Foundation bottom sealing grouting construction method and structure of jacket of booster station by adopting rear pile method

Abstract

The invention discloses a foundation bottom sealing grouting construction method and structure of a jacket of a rear pile method booster station. The foundation bottom sealing grouting construction method comprises the steps that a first-time water fetching test procedure is carried out; sealing and grouting; a strength maintenance procedure; a secondary water fetching verification procedure and a formal grouting procedure. The structure is arranged in an annular space between a jacket pile leg and a steel pipe pile, and comprises a passive packer, a bottom sealing grouting pipe, a first grouting pipe, a drainage port and a grout overflow port, wherein a bottom sealing grouting layer formed by solidifying a quick-hardening grouting material is further formed above the passive packer, and the bottom sealing grouting layer and the passive packer form a composite grouting layer. By constructing a composite plugging system of the passive packer and the quick-setting bottom sealing grouting layer, even if the packer is damaged in the piling process, the bottom sealing layer can still provide effective sealing, the risks of sludge return and grouting leakage are fundamentally eradicated, and the cleanliness and the final strength of a grouting connection section are ensured.

Description

Technical Field

[0001] This application belongs to the field of offshore wind power engineering technology, specifically relating to a foundation sealing grouting construction method and structure for a post-pile booster station jacket foundation. Background Technology

[0002] In recent years, with the introduction of the "dual carbon" target and the large-scale promotion of clean energy, offshore wind power, as an important component of the emerging energy industry, is rapidly developing in coastal areas of my country. As the core hub for power transmission in offshore wind farms, the construction quality of offshore substations directly affects the safety and economic benefits of the entire wind farm. Among these components, the jacket foundation is a crucial part of the substation, and its connection to the pile foundation is primarily achieved through grouting. The quality of the grouting directly impacts the overall stability and safety of the jacket foundation.

[0003] In current construction practices, offshore substations at depths of several meters commonly employ the "post-pile method" for jacket foundations. This involves first installing the jacket as a whole, and then driving steel pipe piles into the jacket legs to create a reliable connection between the steel pipe piles and the jacket legs. However, passive packers are susceptible to damage and are often concealed during the piling process. Once the seal fails, grout leakage occurs, leading to difficulties in ensuring grouting quality and material waste.

[0004] To address the aforementioned issues, a phased grouting construction process has gradually emerged in practice. This typically involves bottom grouting, where bottom grout is first injected into the space near the packer through a bottom grouting pipe. Once the grout has reached a certain strength, the formal connection section is then grouted. Bottom grouting has become a relatively common construction method because it effectively reduces the risks associated with damage to passive packers.

[0005] However, traditional grouting materials have a long setting and hardening time in the low-temperature, humid seawater environment, requiring 15 hours or even longer to reach the strength requirements for upper grouting. Such a long waiting time significantly compresses the window of opportunity for offshore construction and increases the standby costs for ships and machinery. In addition, the existing bottom sealing grouting process has limited monitoring methods, making it difficult to accurately and promptly determine the sealing effect and the location of the grouting interface.

[0006] Therefore, optimizing the bottom sealing grouting process to achieve reliable sealing, reduce the risk of grout leakage due to packer damage, and ensure the quality of grout in the designed grouting connection section have become urgent technical problems to be solved. Summary of the Invention

[0007] To address the shortcomings or deficiencies of the existing technologies, this application provides a foundation sealing grouting construction method and structure for the jacket structure of a post-pile booster station. This solves the technical problems in the existing technologies, such as sealing failure due to the susceptibility of passive packers to damage, long grouting operation windows, and uncontrollable construction processes. This application introduces a fast-setting grouting material and a multi-stage pipeline system to form a reliable sealing grouting layer above the packer. The two constitute a composite sealing system, thereby significantly shortening the curing waiting time and enabling visualization and controllability of the construction process, significantly improving the reliability of the sealing and the overall effectiveness of the grouting.

