CN114319388A - Construction method of foundation pit enclosure structure in existing building in karst area - Google Patents
Construction method of foundation pit enclosure structure in existing building in karst area Download PDFInfo
- Publication number
- CN114319388A CN114319388A CN202210180602.4A CN202210180602A CN114319388A CN 114319388 A CN114319388 A CN 114319388A CN 202210180602 A CN202210180602 A CN 202210180602A CN 114319388 A CN114319388 A CN 114319388A
- Authority
- CN
- China
- Prior art keywords
- filling
- karst
- construction
- grouting
- pile
- 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.)
- Pending
Links
Images
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a construction method of a foundation pit enclosure structure in an existing building in a karst area, and belongs to the technical field of urban underground construction. The construction method of the foundation pit enclosure structure in the existing building of the karst area comprises the following steps: s101, surveying a karst area in a building; s201, performing karst pretreatment, dividing the cavern into an unfilled cavern, a partially filled cavern and a fully filled cavern according to the size, filling condition, burial depth and stratum conditions of the cavern body according to the investigation result of S101, and filling and grouting the ground cavern; s301, filling and filling the hole body, judging the depth and the stratum condition of the hole body according to the survey result of the S101, and grouting by adopting a drilling and pipe burying method. By using the construction method of the foundation pit enclosure structure in the existing building in the karst area, the disturbance effect on the surrounding soil body is reduced, the deformation of the surrounding earth surface and the building is greatly reduced, the construction efficiency is greatly increased, and the construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of urban underground construction, in particular to a construction method of a foundation pit enclosure structure in an existing building in a karst area.
Background
Along with the development of economy in China, the speed of urbanization is accelerated, more and more urban buildings need to be transformed and additionally built with underground spaces, but from the aspects of resource utilization and urban environment protection, the underground spaces are not easy to be greatly disassembled and built, and more safe and low-interference construction needs to be carried out on the premise of protecting existing buildings at the periphery.
Meanwhile, southern areas in China are mostly karst areas, and various holes with different scales including karst caves and soil caves are inevitably encountered during excavation construction operation of foundation pits in the existing buildings.
Disclosure of Invention
The invention aims to overcome the problems in the prior art and provides a construction method of a foundation pit support structure in an existing building in a karst area.
The invention provides a construction method of a foundation pit enclosure structure in an existing building in a karst area, which comprises the following steps:
s101, surveying a karst area in a building;
s201, performing karst pretreatment, dividing the cavern into an unfilled cavern, a partially filled cavern and a fully filled cavern according to the size, filling condition, burial depth and stratum conditions of the cavern body according to the investigation result of S101, and filling and grouting the ground cavern;
s301, filling and filling the hole body, judging the depth and the stratum condition of the hole body according to the survey result of the S101, and grouting by adopting a drilling and pipe burying method;
s401, carrying out supporting pile construction on the hole body, adopting combination of single slurry and mixed clay mortar to carry out filling construction, sequentially carrying out measurement lofting, stirring and sinking of a supporting pile foundation along a guide frame, starting a mortar pump, spraying while lifting the pile foundation of the construction method, cleaning a pipeline and a stirring head, closing the mortar pump, and finally repeating the step S401 to carry out construction of the next pile;
s501, carrying out layered excavation on the foundation pit.
Preferably, in the step S101, surveying the karst region, performing drilling construction on the rock-soil layer, and sampling the rock core by selecting a corresponding drilling tool, a drilling pressure, a rotating speed and a flushing fluid; and recording the position, scale, burial depth, filler character and underground water characteristic of the hole body.
Preferably, in the step S201, cement mortar is used for grouting and filling the unfilled karst cave and the partially filled karst cave; determining whether the full-filled karst cave is processed or not according to the condition of the filler, directly performing grouting filling when the filler is loose or soft and plastic, and checking the filler by adopting a standard penetration number when the property of the filler cannot be judged, wherein the full-filled karst cave with the standard penetration number being more than or equal to 10 strokes is not subjected to grouting filling; grouting and filling the fully filled karst cave with the standard penetration number less than 10 hits; for the karst cave with larger scale, the measures of drilling in a safety limit, adopting quick setting slurry to control a boundary and reducing the grouting range and the grouting amount are adopted.
