CN110904958A - Construction method of prestressed pipe pile containing deep boulder and pile foundation structure of prestressed pipe pile - Google Patents
Construction method of prestressed pipe pile containing deep boulder and pile foundation structure of prestressed pipe pile Download PDFInfo
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- CN110904958A CN110904958A CN201911346508.6A CN201911346508A CN110904958A CN 110904958 A CN110904958 A CN 110904958A CN 201911346508 A CN201911346508 A CN 201911346508A CN 110904958 A CN110904958 A CN 110904958A
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- 238000010276 construction Methods 0.000 title claims abstract description 30
- 238000000034 method Methods 0.000 claims abstract description 17
- 238000001514 detection method Methods 0.000 claims abstract description 16
- 238000009933 burial Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 15
- 238000005422 blasting Methods 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 6
- 239000010881 fly ash Substances 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 4
- 238000005336 cracking Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 239000003814 drug Substances 0.000 claims description 3
- 238000012216 screening Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 3
- 230000008901 benefit Effects 0.000 abstract description 8
- 230000000192 social effect Effects 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000000126 substance Substances 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
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
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Abstract
The invention relates to a construction method of a prestressed pipe pile containing deep boulders and a pile foundation structure thereof. According to the method, boulder detection is carried out on each pile position range in advance, classification is carried out according to distribution and shape burial depth of the boulders, different solutions are formed according to different boulders, influence of hard boulder geology which is unevenly distributed on project foundation stress is effectively reduced, and final pile quality of the prestressed pipe pile is guaranteed; the construction method has the advantages of high speed, low noise, small vibration, good quality, low cost, obvious economic benefit and social effect, has important reference significance for similar projects, and is worthy of being popularized and applied in a large range.
Description
Technical Field
The invention relates to a construction technology, in particular to a construction method of a prestressed pipe pile foundation structure containing deep boulders.
Background
The prestressed pipe pile is generally arranged below each pile position corresponding to a foundation in building construction, has the characteristics of high single-pile bearing capacity, good crack resistance and bending resistance, convenient pile forming detection and the like, and is widely applied to pile foundation engineering of high-rise buildings.
However, in the pile sinking process of the prestressed pipe pile, if limestone and a composite soil layer containing the boulder which is soft at the top and hard at the bottom are encountered, the conditions of pile deviation, pile breakage or pile forming failure are easy to occur, and the construction quality of the pile foundation is difficult to ensure.
Disclosure of Invention
Based on the above, the invention aims to overcome the defects and shortcomings in the prior art and provide a construction method of a prestressed pipe pile foundation structure containing deep boulders.
A construction method of a pile foundation structure of a prestressed pipe pile containing deep boulders comprises the following steps,
step 1: carrying out micro-motion array detection on each pile position range of the foundation interval, acquiring a micro-motion signal, evaluating and screening the signal, and forming a micro-motion detection result graph;
step 2: analyzing the micro-motion detection result graph, and determining the distribution range of the boulder group in the interval range by using a judgment criterion;
and step 3: performing one-to-one geological exploration hole drilling according to the distribution range of the boulder group displayed by the micro-motion detection exploration condition diagram and the position of the tubular pile in the design drawing; when the boulder is detected, porous drilling is carried out, and the size and the shape of the boulder are analyzed;
and 4, step 4: according to the shape and the burial depth of the pile position boulder, a corresponding solution is adopted to process the pile position boulder;
and 5: carrying out construction operation of the prestressed pipe pile;
step 6: and (5) carrying out pile testing and static load testing on the prestressed pipe pile.
According to the construction method of the pile foundation structure of the prestressed pipe pile containing the deep boulders, boulder detection is carried out in advance in each pile position range, classification is carried out according to distribution and shape burial depth of the boulders, different solutions are formed according to different boulders, influences of hard boulder geology which is not uniformly distributed and irregular on project foundation stress are effectively reduced, and final pile quality of the prestressed pipe pile is guaranteed; the construction method has the advantages of high speed, low noise, small vibration, good quality, low cost, obvious economic benefit and social effect, has important reference significance for similar projects, and is worthy of being popularized and applied in a large range.
Further, in the step 4, when the boulder is a small boulder, the small boulder is crushed by a micro blasting method, and parameters such as the number, distribution, loading amount and the like of blasting holes are set according to the shape, size and shape of the small boulder, so that the controlled shallow hole micro blasting of the small boulder is realized, and the hard small boulder is crushed.