[0008] To solve the above-mentioned technical problems, this application provides the following technical solution: This application proposes a method for foundation sealing grouting of a booster station jacket structure using the post-pile method, including: The initial water pumping test procedure involves pumping fresh water into the annular space between the jacket pile legs and the steel pipe pile, observing the water discharge from the drain outlet, and diagnosing the sealing status of the passive packer. Sealing grouting process: Quick-setting grout is injected into the annular space through the sealing grouting pipe located above the passive packer to form a sealing grouting layer above the passive packer; Strength curing process: allow the grouting layer to stand for 5 to 6 hours to reach the predetermined strength; Secondary water pumping verification process: Pump grout into the annular space again, and verify the composite sealing effect formed by the bottom sealing grouting layer and the passive packer by observing the water discharge from the drain outlet; Formal grouting process: After confirming the effectiveness of the above-mentioned composite sealing effect, formal grouting is carried out through the first grouting pipe located above the bottom sealing grouting pipe, and the grouting is completed by observing the overflow status of the overflow port.

[0009] Further optionally, the quick-setting grout is formulated by combining high-strength grout with core accelerator, and the amount of the core accelerator added is 0.5%-0.6% of the total weight of the high-strength grout.

[0010] Alternatively, the core accelerator may be a novel powder cement-based early strength agent synthesized from organic / inorganic hybrid nanomaterials.

[0011] Further, optionally, the above-mentioned initial water-spraying test procedure includes: If there is a continuous flow of water at the drain outlet, it is determined that the passive packer is well sealed or has only minor local damage. If there is no water flow from the drain outlet, the passive packer is deemed to be severely damaged.

[0012] Further optionally, the secondary water testing process includes: If the drain outlet can discharge a stable flow of water in a short time after the second water injection, the combined sealing effect formed by the bottom sealing grouting layer and the passive packer is effective, the lower part of the annular space has been reliably sealed, and the bottom sealing can be determined to be successful, so as to proceed to the next step. If no water flows out of the drain outlet, it indicates that the sealing was unsuccessful or there are other leaks, and an investigation and refilling process is required.

[0013] Further optionally, in the bottom sealing grouting process, the filling range of the injected quick-setting grout is controlled within the annular space above the top surface of the passive packer and below the opening of the bottom sealing grouting pipe.

[0014] Further, optionally, the formal grouting process may also include: The pumping volume of the pumped slurry is statistically analyzed in real time and compared with the theoretical value to determine the height of the slurry level rise. Observe the state of the liquid discharged from the drain outlet. When the discharged liquid changes from clear to turbid, seal the drain outlet. And / or, after sealing the drainage outlet, continue grouting until a steady stream of grout of the same consistency and color as the pumped grout continuously overflows from the overflow outlet at the top of the pile leg, at which point the grouting operation is officially completed.

[0015] This application also proposes a foundation sealing grouting structure for the jacket support of a post-piling method booster station, which is set in the annular space between the jacket support pile legs and the steel pipe piles. The foundation sealing grouting structure includes: A passive packer is fixed to the inner wall of the pile leg; A bottom sealing grouting pipe is installed above the passive packer; The first grouting pipe is installed above the bottom sealing grouting pipe; The drainage outlet is located above the designed high tide level; And an overflow outlet, located at the top of the pile leg; The passive packer is further topped with a bottom sealing grouting layer formed by the solidification of quick-setting grouting material, which together with the passive packer forms a composite grouting layer.

[0016] Optionally, the quick-setting grout is formulated from a high-strength grout and a core accelerator, wherein the amount of the core accelerator added is 0.5%-0.6% of the total weight of the high-strength grout.

[0017] Further, optionally, it also includes: A mud-blocking plate is disposed below the passive packer, and the mud-blocking plate is installed at the bottom of the pile leg; And / or, it also includes: the bottom sealing grouting pipe is located about 1 meter above the passive packer, and the first grouting pipe is located about 2 meters above the bottom sealing grouting pipe; And / or, further comprising: a second grouting pipe disposed at the designed low tide level, the second grouting pipe being disposed above the first grouting pipe; And / or, at least a third grouting pipe or a fourth grouting pipe is provided above the second grouting pipe.

[0018] Compared with the prior art, this application has the following technical effects: This application constructs a composite sealing system of "passive packer + quick-setting bottom grouting layer". Even if the packer is damaged during piling, the bottom grouting layer can still provide an effective seal, fundamentally eliminating the risk of sludge backflow and grout leakage, and ensuring the cleanliness and final strength of the grouting connection section.

