CN113202480B - Combined bearing double-layer well wall and construction method thereof - Google Patents
Combined bearing double-layer well wall and construction method thereof Download PDFInfo
- Publication number
- CN113202480B CN113202480B CN202110668284.1A CN202110668284A CN113202480B CN 113202480 B CN113202480 B CN 113202480B CN 202110668284 A CN202110668284 A CN 202110668284A CN 113202480 B CN113202480 B CN 113202480B
- Authority
- CN
- China
- Prior art keywords
- well wall
- wall
- grouting
- layer
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 45
- 239000010410 layer Substances 0.000 claims abstract description 75
- 239000000463 material Substances 0.000 claims abstract description 14
- 230000005641 tunneling Effects 0.000 claims abstract description 9
- 239000011229 interlayer Substances 0.000 claims abstract description 8
- 238000007710 freezing Methods 0.000 claims description 27
- 230000008014 freezing Effects 0.000 claims description 27
- 230000015572 biosynthetic process Effects 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 10
- 238000006703 hydration reaction Methods 0.000 claims description 9
- 238000010257 thawing Methods 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 5
- 230000001105 regulatory effect Effects 0.000 claims description 4
- 238000004458 analytical method Methods 0.000 claims description 3
- 238000009529 body temperature measurement Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 42
- 239000002002 slurry Substances 0.000 abstract description 13
- 238000009749 continuous casting Methods 0.000 abstract description 2
- 238000007789 sealing Methods 0.000 description 13
- 239000002131 composite material Substances 0.000 description 8
- 230000000694 effects Effects 0.000 description 8
- 230000036571 hydration Effects 0.000 description 6
- 238000004519 manufacturing process Methods 0.000 description 5
- 238000005336 cracking Methods 0.000 description 4
- 230000002706 hydrostatic effect Effects 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 239000012267 brine Substances 0.000 description 2
- 238000001816 cooling Methods 0.000 description 2
- 239000006260 foam Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000003763 carbonization Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/06—Lining shafts; Linings therefor with iron or steel
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mechanical Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Wood Science & Technology (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a combined bearing double-layer well wall and a construction method thereof, belonging to the technical field of double-layer well wall construction, wherein the combined bearing double-layer well wall comprises an inner layer well wall and an outer layer well wall, the outer layer well wall is formed by segmented tunneling and pouring, and construction joints exist among all sections of the outer layer well wall; the inner well wall is formed by continuous casting; a gap is arranged between the inner well wall and the outer well wall, and a micro-expansion grouting material is injected into the gap to form a micro-expansion interlayer. The invention adopts micro-expansion slurry material to carry out grouting between the inner and outer layer walls, and the solidified slurry can tightly adhere the inner layer well wall and the outer layer well wall and densely fill water seepage channels in the outer layer well wall and the stratum close to the well wall.
Description
Technical Field
The invention belongs to the technical field of double-layer well wall construction, and particularly relates to a combined bearing double-layer well wall and a construction method thereof.
Background
The shaft in the water-rich stratum in China is usually excavated by an artificial freezing method, and a double-layer reinforced concrete well wall (referred to as a double-layer well wall for short) or a double-layer reinforced concrete composite well wall with a plastic interlayer (referred to as a double-layer composite well wall for short) is mostly adopted for supporting. The shaft is a life line connecting the ground and the underground, so that the shaft wall serving as a supporting structure must have strong bearing capacity (bearing the pressure of the stratum and the underground water) and high water sealing performance (the water inflow of the shaft can meet the use requirement) within the service life.
The double-layer well wall consists of an inner layer well wall and an outer layer well wall, the wall building material is concrete, and reinforcing steel bars are arranged if necessary. The main functions of the outer well wall are to resist the formation pressure and the construction load in the construction period and resist the formation pressure together with the inner well wall in the service period. Because of the existence of more construction joints and construction cracks which are difficult to completely avoid, the water sealing function of the outer well wall is limited. The main function of the inner well wall is to resist the pressure of the groundwater during the service life and to resist the pressure of the formation together with the outer well wall.
