CN113737781A - Combined type hole digging pile construction structure and construction method thereof - Google Patents
Combined type hole digging pile construction structure and construction method thereof Download PDFInfo
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- CN113737781A CN113737781A CN202111065889.8A CN202111065889A CN113737781A CN 113737781 A CN113737781 A CN 113737781A CN 202111065889 A CN202111065889 A CN 202111065889A CN 113737781 A CN113737781 A CN 113737781A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 238000005422 blasting Methods 0.000 claims abstract description 46
- 238000009412 basement excavation Methods 0.000 claims abstract description 35
- 239000011435 rock Substances 0.000 claims abstract description 22
- 238000005553 drilling Methods 0.000 claims description 17
- 239000002360 explosive Substances 0.000 claims description 17
- 239000002689 soil Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 8
- 230000008093 supporting effect Effects 0.000 claims description 8
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 6
- 239000011449 brick Substances 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000005474 detonation Methods 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 239000002352 surface water Substances 0.000 claims description 3
- 238000009423 ventilation Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 description 6
- 230000003014 reinforcing effect Effects 0.000 description 4
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 3
- 235000017491 Bambusa tulda Nutrition 0.000 description 3
- 241001330002 Bambuseae Species 0.000 description 3
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 3
- 239000011425 bamboo Substances 0.000 description 3
- 239000000839 emulsion Substances 0.000 description 3
- 230000001681 protective effect Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0038—Production methods using an auger, i.e. continuous flight type
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a combined hole digging pile construction structure and a construction method thereof. Adopt combination formula bored pile, dig soon promptly and add the blasting and dig the combination of stake three with the manual work and construct, when meetting hard rock stratum excavation, very big reduction people dig the excavation degree of difficulty of regional stake, to the excavation on hard rock stratum, guaranteed that the people dig smoothly developing of regional stake engineering, guaranteed anchor rope construction quality, adopt the supplementary artifical excavation of machinery pore-forming very big reduction labour's input, have better economic benefits.
Description
Technical Field
The invention belongs to the field of hole forming construction of slide-resistant piles, and particularly relates to a combined hole digging pile construction structure and a construction method thereof.
Background
The side slope support refers to a retaining, reinforcing and protecting measure which is taken for the side slope to ensure the safety of the side slope and the environment.
People dig regional stake and can bear the weight of the less and great structural subject of pressure of floor, and the present application is more common. The pile is provided with bearing platform and connected with bearing platform beam to distribute the stress of the piles homogeneously for supporting the whole building. The manually excavated regional cast-in-place pile is a pile formed by forming a hole in a pile hole by adopting a manual excavation method, then placing a steel reinforcement cage and pouring concrete.
However, under the working condition of meeting a harder rock stratum, due to the fact that the rock stratum geological excavation difficulty is increased, the manual excavation work efficiency is extremely low, the requirement that piles in a human excavation area are excavated as soon as possible cannot be met, the requirement for supporting strength is met as soon as possible, the safety of a side slope is extremely bad, the influence on the construction progress is serious, the anti-slide piles are often required to be constructed into rectangles, and the anti-slide piles can only dig circles by mechanical rotary excavation and cannot realize rectangular supporting.
Disclosure of Invention
The invention provides a combined hole digging pile construction structure and a construction method thereof, which are used for solving the technical problems that under the working condition of meeting harder rock strata, due to the fact that the geological excavation difficulty of the rock strata is increasingly high, the manual excavation work efficiency is extremely low, the requirement of the pile excavation in a human excavation region cannot be met, the requirement of the support strength can be met as soon as possible, the safety of side slopes is extremely unfavorable, anti-slide piles are often required to be constructed into rectangles, only circles can be excavated by adopting mechanical rotary excavation, and rectangular support cannot be realized.
In order to achieve the purpose, the invention adopts the following technical scheme: the utility model provides a modular bored pile construction structures, includes that the many places that are arranged in the rectangle friction pile dig the region soon, many blast holes and many people dig the region, the outside of digging the region soon is located the edge of rectangle friction pile, people dig the regional outside for digging the region soon of rectangle friction pile, the blast hole distributes and digs the region in the people.
