CN103147453A - Cutoff and drainage system for permafrost tunnel edge and heading slope and cutting slope and construction method thereof - Google Patents
Cutoff and drainage system for permafrost tunnel edge and heading slope and cutting slope and construction method thereof Download PDFInfo
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Abstract
The invention relates to a cutoff and drainage system for a permafrost tunnel edge and heading slope and a cutting slope and a construction method thereof. The most important work in the engineering construction of the permafrost area edge and heading slope is the prevention of freezing and thawing, a water retaining bank is used for treating surface water, the underground thawing water is drained through a heat-insulation blind ditch, and is simply cut off by a water preventing plate, and a longitudinal drainage channel is not provided for the thawing water. The cutoff and drainage system is provided with a trench, wherein the trench is positioned at the top of the edge and heading slope, the bottom of the trench is provided with a heat-insulation water seepage blind ditch, the original foundation pit soil is backfilled into the heat-insulation water seepage blind ditch, water separating layers are paved above the original foundation pit soil and on the side wall, near the edge and heading slope, of the trench, graded crushed stones which are integrally coated with a non-woven geotextile are arranged in the remained space of the trench, and cohesive soil is backfilled above the graded crushed stones. The cutoff and drainage system has the advantages that the water retaining bank is combined with the heat-insulation water seepage blind ditch to fully treat the surface water and the underground thawing water; the structure type is simple and reliable, and the drainage performance is good; the long-time servicing performance is good, and the curing cost is reduced; and the practicality, the endurance and the little maintenance are realized.
Description
Technical field
The invention belongs to highway tunnel and subgrade construction technical field, be specifically related to that the slope is faced upward on a kind of permafrost tunnel limit and cut slope cuts drainage system and job practices thereof.
Background technology
Whole world ever-frozen ground area accounts for 25% of land surface, and along with the continuous expansion that engineering in permafrost regions is built, frozen soil and the mankind's economic activity is further tight, and the highway engineering of building at permafrost region is also more and more many.After permafrost region upward slope at exit of tunnel or cutting excavation, Bian Yangpo exposes, and changes the original Heat And Water Balance of frozen soil, in (warming up) season in summer, can form and melt circle, and the underground water that melts in frozen soil can collect to free face, causes the limit to face upward the slope thaw slumping; Surface water or hot melt water converge to the abutment wall pin, can make the limit face upward that the slope toe is softening, unstability.Cold and heat succeed each other season at spring and summer and autumn and winter, underground water can form the freeze thawing circle, causes the side slope protection cracking under the frost heave action impact, or forms the saliva roller-skating.The permafrost region limit is faced upward the slope engineering construction and be the most important thing is protection of permafrost, strengthens surface water and the processing of freezing thawing water in the upper limit are prevented the generation of freeze thawing phenomenon.In the past in Permafrost Area, substantially take filled-up ground as main, employing cut drainage system, generally have two kinds, a kind of is that the dash low bank between fields is set, and buries the seal plate that extends to below Upper Limit of Permafrost below the dash low bank between fields underground, be used for intercepting suprapermafrost water, and the gutter is set outside low bank between fields; The second is that thermal insulation infiltration ditch is set, and the gutter is set above covered conduit.These two kinds of drainage systems mainly are applicable to the filled-up ground draining, but there is following problem in Bian Yangpo to tunnel (cutting): the former utilizes the dash low bank between fields to process surface water, and underground melt water is just simply tackled by splash guard, do not provide drainage channel to melt water, underground water easily gathers below the dash low bank between fields, and in cold just season, frost heave easily occurs cause surface uplift at warm end, underground melt water can be faced upward domatic to the limit and keep off between protection structure by seepage flow, causes keeping off protection structure and problem of frost heave occurs; The latter has considered the discharging of underground melt water, but the surface drainage ditch is after through several freeze thawing circulation, no matter be that damage in various degree all can appear in prefabricated ditch or mortar flag stone ditch, makes top drainage thrashing.
Summary of the invention
The purpose of this invention is to provide that the slope is faced upward on a kind of permafrost tunnel limit that considers that Permafrost Area surface water and underground melt water are processed, form of structure is simple, drainage performance is good and cut slope cuts drainage system and job practices thereof.