Preferably, in the step S301, the soil cavern with the buried depth less than twice the diameter of the soil cavern and the surrounding rock as a sandy soil layer is filled and grouted by adopting a vibration immersed tube mode; forming holes, embedding grouting pipes, sealing a top plate of the karst cave and gaps between the grouting pipes and the hole walls, and then grouting; filling-free karst caves with the height of more than or equal to 3m and partially filled karst caves, and injecting mud and mortar into a PVC sleeve; and for the unfilled karst cave with the height of less than 3m and the partially filled karst cave, filling the karst cave by adopting a filling and sealing method, wherein the filler is cement mortar or crushed stone or dry sand.
Preferably, in step S401, the volume ratio of cement, sand, clay and water for the unfilled hole body and the partially filled hole body with a hole body height greater than or equal to 2m is 1: 6: 2: filling and converting the mixed clay mortar of the step 4; then changing the volume ratio of water to cement to be 2: 1, filling and compacting the single slurry at or around the original hole; the volume ratio of water injected into the partially filled hole body with the height less than 2m and the fully filled hole body is 2: 1, filling and converting the single slurry, and changing the volume ratio of water injection to cement into 1: 1, filling and compacting the single slurry.
Preferably, when the pile position in the step S401 meets the condition that the core strength of the medium-stroke petrochemical rock stratum is more than 15MPa, hole guiding is needed, the diameter of the hole guiding is 200mm, and construction is performed according to the pile construction process flow of the single-hole micro-disturbance method after hole guiding is completed; when the strength of the core of the medium weathering rock stratum is less than or equal to 15MPa, hole guiding is not needed.
Preferably, in step S401, the lofting is measured and used to determine each hole position and grouting depth, then the pile foundation of the support pile is moved to the designated pile position and alignment, and after the stirring shaft reaches the design depth, the pile foundation of the pile construction method is lifted while stirring, and the perpendicularity deviation of the main shaft of the pile machine is not greater than 1/250.
Preferably, in step S401, the pile foundation of the support pile is started to enable the pile foundation of the support pile to stir and sink along the guide frame, the sinking speed is controlled by a current monitoring meter of the electrical control device, the working current is not greater than the rated current, and clean water is supplied from the slurry conveying system during the period to facilitate drilling; the sinking drilling speed of the pile foundation of the support pile is less than 1.0m/min, the sinking drilling speed in the stratum of the miscellaneous fill and the silty clay is less than 0.8m/min, the drilling speed in the round gravel layer is 0.4m/min, and the drilling speed is 0.03m/min when the strength of the middle stroke fossil limestone core is less than 15 MPa.
Preferably, in the step S401, the pile foundation of the support pile is sunk to the designed depth, the mortar pump is started, and when the grout reaches the grout spraying port, the pile foundation of the construction method is lifted while the grout is sprayed at the lifting speed of less than 1.0 m/min; and (3) preparing cement paste, wherein the stagnation time is not more than 2 hours, and the construction interval of adjacent support piles in lap joint construction is not more than 12 hours.
Preferably, in step S401, when the shotcrete of the pile foundation of the support pile is lifted to the designed top surface elevation, the mortar pump is closed, the slurry in the collecting hopper is just emptied, in order to stir the soil body and the slurry evenly, the pile foundation of the construction method is stirred and sunk again until the pile foundation is discharged out of the ground, a proper amount of clear water is injected into the collecting hopper, the mortar pump is opened, the residual cement slurry in all the pipelines is cleaned until the pile foundation is basically clean, the soft soil adhered to the stirring head is cleaned, and finally the steps are repeated to carry out the construction of the next pile; the construction method is characterized in that H-shaped steel is adopted for piles in a close insertion mode or in an alternate insertion mode, and construction is carried out in the same row according to a one-jump construction mode.
