CN115142403A - Half-edge rock pile foundation hole-forming construction method - Google Patents
Half-edge rock pile foundation hole-forming construction method Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 claims abstract description 24
- 238000005553 drilling Methods 0.000 claims description 41
- 239000011148 porous material Substances 0.000 claims description 25
- 239000002689 soil Substances 0.000 claims description 22
- 238000009412 basement excavation Methods 0.000 claims description 20
- 230000004888 barrier function Effects 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 238000009933 burial Methods 0.000 claims 2
- 230000008569 process Effects 0.000 abstract description 12
- 238000011161 development Methods 0.000 abstract description 5
- 230000002787 reinforcement Effects 0.000 abstract description 5
- 239000010410 layer Substances 0.000 description 10
- 238000013461 design Methods 0.000 description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 6
- 230000002457 bidirectional effect Effects 0.000 description 6
- 239000002356 single layer Substances 0.000 description 6
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 4
- 235000017491 Bambusa tulda Nutrition 0.000 description 4
- 241001330002 Bambuseae Species 0.000 description 4
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 4
- 239000011425 bamboo Substances 0.000 description 4
- 238000012545 processing Methods 0.000 description 3
- 239000013049 sediment Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
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- 230000007613 environmental effect Effects 0.000 description 1
- 230000009969 flowable effect Effects 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
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- 238000005259 measurement Methods 0.000 description 1
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- 230000001681 protective effect Effects 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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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Abstract
The invention discloses a hole forming construction method for a half rock pile foundation, which utilizes half rock which partially shields or obstructs a pile hole and an artificial reinforcement body which is poured later to construct a stable geological environment condition, thereby not only avoiding the problem of deviation of pile foundation hole forming, but also improving the pile foundation hole forming quality. The invention solves the problems that in the pile foundation of the mountain and hilly land with strong karst landform karst rock development, the traditional single type foundation can not play a good stability under the complex geological condition of the mountain and hilly land with strong karst landform karst rock development, and the pile foundation is easy to collapse in the hole forming process.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a hole forming construction method for a half rock pile foundation.
Background
The foundation base refers to a bearing structure below the ground of a building, such as a foundation pit, a bearing platform, a frame column, a ground beam and the like. The foundation is an enlarged part of the wall or column of the building in the ground, and the foundation is used for bearing the load transferred by the superstructure of the building and transferring the load to the foundation together with the self-weight. Therefore, the foundation technology becomes a serious problem in the construction process.
For pile foundations in mountainous and hilly areas with strong karst landforms, the traditional single type foundation can not play a good role in stability under the complex geological conditions of the mountainous and hilly areas with strong karst landforms, and the pile foundations are easy to collapse in the hole forming process.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art that is already known to a person skilled in the art.
Disclosure of Invention
In order to overcome the defects in the prior art, a half-edge rock pile foundation hole forming construction method is provided so as to solve the problems that a traditional single type foundation cannot play a good stability under the complex geological conditions of a karst landform karst highly-developed mountain hilly land and is easy to collapse in the hole forming process of a pile foundation of the karst landform highly-developed mountain hilly land.
In order to realize the aim, the hole forming construction method of the half-edge rock pile foundation comprises the following steps:
excavating a foundation trench of the pile foundation;
drilling at the pile foundation construction position in the foundation trench to form a pilot hole channel;
when a preceding pore canal is drilled to the top of a half rock partially covering the preceding pore canal, a backward pore canal is formed by re-drilling on one side of the preceding pore canal, which is far away from the half rock, and the backward pore canal is drilled downwards to the bottom of the half rock along the side part of the half rock and occluded with the preceding pore canal to form a recharge cavity;
pouring low-strength concrete into the recharge cavity to be solidified to form a reinforcing body, and connecting the reinforcing body with the half rock to form a hard barrier layer which completely shields the leading pore channel;
and drilling downwards again at the hole position of the advanced pore canal to form a pile hole penetrating through the hard barrier layer, wherein the pile hole is drilled to the supporting layer below the hard barrier layer.
Further, the low-strength concrete is C15 concrete.
Further, the step of drilling at the pile foundation construction position in the foundation trench to form the advanced hole channel comprises:
embedding a steel casing in the center of the pile foundation;
and erecting a drilling machine in the steel casing to perform drilling operation, starting to advance to 40-50cm every time, confirming whether unfavorable stratum exists underground, increasing the advance if drilling is normal after advancing to 5 m, controlling the advance to 70-90cm every time, slowing down the drilling speed if a karst cave is found, and avoiding deviation of a drill bit.