Further, in the step 4, when the boulder is a boulder with a shallow buried depth, the boulder is directly dug and removed, and then obstacle removal is performed; after the obstacles are removed, soil and fly ash are mixed with soil for backfilling.
Further, in the step 4, when the boulder is a boulder with a deeper buried depth and a larger thickness, the number and the position of the prestressed pipe pile are adjusted by locally adding a large bearing platform on the foundation, so that the prestressed pipe pile avoids the boulder, and the reinforcement is correspondingly adjusted.
Further, the micro-blasting method specifically comprises the steps of firstly, according to the shape, size and thickness of the small boulder, performing core pulling on the small boulder by using a geological drill, and then replacing the landfill powder; then expanding and cracking the small boulder by filling medicine, and forming a hole by a rotary pile digging machine to remove obstacles; after the obstacles are removed, soil and fly ash are mixed with soil for backfilling.
The beneficial effect of adopting the further scheme is that different boulder treatment schemes are used according to different conditions, the construction effect is good, the cost is low, the construction operation is simple, the construction safety and civilization degree is high, and the like, and the method has wide popularization and application values and a wide prospect.
The invention also provides a prestressed tubular pile foundation structure containing the deep boulder, which comprises a foundation, wherein the foundation is provided with a prestressed tubular pile foundation, and the prestressed tubular pile foundation is provided with at least one first pile cap foundation and at least one second pile cap foundation; the foundation is provided with deep boulders corresponding to each second pile cap foundation; the first pile cap foundation consists of a first cap and a first prestressed pipe pile; the second pile cap foundation consists of a second cap and at least two second prestressed pipe piles avoiding the boulders; the projection area of the second bearing platform is larger than that of the first bearing platform.
According to the pile foundation structure of the prestressed pipe pile containing the deep boulder, the second bearing platform and the at least two second prestressed pipe piles are arranged, namely the large bearing platform is locally additionally arranged, so that spanning of the deep boulder is realized, the influence of unevenly distributed hard boulders on the foundation stress of a pile position is reduced, the bearing capacity and stability of the second prestressed pipe piles and the second bearing platform are improved, and the quality of pile foundation construction is guaranteed.
Further, the projection area of the second bearing platform is larger than the projection area of the corresponding deep boulder; the second bearing platform is in an inverted frustum shape; the second prestressed pipe piles are uniformly distributed at the edge of the second bearing platform; the side surface of the second bearing platform forms a 45-degree included angle with the horizontal plane; c15 plain concrete cushion layers are arranged at the bottom and the periphery of the second bearing platform; the foundation is also provided with a bottom plate, and the second bearing platform is connected with the bottom plate in a seamless mode; the diameter of the second prestressed pipe pile is smaller than that of the first prestressed pipe pile.
The pile driving method has the advantages that the projection area of the second bearing platform is set to be larger than the projection area of the corresponding deep boulder, so that the whole second bearing platform can cover the corresponding deep boulder, the corresponding second prestressed pipe pile can bypass the deep boulder, and the pile driving quality is guaranteed; the strength of the second bearing platform can be improved by arranging the second bearing platform in an inverted frustum shape; the second prestressed pipe piles are uniformly arranged at the edge of the second bearing platform, so that the bottom surface area of the whole second bearing platform can be effectively utilized, and the second bearing platform is uniformly stressed; through at the bottom of second cushion cap and peripheral setting C15 plain concrete bed course, can improve the intensity of second cushion cap bottom, avoid the second cushion cap to receive the heavy settlement.
Furthermore, the bottom plate directly penetrates through the top steel bars corresponding to the second bearing platform, and the bottom steel bars penetrate through the bottom plate through bending.
The beneficial effect who adopts above-mentioned further scheme is, guarantees that the wholeness of the thick bulky concrete of second cushion cap is good.
Further, the backfill soil compaction coefficient of the bottom of the second bearing platform and the periphery of the second bearing platform is not less than 0.94.
The beneficial effect of adopting the further scheme is that the intensity of the bottom of the second bearing platform can be improved and the second bearing platform is prevented from being settled by heavy load by enabling the compaction coefficient of the backfill soil at the bottom of the second bearing platform and the periphery of the second bearing platform to be not less than 0.94.
For a better understanding and practice, the invention is described in detail below with reference to the accompanying drawings.