In fact, as the freezing well wall needs to undergo rapid and large temperature change, under the constraint action of the outer well wall, complex temperature stress is generated inside the inner well wall, and the cracking is common and serious. A large number of temperature cracks obviously reduce the water sealing performance of the inner well wall, and the pressure between the walls is difficult to increase during grouting, so that the filling range of the grout is limited. In addition, due to shrinkage during the process of cement paste calculus, the grout is difficult to densely fill the water seepage channel. Therefore, the expected effects of improving the overall water sealing performance of the well wall and reducing the hydraulic load of the inner well wall are difficult to achieve remarkably in the grouting between the walls. Therefore, the value of the hydraulic load of the inner well wall is close to or even equal to the hydrostatic pressure of the calculated depth during design, and as a result, the design thickness and the concrete strength grade of the inner well wall increase nonlinearly along with the depth of the well, so that the cost of the well is increased rapidly. On the other hand, in order to make the water inflow of the shaft meet the use requirements, a production unit has to repeatedly perform grouting between the inner wall and the outer wall, even between the outer wall and the surrounding rock, within the service life of the shaft for many times. Repeated grouting not only affects normal production and increases production cost, but also has poor effect and high safety risk due to the operation of propping against high-pressure underground water.
The double-layer composite well wall is an improvement on the double-layer well wall. On the basis of the double-layer well wall, a plastic thin plate (generally 1-2 layers, each layer is 1.5mm thick) is additionally arranged between the inner layer well wall and the outer layer well wall of the double-layer composite well wall; for a shaft in the soil layer, a layer of foam board (generally 50-75 mm thick) is additionally arranged between the outer well wall and the soil layer. The foam board plays the effect of heat preservation slow compression, is favorable to outer wall of a well concrete intensity to increase. The plastic plate can reduce the constraint effect of the outer well wall on the inner well wall, and reduce the temperature stress in the inner well wall when the temperature changes, thereby greatly relieving the cracking problem of the inner well wall. The double-layer composite well wall improves the water sealing performance of the inner well wall, thereby greatly improving the overall water sealing performance of the well wall, and is a freezing well wall structure mainly adopted in China at present. However, the double-layer composite well wall cannot improve the filling effect of the grouting between walls on the water seepage channels of the well wall. On the contrary, the existence of the plastic plate obviously deteriorates the filling effect of the slurry on the gaps between the inner and outer well walls, so that the inner and outer walls are completely separated, and a smooth water storage space is formed between the walls. During the use of the shaft, underground water enters between the inner wall and the outer wall through the outer wall water seepage channel, so that the inner well wall can completely bear the water pressure between the walls. In the long term, the pressure of water between the inner wall and the outer wall is consistent with the underground water pressure of the stratum, so that the value of the hydraulic load of the inner well wall is equal to the hydrostatic pressure of the calculated depth in the design process. So, compare in double-deck wall of a well under the same condition, the inlayer wall of a well design thickness of double-deck compound wall of a well is the same or even bigger.
Therefore, for a frozen shaft in a deep water-rich stratum, a double-layer shaft wall and a construction method thereof which can reduce the thickness of the shaft wall on the premise of ensuring the water sealing performance of the shaft wall are urgently needed.
Disclosure of Invention
The invention aims to provide a double-layer well wall capable of reducing the thickness of the well wall on the premise of ensuring the water sealing performance of the well wall and a construction method thereof, and the technical scheme is as follows:
a jointly-loaded double-layer well wall comprises an inner-layer well wall and an outer-layer well wall, wherein the outer-layer well wall is formed by segmented tunneling and pouring, and construction joints exist among all sections of the outer-layer well wall; the inner well wall is formed by continuous pouring; a gap is formed between the inner well wall and the outer well wall, and a micro-expansion grouting material is injected into the gap to form a micro-expansion interlayer.
Furthermore, the inner well wall is formed by continuously pouring low-hydration heat micro-expansion concrete meeting the design strength from bottom to top, and the outer well wall is formed by tunneling and pouring in sections from top to bottom.
Furthermore, a plurality of grouting pipes are arranged on the inner well wall and used for injecting micro-expansion grouting materials into a gap between the inner well wall and the outer well wall.
Furthermore, the grouting pipes are in multiple groups, and the multiple groups of grouting pipes are vertically arranged on the inner well wall at intervals; the number of each group of grouting pipes is 4-12, and the grouting pipes are evenly distributed along the circumferential direction of the inner well wall.
Furthermore, the vertical spacing distance between each group of grouting pipes is less than or equal to 20m.
The construction method for manufacturing the combined bearing double-layer well wall is characterized by comprising the following steps:
s10, tunneling in sections from top to bottom and pouring an outer well wall;
s20, continuously pouring the micro-expansion inner-layer well wall from bottom to top; drilling in the casting process or after casting, and vertically arranging a plurality of groups of grouting pipes on the inner well wall at intervals for grouting between the inner well wall and the outer well wall in the later period;
and S30, after the inner well wall construction is finished, injecting a micro-expansion grouting material between the inner well wall and the outer well wall through a grouting pipe, wherein the final pressure of grouting in each hole reaches a preset pressure.
