CN105862722A - Three-dimensional treatment method of subway deep foundation pit in karst intense development region - Google Patents
Three-dimensional treatment method of subway deep foundation pit in karst intense development region Download PDFInfo
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- CN105862722A CN105862722A CN201610212229.0A CN201610212229A CN105862722A CN 105862722 A CN105862722 A CN 105862722A CN 201610212229 A CN201610212229 A CN 201610212229A CN 105862722 A CN105862722 A CN 105862722A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- Life Sciences & Earth Sciences (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a three-dimensional treatment method of a subway deep foundation pit in a karst intense development region. The three-dimensional treatment method comprises the steps of karst cave/soil cave treatment; waterproof curtain construction; divisional grouting; and bottom sealing grouting. According to the three-dimensional stereo construction method, the foundation pit constriction safety and subway operation safety are guaranteed, the difficulty is low, the cost is low, the construction period is short, the method is the first one at home and abroad, the construction is convenient to organize, the construction procedure is scientific, the method is safe and reliable, the risks that a retaining structure collapses during construction and inrushing occurs in the foundation pit under the action of high-water head pressure confined karstic water are avoided, the capacity of the foundation pit for preventing partial karst collapse, the safety of a station structure, and the safety of subway operation are improved, and the method is applicable to karst treatment construction of the subway deep foundation pit.
Description
Technical field
The present invention relates to the construction method of a kind of foundation ditch, the especially construction method of karst intense development area Metro Deep Excavation.
Background technology
Employing underground, station, the rail transit Line 2 engineering stone pool, Nanning City two-layer single-column twin spans boxed frame structure, cut and cover tunneling.Station pit overall length 209.8m, station top plate earth-covering thickness about 3.5m, standard paragraphs foundation ditch width 19.7m, the most about 18m.Foundation pit enclosure structure uses the support form of 1000mm@1300 cast-in-situ bored piles+inner support.Karst is special and supplementary investigation meets hole rate 30.2%, line rate of karstification 3.8～42.9%, belongs to karst intense development.Solution cavity high 0.60～6.10m, general filling is soft～stream moulds shape cohesive soil, mixed inequality sand grains or angle, rubble.
According to conventional case history, in stratum, station, solution cavity, soil cave are grown stronger, can induce ground at short notice and cave in, and uniformity and stability to ground produce harmful effect, and solution-cavity filling thing engineering properties is poor, station original ground low bearing capacity.Station is in the safety of karst strata construction construction to be ensured itself, and it is also contemplated that the impact that city running, nearby residents are lived by the risk that the Around above ground structure cracking etc. that in construction, contingent surface subsidence causes is difficult to avoid that；Gush additionally, high water head karst Shuitu in Excavation Process also should be evaded, and solution cavity/soil cave affects equivalent risk to safety of subway operation.At present, less for the City Subway Station deep basal pit construction embodiment in strong Karst Area both at home and abroad, the technical experience that there is no maturation can be followed, and explores effective karst intense development area subway foundation pit processing method imperative.
Summary of the invention
The invention aims to ensure that and cave-in accident does not occur when station pit building enclosure is constructed, avoid the risk of prominent retention of excessive fluid in Excavation Process, the safety of station structure when adding operation, a kind of karst intense development area Metro Deep Excavation three-dimensional processing method is provided, have employed the 3 D stereo construction method of solution cavity/soil cave process+water-stop curtain+subregion slip casting+back cover slip casting.
For reaching above-mentioned purpose, the technical scheme is that
A kind of karst intense development area Metro Deep Excavation three-dimensional processing method, it is characterised in that:
Have employed solution cavity/soil cave process, water-stop curtain, subregion slip casting and the 3 D stereo construction method of back cover slip casting.
Described solution cavity/soil cave is processed as: to the solution cavity/soil cave in the range of 10m below in the range of foundation ditch periphery 5m and at the bottom of foundation ditch before excavation of foundation pit, uses and fills the mode reinforced and carry out pretreatment.