Compared with the prior art, the invention has the beneficial effects that: the method for constructing the foundation pit support structure in the existing building in the karst area solves two difficulties of excavation of the foundation pit in the existing building in the karst development area, one is that an underground soil dissolving cave is further expanded to collapse in the pile foundation construction process to cause construction safety accidents, and the other is that a wall body is cracked and even the pile foundation is unstable due to disturbance to the existing building in the pile foundation construction process; classifying and preprocessing the underground soil dissolving holes by surveying geological features in advance, and filling and grouting the soil dissolving holes to ensure that the filled soil is compact; by using the construction method of the foundation pit enclosure structure in the existing building in the karst area, the disturbance effect on the surrounding soil body is reduced, the deformation of the surrounding earth surface and the building is greatly reduced, the construction efficiency is greatly increased, and the construction cost is reduced.
Drawings
FIG. 1 is a schematic view of a fill scheme slip pipe arrangement of the present invention;
FIG. 2 is a schematic diagram of the arrangement of the guide holes and the support pile positions of the invention;
fig. 3 is a schematic diagram of pile jumping by a support pile method of the present invention;
FIG. 4 is a flow chart of the present invention.
Detailed Description
The following detailed description of specific embodiments of the invention, it should be understood, however, that the scope of the invention is not limited by the specific embodiments; all other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The invention provides a construction method of a foundation pit support structure in an existing building in a karst area, which comprises the following steps:
s101, surveying a karst area in a building, carrying out drilling construction on a rock-soil layer, and sampling a rock core by selecting a corresponding drilling tool, a drilling pressure, a rotating speed and a flushing fluid; recording the position, scale, burial depth, filler character and underground water characteristic of the hole body;
s201, performing karst pretreatment, dividing the cave into an unfilled cave, a partially filled cave and a fully filled cave according to the size, filling condition, burial depth and stratum conditions of the cave body according to the investigation result of S101, filling and grouting the ground cave body, and checking the treatment effect after the karst pretreatment is finished; the soil body after grouting reinforcement should have good uniformity, self-reliance and tightness, and the sex inspection method is to drill a hole in the grouting consolidation body for coring and to measure the unconfined strength; coring is preferably 1% of the number of grouting holes, and each section is not less than 1 hole; the uniaxial unconfined strength of the grouting consolidation body 28d is not less than 0.2 MPa. Repeating the treatment construction when the condition is not met;
for the unfilled karst cave and the partially filled karst cave, adopting cement mortar for grouting and filling; determining whether the full-filled karst cave is processed or not according to the condition of the filler, wherein the filler is checked by adopting a standard penetration number, and the full-filled karst cave with the standard penetration number being more than or equal to 10 strokes is not filled by grouting; grouting and filling the fully filled karst cave with the standard penetration number less than 10 hits; for a karst cave with a large scale, drilling holes in a safety limit, adopting quick setting cement to control a boundary, and reducing the grouting range and the grouting amount, as shown in fig. 2, 13 is a cement pump truck, 14 is the ground surface, 15 is a drilling hole, 16 is an assumed boundary line of the karst cave, 17 is grouted mortar, wherein a plurality of drilling holes 15 are provided, grouting pipes are arranged in the drilling holes, three adjacent drilling holes 15 are distributed in a triangular manner on the horizontal plane, the drilling holes 15 have the grouting function, after the drilling holes 15 are finished, grouting is performed in the drilling holes 15, and the rest drilling holes are exhausted.
S301, filling and filling the hole body, judging the depth and the stratum condition of the hole body according to the survey result of the S101, and grouting by adopting a drilling and pipe burying method;
filling and grouting soil holes with the burial depth less than two times of the diameter of the soil hole and the surrounding rocks as sand layers in a vibration immersed tube mode; forming holes, embedding grouting pipes, sealing a top plate of the karst cave and gaps between the grouting pipes and the hole walls, and then grouting; filling-free karst caves with the height of more than or equal to 3m and partially filled karst caves, and injecting mud and mortar into a PVC sleeve; and for the unfilled karst cave with the height of less than 3m and the partially filled karst cave, filling the karst cave by adopting a filling and sealing method, wherein the filler is cement mortar or crushed stone or dry sand.