Through adopting above-mentioned technical scheme, adopt combination formula bored pile, dig soon promptly and add the blasting and dig the combination of stake three with the manual work and construct, when meetting hard rock stratum excavation, the very big reduction people dig the excavation degree of difficulty of regional stake, to the excavation of hard rock stratum, guaranteed that the people digs smooth the developing of regional stake engineering, guaranteed anchor rope construction quality, adopt the supplementary artifical excavation of machinery pore-forming very big reduction labour's input, have better economic benefits.
Preferably, the rotary excavating region comprises a first batch of rotary excavating regions and a second batch of rotary excavating regions, circles of the first batch of rotary excavating regions are circumscribed on the edge of the rotary excavating region, the second batch of rotary excavating regions are arranged between adjacent first batch of rotary excavating regions and have overlapping portions with the first batch of rotary excavating regions, and the second batch of rotary excavating regions are formed by excavating after the first batch of rotary excavating regions are backfilled.
Through adopting above-mentioned technical scheme, reduce and creep into the in-process and appear perforating.
Preferably, the blasting holes comprise a first group of blasting holes between the rotary excavating areas, a second group of blasting holes located on the side line of the slide-resistant piles between the rotary excavating areas, and a third group of blasting holes located at four corners of the slide-resistant piles and located outside the rotary excavating areas.
Through adopting above-mentioned technical scheme, carry out reasonable overall arrangement to people on digging regional different region and the border line of friction pile for after the blasting, people dig the very big reduction of the excavation degree of difficulty of regional stake.
Preferably, the included angle between the first group of blasts and the working face is 90 degrees, the included angle between the second group of blasts and the working face is 90 degrees, and the included angle between the third group of blasts and the working face is 92 degrees.
Through adopting above-mentioned technical scheme, the blasting effect is better.
Preferably, the first group of blasting is uniformly distributed with two places, and the second group of blasting and the third group of blasting are uniformly distributed with three places.
By adopting the technical scheme, the blasting quantity is reasonably arranged according to the region where people dig the region, so that the blasting effect is better.
Preferably, the explosive hole of the first group of blasts, the second group of blasts and the third group of blasts are all 300 g.
Through adopting above-mentioned technical scheme, blasting effect satisfies the requirement and reduces the disturbance to the country rock.
Preferably, the horizontal cross-sectional dimension of the slide-resistant pile is 2.9m 4.1m, three first rotary digging areas are arranged on the long side, two first rotary digging areas are arranged on the short side, the rotary digging diameters of the first rotary digging areas and the second rotary digging areas are 1200mm, the distance is 250mm, the diameter of the blasting holes is 42mm, and the distance between the rotary digging areas is 0.25 m.
By adopting the technical scheme, the size arrangement is reasonable, and the supporting effect of the manufactured anti-slide piles at multiple positions is stable and reliable.
A construction method of a combined digging pile construction structure comprises the following steps,
firstly, digging holes in a first batch of rotary digging areas, backfilling, leveling hole openings before digging the holes, well constructing a pile area fence, a temporary protective measure, surface water interception and drainage and seepage prevention work, and building a cofferdam with a proper height on the hole opening ground during construction in rainy seasons; when the opening terrain has large gradient and is not suitable for excavating earthwork, bricks or blocks are manually piled and cut to form a construction platform; the method comprises the following steps that during pile hole excavation, reinforced concrete retaining wall supporting is carried out in time, the thickness of a retaining wall meets design requirements, the retaining wall is required to be uniform, and the retaining wall is in good contact with surrounding rocks; the pile hole behind the retaining wall meets the design requirement and keeps vertical and smooth;
step two, digging holes in the second batch of rotary digging areas, backfilling, and digging holes in the same operation as the step one;
step three, uniformly positioning and marking the blast holes;
drilling a blast hole by adopting a handheld pneumatic rock drill;
fifthly, placing explosives into the blast hole;
step six, detonating the blast hole;
step seven, after detonation, ventilation is carried out, and after gas detection is qualified, field inspection is carried out;
and step eight, after field inspection, manually cleaning the slag soil on the spot according to the height of each mold, and constructing one mold for the retaining wall after cleaning one mold every time.
Through adopting above-mentioned technical scheme, dig soon in batches, reduce and creep into the in-process and appear the perforation, adopt combination formula bored pile, dig soon promptly and add the blasting and dig the combination of stake three with the manual work and construct, when meetting hard rock stratum excavation, the very big reduction people dig the excavation degree of difficulty of regional stake, to the excavation of hard rock stratum, guaranteed the smooth of digging regional stake engineering of people, anchor rope construction quality has been guaranteed, adopt the supplementary artifical very big input that has reduced of excavation of mechanical pore-forming, better economic benefits has.