Further, when the step of excavating the foundation trench of the pile foundation is implemented, when the foundation trench is excavated to a karst cave with shallow buried depth, excavating the foundation trench to a bearing stratum, and replacing the karst cave with C20 concrete.
Further, when the step of excavating the foundation groove of the pile foundation is implemented, when the foundation groove is excavated and meets weak soil and miscellaneous filling soil, the miscellaneous filling soil and the weak soil are cleaned to be 200mm below the bearing stratum, and C20 concrete is adopted for replacement filling.
The construction method for forming the hole of the half-edge rock pile foundation has the beneficial effects that the stable geological environment condition is constructed by using the half-edge rock which partially covers or blocks the pile hole and the artificial reinforcement body which is poured later, so that the problem of deviation of the pile foundation hole forming is avoided, and the pile foundation hole forming quality is improved.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
fig. 1 to 4 are schematic diagrams illustrating steps of a half-rock pile foundation hole forming construction method according to an embodiment of the present invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1 to 4, the invention provides a hole forming construction method for a half-rock pile foundation, which comprises the following steps:
s1: and excavating a foundation trench of the pile foundation.
First, the payoff was measured. The measurement pay-off comprises the position lofting of the pile foundation and the pay-off of the foundation trench of the foundation.
When the position lofting of the pile foundation is carried out, the pile foundation is lofted from the whole to the local part, and when foundation paying-off is carried out, temporary control points are set, and an excavation side line and an excavation depth are set in the lofting.
The method specifically comprises the following steps:
s11, performing drilling elevation lofting on the pile foundation through a total station, accurately measuring the position of each pile foundation, and rechecking the lofted elevation in time;
s12, setting three control piles on a construction site, wherein the setting place of the control piles is out of the influence range of pile foundation construction operation; control points on a construction site are required to be frequently checked, so that errors are avoided;
s13, unwrapping wire to the axis according to the control stake, then decide the position of pile foundation again, the control stake adopts the stake to add the little nail, and the depth of penetrating into the earth is no less than 20cm to do the protection of stake position, reply the pile number simultaneously and make the sign, in order to prevent obscuring, the pile foundation axis unwrapping wire should satisfy following requirement: double rows and more than two rows of piles are arranged, and the deviation is less than 20mm; for a single row of piles, the offset should be less than 10mm; the pile position center allowable deviation is 100mm.
And according to the foundation numbering drawing, identifying and numbering the payed pile foundation and the independent foundation in the foundation.
And excavating the foundation trench of the foundation according to the drawing and the excavation sideline. When excavation sideline lofting, increase 80cm outside the design sideline to make obvious mark, when carrying out the unwrapping wire to the platform roof beam of independent foundation's grade beam and pile foundation, consider on-the-spot geology condition, 800mm working face is reserved on grade beam and the platform roof beam both sides, according to 1: and 1, releasing the slope, and releasing the digging lines of the independent ground beam and the bearing platform beam by the labor team according to the width of the reserved working surface and a slope release measurer, and rechecking by a project measurer.
The method solves the problems of shallow karst caves, weak soil and miscellaneous filling soil in the excavation process by foundation replacement and filling in the excavation process of the foundation trench, and solves the problems of mud trenches in the excavation process by mud trench treatment.
When the karst cave with shallow buried depth is excavated in the foundation trench, the foundation trench is excavated to the bearing stratum, and the karst cave with shallow buried depth is replaced by C20 concrete.
When the excavation of the foundation trench meets weak soil and miscellaneous filling soil, the miscellaneous filling soil and the weak soil are cleaned to be 200mm below the bearing stratum, and C20 concrete is adopted for replacement filling.
When the foundation trench is excavated, according to a drawing and an excavation line, a labor force team excavates a ground beam and a bearing platform beam, the elevation is measured along with the excavation, when the design elevation is reached, the excavation speed is slowed down, 300mm manual bottom cleaning is reserved, over excavation is strictly forbidden, mechanical excavation is adopted for foundation trench excavation, a self-discharging loading and unloading vehicle is used for transporting and abandoning the foundation trench in a formulated yard, the concrete cushion layer size is designed according to the design foundation, 300mm construction operation surface excavation foundation is reserved on the periphery, earthwork excavation is carried along with excavation, slope is released according to the following excavation depth, and the earth is not piled within the range of 0.8m outside the axis and the whole foundation pit, so that water collapse is prevented.