Described water-stop curtain is: for the isolation karst water intrusion from foundation ditch periphery, before excavation of foundation pit, uses sleeve valve barrel grouting mode outside building enclosure, the space between fender post carries out closure and forms water-stop curtain；Slip casting degree of depth 10m below base plate.
Described subregion slip casting is: longitudinally arranging one core wall every 30m at back cover mortar depositing construction forward position foundation ditch, the subregion sleeve valve barrel grouting degree of depth gos deep into below base plate 10m.
Described back cover slip casting is: the soil body in the range of 5m following bottom foundation ditch carries out before excavation of foundation pit pre-pouring grout closure and reinforces.
The present invention mainly have employed the 3 D stereo construction method of solution cavity/soil cave process+water-stop curtain+subregion slip casting+back cover slip casting at the foundation ditch of karst intense development area subway, has the characteristics that and beneficial effect compared with existing karst treatment method:
First, present invention employs karst and the karst water processing method thereof of solution cavity/soil cave process+water-stop curtain+subregion slip casting+back cover slip casting, the stereoscopic three-dimensional curtain structure not affected by karst and karst water thereof is formed, it is ensured that security of foundation ditch construction and safety of subway operation in foundation ditch.The method difficulty of construction is little, and expense is low, and the duration is short, the most still belongs to the first, processes for follow-up subway foundation pit karst and karst water thereof and provides new experience for reference；
Secondly, construction organization of the present invention is convenient, and working procedure science is safe and reliable.
Furthermore, generation is caved in and foundation ditch occurs the risk gushed of dashing forward under high water head karst artesian water effect when construction to present invention, avoiding building enclosure.
It addition, the present invention can prevent the risk that solution cavity develops rapidly under groundwater effect, reduce the risk of later stage operation.
Finally, the present invention can prevent unidentified solution cavity, Karst corridor prominent, the retention of excessive fluid when excavation of foundation pit to build foundation ditch and periphery, the destruction of structures, karst water in Excavation Process is avoided to pour into subway station, improve the ability of ground anti-karst partial collapse, improve the safety of station structure and the safety of metro operation.
The present invention can extensively apply and construct with Metro Deep Excavation karst treatment.
Accompanying drawing explanation
Fig. 1 is that Deep Foundation Pit of Metro Stations processes planar structure schematic diagram；
Fig. 2 is the Fig. 1 structural representation along line A-A section view；
In the drawings, main body fender post 1, cranny development general area 2, water-stop curtain 3, curtain-grouting 4, subregion seepproof screen 5, wall slip casting 6, cranny development region back cover slip casting 7, solution cavity district 8, cranny development region 9, cranny development region curtain-grouting 10, molten soil cave region slip casting 11, cranny development general area back cover slip casting 12, foundation ditch Planar Contours 13, structure abutment wall 14, back cover slip casting region 15, structure base slab 16, foundation ditch bottom surface 17, ground 18, first supports 19, top board 20, second supports 21, and the 3rd road supports 22.
Detailed description of the invention
The present invention will be further described in detail below in conjunction with the accompanying drawings.
Shown in Fig. 1, it is that Deep Foundation Pit of Metro Stations processes planar structure schematic diagram, comes together to see more completely and clear along structural representation Fig. 2 of line A-A section view in conjunction with Fig. 1.It can be seen that a kind of karst intense development area Metro Deep Excavation three-dimensional processing method, it is characterised in that: have employed the 3 D stereo construction method of solution cavity/soil cave process+water-stop curtain+subregion slip casting+back cover slip casting.
Described solution cavity/soil cave is before excavation of foundation pit, and outside foundation ditch Planar Contours 13, the solution cavity district 8 in the range of the 10m of in the range of 5m and foundation ditch bottom surface less than 17 uses the mode filling reinforcing to carry out pretreatment.