Further, before the construction in the step S10, a stratum thawing area, a stratum freezing area and a stratum non-freezing area are sequentially formed outside the preset position of the outer well wall by adopting an artificial freezing method.
Further, in the construction process of the step S20, before the frozen junction area of the stratum is partially and completely melted, grouting between the inner well wall and the outer well wall is completed; before the inner well wall is constructed, the freezing cold quantity is regulated and controlled according to the design.
Further, the temperature states of the stratum freezing area and the outer well wall are obtained through analysis of temperature measurement data of a freezing system or through testing of a pre-embedded part of the temperature sensors during construction of the outer well wall.
Has the beneficial effects that:
the invention provides a double-layer well wall capable of bearing by combining an inner layer wall and an outer layer wall and a construction method thereof, aiming at the two technical defects that the inner layer well wall of the existing double-layer well wall structure is seriously cracked, grouting slurry cannot compactly fill gaps between the inner layer wall and the outer layer wall and other water seepage channels, and the invention adopts low hydration heat micro-expansion concrete and freezing cold quantity regulation and control technology to control the cooling rate and amplitude of the inner layer well wall so as to reduce cracks of the inner layer well wall; and by optimizing the grouting time, grouting between the inner well wall and the outer well wall by adopting a micro-expansion slurry material, wherein the solidified slurry can tightly adhere the inner well wall and the outer well wall and densely fill water seepage channels in the outer well wall and the stratum close to the well wall. The invention reduces the cracks of the inner well wall, improves the self water sealing performance of the inner well wall on one hand, and can properly improve the grouting pressure during grouting between the two walls, thereby being beneficial to the grouting effect.
The invention can also compensate the curing shrinkage of grouting slurry and even control the proper expansion of the slurry after curing; one can more closely fill the construction joint, the construction crack of the outer well wall and the water guide channel in the near well wall stratum, thereby increasing the infiltration resistance of the underground water between the inner well wall and the outer well wall; and secondly, after the slurry is solidified, the inner well wall and the outer well wall can be tightly adhered, and a water storage space between the walls is eliminated, so that the underground water infiltrated from the outer well wall only acts on the outer wall in a pore water pressure mode.
Meanwhile, the water sealing performance of the inner well wall is improved, and the water seepage channels of the well wall and the near-wall stratum are fully filled, so that the overall water sealing performance of the well wall is superior to that of a double-layer well wall. The inner well wall and the outer well wall are closely adhered, the two well walls jointly resist the formation pressure and the groundwater pressure, and the inner well wall is only pressed by the pore water pressure, so the required thickness of the inner well wall is less than that of the double-layer well wall.
Because the inner well wall in the well wall of the invention is only acted by the pore water pressure, the hydraulic load is obviously smaller than the inner well wall in the double-layer well wall and the double-layer composite well wall in the prior art, and the inner and outer well walls can resist the formation pressure and the underground water pressure in a combined way. The well wall of the invention has convenient construction and good integral water sealing performance, the required well wall thickness is obviously less than that of the existing double-layer well wall and double-layer composite well wall under the same condition, and the construction cost of the well wall in the deep water-rich stratum can be obviously saved.
Drawings
FIG. 1 is a schematic structural view of the present invention;
wherein, 1, an inner well wall; 2. a micro-expanded interlayer; 3. an outer well wall; 4. constructing a joint; 5. a formation defrosting zone; 6. a formation freeze zone; 7. the unfrozen area of the formation.
Detailed Description
Example 1
A jointly-loaded double-layer well wall comprises an inner-layer well wall 1 and an outer-layer well wall 3, wherein the outer-layer well wall 3 is formed by tunneling and casting in sections, and construction joints 4 are arranged among the sections of the outer-layer well wall 3; the inner well wall 1 is formed by continuous casting; a gap is arranged between the inner well wall 1 and the outer well wall 3, and micro-expansion grouting materials are injected into the gap to form a micro-expansion interlayer 2.
In this embodiment, the inner wall 1 is formed by continuously casting low hydration heat micro expansion concrete satisfying the design strength from bottom to top.
Wherein, outer wall of a well 3 from top to bottom segmentation is pour, has construction joint 4 between the wall of a well of adjacent section. The inner well wall 1 is continuously poured from bottom to top, no construction joint 4 exists, and the integrity is good.