Specifically, when a shallow karst cave is solved by foundation replacement, excavation is carried out to a bearing stratum (harder rock), after cleaning is finished, replacement filling is carried out by using C20 concrete, and after concrete pouring is finished, timely maintenance is carried out to ensure the quality of the concrete; when weak soil and miscellaneous filling soil are solved by foundation replacement filling, the miscellaneous filling soil and the weak soil are cleaned to be 200mm below a bearing stratum (limestone), C20 concrete is adopted for replacement filling treatment (the compaction coefficient is not less than 0.97), and concrete is cured in time after pouring is finished; when meeting the mud pit and the karst cave condition of the foundation trench edge, after the drill rod is detected, the mud pit and the karst cave development condition are confirmed, the foundation of the independent foundation is treated in the following mode, a single-layer bidirectional reinforcing steel bar net piece is additionally arranged at the bottom, and each edge is larger than the mud pit with the width of 500mm. The method is characterized in that a single-layer bidirectional reinforcing steel bar net piece is additionally arranged at the bottom of the mud groove, the problem that the small cracks or mud grooves which are smaller than 10cm in width cannot be directly excavated and can not be additionally processed is solved, each side of the single-layer bidirectional reinforcing steel bar net piece is 500mm larger than the width of the mud groove, the problem that the small cracks or mud grooves which cannot be directly excavated and can not be excavated and the cracks or mud grooves which are 10-30cm in width are solved, drill rod detection is conducted on two sides of the mud groove or crack, the downward development condition of the cracks or mud groove is observed, if the single-layer bidirectional reinforcing steel bar net piece is in a convergent type, the concrete net piece is additionally arranged after 50cm of the single-layer bidirectional reinforcing steel bar net piece is excavated, and if the single-layer bidirectional reinforcing steel bar net piece is in a divergent type, the concrete net piece is excavated until the geological requirement is met.
Specifically, when the loose and miscellaneous fill area is solved through karst cave treatment, the method comprises the following treatment steps:
m1, using C15 concrete to backfill until the thickness of the hole collapse part of the pile hole is 300mm above the hole collapse part if the amount of the flowable sludge (or underground water) is large, forming the hole of the pile foundation again after backfilling until the pile foundation hole is completely formed, using a full-casing follow-up method to treat if the problem of the pile foundation hole forming quality cannot be solved, increasing one grade of concrete if the underground water level is high, placing a grouting pipe together to the bottom of the pile when a reinforcement cage is hoisted after the pile foundation hole forming is completed, using cement paste to fill the pile foundation if the subsequent pile foundation detection is qualified, and using the grouting pipe to perform high-pressure grouting to fill the bottom of the pile foundation if the thickness of sediment at the bottom of the pile is detected to be not meeting the requirement;
m2, half rock or sloping rock, if the stratum is lighter, then increase and protect a section of thick bamboo, protect a section of thick bamboo buried depth 0.5 meters, be higher than ground elevation 0.5 meters, can avoid the drill way hole collapse simultaneously also can guarantee the core of a pile counterpoint, avoid the deviation. Pile foundation pore-forming rate should slow down during the pore-forming, if meet half rock when pile foundation construction pore-forming, at first drill to half rock top stop, then propose the rig and continue to be under construction to design pile bottom elevation or satisfy the entry rock degree of depth along the position on half rock limit, clear up the sediment after that, extract the rig, pour into C15 concrete to current situation ground, wait to carry out secondary pile foundation pore-forming after the concrete solidifies.
S2: and drilling at the pile foundation construction position in the foundation trench to form a pilot hole channel 1.
S21, embedding a steel casing in the center of the pile foundation.
S22, erecting a drilling machine in the steel casing to perform drilling operation, starting to advance to 40-50cm every time, confirming whether unfavorable stratum exists underground, increasing the advance if drilling is normal after advancing to 5 m, controlling the advance to 70-90cm every time, and slowing down the drilling speed if a karst cave is found to avoid deviation of a drill bit.