The technical solution adopted in the present invention is:
The slope is faced upward on the permafrost tunnel limit and cut slope cuts drainage system, it is characterized in that:
Cut drainage system and be provided with and be positioned at the groove that top, slope, slope is faced upward on the limit, channel bottom is thermal insulation infiltration ditch, and in thermal insulation infiltration ditch, backfill has former foundation pit earth;
The sidewall that the top of former foundation pit earth and groove are faced upward the slope near the limit is laid water barrier;
Graded broken stone top backfill toughness soil is set in the groove remaining space by the graded broken stone of the whole parcel of non-woven geotextile.
Described water barrier is from being followed successively by outside to inside splash guard, thermal insulation separation thermosphere and another layer splash guard.
Earth's surface between described groove and Bian Yangpo is provided with the dash low bank between fields that is filled by cohesive soil, and cohesive soil below, dash low bank between fields top layer is equipped with splash guard.
In the former foundation pit earth of described thermal insulation infiltration ditch, be provided with towards the splash guard of underground melt water water (flow) direction.
The groove width of described groove is 1.2m, gos deep into the following 0.6m of Upper Limit of Permafrost.
Face upward away from the limit part that the trenched side-wall bottom of slope one side is positioned at below Upper Limit of Permafrost and be provided with water barrier, water barrier is by forming from splash guard, thermal insulation separation thermosphere and another layer splash guard laid successively outside to inside, and water barrier extends in the soil layer of Upper Limit of Permafrost position.
The position that is positioned at Upper Limit of Permafrost in described graded broken stone is provided with double-wall corrugated pipe.
The job practices that the slope is faced upward on described permafrost tunnel limit and cut slope cuts drainage system is characterized in that:
Realized by following steps:
Step 1: determine the position of Upper Limit of Permafrost, the excavation groove, ditch groove width 1.2m gos deep into the following 0.6m of Upper Limit of Permafrost;
Step 2: bury splash guard underground in the thermal insulation infiltration ditch of channel bottom, splash guard is towards underground melt water water (flow) direction, and the splash guard location is rear in time with former foundation pit earth backfill, adopts the compaction in layers of hand held vibro-rammer;
Step 3: reach groove and face upward the sidewall laying water barrier on slope near the limit above the former foundation pit earth of the backfill of thermal insulation infiltration ditch, water barrier is from being followed successively by outside to inside splash guard, thermal insulation separation thermosphere and another layer splash guard; Also lay water barrier in the part that the trenched side-wall bottom of facing upward slope one side away from the limit is positioned at below Upper Limit of Permafrost, water barrier is by certainly being followed successively by splash guard, thermal insulation separation thermosphere and another layer splash guard outside to inside, and water barrier extends in the soil layer of Upper Limit of Permafrost position;
Step 4: arrange in the groove remaining space by the graded broken stone of the whole parcel of non-woven geotextile, the position that is positioned at Upper Limit of Permafrost in graded broken stone is provided with double-wall corrugated pipe, graded broken stone top backfill toughness soil, with the compaction in layers of hand held vibro-rammer, cover with former vegetation turf when being backfilled to earth's surface 0.2cm;
Step 5: earth's surface between groove and Bian Yangpo adopts cohesive soil to fill the dash low bank between fields, and cohesive soil below, dash low bank between fields top layer is equipped with splash guard, and dash low bank between fields top layer covers with former turf.
The present invention ought to use front section backstop draught engine first permafrost region tunnel portal section interim limit and face upward in slope and cut slope draining, and front section is namely adopted thermal insulation infiltration ditch to cut the underground melt water of row, and backstop namely adopts the dash low bank between fields to process surface water, has following advantage:
1. complete function, thoroughly block the water source
Cut backstop mechanism before the present invention adopts, the dash low bank between fields is combined with thermal insulation infiltration ditch, overall treatment surface water and underground melt water have thoroughly been blocked this Permafrost Area tunnel (cutting), water source and have been brought out the principal element that Bian Yangpo produces disease.
