CN113774947A - Bare rock machine position construction method - Google Patents
Bare rock machine position construction method Download PDFInfo
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- CN113774947A CN113774947A CN202110938570.5A CN202110938570A CN113774947A CN 113774947 A CN113774947 A CN 113774947A CN 202110938570 A CN202110938570 A CN 202110938570A CN 113774947 A CN113774947 A CN 113774947A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000011435 rock Substances 0.000 title claims abstract description 28
- 238000005553 drilling Methods 0.000 claims abstract description 44
- 230000000087 stabilizing effect Effects 0.000 claims abstract description 39
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 33
- 230000001681 protective effect Effects 0.000 claims abstract description 29
- 238000010009 beating Methods 0.000 claims abstract description 17
- 238000012876 topography Methods 0.000 claims abstract description 9
- 238000000034 method Methods 0.000 claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 238000004873 anchoring Methods 0.000 claims description 8
- 230000035515 penetration Effects 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 230000007704 transition Effects 0.000 claims description 4
- 238000010248 power generation Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 208000024891 symptom Diseases 0.000 description 1
Images
Classifications
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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
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
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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)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Earth Drilling (AREA)
- Foundations (AREA)
Abstract
The invention discloses a construction method of a bare rock machine position, which comprises the following specific construction steps: A. surveying underwater topography; B. sinking a cofferdam tool; C. sinking a pile stabilizing platform; D. sinking and primarily beating the inner protection barrel; E. pouring mortar into the cofferdam; F. primary drilling; G. repeatedly beating the inner protective cylinder; H. drilling and planting the pile again; I. the invention solves the problem that a shallow drilling machine cannot stably drill holes due to a seabed mud surface covering layer by utilizing the cofferdam tool to pour mortar, greatly increases the stability and safety of the drilling machine during drilling, enables the bare rock machine to be smoothly constructed, is more efficient and convenient compared with the traditional seabed construction method, and can greatly shorten the construction period and reduce the construction cost.
Description
Technical Field
The invention relates to the technical field of bare rock machine position construction of a fan foundation, in particular to a method for bare rock machine position construction.
Background
In order to increase the utilization rate of a clean power supply and reduce carbon emission, the national coastal areas and the desert gobi are places where wind energy is concentrated, a large amount of wind energy power generation infrastructures are built, compared with the inland construction of a wind energy generator base, the coastal areas have complex seabed conditions, the difficulty in the actual process of building the wind energy power generation infrastructures is also higher, different sea areas have different geology, some sea areas have particularly complex geology, the covering layer of the sea surface is extremely shallow, the sea surface is called as a bare rock construction machine position, the current construction technology cannot overcome the construction conditions, and the construction is reluctant, so that great potential safety hazards can be generated, and therefore, the problem existing in the prior art is urgently solved by an improved technology.
Disclosure of Invention
The invention aims to provide a bare rock machine position construction method which solves the problem of shallow covering layer of a seabed mud surface by utilizing a cofferdam tool to pour mortar, greatly improves the stability and safety of a drilling machine during drilling, enables a bare rock machine position to be constructed smoothly, is more efficient and convenient compared with the traditional seabed construction method, can greatly shorten the construction period and reduce the construction cost.
In order to achieve the purpose, the invention provides the following technical scheme: a construction method of a bare rock machine position comprises the following specific construction steps:
A. surveying underwater topography;
B. sinking a cofferdam tool;
C. sinking a pile stabilizing platform;
D. sinking and primarily beating the inner protection barrel;
E. pouring mortar into the cofferdam;
F. primary drilling;
G. repeatedly beating the inner protective cylinder;
H. drilling and pile setting again;
I. grouting and dismantling the pile stabilizing platform and the cofferdam tool.
Preferably, according to step a: and (2) underwater topography exploration, sending a diver to sweep in advance, exploring the mud surface condition of the seabed near the center of the bare rock machine position underwater, if a submerged reef exists, timely processing the situation, planning a ship moving route, drawing a ship stopping and anchoring scheme by a technician according to actual conditions, and enabling a construction ship to enter the machine position according to a preset ship moving route and fixing a point according to the anchoring scheme.
Preferably, according to step B: sinking the cofferdam tool, hoisting the cofferdam tool to the center of the machine position by using a crane ship and sinking to a mud surface, opening a sliding block in water by a diver, checking the contact condition between the cofferdam and the mud surface, and ensuring that no gap exists.