Preferably, in the first step, the first batch of rotary excavating area construction adopts V-shaped sequential drilling, the residue soil taken out from the first hole is lifted out of the hole, the residue soil taken out from the two holes is backfilled into the first hole, and the rest soil taken out from the first hole is poured into the last hole for backfilling.
By adopting the technical scheme, the construction efficiency of the rotary excavating area is high, and the construction period is short.
The invention has the beneficial effects that: dig soon in batches, reduce and creep into the in-process and appear the perforation, adopt combination formula bored pile, dig soon promptly and add the blasting and dig the combination of stake three with the manual work and construct, when meetting hard rock stratum excavation, the very big reduction people dig the excavation degree of difficulty of regional stake, to the excavation on hard rock stratum, guaranteed the smooth of digging regional stake engineering of people, guaranteed anchor rope construction quality, adopt the supplementary artifical very big input that has reduced labour of mechanical pore-forming, better economic benefits has.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the instrumentalities particularly pointed out in the specification.
Drawings
Fig. 1 is a schematic view of a combined type bored pile construction structure according to an embodiment of the present invention;
fig. 2 is a schematic diagram of a charge configuration within a blast hole in accordance with an embodiment of the present invention.
Reference numerals: 1. anti-slide piles; 2. a rotary digging area; 21. a first batch of rotary digging areas; 22. a second batch of rotary digging areas; 3. a blast hole; 31. blasting a first group; 32. blasting a second group; 33. blasting the third group; 4. digging an area by people; 5. bamboo chips; 6. an emulsion explosive; 7. a detonating cord; 8. and (4) a detonator.
Detailed Description
The technical solutions of the present invention are described in detail below by examples, and the following examples are only exemplary and can be used only for explaining and illustrating the technical solutions of the present invention, but not construed as limiting the technical solutions of the present invention.
Referring to fig. 1, the combined hole digging pile construction structure comprises a plurality of rotary digging areas 2, a plurality of blast holes 3 and a plurality of man digging areas 4 which are arranged in a rectangular anti-slide pile 1, wherein the outer edge of each rotary digging area 2 is located at the edge of the rectangular anti-slide pile 1, each man digging area 4 is the outer side of each rotary digging area 2 of the rectangular anti-slide pile 1, and the blast holes 3 are distributed in each man digging area 4.
Adopt combination formula bored pile, dig soon promptly and add the blasting and dig the combination of stake three with the manual work and construct, when meetting hard rock stratum excavation, very big reduction people dig the excavation degree of difficulty of regional 4 stake, to the excavation on hard rock stratum, guaranteed that the people dig developing smoothly of regional 4 stake engineering, guaranteed anchor rope construction quality, adopt the supplementary artifical excavation of machinery pore-forming very big reduction labour's input, have better economic benefits.
The rotary drilling area 2 comprises a first batch of rotary drilling areas 21 and a second batch of rotary drilling areas 22, circles of the first batch of rotary drilling areas 21 are circumscribed on the edge of the rotary drilling area 2, the second batch of rotary drilling areas 22 are arranged between adjacent first batch of rotary drilling areas 21 and have overlapping portions with the first batch of rotary drilling areas 21, the second batch of rotary drilling areas 22 are formed by excavation after the first batch of rotary drilling areas 21 are backfilled, and perforation in the drilling process is reduced.
The blasting holes 3 comprise a first group of blasting 31 among the rotary excavating areas 2, a second group of blasting 32 located on the side line of the anti-slide piles 1 among the rotary excavating areas 2 and a third group of blasting 33 located at four corners of the anti-slide piles 1 and located outside the rotary excavating areas 2, and reasonable layout is conducted on different areas of the human excavating areas 4 and the edge line of the anti-slide piles 1, so that after blasting, the excavation difficulty of the human excavating the piles in the areas 4 is greatly reduced.
The included angle between the first group of blasting 31 and the working face is 90 degrees, the included angle between the second group of blasting 32 and the working face is 90 degrees, the included angle between the third group of blasting 33 and the working face is 92 degrees, and the blasting effect is good.