2. form of structure is simple and reliable, and drainage performance is good
Dash low bank between fields in the present invention and thermal insulation infiltration ditch gear row combination, collaborative work, each takes charge of its duty, complements each other.The underground melt water of dash low bank between fields below is no longer simply to stop, but in time drains by covered conduit, reduces the cold season body frost heaving degree just in warm end, has ensured that the safety of dash low bank between fields structure and underground melt water face upward domatic seepage flow to the limit; Thermal insulation infiltration ditch adopts the graded broken stone backfill, still has good water permeability, catchmenting property, frost resistance after through permanent freeze thawing circulation, and water barrier is carried out on heat preservation ditch top, and surface water cuts gear by the dash low bank between fields, and surface water is in time discharged.
3. long service is good, reduces maintenance cost
Drainage system of the present invention was due to its Stability Analysis of Structures, the difficult inefficacy, has good long service, solved the Permafrost Area drainage system stifled clearly repeatly repeatly, repair repeatly repeatly bad situation, reduce greatly the maintenance difficulty, reduce engineering and drop into and maintenance cost, have practicality, durable, reduced-maintenance advantage in the slope draining is faced upward on limit, Permafrost Area tunnel (cutting).
Description of drawings
Fig. 1 is of the present invention section drainage system section arrangement diagram.
In figure, the 1-groove, 2-dash low bank between fields, the 3-cohesive soil, the 4-thermal insulation infiltration ditch, the 5-splash guard, 6-thermal insulation separation thermosphere, the 7-double-wall corrugated pipe, the 8-graded broken stone, the 9-non-woven geotextile, 10-covered conduit excavation line, the 11-Upper Limit of Permafrost, 12-faces upward the slope in the limit.
The specific embodiment
The present invention will be described in detail below in conjunction with the specific embodiment.
The drainage system that cuts of slope and cut slope is faced upward on tunnel portal section of the present invention limit, is provided with to be positioned at the groove 1 that 12 tops, slope, slope are faced upward on the limit, and the groove width of groove 1 is 1.2m, gos deep into the following 0.6m of Upper Limit of Permafrost 11.Groove 1 bottom is thermal insulation infiltration ditch 4, and in thermal insulation infiltration ditch 4, backfill has former foundation pit earth; The sidewall that the top of former foundation pit earth and groove 1 are faced upward the slope near the limit is laid water barrier; Arrange in groove 1 remaining space by the graded broken stone 8 of non-woven geotextile 9 whole parcels, the position that is positioned at Upper Limit of Permafrost 11 in graded broken stone 8 is provided with double-wall corrugated pipe 7; Graded broken stone 8 top backfill toughness soil 3.Water barrier is from being followed successively by outside to inside splash guard 5, thermal insulation separation thermosphere 6 and another layer splash guard 5.
The earth's surface that face upward between slope 12 on groove 1 and limit is provided with the dash low bank between fields 2 that is filled by cohesive soil 3, is equipped with splash guard 5 below dash low bank between fields 2 top layer cohesive soils.In the former foundation pit earth of thermal insulation infiltration ditch 4, be provided with the splash guard 5 towards underground melt water water (flow) direction.
The groove 1 sidewall bottom of facing upward slope 12 1 sides away from the limit is positioned at the part of Upper Limit of Permafrost below 11 and is provided with water barrier, water barrier is by forming from splash guard 5, thermal insulation separation thermosphere 6 and another layer splash guard 5 laid successively outside to inside, and water barrier extends in the soil layer of Upper Limit of Permafrost 11 positions.
Of the present invention section drainage system, have that drainage performance is comprehensive, the advantage such as difficult inefficacy simple in structure, maintenance costs are low, being to keep limit, Permafrost Area tunnel (cutting) to face upward the important leverage measure of length of grade phase safety and stability, is below job practices of the present invention:
1, freeze in conjunction with actual the position that aspect situation (be ice content and freeze degree) judges Upper Limit of Permafrost exactly before the construction, Ning Shen is not shallow, be Qinghai-Tibet frozen soil to greatest extent thawing time to mid-October by the end of September every year, this moment, frozen soil melted the darkest, the Upper Limit of Permafrost clear display, and ground do not freeze, the earth's surface bearing capacity a little less than, exploratory trench easily excavates.
2, channel excavation should be selected in 6 to July, and at this moment, frozen soil just melts, and easily digs to be difficult for collapsing, and ditch groove width 1.2m gos deep into the following 0.6m of Upper Limit of Permafrost.The hole groove is with the excavator excavation that falls back, and the mound that digs out is used when preparing against backfill to cheating wall both sides.