S401, carrying out supporting pile construction on a hole body, carrying out filling construction by combining single slurry and mixed clay mortar, sequentially carrying out measurement lofting, stirring and sinking of a supporting pile foundation along a guide frame, starting a mortar pump, spraying while lifting the pile foundation of the construction method, cleaning a pipeline and a stirring head, closing the mortar pump, and finally repeating the steps to carry out construction of the next pile;
emergency measures of emergency events in the karst cave pretreatment process are summarized as the following two measures:
drill drop and borehole collapse occurred: backfilling and plugging should be carried out in time, if the collapse is serious, personnel and machines should be removed immediately, and after plugging is stable, the drilling hole is avoided for additional operation;
and (3) serious slurry leakage during karst cave grouting: judging that the karst cave is an open karst cave if the grouting pressure is reduced from large to small or the pressure cannot rise after grouting for a period of time and the grouting amount is far greater than the calculated amount; secondly, detecting the boundary of the karst cave again, and after the boundary is determined, adopting double-liquid slurry to make a waterproof curtain at the periphery, wherein the waterproof curtain adopts intermittent and graded grouting for six to ten hours, and the grouting is graded for one to four times; and thirdly, after the waterproof curtain is constructed, jumping hole grouting is carried out from outside to inside.
The volume ratio of cement, sand, clay and water for the unfilled hole body with the height of more than or equal to 2m and the partially filled hole body is 1: 6: 2: filling and converting the mixed clay mortar of the step 4; then changing the volume ratio of water to cement to be 2: 1, filling and compacting the single slurry at or around the original hole; the volume ratio of water injected into the partially filled hole body with the height less than 2m and the fully filled hole body is 2: 1, filling and converting the single slurry, and changing the volume ratio of water injection to cement into 1: 1, filling and compacting the single slurry;
when the strength of a core of a stroke-induced rock stratum of a pile position is greater than 15MPa, hole guiding is needed, the diameter of each hole guiding is 200mm, the hole guiding is arranged as shown in the figure 2, 10 is a hole guiding pile, 11 is section steel, 12 is a support pile, and construction is carried out according to a pile construction process flow of a single-hole micro-disturbance method after hole guiding is completed; when the strength of the core of the medium weathering rock stratum is less than or equal to 15MPa, hole guiding is not needed;
and measuring and lofting to determine each hole position and grouting depth, moving the pile foundation of the support pile to reach the designated pile position and centering, and lifting the pile foundation of the pile construction method while stirring after the stirring shaft reaches the design depth, wherein the verticality deviation of the main shaft of the pile machine is not more than 1/250.
Starting the supporting pile foundation to enable the supporting pile foundation to stir and sink along the guide frame, wherein the sinking speed is controlled by a current monitoring meter of the electrical control device, the working current is not more than the rated current, and clear water is supplied from the slurry conveying system during the period so as to facilitate drilling; the sinking drilling speed of a pile foundation of the support pile is less than 1.0m/min, the sinking drilling speed in a stratum of miscellaneous fill and silty clay is less than 0.8m/min, the drilling speed in a round gravel layer is 0.4m/min, and the drilling speed is 0.03m/min when the strength of the middle stroke fossil limestone core is less than 15 MPa;
sinking the pile foundation of the support pile to the designed depth, starting an mortar pump, and lifting the pile foundation of the construction method while spraying the mortar when the mortar reaches a mortar spraying opening according to the lifting speed of less than 1.0 m/min; preparing cement paste, wherein the stagnation time is not more than 2 hours, and the construction interval of adjacent support piles in lap joint construction is not more than 12 hours (initial setting time);
when the pile foundation of the support pile is sprayed and lifted to the designed top surface elevation, the mortar pump is closed, the slurry in the collecting hopper is just emptied, in order to uniformly stir the soil body and the slurry, the pile foundation of the pile in the construction method is stirred and sunk to the ground again, a proper amount of clear water is injected into the collecting hopper, the mortar pump is opened, the residual cement slurry in all pipelines is cleaned until the pile foundation is basically clean, the soft soil adhered to the stirring head is cleaned, and finally the steps are repeated to carry out the construction of the next pile until the construction is finished; the construction method is characterized in that H-shaped steel is densely inserted or inserted one by one, construction is carried out on the same row by one-jump construction, as shown in the jumping sequence of the support piles in figure 3, a plurality of support piles are shown in the figure, and the support piles in the same row are jumped according to the sequence of 1 → 3 → 2 → 5 → 4 → 7 → 6 → 9 → 8;
s501, carrying out layered excavation on the foundation pit, and carrying out synchronous follow-up on the steel support according to earthwork construction according to the principle of 'supporting by slotting, digging after supporting, layered excavation and forbidden over excavation'.