Drawings
FIG. 1 is a construction flow chart of a construction method of a prestressed pipe pile foundation structure containing deep boulders according to the present invention;
FIG. 2 is a schematic plan view of a local structure of a pile foundation structure of the prestressed pipe pile of the present invention;
FIG. 3 is a schematic cross-sectional view of a second pile cap foundation of the present invention;
fig. 4 is a schematic top view of a second pile cap foundation of the present invention.
In the figure, the included angle is formed between the side surfaces of 10, a foundation, 21, a first bearing platform, 22, a first prestressed tubular pile, 31, a second bearing platform, 32, a second prestressed tubular pile, 40, C15 plain concrete cushion layers, 50, a bottom plate, 60, a single upright column, 70, a deep boulder and α, and the horizontal plane.
Detailed Description
Referring to fig. 1, the method for constructing a pile foundation structure of a prestressed pipe pile containing deep boulders of this embodiment includes the following steps,
step 1: carrying out micro-motion array detection on each pile position range of the foundation interval, acquiring a micro-motion signal, evaluating and screening the signal, and forming a micro-motion detection result graph;
step 2: analyzing the micro-motion detection result graph, and determining the distribution range of the boulder group in the interval range by using a judgment criterion;
and step 3: performing one-to-one geological exploration hole drilling according to the distribution range of the boulder group displayed by the micro-motion detection exploration condition diagram and the position of the tubular pile in the design drawing; when the boulder is detected, porous drilling is carried out, and the size and the shape of the boulder are analyzed;
and 4, step 4: according to the shape and the burial depth of the pile position boulder, a corresponding solution is adopted to process the pile position boulder;
specifically, when the boulder is a small boulder, the small boulder is crushed by a micro blasting method, and parameters such as the number, distribution, loading amount and the like of blasting holes are set according to the size and shape of the small boulder during implementation, so that the controlled shallow hole micro blasting of the small boulder is realized, and the hard small boulder is crushed;
the micro-blasting method comprises the steps of firstly, according to the shape, size and thickness of the small boulder, performing core pulling on the small boulder by using a geological drill, and then replacing the landfill with the chemical; then expanding and cracking the small boulder by filling medicine, and forming a hole by a rotary pile digging machine to remove obstacles; after the obstacles are removed, earth and fly ash are mixed with earth for backfilling
Specifically, when the boulder is a large boulder with shallow burial depth, the boulder is directly dug and removed, and then obstacle removal is carried out; after the obstacles are removed, soil and fly ash are mixed with soil for backfilling;
specifically, when the boulder is a boulder with a deeper buried depth and a larger thickness, the number and the position of the prestressed pipe pile are adjusted by locally adding a large bearing platform on the foundation, so that the prestressed pipe pile avoids the boulder, and correspondingly adjusts the reinforcing bars;
and 5: carrying out construction operation of the prestressed pipe pile;
step 6: carrying out pile testing and static load testing on the prestressed pipe pile;
and 7: and (4) constructing the independent column on the bearing platform.
Compared with the prior art, the construction method of the pile foundation structure of the prestressed pipe pile containing the deep boulders, disclosed by the invention, has the advantages that boulder detection is carried out in advance in each pile position range, classification is carried out according to the distribution and the shape burial depth of the boulders, different solutions are formed according to different boulders, the influence of the hard boulder geology which is irregular due to uneven distribution on project foundation stress is effectively reduced, and the final pile quality of the prestressed pipe pile is ensured; the construction method has the advantages of high speed, low noise, small vibration, good quality, low cost, obvious economic benefit and social effect, important reference significance for similar projects, and worth of being popularized and applied in a large range
In addition, different boulder treatment schemes are used according to different conditions, and the method has the characteristics of good construction effect, low cost, simple construction operation, high construction safety and civilization degree and the like, and has wide popularization and application values and wide prospects.
The embodiment also provides a prestressed pipe pile foundation structure containing deep boulders, please refer to fig. 2 to 4, which includes a foundation 10, wherein the foundation 10 is provided with a prestressed pipe pile foundation, and the prestressed pipe pile foundation is provided with a plurality of first pile cap foundations and second pile cap foundations; the foundation 10 is provided with deep boulders 70 corresponding to each second pile cap foundation;
the first pile cap foundation consists of a first cap 21 and a first prestressed pipe pile 22; the second pile cap foundation consists of a second cap 31 and four second prestressed pipe piles 32 avoiding the deep boulder 70; the four second prestressed pipe piles 32 are uniformly arranged at the edge of the second bearing platform 31;
the projection area of the second bearing platform 31 is larger than that of the first bearing platform 21;
the projection area of the second bearing platform 31 is larger than the projection area of the corresponding deep boulder 70;
the second bearing platform 31 is in an inverted frustum shape;
an included angle α formed by the side surface of the second bearing platform 31 and the horizontal plane is 45 degrees;
the bottom and the periphery of the second bearing platform are provided with a C15 plain concrete cushion layer 40;
the backfill soil compaction coefficient of the bottom of the second bearing platform 31 and the periphery of the second bearing platform 31 is not less than 0.94;
the diameter of the second prestressed pipe pile 32 is smaller than that of the first prestressed pipe pile 22;
the foundation 10 is further provided with a bottom plate 50, the bottom plate 50 is directly penetrated through by a top steel bar corresponding to the second bearing platform 31, and a bottom steel bar is penetrated through by bending; the second bearing platform 31 and the bottom plate 50 are connected in a seamless mode; the first bearing platform 21 and the second bearing platform 31 are both provided with independent columns 60.
Compared with the prior art, the second bearing platform and the at least two second prestressed pipe piles are arranged, so that the boulder spanning is realized, the influence of unevenly distributed hard boulders on the foundation stress of the pile position is reduced, the bearing capacity and stability of the second prestressed pipe piles and the second bearing platform are improved, and the quality of pile foundation construction is ensured.
In addition, the projection area of the second bearing platform is set to be larger than the projection area of the corresponding deep boulder, so that the whole second bearing platform can cover the corresponding deep boulder, the corresponding second prestressed pipe pile can bypass the deep boulder, and the piling quality is ensured; the diameter of second prestressing force tubular pile sets to being less than the diameter of first prestressing force tubular pile when guaranteeing the pile quality, but greatly reduced second prestressing force tubular pile's cost.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention.
Claims (10)
1. A construction method of a pile foundation structure of a prestressed pipe pile containing deep boulders is characterized by comprising the following steps of,
step 1: carrying out micro-motion array detection on each pile position range of the foundation interval, acquiring a micro-motion signal, evaluating and screening the signal, and forming a micro-motion detection result graph;
step 2: analyzing the micro-motion detection result graph, and determining the distribution range of the boulder group in the interval range by using a judgment criterion;
and step 3: performing one-to-one geological exploration hole drilling according to the distribution range of the boulder group displayed by the micro-motion detection exploration condition diagram and the position of the tubular pile in the design drawing; when the boulder is detected, porous drilling is carried out, and the size and the shape of the boulder are analyzed;
and 4, step 4: according to the shape and the burial depth of the pile position boulder, a corresponding solution is adopted to process the pile position boulder;
and 5: and (5) carrying out construction operation of the prestressed pipe pile.
2. The method for constructing a pile foundation structure of a prestressed pipe pile containing a deep boulder, as claimed in claim 1, wherein in the step 4, when the boulder is a small boulder, the small boulder is crushed by a micro-blasting method, and parameters such as the number, distribution and loading amount of blasting holes are set according to the shape, size and shape of the small boulder, so that the small boulder is subjected to controlled shallow hole micro-blasting to crush the hard small boulder.
3. The construction method of the pile foundation structure of the prestressed pipe pile containing the deep boulder as claimed in claim 1, wherein in the step 4, when the boulder is a large boulder with a shallow buried depth, the boulder is directly dug and removed, and then obstacle removal is performed; after the obstacles are removed, soil and fly ash are mixed with soil for backfilling.
4. The method for constructing a pile foundation structure of a prestressed pipe pile containing deep boulders as claimed in claim 1, wherein in said step 4, when the boulders are boulders having a deep buried depth and a large thickness, the number and positions of the prestressed pipe piles are adjusted by adding a large bearing platform locally on the foundation, so that the prestressed pipe piles avoid the boulders and the reinforcement is adjusted correspondingly.
5. The construction method of the pile foundation structure of the prestressed pipe pile containing the deep boulder as claimed in claim 2, wherein the micro-blasting method is specifically that core pulling is performed on the small boulder by a geological drill according to the shape, size and thickness of the small boulder, and then the landfill is replaced; then expanding and cracking the small boulder by filling medicine, and forming a hole by a rotary pile digging machine to remove obstacles; after the obstacles are removed, soil and fly ash are mixed with soil for backfilling.
6. The construction method of the prestressed pipe pile foundation structure containing deep boulders as claimed in any one of claims 1 to 5, further comprising the step of 6: and (5) carrying out pile testing and static load testing on the prestressed pipe pile.
7. A pile foundation structure of a prestressed pipe pile containing deep boulders comprises a foundation, wherein the foundation is provided with a pile foundation of the prestressed pipe pile, and the pile foundation structure of the prestressed pipe pile is characterized in that the pile foundation of the prestressed pipe pile is provided with at least one first pile cap foundation and at least one second pile cap foundation; the foundation is provided with deep boulders corresponding to each second pile cap foundation; the first pile cap foundation consists of a first cap and a first prestressed pipe pile; the second pile cap foundation consists of a second cap and at least two second prestressed pipe piles avoiding the boulders; the projection area of the second bearing platform is larger than that of the first bearing platform.
8. The pile foundation structure of the prestressed pipe pile containing deep boulders as claimed in claim 7, wherein the projected area of said second bearing platform is larger than the projected area of the corresponding deep boulder; the second bearing platform is in an inverted frustum shape; the second prestressed pipe piles are uniformly distributed at the edge of the second bearing platform; the side surface of the second bearing platform forms a 45-degree included angle with the horizontal plane; c15 plain concrete cushion layers are arranged at the bottom and the periphery of the second bearing platform; the foundation is also provided with a bottom plate, and the second bearing platform is connected with the bottom plate in a seamless mode; the diameter of the second prestressed pipe pile is smaller than that of the first prestressed pipe pile.
9. The prestressed pipe pile foundation structure containing deep boulders as recited in claim 8, wherein: the bottom plate directly penetrates through the top reinforcing steel bars corresponding to the second bearing platform, and the bottom reinforcing steel bars penetrate through the bottom reinforcing steel bars in a bending mode.
10. The prestressed pipe pile foundation structure containing deep boulders as recited in claim 9, wherein: and the backfill soil compaction coefficient of the bottom of the second bearing platform and the periphery of the second bearing platform is not less than 0.94.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114277858A (en) * | 2021-11-30 | 2022-04-05 | 中国能源建设集团安徽电力建设第一工程有限公司 | Indoor simulation test device for measuring settlement and strain of boulder stratum pipe pile |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2297481Y (en) * | 1996-07-09 | 1998-11-18 | 宋广信 | Bearing pile |
| WO2016109962A1 (en) * | 2015-01-08 | 2016-07-14 | Cbj (Hong Kong) Ocean Engineering Limited | Construction method for fixing offshore marine platform to a seabed having layers of a soil/clay nature |
| CN211446904U (en) * | 2019-12-24 | 2020-09-08 | 广州珠江建设发展有限公司 | Prestressed pipe pile foundation structure containing deep boulder |
-
2019
- 2019-12-24 CN CN201911346508.6A patent/CN110904958A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2297481Y (en) * | 1996-07-09 | 1998-11-18 | 宋广信 | Bearing pile |
| WO2016109962A1 (en) * | 2015-01-08 | 2016-07-14 | Cbj (Hong Kong) Ocean Engineering Limited | Construction method for fixing offshore marine platform to a seabed having layers of a soil/clay nature |
| CN211446904U (en) * | 2019-12-24 | 2020-09-08 | 广州珠江建设发展有限公司 | Prestressed pipe pile foundation structure containing deep boulder |
Non-Patent Citations (4)
| Title |
|---|
| 兰南;万志勇;吴刚;: "预应力管桩基础在岩溶地区的应用", 城市道桥与防洪, no. 02, pages 187 - 189 * |
| 叶旺;: "花岗岩孤石的处理方法", 西部探矿工程 * |
| 黄与舟: "静压预应力管桩在复杂地质情况工程中的应用", 福建建设科技, no. 02 * |
| 黄柱民: "建筑结构设计中带孤石地质桩基设计浅析", Retrieved from the Internet <URL:http://www.chinaqking.com/yc/2019/1970483.html> * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114277858A (en) * | 2021-11-30 | 2022-04-05 | 中国能源建设集团安徽电力建设第一工程有限公司 | Indoor simulation test device for measuring settlement and strain of boulder stratum pipe pile |
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Address after: 510075, Guangdong, Guangzhou Yuexiu District Ring East Road, No. 476, 10-17 layers Applicant after: Guangzhou Pearl River Construction Development Co., Ltd Address before: 510075, Guangdong, Guangzhou Yuexiu District Ring East Road, No. 476, 10-17 layers Applicant before: GUANGZHOU RESIDENTIAL CONSTRUCTION DEVELOPMENT Co.,Ltd. |
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