in the step S3, the temperature of the frozen saline water is specifically-33 ℃ when the rib caving hole is prevented from being frozen,
step S4 the frozen brine temperature at which the pores are frozen is specifically-33 c,
in step S5, the temperature of the frozen brine is-32 ℃ when the outer holes are frozen.
The working principle and the beneficial effects of the invention are as follows:
1. the inner ring hole is strengthened and the rib hole is prevented from being frozen, so that the underground displacement of the frozen wall and the bottom heave in the shaft can be effectively limited.
2. The brine flow of the freezing holes of the middle ring hole and the outer ring hole is weakened or the brine temperature is increased, so that the engineering safety is ensured, the capacity loss is effectively reduced, and the economic benefit is increased. The actual highwall displacement is only 16.8 mm/cycle time per module at the maximum, which is 70.9% less than the same wellbore highwall displacement without this technique.
3. After the form of the composite frozen wall is adopted, the temperature of the excavated shaft wall is-8.5 ℃, and is about 50 percent higher than the lowest shaft wall temperature of a shaft without the method, so that the safety construction of the shaft is ensured, and a good construction environment is provided for excavating and laying construction units.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a schematic cross-sectional view of the present invention;
in the figure: 1-crystal, 2-rib-preventing holes, 3-inner holes, 4-middle holes and 5-outer holes.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any inventive step, are intended to be within the scope of the present invention.
Example 1
A non-equal-strength composite freezing wall freezing method is used for reducing internal stress generated during digging of a vertical shaft, the vertical shaft is divided into an upper part, a middle part and a lower part from top to bottom in sequence, and comprises the following steps,
s1, determining the position of a vertical shaft 1 to be excavated,
s2, cutting anti-caving holes 2, inner holes 3, middle holes 4 and outer holes 5 along the periphery of the position of the vertical shaft 1 to be cut, wherein the anti-caving holes 2, the inner holes 3, the middle holes 4 and the outer holes 5 are sequentially far away from the position of the vertical shaft 1 and are all arranged with the vertical shaft 1 as a central circumference, the cutting depth of the middle holes 4 is deepest, the inner holes 3, the outer holes 5 and the anti-caving holes 2 are sequentially shallow,
s3, freezing the rib-preventing holes 2 and the inner holes 3 until the rib-preventing holes are used for cutting the shaft to prevent the shaft rib from being frozen,
s4, excavating the position of the shaft 1 to be excavated until the middle hole 4 is frozen,
s5, completing the excavation of the upper part of the vertical shaft 1, beginning to excavate the middle part of the vertical shaft 1, simultaneously beginning to freeze the outer hole 5 until the shaft is excavated to the depth of the freezing hole, completing the freezing,
s6, completing the excavation of the middle part of the vertical shaft 1, starting the excavation of the lower part of the vertical shaft 1, completing the excavation of the vertical shaft 1,
in step S3, the frozen brine flow when the rib preventing hole 2 is frozen and the frozen brine flow when the inner hole 3 is frozen are both greater than the frozen brine flow when the hole 4 is frozen in step S4 and greater than the frozen brine flow when the outer hole 5 is frozen in step S8.
In the step S3, the temperature of the frozen brine when the rib hole 2 is frozen and the temperature of the frozen brine when the inner hole 3 is frozen are both lower than the temperature of the frozen brine when the hole 4 is frozen in the step S4 and lower than the temperature of the frozen brine when the outer hole 5 is frozen in the step S5.
Furthermore, the number of refrigerators used when the rib hole 2 and the inner hole 3 are frozen is larger than the number of refrigerators used when the middle hole 4 and the outer hole 5 are frozen.
Further, the rib-preventing holes 2, the inner holes 3, the middle holes 4 and the outer holes 5 are sequentially reduced in frozen brine flow, the frozen brine temperature is sequentially increased in frozen brine flow, and the number of refrigerators used in frozen brine flow is sequentially reduced.
Further, the frozen brine flow during freezing of highwall hole 2 in step S3 is specifically 14 m/h, the frozen brine flow during freezing of inner hole 3 is specifically 14 m/h,
step S4, specifically carrying out 12m ethanol harvest/h on the frozen brine flow when the hole 4 is frozen,
the frozen brine flow during freezing of the outer hole 5 in step S5 is specifically 12 m/h.
Further, in the step S3, the temperature of frozen brine is specifically not lower than-32 ℃ at the lowest when the rib hole 2 is frozen, the temperature of frozen brine is specifically not lower than-32 ℃ at the lowest when the inner hole 3 is frozen,
the temperature of the frozen brine at which the holes 4 are frozen in step S4 is specifically at least-32 c,
the temperature of the frozen brine at the time of freezing the outer holes 5 in the step S5 is specifically at least-32 ℃ at the lowest.
Comparative example 1
All the steps of example 1 are included, except that in freezing operation, each cycle is required to be synchronously frozen, and the temperature of the saline water in each cycle is the same.
Comparative example 2
All the steps of example 1 are included, except that in freezing operation, each cycle is required to be frozen synchronously, and the brine flow in each cycle is the same.