3, bury splash guard underground in the thermal insulation infiltration ditch of channel bottom, splash guard is towards underground melt water water (flow) direction, and the infiltration that intercepts suprapermafrost water is flowed.The splash guard of burying underground requires to stretch not curling, after splash guard is located. in time cheat groove with former foundation pit earth backfill.Adopt the compaction in layers of hand held vibro-rammer, will reduce thermal agitation simultaneously as far as possible, return to as early as possible former frozen soil environment.
4, after former foundation pit earth backfill is completed, reach groove and face upward the sidewall laying water barrier on slope near the limit above the former foundation pit earth of the backfill of thermal insulation infiltration ditch, water barrier is from being followed successively by outside to inside splash guard, thermal insulation separation thermosphere and another layer splash guard; Also lay water barrier in the part that the trenched side-wall bottom of facing upward slope one side away from the limit is positioned at below Upper Limit of Permafrost, water barrier is by certainly being followed successively by outside to inside splash guard, thermal insulation separation thermosphere and another layer splash guard, water barrier extends in the soil layer of Upper Limit of Permafrost position, forms the upstream face water barrier.
5, fill out clean graded broken stone in groove, be backfilled to the Upper Limit of Permafrost place, φ 200mm double-wall corrugated pipe is installed, continue to be backfilled to 0.6m place, domatic below, with non-woven geotextile, graded broken stone layer integral body is wrapped up, adopt the cohesive soil backfill, with the compaction in layers of hand held vibro-rammer, cover with former vegetation turf when being backfilled to earth's surface 0.2cm.
6, the earth's surface between groove and Bian Yangpo adopts cohesive soil to fill the dash low bank between fields, fills when clay source can adopt coarse-grained soil at need.The dash low bank between fields should fill closely knit, and is domatic smooth-going, and the top layer all covers with former turf.Simultaneously in low bank between fields, low bank between fields is uneven outward, the location of impeded drainage along the slope leveling, makes in low bank between fields by certain slope, low bank between fields ponding not outward, guarantees that draining is unimpeded.
7, slope or cut slope are faced upward in excavation Portal Section limit, and construction seasons should be avoided rainy season, warm season, and sunshade is set as required, in construction, the top layer vegetation are concentrated and stack, and domatic scum silica frost is removed and cleaned out domatic, and in time retaining, recover vegetation.
It is cited that content of the present invention is not limited to embodiment, and the conversion of any equivalence that those of ordinary skills take technical solution of the present invention by reading manual of the present invention is claim of the present invention and contains.
Claims (8)
1. the slope is faced upward and cut slope cuts drainage system in the permafrost tunnel limit, it is characterized in that:
Cut drainage system and be provided with and be positioned at the groove (1) that top, slope, slope (12) is faced upward on the limit, groove (1) bottom be thermal insulation infiltration ditch (4), and the middle backfill of thermal insulation infiltration ditch (4) has former foundation pit earth;
The sidewall that the top of former foundation pit earth and groove (1) are faced upward the slope near the limit is laid water barrier;
Graded broken stone (8) top backfill toughness soil (3) is set in groove (1) remaining space by the graded broken stone (8) of the whole parcel of non-woven geotextile (9).
2. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 1 limit, it is characterized in that:
Described water barrier is from being followed successively by outside to inside splash guard (5), thermal insulation separation thermosphere (6) and another layer splash guard (5).
3. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 1 and 2 limit, it is characterized in that:
The earth's surface that face upward between slope (12) on described groove (1) and limit is provided with the dash low bank between fields (2) that is filled by cohesive soil (3), and cohesive soil below, dash low bank between fields (2) top layer is equipped with splash guard (5).
4. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 3 limit, it is characterized in that:
In the former foundation pit earth of described thermal insulation infiltration ditch (4), be provided with the splash guard (5) towards underground melt water water (flow) direction.
5. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 4 limit, it is characterized in that:
The groove width of described groove (1) is 1.2m, gos deep into the following 0.6m of Upper Limit of Permafrost (11).
6. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 5 limit, it is characterized in that:
Be positioned at the following part of Upper Limit of Permafrost (11) away from groove (1) sidewall of Bian Yangpo (12) one sides bottom and be provided with water barrier, water barrier is by forming from splash guard (5), thermal insulation separation thermosphere (6) and another layer splash guard (5) laid successively outside to inside, and water barrier extends in the soil layer of Upper Limit of Permafrost (11) position.