Preferably, according to step C: and (3) sinking the pile stabilizing platform, putting the pile stabilizing platform into the center of a machine position by using a crane ship, sinking 6 fixed pile legs into the pile stabilizing platform with a certain depth by adopting a hoisting vibration hammer, and adjusting the level and elevation of the pile stabilizing platform.
Preferably, according to step D: and (3) sinking and primarily striking the inner pile casing, putting the inner pile casing into the center of the machine position by the crane ship, adjusting the verticality of the inner pile casing by using a jack of the pile stabilizing platform, and striking the inner pile casing by using a hydraulic hammer after the transition section is hung.
Preferably, according to step E: pouring mortar into the cofferdam, and mixing sand, cement and water by a mixer according to the weight ratio of 4: 1: 1, pouring the mortar into the cofferdam after the mortar is uniformly stirred, wherein in the pouring process, a diver needs to observe the height and the uniformity of the mortar in the cofferdam at variable time, and the pouring height of the mortar is determined according to the accurate calculation of the ground reconnaissance condition.
Preferably, according to step F: and (4) primary drilling, namely after the diver touches and determines that the mortar is solidified, hoisting the drilling machine to a machine position, and performing primary drilling on the machine position until the requirement of the redressing depth is met.
Preferably, according to step G: and (4) beating the inner protective barrel again, repeating the previous step of primary beating, and beating the inner protective barrel again by using the hydraulic hammer until the penetration degree of the inner protective barrel reaches the requirement of stopping the hammer or the inner protective barrel does not have the penetration degree.
Preferably, according to step H: drilling again, namely hoisting the drilling machine to the machine position again, drilling the machine position again, constantly paying attention to the height of the water level in the hole in the drilling process, and timely repairing leakage if water leakage and hole collapse are found until the height of the bottom mark of the pile body is reached; and (3) taking the pile, after a drilling machine is dismantled, turning over the foundation pile by using a crane ship, if the pile body is light, slowly lifting the pile body to be in a vertical state by using one main hook and one tail of the crane ship and by using the cooperation of the two crane ships if the pile body is heavy, and putting the pile body into the center of a machine position to ensure that the verticality meets the technical requirements.
Preferably, according to step I: grouting, wherein grouting is divided into three times, namely primary bottom grouting, secondary side wall grouting and tertiary side wall grouting, the time interval of each grouting is 24 hours, the amount of bottom sealing grouting is controlled at the position 1 m above the pile body, the secondary side wall grouting needs to be grouted to the bottom of the inner protective sleeve, and the third side wall grouting needs to be carried out while lifting the protective sleeve, and general grouting is carried out until the bottom mud surface is grouted; and (4) dismantling the pile stabilizing platform and the cofferdam tool, and dismantling the pile stabilizing platform and the cofferdam tool by using a crane ship after grouting is finished.
Preferably, according to step K: and (4) dismantling the pile stabilizing platform and the cofferdam tool, and dismantling the pile stabilizing platform and the cofferdam tool by using a crane ship after grouting is finished.
Compared with the prior art, the invention has the beneficial effects that:
(1) according to the invention, the symptom is found out by combing the whole construction process, the cofferdam tool is designed and utilized, and the mortar with a corresponding amount is poured, so that the problem of shallow covering layer of the mud surface at the seabed is solved, the stability and safety of drilling of the drilling machine are greatly increased, the precedent of the construction of the basic bare rock of the fan in China is created, powerful technical support and reference are provided for the same industry in the later period, and the construction method has epoch-making significance for the development of the fan industry in China.
(2) According to the invention, the cofferdam tool is used for pouring mortar, so that the problem that the wind power generation infrastructure is difficult to install due to shallow covering layer of the mud surface of the seabed is solved, the stability and the safety of the equipment unit in the operation process are greatly improved, the bare rock machine can be smoothly constructed, and compared with the traditional seabed construction method, the method is more efficient and convenient, and the construction period can be greatly shortened.
Drawings
FIG. 1 is a schematic view of the operation flow structure of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and all other embodiments obtained by a person of ordinary skill in the art without creative efforts based on the embodiments of the present invention belong to the protection scope of the present invention.