In this embodiment, a plurality of grouting pipes are preset on the inner well wall 1 for injecting micro-expansion grouting material into the gap between the inner well wall 1 and the outer well wall 3. Wherein, the inner well wall 1 is provided with a grouting pipe in a pre-buried or direct drilling mode.
The grouting pipes are arranged on the inner well wall 1 in a vertical and spaced manner; the number of each group of grouting pipes is 4-12, and the grouting pipes are evenly distributed along the circumferential direction of the inner well wall 1. The vertical spacing distance between each group of grouting pipes is less than or equal to 20m.
In this embodiment, after the inner well wall 1 and the outer well wall 3 are constructed, the gap between the inner well wall 1 and the outer well wall 3 is grouted by using a grouting pipe which is pre-buried or directly drilled and installed on the inner well wall 1, and the grout material is micro-expansion grout.
The main function of grouting is to fill the gap between the inner well wall 1 and the outer well wall 3, and also fill the water seepage channels possibly existing in the inner well wall 1, the outer well wall 3 and the stratum close to the well wall, so as to improve the overall water sealing performance of the well wall and reduce the hydraulic load applied to the inner well wall 1.
In the embodiment, the inner well wall 1 is cast by low hydration heat micro expansion concrete meeting the design strength requirement, the shrinkage (including drying shrinkage, carbonization shrinkage, self-shrinkage, temperature shrinkage and the like) of the inner well wall 1 is compensated, the cracking risk is reduced, and steel fibers can be doped to resist cracking if necessary. In the construction process, before the inner well wall 1 is constructed, the inward cold energy transmission of the freezing zone 6 of the stratum is controlled through freezing regulation (such as regulating the flow rate of brine, the temperature of the brine and the like). The combination of the low-hydration heat concrete and the freezing temperature control can control the cooling rate and amplitude of the inner well wall 1, and effectively reduce temperature cracks.
In this embodiment, the micro-expansion interlayer 2 is made of micro-expansion grouting material, and after the inner well wall 1 is completely constructed, a grouting pipe pre-buried or directly drilled and installed on the inner well wall 1 is used for injecting into a gap between the inner well wall 1 and the outer well wall 3 before the formation freezing zone 6 is partially and completely melted (partially permeable, commonly referred to as "windowing"). Because the inner well wall 1 has few cracks, the pressure can be increased during grouting (even the pressure can be slightly greater than the hydrostatic pressure of the grouting depth, and the actual bearing capacity of the inner well wall 1 is used as a control index, so that the grouting pressure can be designed). Inner wall of a well 1 is not leaked thick liquid, stratum frozen area 6 is not passed through thick liquid, therefore, the thick liquid can only flow or get into stratum thawing zone 5 of nearly wall of a well through outer wall of a well 3 construction joint 4 and construction crack along between inner wall of a well 1 and the outer wall of a well 3 (after inner wall of a well 1 is pour, because the heat of hydration releases, the heat is to outer wall and stratum direction transmission, can melt the partial frozen area of nearly wall of a well, form the thawing zone of certain extent), not only can form micro-expansion intermediate layer 2 between inner wall of a well 1 and the outer wall of a well 3, and outer wall of a well 3 and stratum thaw water channel of freezing zone 5 all obtain fully filled.
The size of the slurry is slightly expanded in the curing process, and the channel filled with the slurry cannot be degraded into a water seepage channel after the slurry is cured, so that the permeability of the outer well wall 3 and the formation thawing area 5 is obviously reduced. Under the expansion effect, a micro-expansion interlayer 2 formed by solidifying slurry between the inner well wall 1 and the outer well wall 3 can be tightly adhered to the inner well wall 1 and the outer well wall 3, so that the inner well wall 1 and the outer well wall 3 are jointly loaded.
Example 2
This embodiment is a construction method for manufacturing the jointly loaded double-layer well wall provided in embodiment 1, and includes the following steps:
and S10, tunneling in sections from top to bottom and pouring the outer well wall 3.
S20, continuously pouring the micro-expansion inner-layer well wall 1 from bottom to top; in the pouring process, a plurality of groups of grouting pipes are embedded in the inner well wall 1 at vertical intervals and are used for grouting between the inner well wall and the outer well wall in the later period.
In another embodiment, after the inner well wall 1 is poured, a plurality of groups of grouting pipes are installed in the inner well wall 1 at vertical intervals for grouting between the inner well wall and the outer well wall in the later period.