Two places are uniformly distributed on the first group of blasting 31, three places are uniformly distributed on the second group of blasting 32 and the third group of blasting 33, and the number of blasting is reasonably distributed according to the region of the man-cut region 4, so that the blasting effect is good.
The explosive quantities in the blast holes 3 of the first group of blasts 31, the second group of blasts 32 and the third group of blasts 33 are all 300g, the blasting effect meets the requirement, and the disturbance to the surrounding rock is reduced.
As shown in figure 2, the explosive charging structure in the blast hole 3 comprises a bamboo chip 5, emulsion explosives 6, a detonating cord 7 and a detonator 8, wherein the emulsion explosives 6 comprise reinforcing explosives far away from one end of the detonator 8 and normal explosives uniformly arranged on the bamboo chip 5 at intervals, the explosive quantity of the reinforcing explosives is twice that of the normal explosives, the detonating cord 7 is connected to the reinforcing explosives and all the normal explosives, and the detonator 8 is connected to the detonating cord 7.
The horizontal cross section size of the anti-slide pile 1 is 2.9m 4.1m, three first rotary digging areas 21 are arranged on the long side, two first rotary digging areas 21 are arranged on the short side, the rotary digging diameters of the first rotary digging areas 21 and the second rotary digging areas 22 are 1200mm, the distance is 250mm, the diameter of the blast hole 3 is 42mm, the distance between the rotary digging areas 2 is 0.25m, the size arrangement is reasonable, and the supporting effect of the manufactured anti-slide piles 1 is stable and reliable.
A construction method of a combined digging pile construction structure comprises the following steps,
firstly, digging holes in a first batch of rotary digging areas 21, backfilling, leveling hole openings before digging the holes, well constructing a pile area fence, a temporary protective measure, surface water interception and drainage and seepage prevention work, and building a cofferdam with a proper height on the hole opening ground during construction in rainy seasons; when the opening terrain has large gradient and is not suitable for excavating earthwork, bricks or blocks are manually piled and cut to form a construction platform; the method comprises the following steps that during pile hole excavation, reinforced concrete retaining wall supporting is carried out in time, the thickness of a retaining wall meets design requirements, the retaining wall is required to be uniform, and the retaining wall is in good contact with surrounding rocks; the pile hole behind the retaining wall meets the design requirement and keeps vertical and smooth;
step two, digging holes in the second batch of rotary digging areas 22, backfilling, and digging holes in the same operation as the step one;
step three, uniformly positioning and marking the blast holes 3;
drilling a blast hole 3 by adopting a handheld pneumatic rock drill;
fifthly, placing explosives in the blast hole 3;
step six, detonating the blast hole 3;
step seven, after detonation, ventilation is carried out, and after gas detection is qualified, field inspection is carried out;
and step eight, after field inspection, manually cleaning the slag soil on the spot according to the height of each mold, and constructing one mold for the retaining wall after cleaning one mold every time.
In the first step, the first batch of rotary excavating areas 21 are constructed by adopting V-shaped sequential drilling, the residue soil taken out of the first hole is lifted out of the first hole, the residue soil taken out of the two holes is backfilled into the first hole, and the rest is poured into the last hole for backfilling.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that may be made by those skilled in the art within the technical scope of the present invention will be covered by the scope of the present invention.
Claims (9)
1. The utility model provides a modular bored pile construction structures which characterized in that: the anti-skid pile is characterized by comprising a plurality of rotary digging areas (2), a plurality of blasting holes (3) and a plurality of human digging areas (4) which are arranged in a rectangular anti-skid pile (1), wherein the outer edge of each rotary digging area (2) is located at the edge of the rectangular anti-skid pile (1), each human digging area (4) is the outer side of each rotary digging area (2) of the rectangular anti-skid pile (1), and the blasting holes (3) are distributed in each human digging area (4).
2. The combined type dug pile construction structure according to claim 1, wherein: the rotary excavating area (2) comprises a first rotary excavating area (21) and a second rotary excavating area (22), the circle of the first rotary excavating area (21) is circumscribed at the edge of the rotary excavating area (2), the second rotary excavating area (22) is arranged between adjacent first rotary excavating areas (21) and has an overlapping part with the first rotary excavating areas (21), and the second rotary excavating area (22) is formed by excavating after the first rotary excavating areas (21) are backfilled.
