Method and system for treating basement anti-float failure

Abstract

This invention relates to a method and system for treating the failure of anti-buoyancy in existing basements. The method includes the following steps: determining the state of groundwater infiltration around the existing basement; if the groundwater infiltration is controllable, sealing the top opening of the backfill area of ​​the foundation pit to block atmospheric precipitation from infiltrating through the backfill area; and installing a pressure relief drainage system on the base slab near the exterior wall of the existing basement to discharge the groundwater that has infiltrated below the base slab, thereby eliminating the buoyancy of the base slab. The treatment method of this invention forms a set of water interception, pressure relief, and drainage treatment systems, controlling the seepage channels from the source and actively guiding the infiltrated water, eliminating the conditions for the generation of buoyancy. It eliminates the need for large-scale anchor drilling and construction work inside the existing basement, and the basement can remain in normal use during construction, significantly reducing treatment costs and construction difficulty.

Description

Technical Field

[0001] This application relates to the field of anti-buoyancy treatment technology in building engineering, and in particular to a method and system for treating the failure of anti-buoyancy in existing basements. Background Technology

[0002] In actual engineering projects, existing basements often experience buoyancy failure due to rising groundwater levels, aging of the cutoff wall, or construction defects. This manifests as slab bulging, cracking, and water seepage, and in severe cases, even structural tilting. Currently, the conventional solution for buoyancy failure in existing basements is to add anchor bolts, which involves drilling holes in the existing basement floor slab and inserting buoyancy anchor bolts to balance the buoyancy force through the pull-out force of the anchor bolts.

[0003] However, when using the post-installed anchor bolt solution, pressurized water will gush out along the borehole during drilling, requiring additional dewatering measures. The cost of post-installed anchor bolts is significantly higher than that of conventional new anchor bolts, the construction period is longer, the construction quality is difficult to control, which increases the difficulty and cost of construction, and the basement cannot be used normally during the construction period.

[0004] Therefore, how to provide a simple, low-cost anti-buoyancy failure treatment technology that can effectively eliminate the buoyancy of the bottom plate is an urgent technical problem to be solved in this field. Summary of the Invention

[0005] Based on this, the present invention provides a method for dealing with the failure of anti-buoyancy in existing basements, so as to overcome the defects of the existing technology of using post-anchor bolts to deal with the failure of anti-buoyancy in existing basements, such as construction difficulties, high costs, long construction period and impact on normal use.

[0006] The present invention also provides a treatment system for the failure of anti-buoyancy in existing basements. The system is simple in structure and easy to implement, providing an economical, reliable and efficient solution for the failure of anti-buoyancy in existing basements.

[0007] To solve the above-mentioned technical problems, the basic concept of the technical solution adopted by the present invention is as follows:

[0008] This invention provides a method for addressing the failure of anti-buoyancy systems in existing basements, comprising the following steps:

[0009] Determine the status of groundwater infiltration around the existing basement;

[0010] If the groundwater infiltration is under control, seal the top opening of the backfill area of ​​the foundation pit to prevent atmospheric precipitation from infiltrating through the backfill area;

[0011] A pressure relief drainage system is installed on the base slab near the exterior wall of the existing basement to drain the groundwater that has seeped into the base slab below, thereby eliminating the buoyancy of the base slab.

[0012] In one embodiment, determining the state of groundwater infiltration around the existing basement includes:

[0013] Determine that the waterproofing conditions around the existing basement meet the preset requirements;

[0014] And / or, a pressure relief channel is opened in the floor slab of the existing basement to monitor the groundwater infiltration rate in real time until it decreases to below a set flow rate within a set time.

[0015] In one embodiment, the watertight conditions satisfying preset requirements include:

[0016] The groundwater seepage path within a predetermined depth range below the existing basement floor slab is blocked by the undisturbed soil and rock layer, and meets any of the following conditions:

[0017] The groundwater seepage path within a predetermined width range outside the existing basement exterior wall is blocked by the original soil and rock layer, or the groundwater seepage path within a predetermined width range outside the existing basement exterior wall is blocked by a water-stop curtain.

[0018] In one embodiment, the top opening of the backfill area of ​​the sealed foundation pit includes:

[0019] A sealing plate is installed at the top of the backfill area as a sealing layer, connecting the existing basement exterior wall or roof slab with the foundation pit support structure or the original soil and rock layer, and / or, a waterproof material is filled at the top of the backfill area to form a sealing layer.

[0020] In one embodiment, the provision of a pressure relief drainage system on the floor slab near the existing basement exterior wall includes:

[0021] Pressure relief and drainage holes are drilled in the base plate, and an open ditch is built on the base plate as a drainage ditch and connected to the pressure relief and drainage holes. The drainage ditch is connected to the collection well, and an automatic pumping system is installed in the collection well.

[0022] In one embodiment, the existing method for handling basement buoyancy failure further includes:

[0023] Adjust the pressure relief drainage system so that the drainage volume of the pressure relief drainage system within a set time is greater than the amount of groundwater seeping into the bottom slab.

[0024] The present invention also provides a treatment system for existing basement anti-buoyancy failure to implement the above-mentioned treatment method, comprising:

[0025] A sealing layer is installed at the top opening of the backfill area of ​​the foundation pit to block the infiltration of atmospheric precipitation;

[0026] A pressure relief drainage system is installed on the floor slab of the existing basement to drain groundwater that has seeped into the area below the floor slab.

[0027] In one embodiment, the sealing layer is a reinforced concrete sealing slab, one end of which is connected to the outer wall of the existing basement or the top slab of the existing basement, and the other end is connected to the water-stop curtain, the original soil and rock layer or the foundation pit support structure.