And S30, after the construction of the inner well wall 1 is completed, injecting a micro-expansion grouting material between the inner well wall 1 and the outer well wall 3 through a grouting pipe, wherein the final pressure of grouting in each hole is required to reach the preset pressure.
In this embodiment, before the construction in step S10, a formation frozen area 5, a formation frozen area 6 and a formation non-frozen area 7 should be sequentially formed outside the predetermined position of the outer well wall 3 by using an artificial freezing method.
Wherein, the stratum defrosting district 5 originally is the freezing district, pours the in-process at the outer wall, because the concrete hydration heat of outer wall of a well 3 releases, can melt a part of stratum near outer wall of a well 3 naturally, and this part of stratum is exactly the defrosting district. During this section-by-section downward construction of the outer wall 3, the upper freeze-thaw area may be frozen again into the freeze-thaw area. When the inner well wall 1 is constructed upwards, a thawing area can be formed again due to the release of the concrete hydration heat of the inner well wall 1.
In the construction process of the step S20, before the stratum freezing area 5 is partially and completely melted, grouting between the inner well wall 1 and the outer well wall 3 is completed; before the inner well wall 1 is constructed, the freezing cold quantity is regulated and controlled according to the design.
In this embodiment, the temperature states of the formation freezing zone 5 and the outer well wall 3 are obtained through analysis of temperature measurement data of a freezing system or through testing of embedded partial temperature sensors during construction of the outer well wall 3. The purpose of this part is mainly to control the outer wall of the well 3 and the near wall region to be in a normal temperature state, and grouting at this time is good in effect.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the technical scope of the present invention, so that any minor modifications, equivalent changes and modifications made to the above embodiment according to the technical spirit of the present invention are within the technical scope of the present invention.
Claims (5)
1. The construction method of the jointly-loaded double-layer well wall is characterized in that the jointly-loaded double-layer well wall comprises an inner layer well wall and an outer layer well wall, the outer layer well wall is formed by segmented tunneling and pouring, and construction joints exist among all the segments of the outer layer well wall; the inner well wall is formed by continuous pouring; a gap is formed between the inner well wall and the outer well wall, and a micro-expansion grouting material is injected into the gap to form a micro-expansion interlayer;
the inner well wall is formed by continuously pouring low-hydration heat micro-expansion concrete meeting the design strength from bottom to top, and the outer well wall is formed by tunneling and pouring in sections from top to bottom;
the construction method of the combined bearing double-layer well wall comprises the following steps:
s10, tunneling in sections from top to bottom and pouring an outer well wall;
s20, continuously pouring the micro-expansion inner well wall from bottom to top; drilling in the casting process or after casting, and vertically arranging a plurality of groups of grouting pipes on the inner well wall at intervals for grouting between the inner well wall and the outer well wall in the later period;
s30, after the inner well wall construction is finished, injecting a micro-expansion grouting material between the inner well wall and the outer well wall through a grouting pipe, wherein the final grouting pressure of each hole reaches a preset pressure;
before the construction in the step S10, a stratum thawing area, a stratum freezing area and a stratum non-freezing area are sequentially formed outside the preset position of the outer well wall by adopting an artificial freezing method;
in the construction process of the step S20, before the frozen junction area of the stratum is partially and completely melted, grouting between the inner well wall and the outer well wall is completed; before the inner well wall is constructed, the freezing cold quantity is regulated and controlled according to the design.
2. The method as claimed in claim 1, wherein a plurality of grouting pipes are provided on the inner wall for injecting a micro-expansive grouting material into the gap between the inner wall and the outer wall.
3. The construction method of the combined bearing double-layer well wall according to claim 2, wherein the grouting pipes are in a plurality of groups, and the groups of grouting pipes are vertically arranged on the inner well wall at intervals; the number of each group of grouting pipes is 4-12, and the grouting pipes are evenly distributed along the circumferential direction of the inner well wall.