3. A modular bored pile construction structure according to claim 2, wherein: the blasting holes (3) comprise a first group of blasting (31) between the rotary excavating areas (2), a second group of blasting (32) located on the sidelines of the anti-slide piles (1) between the rotary excavating areas (2), and a third group of blasting (33) located at four corners of the anti-slide piles (1) and located on the outer side of the rotary excavating areas (2).
4. A modular bored pile construction structure according to claim 3, wherein: the included angle between the first group of blasting shots (31) and the working face is 90 degrees, the included angle between the second group of blasting shots (32) and the working face is 90 degrees, and the included angle between the third group of blasting shots (33) and the working face is 92 degrees.
5. The combined type dug pile construction structure as claimed in claim 4, wherein: the first set of shots (31) are evenly arranged at two places, and the second set of shots (32) and the third set of shots (33) are evenly arranged at three places.
6. The combined type dug pile construction structure as claimed in claim 5, wherein: the amount of explosive in the blastholes (3) of the first group of blasts (31), the second group of blasts (32) and the third group of blasts (33) is 300 g.
7. The combined type dug pile construction structure as claimed in claim 6, wherein: the horizontal cross section of the anti-slide pile (1) is 2.9m 4.1m, three first rotary digging areas (21) are arranged on the long side, two first rotary digging areas (21) are arranged on the short side, the rotary digging diameters of the first rotary digging areas (21) and the second rotary digging areas (22) are 1200mm, the distance is 250mm, the diameter of the blasting hole (3) is 42mm, and the distance between the rotary digging areas (2) is 0.25 m.
8. The construction method of a combined excavated pile construction structure according to any one of claims 1 to 7, wherein: comprises the following steps of (a) carrying out,
firstly, digging holes in a first batch of rotary digging areas (21), backfilling, leveling hole openings before digging the holes, well constructing a pile area fence, a temporary protection measure, surface water interception and drainage and seepage prevention work, and building a cofferdam with a proper height on the hole opening ground during construction in rainy seasons; when the opening terrain has large gradient and is not suitable for excavating earthwork, bricks or blocks are manually piled and cut to form a construction platform; the method comprises the following steps that during pile hole excavation, reinforced concrete retaining wall supporting is carried out in time, the thickness of a retaining wall meets design requirements, the retaining wall is required to be uniform, and the retaining wall is in good contact with surrounding rocks; the pile hole behind the retaining wall meets the design requirement and keeps vertical and smooth;
step two, digging holes in the second batch of rotary digging areas (22), backfilling, and digging holes in the same step one;
step three, uniformly positioning and marking the blast holes (3);
drilling a blast hole (3) by adopting a handheld pneumatic rock drill;
fifthly, placing explosives in the blast hole (3);
step six, detonating the blast hole (3);
step seven, after detonation, ventilation is carried out, and after gas detection is qualified, field inspection is carried out;
and step eight, after field inspection, manually cleaning the slag soil on the spot according to the height of each mold, and constructing one mold for the retaining wall after cleaning one mold every time.
9. The construction method of a combined excavated pile construction structure according to claim 8, wherein: in the first step, the first batch of rotary excavating areas (21) are constructed by adopting V-shaped sequential drilling, the residue soil taken out of the first hole is lifted out of the first hole, the residue soil taken out of the two holes is backfilled into the first hole, and the rest soil taken out of the first hole is poured into the last hole for backfilling.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111065889.8A CN113737781B (en) | 2021-09-13 | 2021-09-13 | Combined type hole digging pile construction structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111065889.8A CN113737781B (en) | 2021-09-13 | 2021-09-13 | Combined type hole digging pile construction structure and construction method thereof |
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| CN113737781B CN113737781B (en) | 2023-01-31 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114482078A (en) * | 2022-01-27 | 2022-05-13 | 四川省地质工程勘察院集团有限公司 | Hole forming construction method for square slide-resistant pile |
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| CN113154975A (en) * | 2021-05-25 | 2021-07-23 | 四川省交通勘察设计研究院有限公司 | Anti-slide pile pre-drilling blasting excavation method |
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2021
- 2021-09-13 CN CN202111065889.8A patent/CN113737781B/en active Active
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| JP2002047638A (en) * | 2000-08-01 | 2002-02-15 | Sato Kogyo Co Ltd | Ground improvement construction method combined with blasting construction method |
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| CN113737781B (en) | 2023-01-31 |
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