[0028] In one embodiment, the sealing layer is a premixed fluidized solidified soil sealing layer, which is filled between the existing basement exterior wall and the foundation pit support structure.

[0029] In one embodiment, the pressure relief drainage system includes:

[0030] Pressure relief and drainage holes are provided in the base slab of the exterior wall near the existing basement.

[0031] A drainage ditch is constructed on the base slab of the exterior wall near the existing basement and is connected to a pressure relief drainage hole;

[0032] The water collection well is connected to the drainage ditch and is equipped with an automatic pumping device.

[0033] By adopting the above technical solution, the present invention has the following beneficial effects compared with the prior art.

[0034] The present invention addresses the existing method for handling basement buoyancy failure by first determining whether groundwater infiltration is controllable, and then combining this with sealing the open top of the backfill area and depressurizing the bottom slab to form a water interception, depressurization, and drainage system. Unlike the existing technology that directly adds anchor bolts after construction, the present invention controls the seepage channel at the source and actively guides the infiltrated water, eliminating the conditions for buoyancy. It eliminates the need for large-scale anchor bolt drilling and construction inside the existing basement, thereby avoiding problems such as water inrush, floor height restrictions, splicing difficulties, complex post-anchoring, and high costs associated with anchor bolt construction. The basement can remain in normal use during construction, significantly reducing treatment costs and construction difficulty.

[0035] The present invention provides a solution for the failure of anti-buoyancy systems in existing basements, offering a proactive approach to interception and transformation of the problem. It is also highly compatible with the original structure of existing basements, resulting in low modification costs and minimal construction interference. Attached Figure Description

[0036] The accompanying drawings, as part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments and descriptions of the invention are used to explain the invention, but do not constitute an undue limitation of the invention. Obviously, the drawings described below are merely some embodiments, and those skilled in the art can obtain other drawings based on these drawings without creative effort. In the drawings:

[0037] Figure 1This is a flowchart of a method for handling the failure of anti-buoyancy in existing basements provided in an embodiment of this application;

[0038] Figure 2 This is a structural diagram of the foundation pit support structure of the existing basement anti-buoyancy failure treatment system provided in this application embodiment when the support structure is a vertical support structure.

[0039] Figure 3 This is another structural diagram of the foundation pit support structure of the existing basement anti-buoyancy failure treatment system provided in this application embodiment when the support structure is a vertical support structure;

[0040] Figure 4 This is a structural diagram of the foundation pit support structure of the existing basement anti-buoyancy failure treatment system provided in this application embodiment when the support structure is in the form of slope or soil nailing wall support.

[0041] Figure 5 This is another structural diagram of the existing basement anti-buoyancy failure treatment system provided in this application embodiment when the foundation pit support structure is in the form of slope or soil nailing wall support.

[0042] Figure 6 This is a structural schematic diagram of the pressure relief drainage system of the existing basement anti-buoyancy failure treatment system provided in the embodiments of this application.

[0043] In the picture:

[0044] 100. Basement; 110. Backfill area; 120. Floor slab; 130. Exterior wall; 140. Roof slab;

[0045] 200. Sealing layer; 210. Reinforced concrete sealing slab; 220. Premixed fluidized solidified soil sealing layer;

[0046] 300. Still water curtain;

[0047] 400. Original soil and rock layer;

[0048] 500. Foundation pit support structure;

[0049] 600. Pressure relief and drainage hole;

[0050] 700. Drainage ditch.

[0051] It should be noted that these accompanying drawings and textual descriptions are not intended to limit the scope of the invention in any way, but rather to illustrate the concept of the invention to those skilled in the art by referring to specific embodiments. Detailed Implementation

[0052] To make the above-mentioned objectives, features, and advantages of this application more apparent and understandable, the specific embodiments of this application are described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a thorough understanding of this application. However, this application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this application. Therefore, this application is not limited to the specific embodiments disclosed below.

[0053] The following is combined with Figure 1 The method for handling the failure of the anti-buoyancy system in existing basements according to the implementation plan of this application is described. For example... Figure 1 As shown, the existing method for treating the failure of anti-buoyancy in basements according to this application includes:

[0054] Step 1: Determine the status of groundwater infiltration around the existing basement 100;

[0055] Step 2: If the groundwater infiltration is under control, seal the top opening of the backfill area 100 of the foundation pit to prevent atmospheric precipitation from infiltrating through the backfill area 100.

[0056] Step 3: Install a pressure relief drainage system on the base 120 of the exterior wall 130 near the existing basement 100 to drain the groundwater that has seeped into the base 120 below, thereby eliminating the buoyancy of the base 120.

[0057] This invention first determines whether groundwater infiltration is controllable, and then combines sealing the open top of the backfill area 110 with pressure relief and drainage in the base slab area 120 to form a water interception, pressure relief, and drainage treatment system. Unlike the existing technology that directly adds anchor bolts after construction, this invention controls the seepage channel from the source and actively guides the infiltrated water, eliminating the conditions for water buoyancy. It eliminates the need for large-scale anchor bolt drilling and construction work inside the existing basement 100, thereby avoiding problems such as water inrush, floor height restrictions, splicing difficulties, complex post-anchoring, and high costs caused by anchor bolt construction. The existing basement 100 can maintain normal use during construction, significantly reducing treatment costs and construction difficulty.