Specifically, when the pile foundation pore-forming, bury the steel earlier according to pile center point and protect a section of thick bamboo underground, should notice the accuracy of plane location when protecting a section of thick bamboo and bury underground, then drill according to following step:
t1, dry drilling operation is performed when a rotary drilling rig is adopted for hole forming, and mud is not needed for wall protection; when the first pile is constructed, the first pile is operated at a slow speed, the influence condition of the stratum on a drilling machine is mastered, and drilling parameters are determined;
t2, when the subsequent drilling operation is started, the drilling speed is slow firstly and then fast, the footage is 40-50cm at each time, whether the underground is an unfavorable stratum or not is determined, if the drilling is normal after the footage is 5 m, the footage can be properly increased, the footage is controlled to be 70-90cm at each time, if a karst cave is found, the drilling speed is slowed down, the deviation of a drill bit is avoided, and the accuracy of the drilling position is influenced;
t3, paying attention to the geological change situation at any moment in the drilling process, informing a geological worker to confirm the geological situation after reaching the bearing stratum, continuing to drill according to the design requirement to meet the requirements of the designed pile length and the bearing stratum, continuing to drill according to the requirements of the designed geological worker when the designed pile length is reached and the bearing stratum does not meet the requirements of the bearing stratum, stopping drilling when the designed pile length and the bearing stratum meet the requirements of the design pile length and the bearing stratum, and making an original record;
and T4, after the pile foundation pore-forming reaches the designed elevation, checking the depth, the aperture, the perpendicularity of the hole wall, the precipitation thickness and the like of the hole. The thickness of the deficient soil is equal to the difference of the drilling depths. The soil thickness should generally not exceed 50mm.
In the process of drilling the pile foundation, a medium-induced shrinkage-bead-shaped karst cave area and a loose miscellaneous fill area in the drilling process are solved through karst cave treatment.
Specifically, when the karst cave treatment is used for solving the medium-induced beading karst cave region, the method comprises the following processing steps:
and N1, treating the shallow karst cave. Comparing geological exploration reports, if the shallow karst cave is smaller, changing the pile foundation into an independent foundation, removing the weak ground base layer in the karst cave after uncovering the karst cave, and filling C20 concrete to the bottom elevation of the independent foundation; and comparing geological exploration reports, if the shallow karst cave is large, digging out partial red clay at the upper part in the karst cave, and performing pile foundation pore-forming after adopting C20 concrete to replace and fill.
And N2, processing the large karst cave. If the pile foundation pore-forming quality is good and no collapse exists, normally hoisting a reinforcement cage in the pile foundation pore, pouring concrete, and pouring a karst cave along with the pile core; if the pile foundation pore-forming quality is poor, the hole collapse exists, and the pile foundation cannot be cleaned, firstly, C15 concrete is adopted for backfilling, and pile foundation drilling is carried out again until the pile foundation hole is completely formed; if the problem of pile foundation pore-forming quality still can not be solved, a full casing following method is adopted for processing.
And N3, treating the half-edge rock 2 or the diagonals. In the process of on-site pore-forming, the situation of 'half rock' or inclined rock exists, because the hardness difference between an on-site rock stratum and miscellaneous filling soil is large, during pore-forming, a drill barrel deviates towards the miscellaneous filling soil direction with low hardness to cause hole deviation and influence the verticality of a pile body, if the rock stratum is shallow, a protective barrel is heightened to slow down the pore-forming speed and ensure the pore-forming quality, if the half rock is encountered during pile foundation pore-forming, firstly, pore-forming is carried out to the top of the half rock, then, the drilling machine is lifted out to continue construction along the edge position of the half rock to the designed pile bottom elevation or meet the rock-entering depth, then, sediments are cleared, the drilling machine is pulled out, C15 concrete is poured to the current situation ground, and secondary pore-forming is carried out after the concrete is solidified.
S3: when the advanced pore canal 1 is drilled to the top of the half rock 2 partially covering the advanced pore canal 1, a backward pore canal 4 is formed by re-drilling on one side of the advanced pore canal 1 far away from the half rock 2, the backward pore canal 4 is drilled downwards to the bottom of the half rock 2 along the side part of the half rock 2, and the backward pore canal 4 is occluded with the advanced pore canal 1 to form a recharge cavity.
S4: and pouring low-strength concrete into the recharge cavity to be solidified to form a reinforcing body 5, and connecting the reinforcing body 5 and the half rock 2 to form a hard barrier layer which completely shields the pilot hole channel 1.