Described water-stop curtain refers to before excavation of foundation pit, uses the mode of boring curtain-grouting 4, and the crack between stake carries out closure composition water-stop curtain 3 outside foundation ditch Planar Contours 13.Slip casting 4 degree of depth of water-stop curtain 3 is to foundation ditch bottom surface less than 17 10m.
Described subregion slip casting refers to before the back cover mortar depositing construction of back cover slip casting region 15, longitudinally arranges one subregion seepproof screen 5 every 30m along foundation ditch, and subregion seepproof screen 5 includes that subregion mini-valve tube wall slip casting 6 is constituted.District's mini-valve tube wall slip casting 6 slip casting degree of depth gos deep into below base plate 10m.
Described back cover slip casting refers to, before excavation of foundation pit, the soil body in the range of the 5m of foundation ditch bottom surface less than 17 is carried out pre-pouring grout reinforcing.
Shown in Fig. 2, the foundation ditch 3 D stereo construction method by solution cavity/soil cave process+water-stop curtain+subregion slip casting+back cover slip casting, use cast-in-situ bored pile to add the support form of inner support, start the most sequentially to be provided with from ground 18: first supports 19, top board 20, second support the 21, the 3rd road support 22, structure base slab 16 and back cover slip casting region 15；Wherein, inner support uses three roads to support, and it is reinforced concrete structure that first supports 19, and second support 21 and the 3rd road support 22 are diameter 609mm, the bracing members of wall thickness 16mm.Agent structure is underground two-layer boxed frame structure, and structure base slab 16, abutment wall 14, top board 20 are reinforced concrete structure.
A kind of karst intense development area Metro Deep Excavation three-dimensional processing method, Specific construction step is as follows:
Step one, for ensureing deep pit monitor and safety of subway operation, processes the solution cavity/soil cave in solution cavity district 8 in the range of Metro station excavation structure base slab less than 16 10m, and the outer 5m of foundation ditch Planar Contours 13.Processing scheme includes half filling, carries out molten soil cave region slip casting 11 without filling after filling gravel, rubble are answered in molten (native) hole；Mould for stream, soft shape cohesive soil full packing molten (native) hole of moulding uses grouting filling to process.
Step 2, for the isolation karst water intrusion from foundation ditch neighboring, water-stop curtain 3 uses mini-valve tube curtain-grouting 4 between stake.Use the Φ 108 1300mm+ Φ 108 double mini-valve tube of 2000mm to do cranny development region curtain-grouting 10 in foundation ditch circumferential crack development area 9, use the Φ 108 single mini-valve tube of@1300mm to make cranny development general area back cover slip casting 12 in territory, cranny development general district 2, between Zhuan, slip casting should be adjusted according to actual pile spacing, it is ensured that stagnant water effect.The curtain-grouting 4 slip casting degree of depth of water-stop curtain 3 is at structure base slab less than 16 10m.
Step 3; for realizing multidomain treat-ment and partition protecting; reduce karst Shuitu and gush risk; subregion seepproof screen 5 is set up longitudinally through wall slip casting 6 along station pit; two subregion seepproof screen 5 spacing are 30m; the slip casting degree of depth of subregion mini-valve tube wall slip casting 6 gos deep into structure base slab 16 or foundation ditch bottom surface less than 17 10m, and injected hole spacing is 2.0m.
Step 4, for preventing foundation ditch from prominent gushing occurring under the effect of high karst artesian water, the back cover slip casting region 15 below structure base slab 16 or foundation ditch bottom surface 17 carries out back cover grouting and reinforcing.Back cover slip casting uses sleeve valve barrel grouting, and quincuncial arrangement, injected hole spacing seam area 9 at base plate of foundation pit is 4m, and such as the cranny development region back cover slip casting 7 in figure, cranny development general area is 6m, such as the cranny development general area back cover slip casting 12 in figure.Hole depth is foundation ditch bottom surface less than 17 5m.
Step 5, solution cavity/soil cave processes detection method: uses the detection of drilled drawing-core method for each solution cavity/soil cave, checks that injecting cement paste is the most continuous, and do compression test, it is desirable to 28d is >=0.2MPa without lateral spacing uniaxial compressive strength.Using random mark in situ to pass through test, SPT blow count should hit not less than 10.