[0058] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, technicians first determine that the amount of groundwater infiltration around the existing basement 100 is under control. Then, construction workers clean the top of the backfill area 110 (excavation trench) and use reinforced concrete slabs to completely seal the top opening. Finally, a pressure relief drainage system is installed within the original building drainage ditch area of ​​the existing basement 100 foundation slab 120 near the basement exterior wall 130, and the pressure relief drainage system discharges the infiltrated groundwater to the outside.

[0059] In some implementations, to determine whether the existing basement 100 meets the prerequisites for treatment using water interception, pressure relief, and anti-buoyancy technology, and to avoid treatment failure or new engineering risks due to misjudgment, step 1, determining the state of groundwater infiltration around the existing basement 100, specifically includes:

[0060] Step 1.1: Determine whether the waterproofing conditions around the existing basement 100 meet the preset requirements;

[0061] And / or, step 1.2: open a pressure relief channel in the floor slab area 120 of the existing basement 100, and monitor the groundwater infiltration in real time to reduce to below the set flow rate within a set time.

[0062] This implementation sets up two independent judgment paths: static water-tightness analysis and dynamic on-site seepage observation. When the engineering data is complete and the geological conditions are clear, step 1.1 can be used for quick judgment. When the data is insufficient or on-site verification is required, step 1.2 can be used for direct measurement. For critical projects or complex working conditions, both steps can be used for cross-verification, which not only ensures the rigor of the judgment but also improves the adaptability and operability of this technical solution to different engineering scenarios.

[0063] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, the technicians first reviewed the complete geotechnical engineering investigation report and the as-built drawings of the foundation pit support. The report showed that within 2 meters below the foundation slab 120 of the existing basement 100, there was a continuous and dense undisturbed soil and rock layer 400. The permeability coefficient of this undisturbed soil and rock layer 400 could effectively block the upward flow path of groundwater from deeper layers. At the same time, underground continuous walls were used as water-stop curtains 300 around the foundation pit, and the bottom of the walls had been embedded with slightly weathered rock layers, forming a closed lateral water-proof boundary.

[0064] Based on the above information, the technicians determined that the water-proofing conditions around the existing basement 100 clearly met the preset requirements. It was determined that the groundwater infiltration was under control without conducting on-site drilling and water release tests. This implementation method only required performing step 1.1 to complete the determination.

[0065] In some specific implementations, for an existing basement 100 where the foundation slab has experienced slight uplift, due to the partial loss of original geological data and the inability to confirm the specific form of the original foundation pit cutoff wall 300 from the existing drawings, technicians drilled three pressure relief channels as observation holes in the area of ​​the most severe uplift of the foundation slab 120, near the basement exterior wall 130. Under conditions of no rainfall for three consecutive days, the water level and outflow of each hole were measured daily at regular intervals. The observation results showed that the initial gravity-flow water inflow rapidly decreased within a preset time, and by the third day, the outflow of each hole had stabilized below the preset flow rate. Based on this real-time monitoring data, the technicians determined that the groundwater infiltration had decreased to below the set flow rate and was under control. In this implementation, the determination was completed by performing only step 1.2.

[0066] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, although the technicians confirmed by reviewing the geological survey report and design drawings (step 1.1) that there is a continuous waterproof layer below the foundation slab 120 of the existing basement 100 and that a relatively complete water-stop curtain 300 is set around the foundation pit, and initially judged that the waterproof conditions meet the preset requirements, the technical team performed two judgment steps at the same time, considering that the existing basement 100 is located in an area with complex hydrogeological conditions.

[0067] After completing the verification of step 1.1, five pressure relief channels were opened on-site according to the requirements of step 1.2, and continuous monitoring was carried out for a week. The monitoring results confirmed that the water output of each pressure relief channel decreased rapidly after drilling. By the third day, the water output of all channels had stabilized at an extremely low level, which corroborated the conclusion of step 1.1. Through the parallel verification of the two steps, a reliable guarantee was provided for the implementation of the subsequent treatment plan.

[0068] In some implementations, the requirement that the waterproofing conditions meet preset requirements is specified and quantified, providing a clear and operable set of judgment criteria for engineering practice. Specifically, the requirement that the waterproofing conditions meet preset requirements in step 1.1 includes:

[0069] The groundwater seepage path within a predetermined depth range below 120mm of the existing basement 100mm floor slab is blocked by the undisturbed soil and rock layer 400mm, and meets any of the following conditions:

[0070] The groundwater seepage path within a predetermined width range outside the outer wall 130 of the existing basement 100 is blocked by the original soil and rock layer 400, or the groundwater seepage path within a predetermined width range outside the outer wall 130 of the existing basement 100 is blocked by the water-stopping curtain 300.

[0071] This invention decomposes the determination conditions of the controllable state into two dimensions: vertical blocking and lateral blocking, and provides two parallel lateral blocking implementation paths: the vertical requirement ensures that groundwater cannot flow directly upward from below the bottom slab 120; the lateral requirement ensures that groundwater cannot seep around the perimeter of the foundation pit into the area below the bottom slab 120.

[0072] Lateral blocking can be achieved either by relying on the natural, poorly permeable undisturbed soil and rock layer 400 or by relying on artificially installed water-stop curtain 300. This quantitative definition provides engineers with a clear on-site verification checklist, reduces the risk of misjudgment of the solution, and enables this technical solution to be applied to two different scenarios with good natural geological conditions and well-developed artificial water-stopping measures, significantly enhancing the universality and operability of the technical solution.

[0073] In some specific implementations, when assessing the water-resistant conditions of an existing basement 100 with a slight slab uplift, the geological survey report is first checked to confirm that the existing basement 100 has a continuous, weakly permeable undisturbed soil and rock layer 400 (such as silty clay) at a depth of not less than 2 meters below the slab 120. This undisturbed soil and rock layer 400 effectively blocks the seepage path of groundwater rising from below the slab 120.