The method for constructing the foundation pit support structure in the existing building in the karst area solves two difficulties of excavation of the foundation pit in the existing building in the karst development area, one is that an underground soil dissolving cave is further expanded to collapse in the pile foundation construction process to cause construction safety accidents, and the other is that a wall body is cracked and even the pile foundation is unstable due to disturbance to the existing building in the pile foundation construction process; classifying and preprocessing the underground soil dissolving holes by surveying geological features in advance, and filling and grouting the soil dissolving holes to ensure that the filled soil is compact; by using the construction method of the foundation pit enclosure structure in the existing building in the karst area, the disturbance effect on the surrounding soil body is reduced, the deformation of the surrounding earth surface and the building is greatly reduced, the construction efficiency is greatly increased, and the construction cost is reduced.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A construction method of a foundation pit support structure in an existing building in a karst area is characterized by comprising the following steps:
s101, surveying a karst area in a building;
s201, performing karst pretreatment, dividing the cavern into an unfilled cavern, a partially filled cavern and a fully filled cavern according to the size, filling condition, burial depth and stratum conditions of the cavern body according to the investigation result of S101, and filling and grouting the ground cavern;
s301, filling and filling the hole body, judging the depth and the stratum condition of the hole body according to the survey result of the S101, and grouting by adopting a drilling and pipe burying method;
s401, carrying out supporting pile construction on the hole body, adopting combination of single slurry and mixed clay mortar to carry out filling construction, sequentially carrying out measurement lofting, stirring and sinking of a supporting pile foundation along a guide frame, starting a mortar pump, spraying while lifting the pile foundation of the construction method, cleaning a pipeline and a stirring head, closing the mortar pump, and finally repeating the step S401 to carry out construction of the next pile;
s501, carrying out layered excavation on the foundation pit.
2. The method for constructing a foundation pit support structure inside an existing building in a karst area according to claim 1, wherein the investigation of the karst area and the drilling of the rock-soil layer are performed in step S101, and a core is sampled by using a corresponding drilling tool, a drilling pressure, a rotating speed and a flushing fluid; and recording the position, scale, burial depth, filler character and underground water characteristic of the hole body.
3. The method for constructing a foundation pit support structure inside an existing building in a karst area according to claim 1, wherein cement mortar is used for grouting and filling the unfilled karst cave and the partially filled karst cave in the step S201; determining whether the full-filled karst cave is processed or not according to the condition of the filler, directly performing grouting filling when the filler is loose or soft and plastic, and checking the filler by adopting a standard penetration number when the property of the filler cannot be judged, wherein the full-filled karst cave with the standard penetration number being more than or equal to 10 strokes is not subjected to grouting filling; grouting and filling the fully filled karst cave with the standard penetration number less than 10 hits;
for area horizontal projection range exceeding 10m2The karst cave adopts the measures of drilling in a safety limit, adopting cement paste to control a boundary and reducing the grouting range and the grouting amount.
4. The method for constructing the foundation pit support structure inside the existing building in the karst area according to claim 1, wherein the soil cave with the burial depth less than two times and the surrounding rock being the sandy soil layer is filled and grouted in the step S301 by adopting a vibrating immersed tube mode; forming holes, embedding grouting pipes, sealing a top plate of the karst cave and gaps between the grouting pipes and the hole walls, and then grouting;
filling-free karst caves with the height of more than or equal to 3m and partially filled karst caves, and injecting mud and mortar into a PVC sleeve; and for the unfilled karst cave with the height of less than 3m and the partially filled karst cave, filling the karst cave by adopting a filling and sealing method, wherein the filler is cement mortar or crushed stone or dry sand.
5. The method for constructing a foundation pit support structure inside an existing building in a karst area according to claim 1, wherein in the step S401, the volume ratio of cement, sand, clay and water for unfilled holes and partially filled holes with a hole height of 2m or more is 1: 6: 2: filling and converting the mixed clay mortar of the step 4; then changing the volume ratio of water to cement to be 2: 1, filling and compacting the single slurry at or around the original hole;
the volume ratio of water injected into the partially filled hole body with the height less than 2m and the fully filled hole body is 2: 1, filling and converting the single slurry, and changing the volume ratio of water injection to cement into 1: 1, filling and compacting the single slurry.