In this embodiment, the low-strength concrete is C15 concrete.
S5: and drilling a pile hole penetrating through the hard barrier layer downwards again at the hole position of the prior pore channel 1, wherein the pile hole is drilled to the supporting layer 3 below the hard barrier layer.
According to the hole forming construction method for the half rock pile foundation, disclosed by the invention, stable geological environmental conditions are constructed by using the half rock which partially shields or obstructs a pile hole and the artificial reinforcement body which is poured later, so that the problem of deviation of the pile foundation hole forming is avoided, and the pile foundation hole forming quality is improved.
The half-rock pile foundation pore-forming construction method is suitable for mountainous and hilly areas with karst landform and strong karst rock development, and the process adopts various foundation treatment methods and mixed multi-foundation types through optimizing and selecting the foundation, thereby reducing the construction difficulty, saving the construction period and saving the engineering investment while fully playing the advantages of each foundation type. The method provides a reference function for foundation design and construction in similar areas and similar geological conditions, and has a good application prospect.
The multi-foundation mixed type adopted by the semi-rock pile foundation hole forming construction method can reduce the construction quantity of the pile foundations to the maximum extent and reduce the treatment cost of the karst cave and the mud trough. The pile foundation and the single foundation are applied to different foundation conditions, so that the construction difficulty is reduced, the construction period is shortened, and the engineering investment is saved.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (5)
1. A hole forming construction method for a half-edge rock pile foundation is characterized by comprising the following steps:
excavating a foundation trench of the pile foundation;
drilling at the pile foundation construction position in the foundation trench to form a pilot hole channel;
when a preceding pore canal is drilled to the top of a half rock partially covering the preceding pore canal, a backward pore canal is formed by re-drilling on one side of the preceding pore canal, which is far away from the half rock, and the backward pore canal is drilled downwards to the bottom of the half rock along the side part of the half rock and occluded with the preceding pore canal to form a recharge cavity;
pouring low-strength concrete into the recharge cavity to be solidified to form a reinforcing body, and connecting the reinforcing body with the half rock to form a hard barrier layer which completely shields the leading pore channel;
and drilling downwards again at the hole position of the advanced pore canal to form a pile hole penetrating through the hard barrier layer, wherein the pile hole is drilled to the supporting layer below the hard barrier layer.
2. The half-edge rock pile foundation pore-forming construction method according to claim 1, wherein the low-strength concrete is C15 concrete.
3. The method as claimed in claim 1, wherein the step of drilling the pile foundation in the foundation trench to form the advanced hole comprises:
embedding a steel casing in the center of the pile foundation;
and erecting a drilling machine in the steel casing to perform drilling operation, starting to advance to 40-50cm every time, confirming whether unfavorable stratum exists underground, increasing the advance if drilling is normal after advancing to 5 m, controlling the advance to 70-90cm every time, slowing down the drilling speed if a karst cave is found, and avoiding deviation of a drill bit.
4. The method for forming holes on half-edge rock pile foundations according to claim 1, wherein in the step of excavating the foundation trench of the pile foundation, when the foundation trench is excavated and the karst cave with shallow burial depth is encountered, the foundation trench is excavated to the bearing stratum, and the karst cave with shallow burial depth is replaced by C20 concrete.
5. The method for forming holes on half-edge rock pile foundation according to claim 1, wherein when the step of excavating the foundation trench of the pile foundation is carried out, when the foundation trench excavation meets weak soil and miscellaneous fill soil, the miscellaneous fill soil and the weak soil are cleaned to 200mm below a bearing stratum, and are replaced by C20 concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210718197.7A CN115142403B (en) | 2022-06-23 | Half-side rock pile foundation pore-forming construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210718197.7A CN115142403B (en) | 2022-06-23 | Half-side rock pile foundation pore-forming construction method |
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| Publication Number | Publication Date |
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| CN115142403A true CN115142403A (en) | 2022-10-04 |
| CN115142403B CN115142403B (en) | 2024-07-26 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116479851A (en) * | 2023-06-26 | 2023-07-25 | 江西富利建筑装饰有限责任公司 | Building foundation soil layer borer surveys device |
| CN116479851B (en) * | 2023-06-26 | 2023-09-08 | 江西富利建筑装饰有限责任公司 | Building foundation soil layer borer surveys device |
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