7. the slope is faced upward and cut slope cuts drainage system in permafrost tunnel according to claim 6 limit, it is characterized in that:
The position that is positioned at Upper Limit of Permafrost (11) in described graded broken stone (8) is provided with double-wall corrugated pipe (7).
8. the job practices that the slope is faced upward on permafrost tunnel claimed in claim 1 limit and cut slope cuts drainage system is characterized in that:
Realized by following steps:
Step 1: determine the position of Upper Limit of Permafrost, the excavation groove, ditch groove width 1.2m gos deep into the following 0.6m of Upper Limit of Permafrost;
Step 2: bury splash guard underground in the thermal insulation infiltration ditch of channel bottom, splash guard is towards underground melt water water (flow) direction, and the splash guard location is rear in time with former foundation pit earth backfill, adopts the compaction in layers of hand held vibro-rammer;
Step 3: reach groove and face upward the sidewall laying water barrier on slope near the limit above the former foundation pit earth of the backfill of thermal insulation infiltration ditch, water barrier is from being followed successively by outside to inside splash guard, thermal insulation separation thermosphere and another layer splash guard; Also lay water barrier in the part that the trenched side-wall bottom of facing upward slope one side away from the limit is positioned at below Upper Limit of Permafrost, water barrier is by certainly being followed successively by splash guard, thermal insulation separation thermosphere and another layer splash guard outside to inside, and water barrier extends in the soil layer of Upper Limit of Permafrost position;
Step 4: arrange in the groove remaining space by the graded broken stone of the whole parcel of non-woven geotextile, the position that is positioned at Upper Limit of Permafrost in graded broken stone is provided with double-wall corrugated pipe, graded broken stone top backfill toughness soil, with the compaction in layers of hand held vibro-rammer, cover with former vegetation turf when being backfilled to earth's surface 0.2cm;
Step 5: earth's surface between groove and Bian Yangpo adopts cohesive soil to fill the dash low bank between fields, and cohesive soil below, dash low bank between fields top layer is equipped with splash guard, and dash low bank between fields top layer covers with former turf.
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| CN201310094170.6A CN103147453B (en) | 2013-03-22 | 2013-03-22 | Permafrost tunnel face-upward slope and cut slope cut drainage system and construction method thereof |
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| CN201310094170.6A CN103147453B (en) | 2013-03-22 | 2013-03-22 | Permafrost tunnel face-upward slope and cut slope cut drainage system and construction method thereof |
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| CN103147453B CN103147453B (en) | 2015-08-19 |
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Cited By (14)
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| CN103882880A (en) * | 2014-04-16 | 2014-06-25 | 中冶集团武汉勘察研究院有限公司 | Buried type side slope drainage system and construction method thereof |
| CN104727834A (en) * | 2015-01-21 | 2015-06-24 | 中铁五局（集团）有限公司 | Summer-time face excavation construction method for high and cold permafrost ultra-long highway tunnel |
| CN104929090A (en) * | 2015-06-03 | 2015-09-23 | 李玉芳 | Farmland closed drainage system and construction method |
| CN105297748A (en) * | 2015-11-13 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Ice water accumulation cutting slope reinforcement and protection structure |
| CN105736019A (en) * | 2014-12-26 | 2016-07-06 | 华北冶建工程建设有限公司 | Measure chamber treatment technology for drainage tunnel |
| CN107700632A (en) * | 2017-09-27 | 2018-02-16 | 安徽省新路建设工程集团有限责任公司 | The construction method of insulation infiltration combined type covered conduit |