6. The method for constructing a foundation pit support structure inside an existing building in a karst area according to claim 1, wherein when the pile position meets the condition that the strength of a rock core of a medium-stroke rock stratum is more than 15MPa in the step S401, a pilot hole needs to be formed, the diameter of the pilot hole is 200mm, and after the pilot hole is formed, construction is performed according to a single-hole micro-disturbance method pile construction process flow; when the strength of the core of the medium weathering rock stratum is less than or equal to 15MPa, hole guiding is not needed.
7. The method for constructing a foundation pit support structure in an existing building in a karst area according to claim 1, wherein in step S401, lofting is measured for determining each hole site and grouting depth, then a supporting pile foundation is moved to a designated pile site and centered, the pile foundation in the construction method is lifted while stirring after the stirring shaft reaches the design depth, and the perpendicularity deviation of the main shaft of the pile machine is not more than 1/250.
8. The method for constructing a foundation pit support structure inside an existing building in a karst region according to claim 1, wherein in step S401, the supporting pile foundation is started to enable the supporting pile foundation to stir and sink along the guide frame, the sinking speed is controlled by a current monitoring meter of the electric control device, the working current is not greater than the rated current, and during the period, clear water is supplied from the slurry conveying system to facilitate drilling; the sinking drilling speed of the pile foundation of the support pile is less than 1.0m/min, the sinking drilling speed in the stratum of the miscellaneous fill and the silty clay is less than 0.8m/min, the drilling speed in the round gravel layer is 0.4m/min, and the drilling speed is 0.03m/min when the strength of the middle stroke fossil limestone core is less than 15 MPa.
9. The method for constructing a foundation pit support structure inside an existing building in a karst area according to claim 1, wherein in the step S401, the pile foundation of the support pile is sunk to a designed depth, the mortar pump is started, and after the grout reaches the grout spraying port, the pile foundation of the construction method is lifted while the grout is sprayed at a lifting speed of less than 1.0 m/min; and (3) preparing cement paste, wherein the stagnation time is not more than 2 hours, and the construction interval of adjacent support piles in lap joint construction is not more than 12 hours.
10. The method of claim 1, wherein in step S401, when the pile foundation of the support pile is lifted to a designed top surface elevation, the mortar pump is turned off, the slurry in the collecting hopper is just emptied, in order to mix the soil and slurry uniformly, the pile foundation of the construction method is sunk while being mixed again to the ground, a proper amount of clear water is injected into the collecting hopper, the mortar pump is turned on, the residual cement slurry in all pipelines is washed until the cement slurry is basically clean, the soft soil adhered to the mixing head is washed clean, and finally the steps are repeated to perform the construction of the next pile; the construction method is characterized in that H-shaped steel is adopted for piles in a close insertion mode or in an alternate insertion mode, and construction is carried out in the same row according to a one-jump construction mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210180602.4A CN114319388A (en) | 2022-02-25 | 2022-02-25 | Construction method of foundation pit enclosure structure in existing building in karst area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210180602.4A CN114319388A (en) | 2022-02-25 | 2022-02-25 | Construction method of foundation pit enclosure structure in existing building in karst area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114319388A true CN114319388A (en) | 2022-04-12 |
Family
ID=81030221
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210180602.4A Pending CN114319388A (en) | 2022-02-25 | 2022-02-25 | Construction method of foundation pit enclosure structure in existing building in karst area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114319388A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115262563A (en) * | 2022-08-19 | 2022-11-01 | 中铁二局集团有限公司 | Construction method and device for penetrating closed karst cave layer through pile foundation engineering |
| CN117144891A (en) * | 2023-10-25 | 2023-12-01 | 中国铁路设计集团有限公司 | Karst cave pretreatment method for open cut subway station in karst strong development area |