Water-stop curtain 3 and back cover slip casting detection method: after grouting test terminates 28 days, the quantity of test point should not be less than at 3, use the method that dynamic sounding and boring and coring combine.Require that unconfined compressive strength is >=1.2MPa, infiltration coefficient 10-7cm/s.
In step, larger solution cavity should be encrypted probing and verify the border of karst further, then process, to disclose point on the basis of the boring of karst, row's inlet well is performed along line direction interval 2.0m～3.0m, till substantially finding body border, hole, or detection is to the outer 5m of structure.If hole body is finite boundary, outermost round has no hole, then this hole is not required to slip casting, should be the most lateral opening to contract one hole, cement injection；If karst cavity is relatively big, outmost turns injected hole cementing waterglass dual slurry, remaining inner ring hole cement injection list slurry；If not finding body border, hole, at row's injected hole of constructing at the outer 5m of structure, cementing waterglass dual slurry is wall for grouting, controls slip casting border, the scope reducing slip casting and grouting amount.
In step one is to four, karst treatment is both needed to before excavation of foundation pit perform, and should verify pipeline before construction, pipeline carries out necessity and dodges, move and change or suspention etc. processes；
During slip casting, the aerofluxus of adjacent injected hole should be observed, return the situation such as water, grout, if holes around has serosity to emerge, slip casting should be stopped.Again slip casting after 12 hours.If around injected hole does not react, and grouting amount is excessive and when exceeding volume itself, " interval quantitatively point sequence slip casting method " should be used to carry out slip casting, excessive to control serosity loss.Middle section injected hole should jump construction, to prevent running pulp, alters slurry phenomenon.
In described step 2, the ratio of mud=0.8:1～1:1 of cement mortar, grouting pressure controls 0.4～1.0MPa, injection speed 30～70L/min, and grouting pressure reaches 1.2Mpa and voltage stabilizing can terminate slip casting in 10 minutes.
In described step three and four, after the mixing of noted dual slurry, the time that on-the-spot test loses pumpability is about 60 seconds, and grouting pressure controls 0.2～0.8MPa, injection speed 30～70L/min, grouting pressure reach 0.6～0.8Mpa and voltage stabilizing within 10 minutes, slip casting can be terminated.
In described step 5, solution cavity/soil cave amount detection is the 1% of injected hole quantity, and each solution cavity, soil cave amount detection are no less than at 3, require full packing in hole, do not reach requirement and should supplement slip casting during detection.
Claims (10)
1. a karst intense development area Metro Deep Excavation three-dimensional processing method, it is characterised in that:
Have employed solution cavity/soil cave process, water-stop curtain, subregion slip casting and the 3 D stereo construction method of back cover slip casting.
Three-dimensional processing method the most according to claim 1, its feature in:
Described solution cavity/soil cave is processed as: to the solution cavity/soil cave in the range of 10m below in the range of foundation ditch periphery 5m and at the bottom of foundation ditch before excavation of foundation pit, uses and fills the mode reinforced and carry out pretreatment.
Three-dimensional processing method the most according to claim 1, its feature in:
Described water-stop curtain is: for the isolation karst water intrusion from foundation ditch periphery, before excavation of foundation pit, uses sleeve valve barrel grouting mode outside building enclosure, the space between fender post carries out closure and forms water-stop curtain；Slip casting degree of depth 10m below base plate.
Three-dimensional processing method the most according to claim 1, its feature in:
Described subregion slip casting is: longitudinally arranging one core wall every 30m at back cover mortar depositing construction forward position foundation ditch, the subregion sleeve valve barrel grouting degree of depth gos deep into below base plate 10m.
Three-dimensional processing method the most according to claim 1, its feature in:
Back cover slip casting, carries out pre-pouring grout closure before excavation of foundation pit and reinforces the soil body in the range of 5m following bottom foundation ditch.