The first embodiment is as follows:
as shown in fig. 1, the method for bare rock machine site construction includes the following specific construction steps:
A. surveying underwater topography;
B. sinking a cofferdam tool;
C. sinking a pile stabilizing platform;
D. sinking and primarily beating the inner protection barrel;
E. pouring mortar into the cofferdam;
F. primary drilling;
G. repeatedly beating the inner protective cylinder;
H. drilling and pile setting again;
I. grouting and dismantling the pile stabilizing platform and the cofferdam tool.
According to the step A: and (2) underwater topography exploration, sending a diver to sweep in advance, exploring the mud surface condition of the seabed near the center of the bare rock machine position underwater, if a submerged reef exists, timely processing the situation, planning a ship moving route, drawing a ship stopping and anchoring scheme by a technician according to actual conditions, and enabling a construction ship to enter the machine position according to a preset ship moving route and fixing a point according to the anchoring scheme.
According to step B: sinking the cofferdam tool, hoisting the cofferdam tool to the center of the machine position by using a crane ship and sinking to a mud surface, opening a sliding block in water by a diver, checking the contact condition between the cofferdam and the mud surface, and ensuring that no gap exists.
According to step C: and (3) sinking the pile stabilizing platform, putting the pile stabilizing platform into the center of a machine position by using a crane ship, sinking 6 fixed pile legs into the pile stabilizing platform with a certain depth by adopting a hoisting vibration hammer, and adjusting the level and elevation of the pile stabilizing platform.
According to step D: and (3) sinking and primarily striking the inner pile casing, putting the inner pile casing into the center of the machine position by the crane ship, adjusting the verticality of the inner pile casing by using a jack of the pile stabilizing platform, and striking the inner pile casing by using a hydraulic hammer after the transition section is hung.
According to step E: pouring mortar into the cofferdam, and mixing sand, cement and water by a mixer according to the weight ratio of 4: 1: 1, pouring the mortar into the cofferdam after the mortar is uniformly stirred, wherein in the pouring process, a diver needs to observe the height and the uniformity of the mortar in the cofferdam at variable time, and the pouring height of the mortar is determined according to the accurate calculation of the ground reconnaissance condition.
According to step F: and (4) primary drilling, namely after the diver touches and determines that the mortar is solidified, hoisting the drilling machine to a machine position, and performing primary drilling on the machine position until the requirement of the redressing depth is met.
According to step G: and (4) beating the inner protective barrel again, repeating the previous step of primary beating, and beating the inner protective barrel again by using the hydraulic hammer until the penetration degree of the inner protective barrel reaches the requirement of stopping the hammer or the inner protective barrel does not have the penetration degree.
According to step H: drilling again, namely hoisting the drilling machine to the machine position again, drilling the machine position again, constantly paying attention to the height of the water level in the hole in the drilling process, and timely repairing leakage if water leakage and hole collapse are found until the height of the bottom mark of the pile body is reached; and (3) taking the pile, after a drilling machine is dismantled, turning over the foundation pile by using a crane ship, if the pile body is light, slowly lifting the pile body to be in a vertical state by using one main hook and one tail of the crane ship and by using the cooperation of the two crane ships if the pile body is heavy, and putting the pile body into the center of a machine position to ensure that the verticality meets the technical requirements.
According to step I: grouting, wherein grouting is divided into three times, namely primary bottom grouting, secondary side wall grouting and tertiary side wall grouting, the time interval of each grouting is 24 hours, the amount of bottom sealing grouting is controlled at the position 1 m above the pile body, the secondary side wall grouting needs to be grouted to the bottom of the inner protective sleeve, and the third side wall grouting needs to be carried out while lifting the protective sleeve, and general grouting is carried out until the bottom mud surface is grouted; and (4) dismantling the pile stabilizing platform and the cofferdam tool, and dismantling the pile stabilizing platform and the cofferdam tool by using a crane ship after grouting is finished.
Example two:
a construction method of a bare rock machine position comprises the following specific construction steps:
A. surveying underwater topography;
B. sinking a cofferdam tool;
C. sinking a pile stabilizing platform;
D. sinking and hammering the inner protective cylinder;
E. pouring mortar into the cofferdam;
F. drilling and piling;
G. grouting and dismantling the pile stabilizing platform and the cofferdam tool.
According to the step A: and (2) underwater topography exploration, sending a diver to sweep in advance, exploring the mud surface condition of the seabed near the center of the bare rock machine position underwater, if a submerged reef exists, timely processing the situation, planning a ship moving route, drawing a ship stopping and anchoring scheme by a technician according to actual conditions, and enabling a construction ship to enter the machine position according to a preset ship moving route and fixing a point according to the anchoring scheme.