Comparative example 3
All the steps of example 1 are included, except that in freezing operation, each circle is required to be synchronously frozen, and the temperature and the flow rate of the saline in each circle are the same.
The freeze Kong Yanshui temperature, freeze hole brine flow rate, freeze wall downhole displacement, wellbore inner bottom drum, well head displacement, minimum well head temperature measured for the freeze Kong Yanshui temperatures provided in example 1, comparative example 2, and comparative example 3 above are shown in the following table:
from the above table, it can be seen that the actual highwall displacement of example 1 is only 16.8 mm/cycle time per module at maximum, which is 70.9% less than the displacement of the same wellbore highwall without this technique (57.73 mm/cycle time per module), as compared to comparative example 3 in example 1.
In the embodiment 1, after the actual temperature of the well wall adopts the achievement of the composite frozen wall, the temperature of the well wall is only-8.5 ℃ at the lowest and is about 50% higher than the lowest temperature (-17 ℃) of the well wall of a comparison shaft, so that the safe construction of the shaft is ensured, and a good construction environment is provided for a driving and laying construction unit.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions, improvements, etc. within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
1. A non-equal-strength composite frozen wall freezing method is used for reducing internal stress generated when a vertical shaft (1) is excavated, the vertical shaft (1) is sequentially divided into an upper part, a middle part and a lower part, and is characterized by comprising the following steps,
s1, determining the position of a vertical shaft (1),
s2, cutting anti-caving holes (2), inner holes (3), middle holes (4) and outer holes (5) along the periphery of the position of the vertical shaft (1), wherein the anti-caving holes (2), the inner holes (3), the middle holes (4) and the outer holes (5) are sequentially far away from the position of the vertical shaft (1) and are all arranged by taking the vertical shaft (1) as a central circumference, the cutting depth in the middle holes (4) is deepest, the inner holes (3), the outer holes (5) and the anti-caving holes (2) are sequentially shallow,
s3, freezing the rib spalling prevention holes (2) and the inner holes (3) for preventing rib spalling of the well rib during shaft excavation,
s4, excavating the position of the vertical shaft (1), and simultaneously freezing the middle hole (4),
s5, completing the excavation of the upper part of the vertical shaft (1), beginning to excavate the middle part of the vertical shaft (1), simultaneously beginning to freeze the outer hole (5) until the shaft is excavated to the depth of the freezing hole and then completing the freezing,
s6, completing the excavation of the middle part of the vertical shaft (1), starting the excavation of the lower part of the vertical shaft (1) to complete the excavation of the vertical shaft (1),
wherein, when the rib preventing hole (2) and the inner hole (3) are frozen in the step S3, the flow rate of frozen brine is adjusted in time according to the actual digging condition of the shaft, and simultaneously, the flow rates of the rib preventing hole (2) and the inner hole (3) are both larger than the flow rate of the frozen brine when the middle hole (4) in the step S4 is frozen and also larger than the flow rate of the frozen brine when the outer hole (5) in the step S5 is frozen,
in the step S3, the temperature of the frozen brine when the rib preventing hole (2) is frozen and the temperature of the frozen brine when the inner hole (3) is frozen are both lower than the temperature of the frozen brine when the middle hole (4) is frozen in the step S4 and lower than the temperature of the frozen brine when the outer hole (5) is frozen in the step S5.
2. A method for freezing a non-uniform strength composite frozen wall according to claim 1, characterized in that the spall wall preventing holes (2) form a frozen wall, the inner holes (3) form a frozen wall, the middle holes (4) form a frozen wall and the outer holes (5) form a frozen wall, and the temperature of each frozen wall is adjusted in time according to the shaft digging construction condition.
3. The freezing method of claim 1, wherein the anti-spalling hole (2), the inner hole (3), the middle hole (4) and the outer hole (5) are sequentially decreased in freezing saline flow rate, sequentially increased in freezing saline temperature and sequentially decreased in number of freezers used in freezing.
4. The method of claim 1, wherein the step of freezing the composite frozen wall with unequal strength comprises,
specifically, the frozen brine flow during freezing of the highwall pore (2) in the step S3 is 14 m/h, the frozen brine flow during freezing of the inner pore (3) is 14 m/h,
the frozen brine flow during freezing of the mesopore (4) in step S4 is particularly 12 m/h,
in the step S5, the frozen brine flow when the outer hole (5) is frozen is specifically 12 m/h.
5. The method of claim 3, wherein the freezing step is performed by using a freezing chamber,
in the step S3, the lowest frozen brine temperature of the anti-rib hole (2) is not lower than-32 ℃ when being frozen, and the lowest frozen brine temperature of the inner hole (3) is not lower than-32 ℃ when being frozen,
the temperature of the frozen brine at the time of freezing the mesopores (4) in step S4 is specifically at a minimum of not less than-32 c,
in the step S5, the temperature of the frozen brine when the outer holes (5) are frozen is specifically not lower than-32 ℃ at the lowest.
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