Three-dimensional processing method the most according to claim 1, its feature as follows in construction procedure:
Step one, for ensureing deep pit monitor and safety of subway operation, processes the solution cavity/soil cave in solution cavity district in the range of 10m below Metro station excavation structure base slab, and the outer 5m of foundation ditch Planar Contours.Processing scheme includes half filling, carries out molten soil cave region slip casting without filling after molten soil cave answers filling gravel, rubble；Mould for stream, the soft shape molten soil cave of cohesive soil full packing of moulding uses grouting filling to process.
Step 2, for the isolation karst water intrusion from foundation ditch neighboring, water-stop curtain uses mini-valve tube curtain-grouting between stake.Use the Φ 108 1300mm+ Φ 108 double mini-valve tube of 2000mm to make cranny development region curtain-grouting in foundation ditch circumferential crack development area, the Φ 108 single mini-valve tube of@1300mm is used to make cranny development general area back cover slip casting in cranny development general area, between Zhuan, slip casting should be adjusted according to actual pile spacing, it is ensured that stagnant water effect.The curtain-grouting of water-stop curtain 3, slip casting degree of depth 10m below structure base slab.
Step 3; for realizing multidomain treat-ment and partition protecting; reduce karst Shuitu and gush risk; subregion seepproof screen is set up longitudinally through wall slip casting along station pit; two subregion seepproof screen spacing are 30m; the slip casting degree of depth of subregion mini-valve tube wall slip casting 6 gos deep into below structure base slab or foundation ditch bottom surface 10m, and injected hole spacing is 2.0m.
Step 4, for preventing foundation ditch from prominent gushing occurring under the effect of high karst artesian water, the back cover slip casting region below structure base slab or foundation ditch bottom surface carries out back cover grouting and reinforcing.Back cover slip casting uses sleeve valve barrel grouting, and quincuncial arrangement, injected hole spacing seam area at base plate of foundation pit is 4m, and such as the cranny development region back cover slip casting in figure, cranny development general area is 6m, such as the cranny development general area back cover slip casting in figure.Hole depth is below foundation ditch bottom surface 5m.
Step 5, solution cavity/soil cave processes detection method: uses the detection of drilled drawing-core method for each solution cavity/soil cave, checks that injecting cement paste is the most continuous, and do compression test, it is desirable to 28d is >=0.2MPa without lateral spacing uniaxial compressive strength.Using random mark in situ to pass through test, SPT blow count should hit not less than 10.
Three-dimensional processing method the most according to claim 6, its feature in:
Water-stop curtain and back cover slip casting detection method: after grouting test terminates 28 days, the quantity of test point should not be less than at 3, use the method that dynamic sounding and boring and coring combine.Require that unconfined compressive strength is >=1.2MPa, infiltration coefficient 10-7cm/s.
Three-dimensional processing method the most according to claim 6, its feature in:
In described step 2, the ratio of mud=0.8:1～1:1 of cement mortar, grouting pressure controls 0.4～1.0MPa, injection speed 30～70L/min, and grouting pressure reaches 1.2Mpa and voltage stabilizing can terminate slip casting in 10 minutes.
Three-dimensional processing method the most according to claim 6, its feature in:
In described step three and four, after the mixing of noted dual slurry, the time that on-the-spot test loses pumpability is about 60 seconds, and grouting pressure controls 0.2～0.8MPa, injection speed 30～70L/min, grouting pressure reach 0.6～0.8Mpa and voltage stabilizing within 10 minutes, slip casting can be terminated.
Three-dimensional processing method the most according to claim 6, its feature in:
In described step 5, solution cavity/soil cave amount detection is the 1% of injected hole quantity, and each solution cavity, soil cave amount detection are no less than at 3, require full packing in hole, do not reach requirement and should supplement slip casting during detection.
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| CN106703752A (en) * | 2016-12-03 | 2017-05-24 | 吉林大学 | System closing method used for oil shale underground in-situ exploitation |
| CN107587512A (en) * | 2017-07-28 | 2018-01-16 | 中铁十六局集团北京轨道交通工程建设有限公司 | The construction method of foundation pit enclosure structure under a kind of karst and/or cranny development stratum |
| CN107938649A (en) * | 2017-11-29 | 2018-04-20 | 上海建工五建集团有限公司 | A kind of solution cavity foundation reinforcement method |
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| CN107938649A (en) * | 2017-11-29 | 2018-04-20 | 上海建工五建集团有限公司 | A kind of solution cavity foundation reinforcement method |
| CN108130901A (en) * | 2017-12-22 | 2018-06-08 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN108130901B (en) * | 2017-12-22 | 2019-11-19 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN108411913A (en) * | 2018-03-28 | 2018-08-17 | 贵州省地质矿产勘查开发局111地质大队 | Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment |
| CN109137950A (en) * | 2018-09-09 | 2019-01-04 | 中交路桥建设有限公司 | Highly permeable karst strata major diameter manually digging hole foundation pile water-stopping method |
| CN109339030A (en) * | 2018-10-17 | 2019-02-15 | 江苏省建筑设计研究院有限公司 | A kind of ground setting method of skyscraper |
| CN109723065A (en) * | 2019-02-26 | 2019-05-07 | 济南轨道交通集团有限公司 | Deep basal pit freezing partly reinforced construction method in bracing means and rich water sandy pear variety |
| CN109723065B (en) * | 2019-02-26 | 2023-11-03 | 济南轨道交通集团有限公司 | Reinforcing device and deep foundation pit local freezing reinforcing construction method in water-rich gravel stratum |
| CN110468846A (en) * | 2019-08-01 | 2019-11-19 | 上海建工七建集团有限公司 | The constructing structure and method of same foundation pit different construction stages |
| CN111042146A (en) * | 2019-11-11 | 2020-04-21 | 中铁七局集团第二工程有限公司 | Construction method of deep foundation pit supporting anti-seepage system of coastal karst stratum |
| CN110985041B (en) * | 2019-12-31 | 2021-04-20 | 中铁隧道局集团有限公司 | Construction method for processing sudden surge of separated double-hole tunnel |
| CN110985041A (en) * | 2019-12-31 | 2020-04-10 | 中铁隧道局集团有限公司 | Construction method for processing sudden surge of separated double-hole tunnel |
| CN111379267A (en) * | 2020-04-09 | 2020-07-07 | 太原理工大学 | Water plugging method for solving water gushing at bottom of foundation pit |
| WO2021248424A1 (en) * | 2020-06-09 | 2021-12-16 | 广西路桥工程集团有限公司 | Induced grouting method |
| CN111962541A (en) * | 2020-07-01 | 2020-11-20 | 中国建筑一局(集团)有限公司 | Foundation pit water burst plugging method based on double-liquid grouting method under complex stratum condition |
| CN111962542A (en) * | 2020-08-18 | 2020-11-20 | 广州市市政工程机械施工有限公司 | Pre-grouting protection method for subway-involved pile foundation construction and application thereof |
| CN113010997A (en) * | 2021-02-03 | 2021-06-22 | 桂林理工大学 | Early warning treatment method for pile foundation impact hole-forming construction accidents in karst development area |
| CN113010997B (en) * | 2021-02-03 | 2022-07-19 | 桂林理工大学 | Early warning treatment method for pile foundation impact hole forming construction accidents in karst development area |
| CN113152412A (en) * | 2021-04-30 | 2021-07-23 | 中国葛洲坝集团第一工程有限公司 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
| CN113235612A (en) * | 2021-05-17 | 2021-08-10 | 中铁二十四局集团有限公司 | Deep foundation pit supporting construction method for soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail |
| CN114319388A (en) * | 2022-02-25 | 2022-04-12 | 中铁四局集团有限公司 | Construction method of foundation pit enclosure structure in existing building in karst area |
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