[0074] Subsequently, the geological conditions around the outer side of the exterior wall 130 of the existing basement 100 were checked. It was confirmed that within a horizontal width of not less than 2 meters outside the exterior wall 130, there is also a continuous undisturbed, weakly permeable undisturbed soil and rock layer 400. This natural undisturbed soil and rock layer 400 is connected with the undisturbed soil and rock layer 400 below the floor slab 120, forming a complete basin-shaped waterproof boundary. Based on this, it was determined that the groundwater seepage path within the preset width range outside the exterior wall 130 of the existing basement 100 has been blocked by the weakly permeable undisturbed soil and rock layer 400, and the waterproofing conditions meet the preset requirements.

[0075] In some specific implementations, also targeting an existing basement 100 where a slight heave of the foundation slab has occurred, technicians reviewed the geological survey report and confirmed that the area at least 2 meters below the foundation slab 120 of the existing basement 100 consists of a weakly permeable undisturbed soil and rock layer 400, effectively blocking the vertical seepage path. However, an examination of the geological conditions outside the exterior wall 130 revealed that the area outside the exterior wall 130 consists of a highly permeable undisturbed soil and rock layer 400, making it impossible to rely on the undisturbed soil and rock layer 400 to block lateral seepage. If seepage occurs, further verification of the foundation pit support as-built drawings is required. If the original foundation pit has already installed a water-stop curtain 300 for the permeable sand layer, and the water-stop curtain 300 is a diaphragm wall, or a water-stop curtain with interlocking piles and three-axis large-diameter mixing piles, or a jet grouting pile water-stop curtain, and the water-stop curtain 300 is continuous and its water-stopping performance is reliable, then it is determined that the groundwater seepage path within the preset width range outside the outer wall 130 of the existing basement 100 has been effectively blocked by the water-stop curtain 300, and the water-stopping conditions meet the preset requirements.

[0076] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, technicians verify that the area within 2 meters below the foundation slab 120 is a virgin soil and rock layer 400 with weak permeability, which meets the vertical blocking conditions. On the outside of the outer wall 130, there is a virgin soil and rock layer 400 with weak permeability of at least 2 meters in width in its natural state, but it is discontinuous. The virgin soil and rock layer 400 contains some virgin soil and rock layers with stronger permeability, that is, a permeable interlayer exists locally in the virgin soil and rock layer 400. It is then determined whether a water-stop curtain 300 has been constructed in the area of ​​the virgin soil and rock layer 400 with stronger permeability. If a water-stop curtain 300 is set in this area, a double lateral blocking barrier is formed by the natural virgin soil and rock layer 400 and the artificial water-stop curtain 300, which meets the preset requirements for water-proofing conditions.

[0077] It should be noted that the groundwater seeping into the area below the foundation slab 120 of the existing basement 100 mainly infiltrates along two paths: the first path is groundwater seeping in from below the foundation slab 120, and its seepage is mainly controlled by the interception effect of the natural original soil and rock layer 400 and the water-stop curtain 300; the second path is atmospheric precipitation seeping in from the backfill area 110 of the foundation pit, and its seepage is mainly affected by the blocking effect of the sealing measures (sealing layer 200) at the top of the backfill area 110.

[0078] Based on the above seepage path analysis, the present invention takes corresponding measures for the two paths respectively: For the first path, step 1 determines whether the surrounding water-proofing conditions (natural original soil and rock layer 400 or water-stop curtain 300) meet the preset requirements to ensure that the amount of water seeping in from the bottom is controllable; For the second path, step 2 seals the top opening of the foundation pit backfill area 110 to effectively block atmospheric precipitation from seeping down along the backfill area 110. By treating both paths simultaneously, the overall buoyancy is eliminated.

[0079] In some implementations, for the second path, the step of sealing the top opening of the backfill area 110 of the foundation pit in step 2 includes:

[0080] Step 2.1: Set a sealing plate as a sealing layer 200 on the top of the backfill area 110, so that the sealing plate connects the outer wall 130 or roof slab 140 of the existing basement 100 with the foundation pit support structure 500 or the original soil and rock layer 400.

[0081] And / or, step 2.2: fill the top of the backfill area 110 with waterproof material to form a sealing layer 200.

[0082] This invention provides two parallel top sealing implementation paths: a rigid sealing plate scheme and a water-proof material filling scheme. The sealing plate forms a continuous cover-type sealing layer 200 to physically isolate the top of the backfill area 110 from atmospheric precipitation. The water-proof material filling forms a low-permeability plug-type sealing layer 200 by densely filling the pores at the top of the backfill area 110.

[0083] Both schemes can effectively cut off the main channel for rapid infiltration of atmospheric precipitation along the loose material in the backfill area. Providing parallel schemes allows this technology to flexibly adapt to different foundation pit support structures such as vertical support or slope protection and on-site construction conditions. It can use reinforced concrete slabs to achieve high-strength permanent sealing, or use pre-mixed fluidized solidified soil and other materials to achieve convenient construction, which significantly enhances the engineering adaptability and feasibility of this technical scheme.