[0019] This application uses a specially formulated quick-setting grout, which significantly reduces the curing time after sealing from the traditional 15 hours or more to 5-6 hours, greatly reducing reliance on the precious offshore operation window and improving the utilization rate of ship and machinery equipment and overall construction efficiency.

[0020] This application, through effective pipeline layout and two water injection tests, achieves strict control over the packer status, sealing effect, and grout level position, transforming the entire grouting operation from a "black box operation" to a "phased control" process, greatly improving project quality and construction safety. Attached Figure Description

[0021] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1 This application includes a flowchart of a foundation sealing and grouting construction method for a post-pile booster station jacket structure according to an embodiment. Figure 2 This application includes a schematic diagram of the foundation sealing and grouting structure of a post-pile booster station jacket structure according to an embodiment. Figure 3 : Flowability graphs of quick-setting grouts with different amounts of core accelerator additives in this application; Figure 4 : Bar chart of setting time of quick-setting grouting materials with different amounts of core accelerator additives in this application; Figure 5 : Bar chart of compressive strength of quick-setting grouting materials with different amounts of core accelerator additives in this application; Figure label: 1-Pile leg, 2-Steel pipe pile, 3-Annular space, 4-Mud barrier plate, 5-Passive packer, 6-Bottom sealing grouting pipe, 7-First grouting pipe, 8-Second grouting pipe, 9-Drainage outlet, 10-Overflow outlet, 11-Bottom sealing grouting layer and 12-Grouting connection section. Detailed Implementation

[0022] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0023] like Figure 1 As shown, in this embodiment, the foundation sealing grouting structure of the post-pile booster station jacket is located within the annular space 3 between the jacket leg 1 and the steel pipe pile 2. The foundation sealing grouting structure includes a complete pipeline system installed along the height direction of the jacket leg 1. Passive packer 5 is fixed to the inner wall of the pile leg 1; The bottom sealing grouting pipe 6 is set above the passive packer 5; specifically, it is located several tens of centimeters or about 1 meter above the passive packer 5, with its opening facing the bottom of the annular space 3, and is used to accurately inject quick-setting grout into the area from the top surface of the passive packer 5 to the area below the opening of the grouting pipe. The first grouting pipe 7 is located above the bottom sealing grouting pipe 6; specifically, it is located about 2 meters above the bottom sealing grouting pipe 6, and serves as the main grout inlet for the subsequent formal grouting stage. Drainage outlet 9 is located above the designed high tide level; specifically, drainage outlet 9 is located about 0.5 meters above the designed high tide level, and is used to drain the fluid in the annular space 3 during water injection test and the initial stage of grouting, so as to facilitate observation and judgment of the working conditions; And an overflow port 10 is provided at the top of the pile leg 1; it serves as a visual indicator for determining whether the grouting is full and whether the grouting operation is completed. Among them, a bottom sealing grouting layer 11 formed by the solidification of quick-setting grouting material is also formed above the passive packer 5, and the bottom sealing grouting layer 11 and the passive packer 5 form a composite grouting layer.

[0024] In this embodiment, the quick-setting grout injected through the bottom sealing grouting pipe 6 solidifies within the annular space 3 to form a quick-setting bottom sealing grouting layer 11. This bottom sealing grouting layer 11, together with the passive packer 5 below, constitutes the core "composite sealing" system. Above this composite sealing system, the grouting connection section 12, filled with formal grout, is a key structural component for transferring loads between the pile leg 1 and the steel pipe pile 2.

[0025] In this embodiment, a mud-blocking plate 4 is also provided at the bottom of the pile leg 1, and the mud-blocking plate 4 is located below the passive packer 5. Furthermore, the mud-blocking plate 4 is preferably installed below the passive packer 5 by bolts. This mud-blocking plate can effectively prevent seabed silt from entering the inner cavity of the pile leg 1 during the sinking of the guide frame and the initial stage of pile driving. Its material and fixing method are specially designed to ensure that it can be easily destroyed when the steel pipe pile 2 is subsequently driven in, without hindering the pile driving process.

[0026] The mudguard plate 4 is preferably made of rubber.

[0027] A passive packer 5 is fixedly installed on the inner wall of the pile leg 1, about 0.8 meters above the mudblock plate. The passive packer 5 is made of highly elastic and wear-resistant rubber material. When the steel pipe pile 2 is inserted, it relies on its own elasticity to fit tightly against the outer wall of the steel pipe pile 2, forming a preliminary annular seal.

[0028] The rapid-setting grout is formulated by combining high-strength grout (e.g., 28-day compressive strength exceeding 80 MPa) with a core accelerator. The core accelerator is added at 0.5%-0.6% of the total weight of the high-strength grout. With this formulation, the rapid-setting grout can achieve an early strength of over 15 MPa within 5 to 6 hours at typical seawater temperatures of 5-15°C, fully meeting the requirements for subsequent formal grouting. The core accelerator is a novel powdered cement-based early-strength agent synthesized from organic / inorganic hybrid nanomaterials. Its mechanism of action is to induce early CSH nucleation in cement hydration, significantly enhancing the hydration reaction process and substantially improving the early strength of cement-based products, especially the ultra-early strength within one day. Unlike traditional inorganic and alkanolamine early-strength agents, this product does not cause a decline in the later strength of cement products, does not affect the durability of cement products, and has significant energy-saving and carbon-reduction benefits.

[0029] The high-strength grouting material mentioned above can be made by mixing existing materials, such as: 100 parts cementitious material and 80 parts aggregate. 160 parts, 0.1% retarding and water-dispersible component. 5 parts, water-reducing and thickening component 0.2 5 portions, water 20 40 parts. Cementitious material composition: 70-100 parts silicate cement, 4-20 parts silica fume, 10-30 parts microspheres. The silicate cement is P.II 52.5. The retarding and water-dispersing component is a mixture of hydroxypropyl methylcellulose, citric acid, and defoamer; the water-reducing and thickening component is a mixture of polycarboxylate high-performance split water-reducing agent and latex powder. Alternatively, the following can be used: P.II 52.5 grade cement; dense silica fume; quartz sand; polycarboxylate high-performance water-reducing agent; organosilicon-modified polyether defoamer; expanding agents: azo plastic expanding agent (expands after 3 hours), ettringite-lime composite (Type II) composite expanding agent (expands after hardening); tap water. Water-cement ratio 0.22, mortar-cement ratio 1.0, silica fume content 6%, composite expanding agent content 6%, defoamer content 0.10%, plastic expanding agent content 0.03%. Alternatively, a dry mix can be produced industrially from raw materials such as special cement, selected natural quartz sand or special manufactured sand, special mineral admixtures and additives, with a solid raw material to mixing water mass ratio of approximately 1:0.09~0.10.

[0030] Furthermore, in another embodiment, a second grouting pipe 8 is also included, which is disposed at the designed low tide level and is located above the first grouting pipe 7; wherein, the second grouting pipe 8 is used as a backup grouting pipe, that is, as an emergency backup grouting port when the first grouting pipe 7 is blocked.

[0031] Furthermore, in another embodiment, at least a third or fourth grouting pipe (not shown in the figure) may be provided above the second grouting pipe 8, depending on the actual engineering needs. This embodiment does not limit the location or number of other grouting pipes.

[0032] like Figure 2 As shown in another embodiment of this application, a method for foundation sealing grouting of a post-pile booster station jacket foundation includes: The first water pumping test procedure: pump fresh water into the annular space 3 between the jacket pile leg 1 and the steel pipe pile 2, observe the water discharge from the drain outlet 9, and diagnose the sealing status of the passive packer 5. Sealing grouting process: Quick-setting grout is injected into the annular space 3 through the sealing grouting pipe 6 located above the passive packer 5 to form a sealing grouting layer 11 above the passive packer 5; Strength curing process: static curing for 5 to 6 hours to allow the bottom sealing grout layer 11 to reach the predetermined strength; during this period, the quick-setting grouting material rapidly hydrates, sets and hardens in the seawater environment to form a bottom sealing grout layer 11 with sufficient strength; Secondary water pumping verification process: Pump grout into the annular space 3 again, and verify the composite sealing effect formed by the bottom sealing grouting layer 11 and the passive packer 5 by observing the water discharge from the drain outlet 9. Formal grouting process: After confirming the effectiveness of the above-mentioned composite sealing effect, formal grouting is carried out through the first grouting pipe 7 located above the bottom sealing grouting pipe 6, and the grouting is completed by observing the overflow state of the overflow port 10.

[0033] The quick-setting grout is formulated by combining high-strength grout (e.g., with a 28-day compressive strength of 80 MPa or higher) with a core accelerator. The core accelerator is added at 0.5%-0.6% of the total weight of the high-strength grout. With this formula, the quick-setting grout can achieve an early strength of over 15 MPa within 5 to 6 hours at a typical seawater temperature of 5-15°C, fully meeting the requirements for subsequent formal grouting. The specific components of the high-strength grout are as described above for existing materials and will not be repeated here.

[0034] The core accelerator is a novel powdered cement-based early-strength agent synthesized based on organic / inorganic hybrid nanomaterials. Its mechanism of action lies in inducing CSH nucleation in the early stage of cement hydration, significantly accelerating the hydration reaction process, and substantially improving the early strength of cement-based products, especially the ultra-early strength within one day. Unlike traditional inorganic and alkanolamine early-strength agents, this product does not cause a decline in the later strength of cement products, does not affect the durability of cement products, and has significant energy-saving and carbon-reduction benefits.

[0035] Furthermore, in this embodiment, the core accelerator exhibits excellent ultra-early strength properties, significantly improving strength under normal temperature, low temperature, or heat curing conditions; it substantially shortens the demolding time of cement products, accelerating mold turnover; it effectively shortens or even eliminates the need for steam curing, saving energy; and it can reduce the amount of cementitious materials used, saving costs. It can be widely applied to various types of fluid mortars, especially high-performance mortars requiring early strength, such as grouting materials, self-leveling compounds, sleeve grouting materials, and UHPC. It is particularly suitable for applications such as low-temperature construction in winter.

[0036] In this embodiment, before the first water injection test, the process also includes: construction preparation, which involves placing the guide frame, connecting and inspecting the grouting equipment and all pipeline valves to ensure that the system is unobstructed and well-sealed.

[0037] The aforementioned initial water-spraying test procedure includes: If there is a continuous flow of water at the drain outlet 9, it is determined that the passive packer 5 is well sealed or has only minor local damage, and its leakage rate is less than the pumping speed of the water pump. If, after continuous pumping, there is no water flow or no obvious water flow at the drain outlet 9, it is determined that the passive packer 5 is severely damaged and has lost its effective sealing capability.

[0038] Regardless of the scenario, the initial water test served to clear blockages in the pipes and diagnose the sealing condition.

[0039] Furthermore, in the bottom sealing grouting process, the filling range of the injected quick-setting grout is controlled within the annular space 3 above the top surface of the passive packer 5 and below the opening of the bottom sealing grouting pipe 6, ensuring that the quick-setting grout does not intrude into the designed grouting connection section 12. After grouting is completed, the grouting equipment and pipelines are immediately flushed with clean water to prevent the grout from solidifying and clogging.

[0040] In this embodiment, the secondary water testing process includes: After the above maintenance is completed, a water test will be conducted again, this time focusing on verifying the sealing effect; If the drain outlet 9 can discharge a stable flow of water in a short time after the second water injection, the composite sealing effect formed by the bottom sealing grouting layer 11 and the passive packer 5 is effective, the lower part of the annular space 3 has been reliably sealed, and the bottom sealing can be determined to be successful, so as to proceed to the next step. If no water flows out of the drain outlet 9, it indicates that the sealing was unsuccessful or there are other leaks, and an investigation and refilling process is required.

[0041] In this embodiment, the formal grouting process further includes: After confirming the successful sealing of the bottom, formal grouting begins through the first grouting pipe 7, pumping high-strength grouting material. The pumping volume of the pumped slurry is statistically analyzed in real time and compared with the theoretical value to determine the height of the slurry level rise. Observe the state of the liquid discharged from the drain outlet 9. When the discharged liquid changes from clear to turbid, this is a key signal, indicating that the grout level has approached the drain outlet 9 or the surface grout level has risen to a height close to the drain outlet 9. The drain outlet 9 should be sealed. Specifically, the sealing method is to immediately use a wooden plug and geotextile to seal it, thereby preventing a large amount of grout from leaking out.

[0042] Furthermore, in this embodiment, after sealing the drainage outlet 9, grouting continues until a stable flow of grout of the same consistency and color as the pumped grout continuously overflows from the overflow outlet 10 at the top of the pile leg 1, at which point the grouting operation is officially completed. The stable overflow of grout from the overflow outlet 10 at the top is the final criterion for the completion of the grouting operation.

[0043] This embodiment uses experimental comparative analysis to compare and analyze the addition amount of the core accelerator, where the proportions of the core accelerator to the high-strength grout are 0%, 0.5%, and 1%, respectively. The specific analysis is as follows: Table 1. Flowability Record of Quick-Setting Grout with Different Doses of Core Accelerating Additives

[0044] Refer to Table 1 above and Figure 3 As shown, Example 1 maintains the best fluidity, decreasing from 335mm to 310mm within 2 hours with minimal loss and good workability; Example 2 experiences faster fluidity loss but still meets the fluidity requirements for grouting construction; Example 3 has a 30-minute fluidity of 295mm, meeting construction requirements, but the fluidity decreases to 210mm within 2 hours, indicating even faster fluidity loss.

[0045] Table 2. Record of setting time of quick-setting grout with different amounts of core accelerator additives.

[0046] Refer to Table 2 above and Figure 4 As shown, the initial and final setting times of Example 1 are extremely long, requiring 10.5 hours and 12.5 hours respectively. This means that more than half a day is needed for initial curing after grouting, which completely fails to meet the requirements for rapid construction. The setting time of Example 2 is drastically shortened, with an initial setting time of 5.3 hours and a final setting time of 6.2 hours. Compared with Example 1, the setting speed of Example 2 is approximately doubled. The setting time of Example 3 is further shortened to an initial setting time of 4.5 hours and a final setting time of 5.5 hours.

[0047] Table 3 Strength Record of Quick-Setting Grout with Different Addition Amounts of Core Accelerating Additives

[0048] Refer to Table 3 above and Figure 5 As shown, in Example 1, the slurry was "not formed" at both 6 and 8 hours, and its strength could not be measured, indicating that the slurry had no load-bearing capacity at this time. It did not reach 45.6 MPa until 24 hours. In Example 2, the strength exceeded the construction requirement of 15 MPa within a 5-6 hour curing period. The early strength development of Example 3 was even faster.

[0049] Based on the above experimental analysis, the quick-setting grout formed by adding core accelerator to the high-strength grout exhibits significant structural strength within 6 hours, achieving "ultra-early strength." This ensures that the next stage of formal grouting can be carried out after a short curing period, solving the core pain point of long waiting time associated with traditional materials. Considering fluidity, setting time, and strength, a dosage of 0.5% for the core accelerator fully meets construction requirements.

[0050] In the description of this application, unless otherwise expressly specified and limited, the terms "connected," "linked," and "fixed" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0051] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature being directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature being directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0052] In the description of this embodiment, the terms "upper," "lower," "left," "right," etc., refer to the orientation or positional relationship shown in the accompanying drawings. They are used only for ease of description and simplification of operation, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this application. In addition, the terms "first" and "second" are used only for distinction in description and have no special meaning.

[0053] The above embodiments are only used to illustrate the technical solutions of this application and are not intended to limit it. The preferred embodiments have been described in detail. Those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of this application without departing from the spirit and scope of the technical solutions of this application, and all such modifications and substitutions should be covered within the scope of the claims of this application.

Claims

1. A method for foundation sealing grouting of a post-pile booster station jacket foundation, characterized in that, include: The initial water pumping test procedure involves pumping fresh water into the annular space between the jacket pile legs and the steel pipe pile, observing the water discharge from the drain outlet, and diagnosing the sealing status of the passive packer. Sealing grouting process: Quick-setting grout is injected into the annular space through the sealing grouting pipe located above the passive packer to form a sealing grouting layer above the passive packer; Strength curing process: allow the grouting layer to stand for 5 to 6 hours to reach the predetermined strength; Secondary water pumping verification process: Pump grout into the annular space again, and verify the composite sealing effect formed by the bottom sealing grouting layer and the passive packer by observing the water discharge from the drain outlet; Formal grouting process: After confirming the effectiveness of the above-mentioned composite sealing effect, formal grouting is carried out through the first grouting pipe located above the bottom sealing grouting pipe, and the grouting is completed by observing the overflow status of the overflow port.

2. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to claim 1, characterized in that, The quick-setting grout is formulated by combining high-strength grout with core accelerators, and the amount of the core accelerators added is 0.5%-0.6% of the total weight of the high-strength grout.

3. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to claim 2, characterized in that, The core accelerator is a novel powder cement-based early strength agent synthesized based on organic / inorganic hybrid nanomaterials.

4. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to claim 1, characterized in that, The aforementioned initial water-spraying test procedure includes: If there is a continuous flow of water at the drain outlet, it is determined that the passive packer is well sealed or has only minor local damage. If there is no water flow from the drain outlet, the passive packer is deemed to be severely damaged.

5. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to claim 1, characterized in that, The secondary water testing process includes: If the drain outlet can discharge a stable flow of water in a short time after the second water injection, the combined sealing effect formed by the bottom sealing grouting layer and the passive packer is effective, the lower part of the annular space has been reliably sealed, and the bottom sealing can be determined to be successful, so as to proceed to the next step. If no water flows out of the drain outlet, it indicates that the sealing was unsuccessful or there are other leaks, and an investigation and refilling process is required.

6. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to claim 1, characterized in that, In the bottom sealing grouting process, the filling range of the injected quick-setting grout is controlled within the annular space above the top surface of the passive packer and below the opening of the bottom sealing grouting pipe.

7. The foundation sealing grouting construction method for the jacket structure of a booster station using the post-pile method according to any one of claims 1 to 6, characterized in that, The formal grouting process also includes: The pumping volume of the pumped slurry is statistically analyzed in real time and compared with the theoretical value to determine the height of the slurry level rise. Observe the state of the liquid discharged from the drain outlet. When the discharged liquid changes from clear to turbid, seal the drain outlet. And / or, after sealing the drainage outlet, continue grouting until grout of the same consistency and color as the pumped grout continuously and stably overflows from the overflow outlet at the top of the pile leg, at which point the grouting operation is officially completed.

8. The foundation sealing and grouting structure for the jacket of a post-pile booster station is characterized by, It is located within the annular space between the guide frame pile legs and the steel pipe piles, and the foundation bottom sealing grouting structure includes: A passive packer is fixed to the inner wall of the pile leg; A bottom sealing grouting pipe is installed above the passive packer; The first grouting pipe is installed above the bottom sealing grouting pipe; The drainage outlet is located above the designed high tide level; And an overflow outlet, located at the top of the pile leg; The passive packer is further topped with a bottom sealing grouting layer formed by the solidification of quick-setting grouting material, which together with the passive packer forms a composite grouting layer.

9. The foundation sealing grouting structure for the jacket structure of the post-pile method booster station according to claim 8, characterized in that, The quick-setting grout is formulated by combining high-strength grout with core accelerators, and the amount of the core accelerators added is 0.5%-0.6% of the total weight of the high-strength grout.

10. The foundation sealing grouting structure for the jacket of a post-pile booster station according to claim 8 or 9, characterized in that, Also includes: A mud-blocking plate is disposed below the passive packer, and the mud-blocking plate is installed at the bottom of the pile leg; And / or, it also includes: the bottom sealing grouting pipe is located about 1 meter above the passive packer, and the first grouting pipe is located about 2 meters above the bottom sealing grouting pipe; And / or, further comprising: a second grouting pipe disposed at the designed low tide level, the second grouting pipe being disposed above the first grouting pipe; And / or, at least a third grouting pipe or a fourth grouting pipe is provided above the second grouting pipe.

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