According to step B: sinking the cofferdam tool, hoisting the cofferdam tool to the center of the machine position by using a crane ship and sinking to a mud surface, opening a sliding block in water by a diver, checking the contact condition between the cofferdam and the mud surface, and ensuring that no gap exists.
According to step C: and (3) sinking the pile stabilizing platform, putting the pile stabilizing platform into the center of a machine position by using a crane ship, sinking 6 fixed pile legs into the pile stabilizing platform with a certain depth by adopting a hoisting vibration hammer, and adjusting the level and elevation of the pile stabilizing platform.
According to step D: and sinking and hammering the inner protective barrel, putting the inner protective barrel into the center of the crane position by the crane ship, adjusting the verticality of the inner protective barrel by using a jack of the pile stabilizing platform, and then, hoisting the transition section and then, hammering the inner protective barrel by using a hydraulic hammer.
According to step E: pouring mortar into the cofferdam, and mixing sand, cement and water by a mixer according to the weight ratio of 4: 1: 1, pouring the mortar into the cofferdam after the mortar is uniformly stirred, wherein in the pouring process, a diver needs to observe the height and the uniformity of the mortar in the cofferdam at variable time, and the pouring height of the mortar is determined according to the accurate calculation of the ground reconnaissance condition.
According to step F: drilling, namely after a diver touches and determines that mortar is solidified, hoisting a drilling machine to a machine position, and performing primary drilling on the machine position until the requirement of the redressing depth is met; and (3) taking the pile, after a drilling machine is dismantled, turning over the foundation pile by using a crane ship, if the pile body is light, slowly lifting the pile body to be in a vertical state by using one main hook and one tail of the crane ship and by using the cooperation of the two crane ships if the pile body is heavy, and putting the pile body into the center of a machine position to ensure that the verticality meets the technical requirements.
According to step G: grouting, wherein grouting is divided into three times, namely primary bottom grouting, secondary side wall grouting and tertiary side wall grouting, the time interval of each grouting is 24 hours, the amount of bottom sealing grouting is controlled at the position 1 m above the pile body, the secondary side wall grouting needs to be grouted to the bottom of the inner protective sleeve, and the third side wall grouting needs to be carried out while lifting the protective sleeve, and general grouting is carried out until the bottom mud surface is grouted; and (4) dismantling the pile stabilizing platform and the cofferdam tool, and dismantling the pile stabilizing platform and the cofferdam tool by using a crane ship after grouting is finished.
In summary, in the second embodiment, leakage and unstable base are likely to occur in the casing and grouting during the actual operation process, so that the first embodiment is the best implementation scheme.
The above embodiments are only preferred embodiments of the present invention, and are not intended to limit the technical solutions of the present invention, so long as the technical solutions can be realized on the basis of the above embodiments without creative efforts, which should be considered to fall within the protection scope of the patent of the present invention.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A construction method of a bare rock machine position comprises the following concrete construction steps:
A. surveying underwater topography;
B. sinking a cofferdam tool;
C. sinking a pile stabilizing platform;
D. sinking and primarily beating the inner protection barrel;
E. pouring mortar into the cofferdam;
F. primary drilling;
G. repeatedly beating the inner protective cylinder;
H. drilling and planting the pile again;
i; grouting and dismantling the pile stabilizing platform and the cofferdam tool.
2. The method for bare rock machine site construction according to claim 1, wherein: according to step a: and (2) underwater topography exploration, sending a diver to sweep in advance, exploring the mud surface condition of the seabed near the center of the bare rock machine position underwater, if a submerged reef exists, timely processing the situation, planning a ship moving route, drawing a ship stopping and anchoring scheme by a technician according to actual conditions, and enabling a construction ship to enter the machine position according to a preset ship moving route and fixing a point according to the anchoring scheme.
3. The method for bare rock machine site construction according to claim 1, wherein: according to step B: sinking the cofferdam tool, hoisting the cofferdam tool to the center of the machine position by using a crane ship and sinking to a mud surface, opening a sliding block in water by a diver, checking the contact condition between the cofferdam and the mud surface, and ensuring that no gap exists.