[0084] In some specific implementations, such as Figure 2 As shown, a sealing plate is set as the sealing layer 200. The foundation pit of the existing basement 100 adopts a vertical support structure. A narrow backfill area 110 is formed between the basement exterior wall 130 and the vertical support structure. The construction workers first clean the loose soil and debris on the top of the backfill area 110, then tie the steel mesh and set up the formwork, and pour concrete to form a reinforced concrete sealing plate 210. One end of the reinforced concrete sealing plate 210 is firmly connected to the edge of the exterior wall 130 or the top slab 140 of the existing basement 100 by means of rebar installation. The other end is attached to the capping beam on the top of the vertical support structure or connected to the original soil layer 400. After the concrete has cured to the design strength, the reinforced concrete sealing plate 210 forms a continuous rigid waterproof cover, effectively preventing atmospheric precipitation from seeping down from the open top of the backfill area 110.

[0085] In some specific implementations, such as Figure 5As shown, a sealing layer 200 is formed by filling with waterproof material. The foundation pit support structure 500 adopts a slope protection or soil nailing wall support method. The top of the backfill area 110 has a large open area and an irregular shape. The construction workers use pre-mixed fluidized solidified soil as waterproof material, pumping it to the top of the backfill area 110. Utilizing its high fluidity and self-compacting properties, it flows naturally and fills the space between the basement exterior wall 130 and the original soil slope. The filling thickness of the pre-mixed fluidized solidified soil sealing layer 220 is controlled to be less than 1 meter, preferably 0.5 to 0.8 meters. After solidification, it forms a continuous, dense sealing layer 200 that is tightly bonded to the media on both sides, effectively blocking the infiltration path of atmospheric precipitation.

[0086] It should be noted that, as Figures 2 to 5 As shown, the foundation pit support structure 500 of the existing basement 100 foundation pit adopts a vertical support structure, a slope or a soil nailing wall support structure. There is no direct one-to-one correspondence between the use of sealing plates or filling with waterproof materials to form a sealing layer 200. The specific sealing method should be flexibly selected and matched according to factors such as the actual construction conditions on site, the top space shape of the backfill area 110, the convenience of material acquisition and economy.

[0087] In some embodiments, step 3, which involves installing a pressure relief drainage system in the area of ​​the floor slab 120 near the exterior wall 130 of the existing basement 100, specifically includes:

[0088] Pressure relief and drainage holes 600 are drilled on the base plate 120 as channels for groundwater to flow in, guiding the pressurized water below the base plate 120 to the area above the base plate 120. An open ditch 700 is built on the base plate 120 as a drainage ditch and connected to the pressure relief and drainage holes 600. The drainage ditch 700 is connected to a collection well, and the water flowing out of all the pressure relief holes is collected and guided to the collection well. An automatic pumping system is installed in the collection well, which serves as the final lifting and discharge device to pump the water to the outside.

[0089] This invention makes full use of the limited space of the existing basement floor slab of 120 mm or more, and can be seamlessly integrated with the building’s original drainage ditch and water collection well facilities, with a small amount of engineering work and low renovation cost.

[0090] In some specific implementations, the existing shallow drainage ditch of the existing basement 100 is utilized for renovation. Construction workers use a water drill to set multiple pressure relief drainage holes 600 at intervals at the bottom of the existing shallow drainage ditch along the existing building drainage ditch near the basement exterior wall 130 of the basement 100. The holes penetrate the thickness of the basement 120. Subsequently, bricks and cement mortar are used to build upwards on both sides of the existing shallow ditch, deepening the ditch and forming a regular drainage ditch (i.e., drainage ditch 700), ensuring that the water flowing out of all pressure relief drainage holes 600 falls directly into the ditch. Finally, the end of the drainage ditch 700 is connected to the existing water collection well of the existing basement 100, and an automatic submersible pump is installed in the water collection well to complete the setting of the pressure relief drainage system.

[0091] In some specific implementations, a new drainage ditch is constructed. Since the existing basement 100 does not have a complete perimeter drainage ditch, construction workers mark the location on the base slab 120 near the exterior wall 130 of the existing basement 100, and then construct a brick drainage ditch (i.e., drainage ditch 700) around the exterior wall 130. During construction, multiple holes are reserved at intervals. After the drainage ditch 700 is completed, holes are drilled through these reserved holes to the bottom of the base slab 120, forming pressure relief and drainage holes 600 that penetrate the base slab 120. All pressure relief and drainage holes 600 are connected to the bottom of the newly constructed drainage ditch 700. The drainage ditch 700 is sloped to guide the water flow to the nearest collection well. An automatic pumping system is installed in the collection well, completing the entire pressure relief and drainage system setup.

[0092] In some implementation methods, the existing methods for addressing the failure of the anti-buoyancy system in basement 100 also include:

[0093] Step 4: Adjust the pressure relief drainage system so that the drainage volume of the pressure relief drainage system within the set time is greater than the groundwater infiltration volume below 120mm into the bottom slab.

[0094] This invention introduces a dynamic adjustment mechanism that allows drainage volume to exceed infiltration volume, enabling it to cope with fluctuations in infiltration volume under different seasons and rainfall conditions. By ensuring that the drainage system always has a safety margin, it can proactively control the groundwater level below 120 mm from the bottom slab, overcoming the shortcomings of conventional drainage systems that only drain but do not regulate.

[0095] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, after completing the installation of the pressure relief drainage system, the technicians first seal all pressure relief drainage holes 600 and drainage ditches 700 to ensure the sump is free of water. Then, they start the automatic pumping system, measure and record the maximum pumping volume per unit time. Subsequently, they open all pressure relief drainage holes 600 to allow groundwater below the foundation slab 120mm to naturally seep into the drainage system. After the outflow stabilizes, they measure and record the total infiltration volume per unit time. If the current maximum pumping volume is only slightly greater than the infiltration volume, and the safety margin is insufficient, the technicians replace the pumps with larger ones or increase the number of pumps to increase the total drainage capacity to more than twice the infiltration volume.

[0096] The retest confirmed that during the continuous 24-hour test, the total drainage volume of the system was always greater than the total infiltration volume measured at any time, ensuring that the system could drain the incoming groundwater in a timely manner.

[0097] In some specific implementations, after the aforementioned tests, the pumping capacity of the pressure relief drainage system is much greater than the current infiltration volume, but the water output of some pressure relief drainage holes 600 that are far from the water collection well is small, resulting in local water accumulation in the drainage ditch 700.

[0098] At this point, a regulating valve is added to the inlet pipe of the water collection well, and all pressure relief drainage holes 600 are cleaned and unblocked one by one to ensure that each hole is unobstructed. Then, by gradually adjusting the valve opening, the water flow speed in the drainage ditch 700 is matched with the rated drainage speed of the water pump. At the same time, the diameter of the far-end pressure relief drainage hole 600 is increased to improve its drainage capacity. There is no water accumulation in the drainage ditch 700, and the water output from each pressure relief drainage hole 600 is uniform, achieving a stable and reliable dynamic balance.

[0099] In some embodiments, a method for addressing the failure of the anti-buoyancy system in an existing basement includes the following steps:

[0100] Step 1: Determine the status of groundwater infiltration around the existing basement;

[0101] Step 1.1, determine whether the water-proofing conditions around the existing basement 100 meet the preset requirements: the groundwater seepage path within the preset depth range (not less than 2 meters) below the floor slab 120 of the existing basement 100 is blocked by the original soil and rock layer 400, and meets any of the following conditions: the groundwater seepage path within the preset width range (not less than 2 meters) outside the outer wall 130 of the existing basement 100 is blocked by the original soil and rock layer 400, or the groundwater seepage path within the preset width range outside the outer wall 130 of the existing basement 100 is blocked by the water-stop curtain 300.

[0102] And / or, in step 1.2, a pressure relief channel is opened in the floor slab area 120 of the existing basement 100, and the groundwater infiltration is monitored in real time to decrease to below the set flow rate within a set time.

[0103] Step 2: If the groundwater infiltration is under control, seal the top opening of the backfill area 110 to block atmospheric precipitation from infiltrating through the backfill area 110. This includes: installing a sealing plate as a sealing layer 200 on the top of the backfill area 110, connecting the sealing plate to the existing basement 100's exterior wall 130 or roof slab 140 and the foundation pit support structure 500 or the original soil and rock layer 400; and / or filling the top of the backfill area 110 with waterproof material to form the sealing layer 200.

[0104] Step 3: Install a pressure relief drainage system in the area of ​​the base 120 of the outer wall 130 near the existing basement 100 to drain the groundwater that has seeped into the area below the base 120 and eliminate the buoyancy of the base 120. This includes: drilling pressure relief drainage holes 600 on the base 120, building an open ditch 700 on the base 120 and connecting it to the pressure relief drainage holes 600, connecting the drainage ditch 700 to a sump, and installing an automatic pumping system in the sump.

[0105] Step 4: Adjust the pressure relief drainage system so that the drainage volume of the pressure relief drainage system within a set time is greater than the groundwater infiltration volume below 120mm into the bottom slab.

[0106] The present invention provides a method for treating the failure of the anti-buoyancy system in existing basements. Through a complete four-step process of judgment, sealing, drainage, and adjustment, a closed-loop water interception and pressure relief technology system is formed. Unlike the existing technology of directly adding anchor bolts after construction, the present invention controls the seepage channel from the source and actively guides the seepage water, eliminating the conditions for the generation of buoyancy. Compared with the construction operation of anchor bolt drilling, it significantly reduces the treatment cost and construction difficulty. In addition, since the present invention greatly reduces the seepage water source from the source through the sealing layer 200, the amount of groundwater seeping into the base slab below 120 is itself a small and controllable amount. Therefore, the daily pumping volume of the pressure relief drainage system is small and will not have an adverse impact on the groundwater level and hydrological environment of the surrounding area of ​​the building, thus having good environmental friendliness.

[0107] In some embodiments, the present invention also provides a treatment system for the failure of the anti-buoyancy of an existing basement 100 to implement the above-described treatment method, such as... Figures 2 to 6 As shown, the treatment system includes a sealing layer 200 and a pressure relief drainage system. The sealing layer 200 is set at the top opening of the backfill area 110 of the foundation pit to block the infiltration of atmospheric precipitation. The pressure relief drainage system is set on the bottom slab 120 of the existing basement 100 to drain the groundwater that has seeped into the bottom slab 120.

[0108] The present invention provides a system for addressing the failure of the existing basement 100's anti-buoyancy mechanism. This system uses a sealing layer 200 to cut off the main channel for external atmospheric precipitation to infiltrate through the backfill area 110, thus achieving source interception. A pressure relief drainage system collects and discharges the small amount of groundwater that has already seeped into the floor slab 120, achieving pressure relief. The sealing layer 200 and the pressure relief drainage system work together to achieve the overall technical effect of eliminating the buoyancy of the floor slab 120 without the need for additional anchor bolts. This overcomes the technical bias of existing technologies that rely solely on increasing pull-out resistance to passively resist buoyancy, providing a proactive approach to interception, drainage, and problem transformation. Furthermore, it is highly compatible with the original structure of the existing basement 100, resulting in low modification costs and minimal construction interference.

[0109] In some implementations, such as Figure 2 and Figure 4 As shown, the sealing layer 200 is a reinforced concrete sealing plate 210, one end of which is connected to the outer wall 130 of the existing basement 100 or the top slab 140 of the existing basement 100, and the other end is connected to the water-stop curtain 300, the original soil and rock layer 400 or the foundation pit support structure 500.

[0110] The reinforced concrete sealing plate 210 has superior performance in terms of deformation coordination and load transfer. It can adapt to minor foundation settlement without cracking, thus ensuring the long-term reliability of the sealing. It is particularly suitable for engineering occasions that need to withstand the upper load or have strict deformation requirements.

[0111] In some specific implementations, for an existing basement 100 where the foundation slab has experienced a slight uplift, the sealing layer 200 is a reinforced concrete sealing slab 210.

[0112] During construction, the backfill soil between the top of the existing basement 100 exterior wall 130 and the foundation pit support structure 500 was first removed, exposing the edge of the basement roof slab 140 and the top of the water-stop curtain 300. Then, horizontal reinforcement bars were installed at the edge of the basement roof slab 140, and holes were drilled at the top of the water-stop curtain 300 for reinforcement bar installation. Next, the connecting reinforcement bars were tied, and the reinforcement bars of the roof slab 140 and the water-stop curtain 300 were connected as one unit by longitudinal reinforcement bars. After the formwork was erected, concrete was poured to form a reinforced concrete sealing plate 210. One end of the reinforced concrete sealing plate 210 was rigidly connected to the edge of the basement roof slab 140 by reinforcement bar installation, and the other end was rigidly connected to the top of the water-stop curtain 300 by reinforcement bar installation, thus erecting a sealed rigid cover between the two existing structures.

[0113] Of course, one end of the reinforced concrete sealing plate 210 is rigidly connected to the edge of the top slab 140 of the existing basement 100 by rebar installation and pouring, and the other end can also be rigidly connected to the top of the foundation pit support structure 500 or the original soil and rock layer 400 by rebar installation and pouring. The reinforced concrete sealing plate 210 serves as the sealing layer 200, effectively preventing atmospheric precipitation from seeping down from the open top of the backfill area 110.

[0114] In some implementations, such as Figure 3 and Figure 5 As shown, the sealing layer 200 is a premixed fluidized solidified soil sealing layer 220, which is filled between the outer wall 130 of the existing basement 100 and the foundation pit support structure 500.

[0115] The premixed fluidized solidified soil sealing layer 220 has the advantages of high fluidity, self-compacting and low permeability after solidification. It can automatically fill any irregular gaps between the basement exterior wall 130 and the foundation pit support structure 500 using its fluidity, without the need for complicated formwork and vibration operations. It is particularly suitable for working conditions with narrow spaces (such as the backfill area 110 of the vertical support structure), tortuous shapes or large spans (such as slope excavation). It has a fast construction speed, little disturbance to the site, and low manpower input, which significantly reduces the difficulty and cost of sealing construction in complex working conditions.

[0116] In some specific implementations, for an existing basement 100 where the foundation slab has slightly bulged, the foundation pit adopts a vertical support structure. A narrow and long trench space is formed between the basement exterior wall 130 and the interlocking pile water-stop curtain 300. Due to the narrow space, premixed fluidized solidified soil is used as the sealing layer 200.

[0117] First, debris on top of backfill area 110 is cleared. Then, a simple template is erected at the top edge of backfill area 110 as the pouring boundary. The mixed fluidized solidified soil slurry is pumped into the top of backfill area 110 through a hose. Due to its high fluidity, the slurry sinks naturally under its own weight, filling the voids in backfill area 110 from top to a certain depth. After it hardens, a dense waterproof layer is formed. This premixed fluidized solidified soil sealing layer 220 is tightly attached between the outer wall 130 and the foundation pit support structure 500, effectively blocking the infiltration of atmospheric precipitation.

[0118] Of course, when the existing basement 100 foundation pit adopts the slope excavation support method, and there is a wide backfill area 110 between the outer wall 130 and the original soil slope formed by the slope, and the top of the backfill area 110 has a large open area and the perimeter is extremely irregular, a premixed fluid solidified soil sealing layer 220 can also be used for sealing.

[0119] Specifically, after clearing the loose soil from the top of the backfill area 110, the construction workers set up simple templates around the top of the backfill area 110 along the outer wall 130. The pre-mixed fluidized solidified soil was pumped into the area enclosed by the templates, allowing it to flow naturally and spread out, covering the entire open top of the backfill area 110. During the pouring process, the fluidized solidified soil, with its self-compacting properties, can fill all corners between the uneven rock and soil slope and the outer wall 130 without vibration. After solidification, it forms a good interlocking contact with the rough original soil slope and the concrete outer wall 130 surface, becoming a continuous and sealed sealing layer 200.

[0120] In some implementations, such as Figures 2 to 6 As shown, the pressure relief drainage system includes a pressure relief drain hole 600, a drainage ditch 700, and a sump. The pressure relief drain hole 600 is located in the area of ​​the floor slab 120 near the exterior wall 130 of the existing basement 100. The drainage ditch 700 is located in the area of ​​the floor slab 120 near the exterior wall 130 and is connected to the pressure relief drain hole 600. The sump is connected to the drainage ditch 700 and is equipped with an automatic pumping device.

[0121] In some embodiments, there are multiple pressure relief drainage holes 600, which are evenly distributed in an array in the area of ​​the base slab 120 near the exterior wall 130 of the existing basement 100. Each pressure relief drainage hole 600 penetrates the base slab 120 vertically. The drainage ditch 700 is a brick-built open ditch converted from the original shallow drainage ditch of the existing basement 100 near the exterior wall 130. The open ditch is enclosed by brick walls built upward on both sides of the original shallow ditch. The bottom elevation of the ditch is lower than the outlet of all pressure relief drainage holes 600. The outlet of each pressure relief drainage hole 600 falls directly into the bottom area of ​​the drainage ditch 700. The sump is the original reinforced concrete sump of the existing basement 100. Its inlet is connected to the end of the drainage ditch 700 through a pre-buried pipe. The automatic pumping device consists of two automatic submersible pumps with float switches, one for use and one for standby, installed in the sump. Their drainage pipe outlets are connected to the outdoor rainwater system.

[0122] In some embodiments, the drainage ditch 700 is an open ditch that runs around the base of the outer wall 130 of the existing basement 100. Its cross-section is U-shaped, and the bottom of the ditch is sloped at a preset angle along the drainage direction. The openings of all pressure relief and drainage holes 600 are exposed on the side wall or bottom of the drainage ditch 700 and are directly connected to the internal space of the drainage ditch 700.

[0123] The pressure relief drainage hole 600 is responsible for diverting the pressurized water below the base slab 120 to the area above the base slab 120, achieving pressure relief from bottom to top; the drainage ditch 700 is responsible for collecting the water flowing out of each pressure relief drainage hole 600, achieving collection from point to line; the water collection well and automatic pumping device are responsible for lifting the collected water and discharging it outdoors; the three of them constitute a complete water flow evacuation path from underground to above ground, from dispersed to concentrated, and from passive seepage to active discharge, which is highly compatible with the existing structure of the existing basement 100 (base slab 120, exterior wall 130, original drainage ditch, and original water collection well), achieving the goal of obtaining efficient pressure relief effect with low-cost renovation.

[0124] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0125] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method for addressing the failure of anti-buoyancy measures in existing basements, characterized in that, Includes the following steps: Determine the status of groundwater infiltration around the existing basement; If the groundwater infiltration is under control, seal the top opening of the backfill area of ​​the foundation pit to prevent atmospheric precipitation from infiltrating through the backfill area; A pressure relief drainage system is installed on the base slab near the exterior wall of the existing basement to drain the groundwater that has seeped into the base slab below, thereby eliminating the buoyancy of the base slab.

2. The method for treating the failure of anti-buoyancy in existing basements according to claim 1, characterized in that, The determination of the groundwater infiltration status around the existing basement includes: Determine that the waterproofing conditions around the existing basement meet the preset requirements; And / or, a pressure relief channel is opened in the floor slab of the existing basement to monitor the groundwater infiltration rate in real time until it decreases to below a set flow rate within a set time.

3. The method for treating the failure of anti-buoyancy in existing basements according to claim 2, characterized in that, The water-proofing conditions meet the preset requirements, including: The groundwater seepage path within a predetermined depth range below the existing basement floor slab is blocked by the undisturbed soil and rock layer, and meets any of the following conditions: The groundwater seepage path within a predetermined width range outside the existing basement exterior wall is blocked by the original soil and rock layer, or the groundwater seepage path within a predetermined width range outside the existing basement exterior wall is blocked by a water-stop curtain.

4. The method for treating the failure of anti-buoyancy in existing basements according to any one of claims 1-3, characterized in that, The top opening of the backfill area of ​​the sealed foundation pit includes: A sealing plate is installed at the top of the backfill area as a sealing layer, connecting the existing basement exterior wall or roof slab with the foundation pit support structure or the original soil and rock layer, and / or, a waterproof material is filled at the top of the backfill area to form a sealing layer.

5. The method for treating the failure of anti-buoyancy in existing basements according to claim 4, characterized in that, The provision of a pressure relief drainage system in the basement slab near the existing basement exterior wall includes: Pressure relief and drainage holes are drilled in the base plate, and an open ditch is built on the base plate as a drainage ditch and connected to the pressure relief and drainage holes. The drainage ditch is connected to the collection well, and an automatic pumping system is installed in the collection well.

6. The method for treating the failure of anti-buoyancy in existing basements according to claim 5, characterized in that, Also includes: Adjust the pressure relief drainage system so that the drainage volume of the pressure relief drainage system within a set time is greater than the amount of groundwater seeping into the bottom slab.

7. A treatment system for addressing the buoyancy failure of existing basements to implement the treatment method described in any one of claims 1-6, characterized in that, include: A sealing layer is installed at the top opening of the backfill area of ​​the foundation pit to block the infiltration of atmospheric precipitation; A pressure relief drainage system is installed on the floor slab of the existing basement to drain groundwater that has seeped into the area below the floor slab.

8. The system for treating the failure of anti-buoyancy measures in existing basements according to claim 7, characterized in that, The sealing layer is a reinforced concrete sealing slab, one end of which is connected to the outer wall of the existing basement or the top slab of the existing basement, and the other end is connected to the water-stop curtain, the original soil and rock layer or the foundation pit support structure.

9. The system for treating the failure of anti-buoyancy in existing basements according to claim 7, characterized in that, The sealing layer is a premixed fluidized solidified soil sealing layer, which is filled between the existing basement exterior wall and the foundation pit support structure.

10. The system for treating the failure of anti-buoyancy measures in existing basements according to claim 8 or 9, characterized in that, The pressure relief drainage system includes: Pressure relief and drainage holes are provided in the base slab of the exterior wall near the existing basement. A drainage ditch is constructed on the base slab of the exterior wall near the existing basement and is connected to a pressure relief drainage hole; The water collection well is connected to the drainage ditch and is equipped with an automatic pumping device.

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