| CN117266207A (en) * | 2023-11-23 | 2023-12-22 | 北京建工集团有限责任公司 | Low-cost precipitation system of foundation pit small in scale and difficult to cause sedimentation |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| CN108999181A (en) * | 2018-08-15 | 2018-12-14 | 广州地铁设计研究院有限公司 | Molten, soil cave injecting treatment construction method and its application |
| CN110230309A (en) * | 2019-01-24 | 2019-09-13 | 中建新疆建工土木工程有限公司 | Karst region bridge solution cavity pile base construction method |
| AU2020101047A4 (en) * | 2020-05-19 | 2020-07-23 | Hebei Research Institute of Construction & Geotechnical Investigation Co., Ltd. | Method for filling underground cavity in bedrock by grouting and hydraulic filling device |
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
-
2022
- 2022-02-25 CN CN202210180602.4A patent/CN114319388A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| CN108999181A (en) * | 2018-08-15 | 2018-12-14 | 广州地铁设计研究院有限公司 | Molten, soil cave injecting treatment construction method and its application |
| CN110230309A (en) * | 2019-01-24 | 2019-09-13 | 中建新疆建工土木工程有限公司 | Karst region bridge solution cavity pile base construction method |
| AU2020101047A4 (en) * | 2020-05-19 | 2020-07-23 | Hebei Research Institute of Construction & Geotechnical Investigation Co., Ltd. | Method for filling underground cavity in bedrock by grouting and hydraulic filling device |
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
Non-Patent Citations (1)
| Title |
|---|
| 刘勃;: "浅埋覆盖型岩溶地区隧道施工关键技术", 安徽建筑 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115262563A (en) * | 2022-08-19 | 2022-11-01 | 中铁二局集团有限公司 | Construction method and device for penetrating closed karst cave layer through pile foundation engineering |
| CN117144891A (en) * | 2023-10-25 | 2023-12-01 | 中国铁路设计集团有限公司 | Karst cave pretreatment method for open cut subway station in karst strong development area |
| CN117266207A (en) * | 2023-11-23 | 2023-12-22 | 北京建工集团有限责任公司 | Low-cost precipitation system of foundation pit small in scale and difficult to cause sedimentation |
| CN117266207B (en) * | 2023-11-23 | 2024-02-09 | 北京建工集团有限责任公司 | Foundation pit dewatering system difficult to cause sedimentation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN114319388A (en) | Construction method of foundation pit enclosure structure in existing building in karst area | |
| CN106759297A (en) | A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits | |
| CN104631470A (en) | Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel | |
| CN110106868B (en) | Karst geology large-diameter pile foundation pore-forming process method | |
| CN104929146B (en) | A kind of multilayer karst growth zone pile foundation engineering method | |
| CN111852515A (en) | Tunnel stratum pre-reinforcement comprehensive grouting method | |
| CN111810198A (en) | Tunnel earth surface directional large-caliber deep hole grouting device and grouting method | |
| CN106638643A (en) | Water-stopping-curtain construction device and method | |
| CN102011591A (en) | Grouting process for working surface of deep well | |
| CN111254933B (en) | Karst grouting construction method for sleeve valve pipe | |
| CN110593254A (en) | Construction method of cast-in-situ bored pile in stratum with karst cave in joint zone | |
| CN112227401A (en) | Method for constructing bearing platform by filling stones in underwater stone abrupt slope area | |
| CN113431045B (en) | Construction method for rotary drilling pore-forming karst leaking stoppage | |
| CN111155542B (en) | PBA construction method tunnel waterproof curtain construction method based on hole guiding technology | |
| CN111560964B (en) | Construction method of rear anti-seepage system of foundation pit | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN114808923B (en) | Cave grouting construction treatment method | |
| CN112252310A (en) | Method for deep foundation pit waterproof curtain construction by adopting high-pressure jet grouting pile machine | |
| CN116291482A (en) | Advanced grouting reinforcement method for deep-buried long tunnel on earth surface | |
| CN114320360A (en) | TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method | |
| CN212078039U (en) | Layered resilience deformation measuring system for rock foundation blasting excavation | |
| CN113931236A (en) | Construction process for shaping and seepage prevention of garbage mountain | |
| CN208039234U (en) | A kind of engineering pile in solution cavity geology | |
| CN206319329U (en) | A kind of water-stop curtain constructing device | |
| CN221256734U (en) | Push pipe receiving well |
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 |