4. The method for bare rock machine site construction according to claim 1, wherein: according to step C: and (3) sinking the pile stabilizing platform, putting the pile stabilizing platform into the center of a machine position by using a crane ship, sinking 6 fixed pile legs into the pile stabilizing platform with a certain depth by adopting a hoisting vibration hammer, and adjusting the level and elevation of the pile stabilizing platform.
5. The method for bare rock machine site construction according to claim 1, wherein: said step according to step D: and (3) sinking and primarily striking the inner pile casing, putting the inner pile casing into the center of the machine position by the crane ship, adjusting the verticality of the inner pile casing by using a jack of the pile stabilizing platform, and striking the inner pile casing by using a hydraulic hammer after the transition section is hung.
6. The method for bare rock machine site construction according to claim 1, wherein: said step according to step E: pouring mortar into the cofferdam, and mixing sand, cement and water by a mixer according to the weight ratio of 4: 1: 1, pouring the mortar into the cofferdam after the mortar is uniformly stirred, wherein in the pouring process, a diver needs to observe the height and the uniformity of the mortar in the cofferdam at variable time, and the pouring height of the mortar is determined according to the accurate calculation of the ground reconnaissance condition.
7. The method for bare rock machine site construction according to claim 1, wherein: said step according to step F: and (4) primary drilling, namely after the diver touches and determines that the mortar is solidified, hoisting the drilling machine to a machine position, and performing primary drilling on the machine position until the requirement of the redressing depth is met.
8. The method for bare rock machine site construction according to claim 1, wherein: said according to step G: and (4) beating the inner protective barrel again, repeating the previous step of primary beating, and beating the inner protective barrel again by using the hydraulic hammer until the penetration degree of the inner protective barrel reaches the requirement of stopping the hammer or the inner protective barrel does not have the penetration degree.
9. The method for bare rock machine site construction according to claim 1, wherein: according to step H: drilling again, namely hoisting the drilling machine to the machine position again, drilling the machine position again, constantly paying attention to the height of the water level in the hole in the drilling process, and timely repairing leakage if water leakage and hole collapse are found until the height of the bottom mark of the pile body is reached; and (3) taking the pile, after a drilling machine is dismantled, turning over the foundation pile by using a crane ship, if the pile body is light, slowly lifting the pile body to be in a vertical state by using one main hook and one tail of the crane ship and by using the cooperation of the two crane ships if the pile body is heavy, and putting the pile body into the center of a machine position to ensure that the verticality meets the technical requirements.
10. The method for bare rock machine site construction according to claim 1, wherein: according to step J: grouting, wherein grouting is divided into three times, namely primary bottom grouting, secondary side wall grouting and tertiary side wall grouting, the time interval of each grouting is 24 hours, the amount of bottom sealing grouting is controlled at the position 1 m above the pile body, the secondary side wall grouting needs to be grouted to the bottom of the inner protective sleeve, and the third side wall grouting needs to be carried out while lifting the protective sleeve, and general grouting is carried out until the bottom mud surface is grouted; and (4) dismantling the pile stabilizing platform and the cofferdam tool, and dismantling the pile stabilizing platform and the cofferdam tool by using a crane ship after grouting is finished.
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| CN202110938570.5A CN113774947A (en) | 2021-08-16 | 2021-08-16 | Bare rock machine position construction method |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487294A (en) * | 2018-05-24 | 2018-09-04 | 福建龙源海上风力发电有限公司 | A kind of embedding rock single pile construction method of offshore wind farm super-large diameter implanted and system |
| CN111364470A (en) * | 2020-03-28 | 2020-07-03 | 江苏龙源振华海洋工程有限公司 | Construction method for inner protective cylinder redrawing pile sinking |
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- 2021-08-16 CN CN202110938570.5A patent/CN113774947A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487294A (en) * | 2018-05-24 | 2018-09-04 | 福建龙源海上风力发电有限公司 | A kind of embedding rock single pile construction method of offshore wind farm super-large diameter implanted and system |
| CN111364470A (en) * | 2020-03-28 | 2020-07-03 | 江苏龙源振华海洋工程有限公司 | Construction method for inner protective cylinder redrawing pile sinking |
Non-Patent Citations (1)
| Title |
|---|
| 关文来: "海上风电裸岩海域钻孔平台封底技术研究", 《工程建设与设计》 * |
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Application publication date: 20211210 |
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