| CN107938690A (en) * | 2017-12-23 | 2018-04-20 | 中国电力工程顾问集团西北电力设计院有限公司 | A kind of french drain structure and its construction method for Slope Prevention |
| CN108411893A (en) * | 2018-05-14 | 2018-08-17 | 兰州理工大学 | A kind of frost damage prevention water seepage mechanism and its construction method |
| CN110172872A (en) * | 2019-06-12 | 2019-08-27 | 中铁第一勘察设计院集团有限公司 | Plateau hight-ice-content permafrost ground section of railway track chasm structuref and its construction method |
| CN110295571A (en) * | 2019-06-26 | 2019-10-01 | 中国科学院寒区旱区环境与工程研究所 | A kind of Permafrost Area prevents the flow structure that lake is burst |
| CN111749064A (en) * | 2020-06-10 | 2020-10-09 | 南京林业大学 | Protection method for ice-rich cutting slope in permafrost region |
| CN114164845A (en) * | 2021-11-12 | 2022-03-11 | 青海九零六工程勘察设计院有限责任公司 | Water interception and drainage system for underground water-containing sloping field and implementation method thereof |
| CN114223344A (en) * | 2022-02-24 | 2022-03-25 | 中国煤炭地质总局勘查研究总院 | Frozen soil layer repairing method for alpine mining area in plateau |
| CN114855846A (en) * | 2022-06-08 | 2022-08-05 | 贵州建工兴印建筑工程有限公司 | Underground seepage-proofing pressure-reducing anti-floating blind pipe structure and construction method thereof |
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| CN103882880B (en) * | 2014-04-16 | 2015-11-04 | 中冶集团武汉勘察研究院有限公司 | A kind of buried slope drainage system and construction method thereof |
| CN103882880A (en) * | 2014-04-16 | 2014-06-25 | 中冶集团武汉勘察研究院有限公司 | Buried type side slope drainage system and construction method thereof |
| CN105736019A (en) * | 2014-12-26 | 2016-07-06 | 华北冶建工程建设有限公司 | Measure chamber treatment technology for drainage tunnel |
| CN104727834A (en) * | 2015-01-21 | 2015-06-24 | 中铁五局（集团）有限公司 | Summer-time face excavation construction method for high and cold permafrost ultra-long highway tunnel |
| CN104929090A (en) * | 2015-06-03 | 2015-09-23 | 李玉芳 | Farmland closed drainage system and construction method |
| CN105297748A (en) * | 2015-11-13 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Ice water accumulation cutting slope reinforcement and protection structure |
| CN105297748B (en) * | 2015-11-13 | 2018-11-23 | 中铁二院工程集团有限责任公司 | Ice water deposit cut slope reinforcement protection structure |
| CN107700632B (en) * | 2017-09-27 | 2019-05-31 | 安徽省新路建设工程集团有限责任公司 | The construction method of heat preservation infiltration combined type underdrain |
| CN107700632A (en) * | 2017-09-27 | 2018-02-16 | 安徽省新路建设工程集团有限责任公司 | The construction method of insulation infiltration combined type covered conduit |
| CN107938690A (en) * | 2017-12-23 | 2018-04-20 | 中国电力工程顾问集团西北电力设计院有限公司 | A kind of french drain structure and its construction method for Slope Prevention |
| CN108411893A (en) * | 2018-05-14 | 2018-08-17 | 兰州理工大学 | A kind of frost damage prevention water seepage mechanism and its construction method |
| CN110172872A (en) * | 2019-06-12 | 2019-08-27 | 中铁第一勘察设计院集团有限公司 | Plateau hight-ice-content permafrost ground section of railway track chasm structuref and its construction method |
| CN110295571A (en) * | 2019-06-26 | 2019-10-01 | 中国科学院寒区旱区环境与工程研究所 | A kind of Permafrost Area prevents the flow structure that lake is burst |
| CN111749064A (en) * | 2020-06-10 | 2020-10-09 | 南京林业大学 | Protection method for ice-rich cutting slope in permafrost region |
| CN114164845A (en) * | 2021-11-12 | 2022-03-11 | 青海九零六工程勘察设计院有限责任公司 | Water interception and drainage system for underground water-containing sloping field and implementation method thereof |
| CN114223344A (en) * | 2022-02-24 | 2022-03-25 | 中国煤炭地质总局勘查研究总院 | Frozen soil layer repairing method for alpine mining area in plateau |
| CN114223344B (en) * | 2022-02-24 | 2022-05-13 | 中国煤炭地质总局勘查研究总院 | Frozen soil layer repairing method for alpine mining areas in plateau |
| CN114855846A (en) * | 2022-06-08 | 2022-08-05 | 贵州建工兴印建筑工程有限公司 | Underground seepage-proofing pressure-reducing anti-floating blind pipe structure and construction method thereof |
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