4. The method of claim 3 wherein the vertical spacing between each set of grout pipes is no greater than 20m.
5. The construction method of the combined bearing double-layer well wall as claimed in claim 1, wherein the temperature states of the formation freezing zone and the outer well wall are obtained by analysis of temperature measurement data of a freezing system or by testing of embedded temperature sensors during construction of the outer well wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110668284.1A CN113202480B (en) | 2021-06-16 | 2021-06-16 | Combined bearing double-layer well wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110668284.1A CN113202480B (en) | 2021-06-16 | 2021-06-16 | Combined bearing double-layer well wall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113202480A CN113202480A (en) | 2021-08-03 |
| CN113202480B true CN113202480B (en) | 2022-11-22 |
Family
ID=77024725
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110668284.1A Active CN113202480B (en) | 2021-06-16 | 2021-06-16 | Combined bearing double-layer well wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113202480B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113668582B (en) * | 2021-08-06 | 2023-05-26 | 中国联合工程有限公司 | Grouting type double-wall pressure-bearing water-reducing pipe well device and construction method thereof |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1108435C (en) * | 2000-04-11 | 2003-05-14 | 山东科技大学防水建材研究所 | Anti-leakage compound wall of freeze well and its construction method |
| CN100545418C (en) * | 2006-07-11 | 2009-09-30 | 盛天宝 | Quick filling system between the composite shaft lining wall |
| CN206409234U (en) * | 2017-01-14 | 2017-08-15 | 安徽省皖北煤电集团有限责任公司百善煤矿 | A kind of pitshaft water-tight device |
| CN106837340B (en) * | 2017-02-27 | 2018-10-23 | 中国矿业大学 | The construction method of wall clearance grouting waterproof and reinforcing shaft wall structure under frost wall protection |
| CN107246267B (en) * | 2017-07-25 | 2023-07-04 | 马钢(集团)控股有限公司 | Vertical shaft wall structure in bad stratum, construction device and construction method |
| CN108775241B (en) * | 2018-05-23 | 2020-03-10 | 北京中煤矿山工程有限公司 | Filling process capable of enabling slurry to be uniformly distributed between inner wall and outer wall of freezing shaft |
| CN208816125U (en) * | 2018-07-24 | 2019-05-03 | 北京隧盾市政建设有限公司 | Shield inspection-pit maintenance backfill support construction |
| CN109577989B (en) * | 2018-12-13 | 2020-08-25 | 山东大学 | Novel deep mine shaft wall structure and construction method |
| CN109723087B (en) * | 2018-12-26 | 2020-06-26 | 中国矿业大学 | Double-layer well wall with steel members assembled on outer wall and construction process |
-
2021
- 2021-06-16 CN CN202110668284.1A patent/CN113202480B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN113202480A (en) | 2021-08-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108035335B (en) | Method for constructing shaft type underground parking garage by freezing method | |
| CN110965595B (en) | Raft foundation building lifting reinforcement structure and method under corrosive geological environment | |
| CN104806253A (en) | Construction method for opening hole between rectangular pipe jacking channels | |
| CN112663694B (en) | Construction method for lifting and rectifying building on silt geology | |
| CN113202480B (en) | Combined bearing double-layer well wall and construction method thereof | |
| CN112112654A (en) | Isolation plate structure in upper soft and lower hard stratum and construction method thereof | |
| CN110130324B (en) | Steel pipe mini pile and construction method thereof | |
| CN111379253A (en) | Construction method for high-speed railway expanded cement slurry post-grouting discrete material pile composite foundation | |
| CN111395263A (en) | Leakage treatment method for roller compacted concrete dam body | |
| CN112482415B (en) | Consolidation grouting method for underground cavern under high external water pressure and flowing water condition | |
| CA3217077C (en) | Single-layer shaft lining with joint sealing structure and grouting system and its construction method | |
| CN109208412A (en) | Inter-city passenger rail fragment-free track slab Disease Treatment method and operating system | |
| CN108914911A (en) | A kind of stratum prestress advanced excavation stability control method | |
| CN113356887B (en) | Single-layer well wall with grouting water-stop connecting piece and construction method thereof | |
| CN114776323B (en) | Method for controlling double compensation of stratum and stress loss of shield tunnel | |
| CN108930211A (en) | The method for building heat preservation gutter using foam concrete | |
| CN109537630B (en) | Reinforcing method for synergistic effect of steel pipe shed and frozen soil | |
| CN112431189A (en) | Advanced freezing and reinforcing method for water-rich silt stratum for underground continuous wall construction | |
| CN110029999B (en) | Orifice closed hole internal circulation deep-seated part soluble rock grouting method | |
| CN105019487A (en) | Shallow raft foundation building correcting method | |
| CN117779742B (en) | Regional directional grouting system and method combining freezing and dewatering in water-rich region | |
| CN216239901U (en) | Roof leakage repairing structure | |
| CN219220417U (en) | Tunnel structure suitable for soft stratum condition | |
| CN113404009B (en) | Novel concrete panel structure of rock-fill dam and construction method | |
| CN118110161A (en) | Pressure irrigation prefabricated hardened soil pile and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |