A system and method for closed tide chasing construction of a foundation pit on the sea side under the influence of tides

Abstract

The application provides a tide-affected sea side foundation pit closed tide construction system and method, and belongs to the technical field of foundation pit construction. A construction window is identified through tide monitoring and seepage monitoring. In a low tide window, a circumferential or segmented water stop is used to block the surrounding filter layer and sand cushion layer of the sea drainage pipe. Then, a local dry operation space forming assembly is used to construct a controlled environment in the construction area. Reinforcing steel is prefabricated outside the pit, and only joint sealing, positioning and correction are performed after entering the pit. The formwork is quickly installed using a shaped formwork and a grout stop system. Concrete is continuously transported over a short distance, poured in separate compartments, and covered and maintained in a timely manner to complete structure forming. When the tide rises or seepage abnormally increases, open construction is suspended, and the system resumes construction when the next tide window reaches the construction conditions again. The core of the application is to change the tide fluctuation from an uncontrollable external factor to a construction rhythm control condition, and to convert the originally random unstable site into a rhythmic and bounded construction system.

Description

Technical Field

[0001] This invention belongs to the field of foundation pit construction technology, and in particular relates to a closed-loop tide-following construction system and method for seaside foundation pits under the influence of tides. Background Technology

[0002] Excavation projects in the storage yard behind the seaside wharf are particularly suitable for construction scenarios that are significantly affected by tides, where the discharge pipe is close to the excavation pit boundary, and where there is a continuous risk of seepage into the filter layer or sand cushion layer around the discharge pipe. In such scenarios, seawater does not only enter the excavation pit from the pipe opening, but often continuously re-injects along the filter layer, sand cushion layer, or local high-permeability channels around the discharge pipe, forming a hidden seepage state where "the surface sealing is completed, but the internal channels are still being replenished with water." The dangers of this state are that once the excavation and structural construction stages begin, problems such as turbid water, sand inclusion, frost heave, local voids, slope softening, grout leakage at the bottom of the formwork, steel reinforcement contamination, and concrete segregation are likely to occur at the bottom of the pit. In severe cases, it may even induce piping, quicksand, pit bottom heave, expansion of support deformation, and local collapse.

[0003] Current construction methods typically focus on localized sealing of the discharge pipe outlet, excavation of the foundation pit, and sheet pile support. However, for complex situations where the discharge pipe outlet is sealed but the filter layer continues to seep in, single-point sealing often fails to completely cut off the seepage channel. For ordinary inland foundation pits, reinforcement binding, formwork support, and concrete pouring can be carried out sequentially on a relatively stable and dry working surface. However, in the tidal environment of the seaside, the working surface is periodically exposed to water, moisture, and pressure with changes in tide level. The short construction window, strong environmental interference, and rapid re-dampening make it difficult for conventional processes to balance safety, quality, and schedule.

[0004] Therefore, it is necessary to propose a closed-loop tidal-driven construction system and method for foundation pits affected by tidal fluctuations. This system must not only address the problem of cutting off seepage channels, but also how to stably complete rebar tying, formwork installation, concrete pouring, and curing within the tidal window, and ensure that the entire construction process is monitorable, switchable, reversible, and reconfigurable. In other words, the starting point of this technical solution is not "to pump as much water as possible," but rather "to ensure that the construction surface remains controllable, acceptable, and continuously advancing under tidal fluctuations." Summary of the Invention

[0005] This invention provides a closed-loop construction system and method for seaside foundation pits under tidal influence, applicable to foundation pit projects in the storage yard behind the seaside wharf, especially suitable for construction scenarios where the tidal influence is significant, the discharge pipe is close to the foundation pit boundary, and there is a risk of continuous seepage into the filter layer or sand cushion layer around the discharge pipe, in order to solve the problems mentioned in the background art.

[0006] To solve the above problems, the present invention adopts the following technical solution: On one hand, the present invention provides a closed-loop construction system for sea-side foundation pits under tidal influence, including a construction area and a linkage control component connected to the construction area. The linkage control component is connected to a tide level monitoring component, a seepage monitoring component, a pumping and retraction component, and an emergency sealing and resetting component. The construction area includes a perimeter water-stopping sealing component, a local dry operation space formation component, a precast steel reinforcement area, a formwork support and grout-stopping component, and a short-distance concrete conveying and rapid molding component. The tide level monitoring component and the seepage monitoring component are in a data input relationship with the linkage control component, and the linkage control component is in an execution control relationship with the construction area.

[0007] Furthermore, the peripheral water-stopping and sealing component includes a drainage pipe, which is connected to a grouting pipe. The grouting pipe is connected to a linkage control component. The drainage pipe has an inverted filter layer and a sand pad layer on its outer periphery. Grouting is performed between the grouting pipe and the outer wall of the drainage pipe to form a water-stopping and sealing ring.

[0008] Furthermore, the local dry work space forming component includes an assemblable moisture-proof curtain, a temporary water barrier, a drainage ditch, a water collection point, and a local pumping device, used to create a relatively stable working environment during low tide windows. The local pumping device is connected to the pumping and retraction component.

[0009] Furthermore, the precast steel bar area is located outside the pit and includes a steel bar processing platform, a precast semi-finished product area, a numbered stacking area, a hoisting channel, and a pit-filling area. This is used to move most of the steel bar processing work to the dry area outside the pit and then transfer it to the local dry work space inside the pit to complete the final placement and filling binding work.

[0010] Furthermore, the template support and grout-stopping assembly includes a shaped template, back ribs, diagonal braces, counter braces, connectors, grout-stopping strips, flexible edge sealing strips, and local reinforcement components, used to ensure the stability and tightness of the template in a humid environment.

[0011] Furthermore, the concrete short-distance conveying and rapid molding component includes a concrete short-distance conveying pipe, a short pipe, a chute, a mold inlet, a vibrating device, and a rapid covering curing material, used to achieve rapid, continuous, and controlled pouring of concrete. The concrete short-distance conveying pipe is connected to the linkage control component.

[0012] On the other hand, the present invention also provides a closed-loop construction method for sea-side foundation pits under tidal influence, which adopts the system described in the first aspect and specifically includes the following steps: S1: Before officially starting construction, establish the functional zoning of the entire system, complete the confirmation of tide level, seepage, support, equipment and material status, and determine the construction window period; S2: Locate the seepage point, explore the filter layer and sand cushion layer around the discharge pipe, determine the main water inlet zone, secondary water inlet zone and the most active area for recharge, set grouting holes on the outside of the above areas, and carry out grouting construction step by step according to the on-site seepage rate and soil porosity to stop water flow and seal the water. S3: Implement perimeter sealing, set up moisture-proof curtains around the work area, and add temporary water baffles on the side near the seepage direction to guide the water flow that may be backflowed or overflowed to the drainage ditch. The drainage ditch is lower than the work surface or at least connected to the lowest water accumulation point and flows into the collection point. The pumping and retraction components are responsible for draining the water away, forming a local dry work space. S4: After the precast steel reinforcement components outside the pit are processed, they are classified, numbered, and transported to the site. Steel reinforcement joints are then repaired and corrected within the local dry work space. S5: Template installation and grout stop inspection. When installing templates, first erect key reference templates, and then gradually extend to other templates. Use flexible edge sealing strips to press the bottom openings tightly. Check and reinforce the joints, corners, bolt holes and embedded parts respectively. After the static verification and local test inspection of the templates are qualified, proceed to the concrete process. S6: Before pouring concrete into the formwork, check it and pour it continuously in layers and sections. Vibration equipment is used in conjunction with the pouring process. After pouring, cover the surface with curing material immediately for curing and close the opening before the tide rises. S7: Post-construction review and repair of abnormalities.

[0013] Furthermore, in S2, the grouting construction specifically includes the following steps: S201: Pour concrete into the outer perimeter holes to form a preliminary interception; S202: Grout the inner ring and weak points until a continuous sealing ring is formed around the discharge pipe. The sealing ring is used to cut off the channel for seawater to penetrate into the foundation pit along the filter layer. If a complete ring structure cannot be arranged on one side due to space constraints, a semi-ring or fan-shaped sealing is adopted to ensure that all directions with the risk of backflow are covered. S203: After grouting is completed, observe whether there is still turbid water, fine sand carried on the outside, or local water seepage based on the feedback from the seepage monitoring component. If the above situations occur, it means that the seal has not been closed, and grouting should be continued or the sealing range should be expanded.

[0014] Furthermore, the tide level monitoring component and seepage monitoring component operate continuously throughout the construction process. When the tide level monitoring component or seepage monitoring component detects an abnormality, the linkage control component immediately stops the open construction, shuts down the ongoing pouring or formwork erection, starts the pumping and retraction component, and calls the emergency sealing and reset component as needed.

[0015] Furthermore, the pumping and retraction components first suppress the local water level, and the emergency sealing and resetting components temporarily reinforce new seepage points or weak points. After confirming safety, the next round of verification is carried out. After the verification is passed, construction is resumed. The entire system forms an engineering closed loop that dynamically switches with changes in tide level and seepage.

[0016] Compared with the prior art, the beneficial effects of the present invention are: 1. Cut off the continuous seepage channel of the inverted filter layer: Traditional single-point sealing can only solve the problem of water ingress in the direction of the pipe opening, while this solution directly acts on the high permeability channel around the discharge pipe through circumferential or segmented grouting sealing, compaction backfilling and surface anti-scour treatment, thereby weakening or cutting off the continuous supply of seawater to the foundation pit from the source.

[0017] 2. Create a locally controllable dry working environment: Through modular moisture-proof working chambers, temporary water-blocking components, drainage ditches and local pumping systems, the construction surface that was originally subject to tidal periodic disturbances is transformed into a manageable local working space, allowing steel reinforcement, formwork and concrete to be constructed in a relatively stable environment.

[0018] 3. Improve the construction quality of steel reinforcement, formwork and concrete: steel reinforcement adopts a combination of prefabrication outside the pit, filling in the pit and rapid correction to reduce the exposure time on site; formwork adopts a combination of standardized formwork, grout stop strips and back rib support to improve the resistance to bulging and grout stop; concrete adopts short-distance continuous transportation, segmented pouring, timely vibration and rapid covering curing to reduce the risk of segregation, cold joints and surface sanding.

[0019] 4. Improve the controllability of construction progress: By monitoring and controlling the tide level, the construction process is divided into nodes such as preparation, water stopping, dry operation, reinforcement binding, formwork erection, pouring, curing and repositioning, so that only the necessary key procedures are performed in each tide window, avoiding the loss of control of the construction site due to too many procedures.

[0020] 5. Enhance safety and reliability: When seepage intensifies, tide rises too quickly, or water level in the pit rises abnormally, the system can immediately switch to pumping and backflow mode to reduce the risk of local instability evolving into overall collapse and reduce the probability of damage to personnel, machinery, and structures.

[0021] 6. Facilitates engineering promotion and implementation: The water-stopping, drainage, reinforcement, formwork, concrete and monitoring measures involved in this invention are all process combinations that can be directly implemented on the engineering site, do not rely on special unavailable materials, and have strong engineering scalability and replicability. Attached Figure Description

[0022] To more clearly illustrate the specific embodiments of the present invention, the accompanying drawings used in the description of the specific embodiments will be briefly introduced below. The accompanying drawings described below are example diagrams of the novel radio frequency front-end receiving surface acoustic wave filter module described above. Obviously, the accompanying drawings described below are merely exemplary. For those skilled in the art, other embodiment drawings can be derived from the provided drawings without creative effort.

[0023] Figure 1 The present invention adopts a system overall control flowchart; Figure 2 This is a block diagram of the water-stopping and sealing structure around the discharge pipe of the present invention; Figure 3 This is a block diagram of the connection structure between the moisture-proof work chamber and the foundation pit of the present invention; Figure 4 This is a flowchart illustrating the prefabrication, transportation, and in-pit tying of reinforcing bars outside the pit according to the present invention. Figure 5 This is a structural block diagram of the template support, grout stop strip, and back rib arrangement of the present invention; Figure 6 This is a flowchart illustrating the short-distance concrete delivery, segmented pouring, and rapid covering and curing process of the present invention. Figure 7 This is a flowchart of the tide level seepage linkage backflow process of the present invention.

[0024] In the diagram, 1-tide level monitoring component; 2-seepage monitoring component; 3-linkage control component; 4-grouting pipe; 5-water-stopping ring; 501-drainage pipe; 502-inverted filter layer; 503-sand cushion layer; 504-surrounding soil; 6-partial dry operation space formation component; 7-reinforced precast area; 8-formwork support and grout-stopping component; 801-formwork panel; 802-grout-stopping strip; 803-back rib; 804-tie rod; 805-support component; 806-flexible edge sealing strip; 807-pad plate; 9-short-distance concrete delivery pipe; 10-extraction and retraction component; 11-emergency sealing and resetting component; 12-moisture curtain; 13-temporary water barrier; 14-drainage ditch; 15-water collection point; 16-vibrating equipment; 17-covering curing material; 18-partial extraction device. Detailed Implementation

[0025] Exemplary embodiments of the present patent will now be described in more detail with reference to the accompanying drawings. While exemplary embodiments of the present patent are shown in the drawings, it should be understood that the present patent can be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided to enable a more thorough understanding of the present patent and to fully convey the scope of the present patent to those skilled in the art. It should be noted that, unless otherwise specified, the embodiments and features described in the present patent can be combined with each other. The present patent will now be described in detail with reference to the accompanying drawings and embodiments.

[0026] This embodiment applies to the conversion well foundation pit project within the storage yard behind the sea-side wharf. Such projects typically have the following characteristics: First, they are close to the sea, and tidal changes directly affect the water head outside the foundation pit; second, drainage pipes or other marine pipelines pass through or are adjacent to the foundation pit area, and filter layers, sand cushions, or other permeable materials are often installed around the pipes as drainage or reverse filtration structures; third, the strata often contain composite soil layers such as miscellaneous fill, sandy soil, and silty clay, resulting in complex soil permeability characteristics; fourth, the foundation pit excavation depth is relatively large, and the construction of reinforcement, formwork, and concrete must be completed within a short time, without repeated rework due to tidal fluctuations.

[0027] This embodiment does not address ideal working conditions, but rather actual engineering sites where seepage, backflow, and tidal disturbances have already occurred. Under these conditions, if only the outfall pipe is sealed without addressing the seepage supply paths within the filter layer and sand cushion layer, seawater will continue to enter the excavation pit along the highly permeable materials, resulting in a persistent instability at the excavation face. Therefore, this embodiment employs an engineering strategy of "external sealing, localized dry operations, short-time construction, and rapid closure," using systematic organization to ensure the successful implementation of the construction.

[0028] like Figure 1-7 As shown, this invention provides a closed-loop construction system for sea-side foundation pits under tidal influence, including a construction area and a linkage control component 3 connected to the construction area. The linkage control component 3 is connected to a tide level monitoring component 1, a seepage monitoring component 2, a pumping and retraction component 10, and an emergency sealing and resetting component 11. The construction area includes a perimeter water-stopping sealing component, a local dry work space formation component 6, a precast steel reinforcement area 7, a formwork support and grout-stopping component 8, and a short-distance concrete conveying and rapid molding component. The tide level monitoring component 1 and the seepage monitoring component 2 have a data input relationship with the linkage control component 3, and the linkage control component 3 has an execution control relationship with the construction area. In this embodiment, the system mainly includes the following components: Tide monitoring component 1: Used to acquire information on changes in offshore tide levels. This can be achieved using a tide gauge, electronic water level gauge, manual observation records, or water level acquisition equipment linked to the on-site management system. This component is used to determine when to open and close the construction window.

[0029] Seepage monitoring component 2: Used to observe whether there is continuous seepage, sand, turbid water, bubbling, mud pumping, or localized scouring in the pit. This can be achieved through observation wells, water level holes, manual inspection, turbidity observation, and localized flow rate assessment.

[0030] Linkage control component 3: Outputs control commands based on tide level and seepage information to control the start and stop of pumping equipment, grouting equipment, warning devices and lighting equipment, and sends construction switching signals to the person in charge on site.

[0031] Peripheral water-stopping components: These are installed around the outer perimeter of the discharge pipe 501 and within the surrounding soil 504 near its inverted filter layer 502 and sand cushion layer 503. They employ a combination of circumferential or segmented grouting, compaction backfilling, temporary sealing, and surface erosion protection to prevent seawater from re-injecting into the foundation pit along high-permeability paths. For example... Figure 2 As shown, the peripheral water-stopping and sealing component includes a drainage pipe 501, which is connected to a grouting pipe 4. The grouting pipe 4 is connected to the linkage control component 3. A filter layer 502 and a sand cushion layer 503 are provided on the outer periphery of the drainage pipe. Grouting is performed between the grouting pipe 4 and the outer wall of the drainage pipe to form a water-stopping and sealing ring 5.

[0032] The partial dry operation space forming component 6 includes an assemblable moisture barrier 12, a temporary water baffle 13, a drainage ditch 13, a water collection point 15, and a partial drainage device 18, which is used to form a relatively stable working environment during low tide windows. The partial drainage device 18 is connected to the drainage and retraction component 10.

[0033] Rebar Prefabrication Zone 7: Rebar Prefabrication Zone 7 is located outside the pit and includes a rebar processing platform, a prefabricated semi-finished product area, a numbered stacking area, a hoisting channel, and an in-pit jointing area. It is used to move most of the rebar processing work to the dry area outside the pit, and only the final placement and jointing are completed in the pit for a short time.

[0034] The template support and grout-stopping component 8 includes a template panel 801, back ribs 803, diagonal braces, counter braces, connectors, grout-stopping strips 802, flexible edge sealing strips 806, and local reinforcement components, used to ensure the stability and tightness of the template in a humid environment.

[0035] Concrete short-distance conveying and rapid prototyping component: including concrete short-distance conveying pipe 9, short pipe, chute, mold inlet, vibrating equipment 16 and rapid covering curing material 17, used to realize rapid, continuous and controlled pouring of concrete, and the concrete short-distance conveying pipe 9 is connected to the linkage control component 3.

[0036] Pumping and backflow assembly 10: includes a submersible pump, a backup pump, a backup power supply, a collection well, and a backflow channel, used to quickly switch to steady-state control when seepage intensifies or the tide level rises.

[0037] Emergency sealing and repositioning components 11: including sandbags, quick-setting materials, grouting material, temporary backfill material, warning signs and evacuation facilities, used for rapid sealing and repositioning in case of sudden emergencies.

[0038] The various components of this system are connected by a closed-loop logic of "monitoring—judgment—execution—verification".

[0039] A data input relationship is established between the tide level monitoring component 1 and the linkage control component 3. The linkage control component 3 determines whether the construction window should be opened based on changes in the tide level. Similarly, the seepage monitoring component 2 also establishes a data input relationship with the linkage control component 3 to determine whether the seepage condition meets the construction requirements. The linkage control component 3 establishes an execution control relationship with the surrounding water-stopping and sealing components, the pumping and retraction component 10, and the emergency sealing and reset component 11. When seepage intensifies or the tide level rises, the linkage control component 3 sends commands to these execution units to initiate grouting, pumping, alarm activation, or evacuation.

[0040] The perimeter water-stopping and sealing components and the local dry work space 6 are spatially connected. Water-stopping is completed first, followed by the formation of the local dry work space; both work together to ensure that subsequent rebar, formwork, and concrete work is not disturbed by continuous backflow. The rebar prefabrication area 7 is connected to the local dry work space 6, allowing most rebar processing to be completed outside the pit, reducing work time inside. The formwork support and grout-stopping components 8 are arranged around the rebar forming area, forming the pouring cavity together with the local dry work space 6. The short-distance concrete delivery and rapid forming components work in conjunction with the formwork support and grout-stopping components 8 to form the structural pouring path. The extraction and retraction components 10 are linked with the seepage monitoring components 2 to maintain stability within the pit in the event of any abnormal seepage. The emergency sealing and resetting components 11 serve as a last resort, to be deployed immediately when other parts of the system are insufficient to quickly suppress the danger.

[0041] The working principle of this embodiment can be summarized as follows: First, construction windows are identified through tide level and seepage monitoring. Within the low tide window, the filter layer 502 and sand cushion layer 503 around the discharge pipe 501 are sealed circumferentially or in sections to cut off the channel for seawater to recharge into the foundation pit along the high permeability path. Then, components are formed using local dry work spaces to create a controlled environment within the construction area. Reinforcing bars are prefabricated outside the pit and only need to be repaired, positioned, and corrected after entering the pit. The formwork is quickly installed using standardized formwork and a grout-stopping system. The concrete is delivered continuously over short distances, poured in sections, and cured in a timely manner to complete the structural forming.

[0042] When the tide rises or seepage intensifies abnormally, the system automatically switches to steady-state mode, suspends open-pit construction, and activates pumping equipment and emergency sealing measures to prevent seepage from escalating into pit instability. Construction resumes once the next tidal window meets the necessary conditions. The core principle is to transform tidal fluctuations from an uncontrollable external factor into a controllable condition for construction rhythm, converting a randomly unstable site into a rhythmic and defined construction system.

[0043] This invention also provides a closed-loop construction method for sea-side foundation pits under tidal influence, employing the aforementioned system and specifically including the following steps: S1: Before officially starting construction, establish the functional zoning of the entire system, complete the confirmation of tide level, seepage, support, equipment and material status, and determine the construction window period; S2: Locate the seepage point, investigate the filter layer and sand cushion layer around the discharge pipe, determine the main water inlet zone, secondary water inlet zone, and the most active reinjection area, and set grouting holes outside the above areas. Grouting construction is carried out step by step according to the on-site seepage velocity and soil porosity to stop the water flow. The grouting construction specifically includes the following steps: S201: Pour concrete into the outer perimeter holes to form a preliminary interception; S202: Grout the inner ring and weak points until a continuous sealing ring 5 is formed around the discharge pipe. The sealing ring 5 is used to cut off the channel for seawater to penetrate into the foundation pit along the filter layer. If a complete ring structure cannot be arranged on one side due to space constraints, a semi-ring or fan-shaped sealing is adopted to ensure that all directions with the risk of backflow are covered. S203: After grouting is completed, observe whether there is still turbid water, fine sand carried on the outside, or local water seepage based on the feedback from seepage monitoring component 2. If the above situations occur, it means that the blockage has not been closed, and grouting should be continued or the blockage range should be expanded.

[0044] S3: Implement perimeter sealing, set up moisture-proof curtains 12 around the work area, add temporary water baffles 13 on the side close to the seepage direction, and guide the water flow that may be backflowed or overflowed to the drainage ditch 14. The drainage ditch 14 is lower than the work surface or at least connected to the lowest water accumulation point, and flows into the water collection point 15, which is drained away by the pumping and retraction components 10 to form a local dry work space. S4: After the precast steel reinforcement components outside the pit are processed, they are classified, numbered, and transported to the site. Steel reinforcement joints are repaired and corrected in the local dry work space. S5: Template installation and grout stop inspection. When installing templates, first erect key reference templates, and then gradually extend to other templates. Use flexible edge sealing strips to press the bottom openings tightly. Check and reinforce the joints, corners, bolt holes and embedded parts respectively. After the static verification and local test inspection of the templates are qualified, proceed to the concrete process. S6: Before pouring concrete into the formwork, check it and pour it continuously in layers and sections. Vibration equipment is used in conjunction with the pouring process. After pouring, cover the surface with curing material immediately for curing and close the opening before the tide rises. S7: Post-construction review and repair of abnormalities.

[0045] Throughout the construction process, the tide level monitoring component 1 and seepage monitoring component 2 operate continuously. When either component detects an anomaly, the linkage control component 3 immediately stops open construction, shuts down ongoing pouring or formwork erection, activates the pumping and retraction component 10, and, depending on the situation, calls upon the emergency sealing and resetting component 11. The pumping and retraction component 10 first suppresses the local water level, while the emergency sealing and resetting component 11 temporarily reinforces new seepage points or weak points. After confirming safety, a next round of verification is conducted. Once the verification is passed, construction resumes. The entire system forms a closed-loop engineering system that dynamically switches according to changes in tide level and seepage.

[0046] In this embodiment, to more clearly illustrate the specific implementation of this technical solution, the actual operation process will be further elaborated below.

[0047] 1. Confirm before operation Before commencing operations, five confirmations must be completed: tide level, seepage, support, equipment, and materials. Tide level confirmation aims to determine if the current construction window is low tide; seepage confirmation aims to determine if the inverted filter layer has been effectively sealed and is under control; support confirmation aims to confirm the stability and reliability of the sheet piles, walers, and support system; equipment confirmation aims to ensure that pumping equipment, lighting, vibrators, pump pipes, and backup power are readily available; and material confirmation aims to ensure that reinforcing steel, formwork, grouting sealant, grouting materials, and emergency supplies are in place.

[0048] like Figure 1 As shown, the system operation begins with the tide level monitoring component 1 and the seepage monitoring component 2. On-site personnel must first confirm whether the current tide level has entered the low tide construction window, and simultaneously check whether there is still continuous seepage into the pit and around the drainage pipe. If the tide level does not meet the conditions, or the seepage is still unstable, the linkage control component 3 will not allow open construction; only inspection, pumping, grouting, and verification are permitted. If both the tide level and seepage meet the conditions, the linkage control component 3 will issue an instruction to the pumping and retraction component 10 to enter the construction maintenance state, and simultaneously notify each work team to enter the preparation mode.

[0049] The key at this stage is not to start construction immediately, but to get the entire system in the right state. Any construction action must be based on monitoring and confirmation. A common mistake on the construction site is judging the timing of construction based solely on experience, while ignoring the actual seepage and tide rise rate in the pit. Systematic operation requires that all actions start from the feedback of tide level monitoring component 1 and seepage monitoring component 2. The linkage control component 3 is only responsible for decision-making and does not issue orders based on subjective assumptions.

[0050] During the preparation phase, materials, equipment, and workstations should be arranged in layers. The No. 7 rebar prefabrication area should be located in the dry area outside the pit and clearly separated from the work area inside the pit. Rebars should be cut, bent, numbered, pre-assembled, and mostly tied in this area first to avoid spending too much time at the damp pit bottom. The No. 8 formwork support and grout-stopping components should be prepared according to… Figure 5 Pre-assembly outside the pit is required. First, check the slab surface, back ribs, supports, grout stop strips, bolt hole positions, and corner mold positions before transporting to the site for installation. The route for the No. 9 concrete short-distance delivery pipe should be planned in advance to minimize bends and repeated handling, ensuring the shortest time from concrete discharge to placement in the formwork. The No. 16 vibrator and the No. 17 covering and curing material should be in place before pouring to avoid delays during the crucial pre-setting window by searching for equipment and coverings after pouring.

[0051] If any of the five conditions are not met, the current round of operations must not proceed. At this time, inspections, sealing, drainage, or waiting for the next tide window should continue. The prerequisites should not be ignored in the rush to complete the work.

[0052] 2. Construction sequence The standard construction sequence is as follows: identify seepage points, implement surrounding sealing, create local dry working space, transport precast steel reinforcement components from outside the pit to the site, repair and correct steel reinforcement joints, install formwork and check grouting, check concrete before pouring into the formwork, pour continuously, cover and cure immediately, close the joints before the tide rises, check after construction, and repair any abnormalities.

[0053] The logic behind this sequence is very clear: first address the water, then the form, and finally the quality of the solid structure. If the order is reversed, for example, by tying the reinforcing bars before stopping the water, erecting the formwork before sealing, or pouring the concrete before inspecting, the site is very likely to get out of control due to fluctuations in the tide level.

[0054] The water-stopping and sealing stage is the true technical core of this embodiment. Simply using airbags or localized physical sealing on the outlet of the 501 discharge pipe cannot solve the problem of continuous reinjection of the filter layer. Therefore, this embodiment emphasizes... Figure 2The diagram shows a circumferential water-stopping structure. During implementation, the surrounding filter layer 502 and sand cushion layer 503 of the discharge pipe 501 should first be investigated to determine the main water inlet zone, secondary water inlet zone, and the most active reinjection area. Then, grouting holes 4 should be installed outside these areas. The grouting pipe 4 is the key inlet of the sealing system. Grouting can be carried out using low pressure, in stages, and in sections, allowing the grout to gradually penetrate the high-permeability material and form a continuous sealed zone.

[0055] Grouting is not a one-time large-volume injection, but rather a gradual process. First, grout is applied to the outer holes to form an initial interception; then, grout is added to the inner ring and weak points until a continuous water-stopping ring 5 is formed around the discharge pipe 501. The function of the water-stopping ring 5 is not to "block a hole," but to cut off the channel for seawater to penetrate into the foundation pit along the filter layer. If a complete circumferential structure cannot be arranged on one side due to space constraints, a semi-ring or fan-shaped seal can be used, but it must be ensured that all directions with a risk of backflow are covered. After grouting is completed, the feedback from the seepage monitoring component 2 should be used to observe whether there is still turbid water, fine sand carried on the surface, or localized water seepage. If so, it indicates that the seal is not yet closed, and grouting should continue or the seal area should be expanded.

[0056] Once the water-stopping and sealing achieves the desired effect, the local dry operation space formation stage can begin. For example... Figure 3 As shown, the partial dry work space forming component 6 consists of a moisture barrier 12, a temporary water barrier 13, a drainage ditch 14, a water collection point 15, and a local pumping device 18. Its task is not to create a completely water-free environment for the entire foundation pit, but rather to keep the small area where rebar tying, formwork installation, and concrete pouring take control. In tidal conditions, it achieves a "partially dry" effect, rather than a "completely dry" environment. In actual operation, the moisture barrier 12 is first installed at the boundary of the work area to prevent humid air and splashing water from directly entering the core construction area. Then, a temporary water barrier 13 is installed on the side where backflow is possible, directing scattered backflow to the drainage ditch 14. The drainage ditch 14 collects a small amount of accumulated water and directs it to the water collection point 15, where it is then removed by the local pumping device 18.

[0057] The key to this stage lies in the phrase "local control." During operation, the entire foundation pit does not need to be completely dry. Instead, it's crucial to ensure that the areas where reinforcement is tied, formwork is erected, and concrete is poured are sufficiently stable and will not be damaged by continuous water flow. If a small amount of water accumulates in a localized area, it should be pumped out before proceeding. Reinforcement tying and formwork erection must not be done while water is accumulating or flowing. Figure 3 The structure shown is essentially a small, repeatedly closed and opened temporary construction cabin designed to minimize the impact of tidal forces within manageable limits.

[0058] During implementation, moisture-proof curtains 12 are first installed around the work area. These curtains should be strong enough to withstand splashing water and humid air currents, while also being easy to open and close quickly. A temporary water-blocking board 13 is added on the side closest to the seepage direction to guide any potential backflow or overflow into a drainage ditch 14. The drainage ditch 14 should be lower than the work surface or at least connected to the lowest water accumulation point, and converge into a collection point 15. A local pumping device 18 connects to the pumping and retraction assembly 10 to drain the water. This creates a localized environment in the construction area that can be pumped out, its flow controlled, and temporarily sealed. If slight water accumulation occurs in a localized area, it should not be left unattended but should be removed as soon as possible through ditch guidance and small-scale pumping, as accumulated water directly affects the quality of rebar tying and the sealing quality of the formwork bottom.

[0059] 3. Reinforcing bar tying operation details like Figure 4 The reinforcement construction logic shown is crucial for ensuring structural quality in this embodiment. Reinforcement prefabrication zone 7 handles the vast majority of reinforcement processing tasks, including cutting, bending, forming, numbering, pre-assembly, binding, and protection. Reinforcement prefabrication cannot be entirely completed on-site in the pit due to the humid environment, short time window, and restricted personnel access on the sea side. Placing a large amount of reinforcement work in the pit would directly encroach on low tide time and increase quality fluctuations. Reinforcement construction begins in reinforcement prefabrication zone 7. After processing, numbering, and pre-assembly in the prefabrication zone, the reinforcement is transported to the local dry work area according to the construction sequence. During transport, it should be done in groups and modules as much as possible to reduce temporary assembly of loose parts in the pit. Upon arrival, joint filling and correction are performed before final binding. The protective layer and spatial positioning of the reinforcement must be carefully considered during operation. The bottom slab reinforcement is laid and positioned first, followed by the upper layer reinforcement. The protective layer spacers must be stable and reliable, and must not slide due to moisture. Temporary fixing points should be used for wall reinforcement and vertical reinforcement to prevent tilting. At openings, corners, and reinforced areas, additional reinforcement must be added before fixing the main reinforcement. After the reinforcement binding is completed, the operators should check against the design and specifications. Figure 4 Check the joints of the modules for any missing bindings, misalignments, or uneven spacing. If any problems are found, rectify them immediately. Do not rush into the formwork process just because the moisture window is approaching.

[0060] In the prefabrication area outside the pit, the reinforcing bars are first checked for specifications and quantity according to design requirements, and then classified into bottom slab, side walls, reinforced areas, reserved holes, and additional reinforcement at joints. Each type of reinforcing bar should be numbered in advance to avoid confusion after being transported to the site. For pre-processed semi-finished products, if there is moisture, mud, or salt on the surface, it should be cleaned before being brought to the site. After being transported to the site, final patching and correction are carried out in a local dry work space. Patching does not mean simply adding a few bars, but rather ensuring that the control of the inter-module, inter-joint, lap length, anchorage length, and protective layer is fully implemented.

[0061] After the reinforcing bars are in place, their spacing, elevation, flatness, and verticality must be checked according to the drawings and positioning lines before using temporary supports or clamps for fixation. For the bottom slab reinforcing bars, the thickness of the protective layer must be carefully controlled to prevent the spacers from sliding and causing the reinforcing bars to stick to the bottom in a damp environment. For wall and edge reinforcing bars, vertical stability must be carefully controlled to prevent displacement during formwork installation and pouring. For openings and corners, additional reinforcing bars and denser binding points should be installed to ensure the continuity of structural stress. After the reinforcing bars are tied, a comprehensive self-inspection must be carried out. Those that fail the self-inspection must not proceed to the formwork process.

[0062] When tying reinforcing bars, first check the specifications according to the design and numbering, then bring them to the site in batches according to the positioning lines. For large-area reinforcing mesh, modular assembly can be completed outside the pit first, and then transported into the pit for final splicing. After each batch of reinforcing bars is in place, check the spacing, elevation, position, and protective layer thickness; if deviations are found, adjustments should be made immediately, and uniform corrections should not be made after all the reinforcing bars are tied, as this will lead to excessive rework.

[0063] During the rebar tying process, operators should avoid prolonged stays in unstable seepage areas. If the work area becomes slightly slippery, anti-slip mats should be laid or accumulated water should be locally cleared. After the rebar tying is completed, temporary supports, clamps, or other fixing measures should be used to prevent displacement. For reserved openings, corners, and areas of concentrated stress, additional reinforcement and denser tying points should be added to ensure that they do not shift during concrete pouring.

[0064] 4. Details of formwork support operation like Figure 5As shown, the formwork support and grout-stopping assembly 8 is an important measure to ensure concrete quality. During operation, first check the formwork surface, back ribs, and connectors before assembly. The bottom of the formwork is the most prone to grout leakage; a flexible edge sealing strip must be installed at the bottom, and grout-stopping strips should be added to the joints and corners. After the formwork is installed, check the clear distance between it and the reinforcing steel frame to ensure that the protective layer thickness meets the requirements after pouring. The formwork support structure consists of the formwork surface 801, back ribs 803, support members 805, grout-stopping strips 802, flexible edge sealing strips 806, and necessary reinforcing components. The reinforcing components include tie rods 804. The entire formwork support structure is set on the surface of the pad plate 807. The bottom and joints are the most prone to problems in the formwork of the seaside foundation pit; therefore, this embodiment prioritizes grout-stopping as the primary goal of formwork construction, rather than an auxiliary task. Before installing the formwork, the flatness of the surface and the integrity of the connectors must be checked, especially for reusable formwork. If the surface has old grout, deformation, or warping, it must be treated before use. During formwork support operations, the biggest mistake is rushing and reducing the amount of support. Even if the low tide window is short, back bracing, diagonal bracing, or parallel bracing should not be omitted. Once the formwork shifts during pouring, the cost of subsequent remedial measures far exceeds the cost of initial reinforcement. After installation, the entire formwork should be inspected, including verticality, flatness, edge sealing, and stability. If water seepage is found at the bottom of the formwork or moisture seepage from the outside, the seepage must be treated before continuing installation; water must not be trapped inside the formwork.

[0065] During installation, key reference formwork should be erected first, and then gradually extended to other formwork. The bottom edge must be sealed tightly with flexible edge strips to prevent concrete grout from leaking out from the bottom. Joints, corners, bolt holes, and embedded parts are the most prone to grout leakage and should be inspected and reinforced separately. Support components should be arranged according to the design stress requirements and should not be arbitrarily reduced due to moisture. After the formwork is completed, a static check and local test inspection must be carried out. If necessary, a small amount of water can be tested first to observe leakage. Only after confirming that the formwork will not loosen due to water seepage and lateral pressure can the concrete process begin.

[0066] Before installing the formwork, inspect the formwork surface 801, back ribs 803, connectors, and grout-stopping strips 802. Formwork assembly should proceed from the inside out and from bottom to top, controlling key points first and then gradually expanding. The bottom edge of the formwork must be firmly compacted to prevent grout leakage. Joints and corners must be carefully inspected; if necessary, additional pressure strips and secondary edge sealing should be added.

[0067] After the formwork is installed, a comprehensive check should be performed: first, check for tightness; second, check for stability; third, check for reasonable clearance with the reinforcing bars; and fourth, check for ease of concrete vibration and finishing. If the outside of the formwork is near a seepage area, inspection openings should be reserved for observation during pouring. If any loosening or leakage of grout is found in the formwork before pouring, pouring must be stopped and addressed; do not gamble and continue pouring.

[0068] 5. Concrete pouring operation details Before pouring concrete, check the water seepage and formwork condition again. After the concrete arrives on site, observe its condition to ensure it is normal before deciding whether to pour it into the formwork. Use a layered, segmented, and continuous pouring method to avoid excessive local pressure caused by pressing in a large volume at once. During vibration, ensure even insertion points and appropriate time to prevent under-vibration and over-vibration.

[0069] like Figure 6 As shown, the short-distance concrete delivery pipe 9 is responsible for quickly delivering concrete to the pouring point. The short-distance concrete delivery pipe 9 should be as short as possible, minimizing transportation distance and waiting time during operation to ensure the concrete still has good workability upon arrival. Before pouring, reconfirm the condition of the formwork and reinforcement, ensuring there is no water accumulation, no obvious seepage, and no reinforcement misalignment. Pouring should be done in layers and sections, starting with the corners and then the middle, starting with the lower parts and then the higher parts, proceeding continuously without large-area interruptions. After the concrete arrives on site, check the slump, uniformity, and transportation condition. If obvious stratification, water separation, or initial setting signs are observed, do not pour directly into the formwork. Pouring should follow the principle of "corners first, then the middle; lower parts first, then higher; layers, sections, and continuous progress." The vibrating equipment 16 should be used in conjunction with the pouring, closely following the pouring rhythm, avoiding both under-vibration and over-vibration. If local seepage is not completely stopped, treat the seepage before continuing pouring; do not trap water inside the concrete.

[0070] After pouring, the curing material 17 should be immediately applied to the surface to provide dual protection against moisture and humidity. Curing is not simply about retaining water; it's about preventing early cracking caused by the combined effects of sea breezes, humidity, temperature differences, and surface water loss. During curing, the edges of the formwork, surface color, and corner condition should be inspected. If pitting, bleeding, cracks, or localized subsidence are found, they should be addressed and recorded promptly. Regular inspections of corners, surfaces, and formwork joints are necessary during curing to prevent early water loss and surface defects. Concrete formation is not completed the moment it is poured; it truly enters a stable stage only after proper covering and curing. Subsequent formwork removal, inspection, and repairs can only be carried out after the concrete reaches the specified age.

[0071] If increased seepage occurs during pouring, the seepage should be suppressed first before continuing pouring; if bulging of the formwork occurs, it should be reinforced immediately; if segregation or bleeding occurs on the concrete surface, the pouring rhythm and vibration method should be adjusted promptly. After pouring, the surface should be finished and covered immediately to prevent early moisture loss. For areas close to the influence of tides, the thickness of the covering layer should be increased, and dedicated personnel should be assigned to inspect and maintain the curing status.

[0072] 6. Emergency rollback and reset phase like Figure 7As shown in the figure, this process is the last line of defense for ensuring safety and continuity in this embodiment. Even if all the aforementioned work has been implemented, tide and seepage may still increase suddenly in a short time. Therefore, once the tide level monitoring assembly 1 or the seepage monitoring assembly 2 finds an abnormality, the linkage control assembly 3 shall immediately trigger the emergency logic: stop open construction, close the ongoing pouring or formwork erection operation, start the pumping and retreating assembly 10, and call the emergency plugging and resetting assembly 11 according to the situation. Emergency plugging is not a perfunctory temporary measure, but controls the dangerous situation through sand bags, quick-hardening materials, temporary backfilling and local grouting replenishment. After the retreat is completed, re-inspection shall be carried out Figures 1 to 6 on the corresponding nodes, confirm that the local dry operation space is still stable, the water stop plugging ring 5 is not damaged, the steel bars and formwork are not displaced, and the concrete is not damaged, and then decide whether to resume construction.

[0073] The retreat operation is not simply evacuating personnel, but simultaneously evacuating equipment, sealing the opening and stabilizing the water level. The pumping and retreating assembly 10 first suppresses the local water level, the emergency plugging and resetting assembly 11 carries out temporary reinforcement on new seepage points or weak points, and the next round of review is carried out after safety is confirmed. Only after the review is passed can construction be resumed in accordance with Figures 1 to 6 . In this way, Figure 7 turns the entire system into an engineering closed loop that can dynamically switch with changes in tide level and seepage.

[0074] Through the above complete process, this embodiment corresponds Figures 1 to 7 the structures in the above to construction operations one by one: Figure 1 provides overall control logic, Figure 2 deals with seepage channels, Figure 3 provides local dry operation space, Figure 4 handles prefabrication of steel bars and opening repair, Figure 5 handles formwork grout stopping and support, Figure 6 handles continuous forming and curing of concrete, Figure 7 handles linkage control and abnormal retreat. In this way, the accompanying drawings are no longer just ornaments after the text, but structural expressions of the entire operation process.

[0075] 7. Abnormal Conditions and Remedial Measures Throughout the entire implementation process, vigilance must be maintained regarding the following abnormal situations: First, continued seepage with sand after sealing indicates insufficient sealing area or incomplete grouting closure; second, dampness, dripping, or overloaded water collection points in localized dry work areas indicate insufficient drainage capacity; third, misalignment of reinforcing bars due to personnel stepping on them or disturbance from pumping indicates inadequate fixing measures; fourth, grout leakage from the formwork due to dampness at the bottom or insufficient support indicates defects in grout sealing and support; fifth, segregation, bleeding, or cold joints during concrete pouring indicate discontinuous pouring organization. For any of these situations, the following sequence must be followed: "stop work first, investigate the cause, repair, and then verify." Subsequent procedures must not be used to cover up defects in previous procedures.

[0076] The core of the reset mechanism is: after any exception handling, it must return to... Figure 7 The process starting point reassesses the tide level and seepage status, and then... Figures 1 to 6 The corresponding nodes should be restored one by one, rather than forcibly continuing from the middle. This ensures that the system can not only be constructed, but also repeatedly restore its construction capability under complex conditions. If seepage is not completely cut off, grouting and compaction should continue, and the next stage should not be carried out; if the reinforcing steel is corroded or contaminated, it should be cleaned and re-inspected; if the formwork leaks grout, pouring should be stopped and the formwork resealed; if the concrete has shown obvious segregation or cold joint tendency, it should be treated as a defect; if the tide level rises too quickly, work should be stopped immediately and personnel evacuated. The entire operation process must adhere to the principle of "ensuring stability first, then quality, and finally progress when abnormalities are found."

[0077] At each operational node, the corresponding components in the diagram must be verified. For example, verification is performed after the sealing is completed. Figure 2 Check if the No. 5 water-stop sealing ring is closed; verify after forming a dry working space. Figure 3 Are the No. 12 moisture-proof curtain, No. 13 temporary water-blocking board, No. 14 drainage ditch, and No. 15 water collection point effective? Verify their effectiveness after the rebar tying is completed. Figure 4 Check if the precast area of ​​No. 7 rebar and the entry joint are complete; verify after the formwork is completed. Figure 5 Check the tightness of the No. 8 formwork support and grout-stopping components; verify after concrete completion. Figure 6 Have the No. 9 conveying pipe, No. 16 vibrating equipment, and No. 17 curing material arrived on time? If any abnormalities are found, verify. Figure 7 Whether the linkage control and rollback are executed in a timely manner.

[0078] In other words, the accompanying drawings are not independent explanatory materials, but rather an index of the operational process. Each drawing corresponds to an actual action, and each mark corresponds to a verifiable on-site object. Only in this way can the text, drawings, and on-site construction be truly unified, and only then can the patent disclosure be deemed engineering-feasible.

[0079] 8. Recording and Closure After each construction operation, a closed-loop record must be created, including the tide level time, seepage situation, sealing measures, reinforcement inspection results, formwork inspection results, concrete placement time, curing status, and any abnormalities handled. This is not only a management requirement but also a basis for subsequent construction optimization and technical review.

[0080] It should be noted that the content and exemplary embodiments herein are only used to illustrate the technical solution of this patent, but the implementation of this patent is not limited to the above content. Any changes, modifications, substitutions, combinations, etc., made without departing from the innovative essence and principle of this patent are included within the protection scope of this patent. Those skilled in the art can understand the specific meaning of the above terms in the patent according to the specific circumstances.

Claims

1. A closed-loop tidal-driven construction system for sea-side foundation pits under tidal influence, characterized in that: The system includes a construction area and a linkage control component (3) connected to the construction area. The linkage control component (3) is connected to a tide level monitoring component (1), a seepage monitoring component (2), a pumping and retraction component (10), and an emergency sealing and resetting component (11). The construction area includes a perimeter water-stopping sealing component, a local dry operation space forming component (6), a steel precast area (7), a formwork support and grout-stopping component (8), and a short-distance concrete conveying and rapid molding component. The tide level monitoring component (1) and the seepage monitoring component (2) are in a data input relationship with the linkage control component (3), and the linkage control component (3) is in an execution control relationship with the construction area.

2. The closed-loop tidal-driven construction system for seaside foundation pits under tidal influence as described in claim 1, characterized in that: The peripheral water-stopping and sealing assembly includes a drainage pipe (501), which is connected to a grouting pipe (4). The grouting pipe (4) is connected to a linkage control assembly (3). Grouting is performed between the grouting pipe (4) and the outer wall of the drainage pipe (501) to form a water-stopping and sealing ring (5). The drainage pipe (501) is provided with a reverse filter layer (502) and a sand cushion layer (503) on its outer periphery.

3. The closed-loop tidal-driven construction system for seaside foundation pits under tidal influence as described in claim 1, characterized in that: The local dry work space forming component (6) includes an assemblable moisture barrier (12), a temporary water baffle (13), a drainage ditch (14), a water collection point (15), and a local pumping device (18) for forming a relatively stable working environment during low tide. The local pumping device (18) is connected to the pumping and retraction component (10).

4. The closed-loop tidal-driven construction system for seaside foundation pits under tidal influence as described in claim 1, characterized in that: The precast steel bar area (7) is located outside the pit and includes a steel bar processing platform, a precast semi-finished product area, a numbered stacking area, a hoisting channel and a pit filling area. It is used to move most of the steel bar processing work to the dry area outside the pit and then transfer it to the local dry work space inside the pit to complete the final placement and filling binding work.

5. The closed-loop tidal-driven construction system for seaside foundation pits under tidal influence as described in claim 1, characterized in that: The template support and grout-stopping assembly (8) includes a template panel (801), back ribs (803), diagonal braces, counter braces, connectors, grout-stopping strips (802), flexible edge sealing strips (806), and local reinforcement components, which are used to ensure the stability and tightness of the template in a humid environment.

6. The closed-loop tidal-driven construction system for seaside foundation pits under tidal influence as described in claim 1, characterized in that: The short-distance concrete conveying and rapid molding assembly includes a short-distance concrete conveying pipe (9), a short pipe, a chute, a mold inlet, a vibrating device (16), and a rapid covering curing material (17), which is used to realize rapid, continuous, and controlled pouring of concrete. The short-distance concrete conveying pipe (9) is connected to the linkage control assembly (3).

7. A closed-loop construction method for sea-side foundation pits under tidal influence, employing the system described in claims 1-6, characterized in that: Specifically, the steps include the following: S1: Before officially starting construction, establish the functional zoning of the entire system, complete the confirmation of tide level, seepage, support, equipment and material status, and determine the construction window period; S2: Locate the seepage point, explore the filter layer and sand cushion layer around the discharge pipe, determine the main water inlet zone, secondary water inlet zone and the most active area for recharge, set grouting holes on the outside of the above areas, and carry out grouting construction step by step according to the on-site seepage rate and soil porosity to stop water flow and seal the water. S3: Implement perimeter sealing, set up moisture-proof curtains (12) around the work area, add temporary water baffles (13) on the side close to the seepage direction, and guide the water flow that may be backflowed or overflowed to the drainage ditch (14). The drainage ditch (14) is lower than the work surface or at least connected to the lowest water accumulation point and flows into the water collection point (15). The pumping and retraction components (10) are responsible for draining it away, forming a local dry work space. S4: After the precast steel reinforcement components outside the pit are processed, they are classified, numbered, and transported to the site. Steel reinforcement joints are then repaired and corrected within the local dry work space. S5: Template installation and grout stop inspection. When installing templates, first erect key reference templates, and then gradually extend to other templates. Use flexible edge sealing strips to press the bottom openings tightly. Check and reinforce the joints, corners, bolt holes and embedded parts respectively. After the static verification and local test inspection of the templates are qualified, proceed to the concrete process. S6: Before pouring concrete into the formwork, check it and pour it continuously in layers and sections. Vibration equipment is used in conjunction with the pouring process. After pouring, cover the surface with curing material immediately for curing and close the opening before the tide rises. S7: Post-construction review and repair of abnormalities.

8. The closed-loop construction method for sea-side foundation pits under tidal influence as described in claim 7, characterized in that: In S2, the grouting construction specifically includes the following steps: S201: Pour concrete into the outer perimeter holes to form a preliminary interception; S202: Grout the inner ring and weak points until a continuous sealing ring (5) is formed around the discharge pipe (501). The sealing ring (5) is used to cut off the channel for seawater to penetrate into the foundation pit along the filter layer. If a complete ring structure cannot be arranged on one side due to space constraints, a semi-ring or fan-shaped sealing is adopted to ensure that all directions with the risk of backflow are covered. S203: After grouting is completed, observe whether there is still turbid water, fine sand or local water seepage based on the feedback from the seepage monitoring component (2). If the above situations occur, it means that the blockage has not been closed. Continue to add grout or expand the blockage area.

9. The closed-loop construction method for sea-side foundation pits under tidal influence as described in claim 7, characterized in that: The entire process of construction is carried out by the tide level monitoring component (1) and the seepage monitoring component (2). When the tide level monitoring component (1) or the seepage monitoring component (2) detects an abnormality, the linkage control component (3) immediately stops the open construction, closes the ongoing pouring or formwork erection, starts the pumping and retraction component (10), and calls the emergency sealing and reset component (11) as needed.

10. A closed-loop construction method for seaside foundation pits under tidal influence as described in claim 9, characterized in that: The pumping and retraction component (11) first suppresses the local water level, and the emergency sealing and resetting component (11) temporarily reinforces the new seepage point or weak point. After confirming safety, the next round of verification is carried out. After the verification is passed, construction is resumed. The whole system forms an engineering closed loop that dynamically switches with the changes in tide level and seepage.

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