Comprehensive tilt-correcting and reinforcing structure for buildings and its construction method

Abstract

The present invention relates to the technical field of correction and reinforcement of inclined buildings, and in particular to a comprehensive correction and reinforcement structure for inclined buildings and a construction method thereof. The correction and reinforcement structure comprises an inclined side reinforcement structure, a prestressed anchor cable tensioning and static pressure system, and correction holes. The inclined side reinforcement structure comprises a grouting hole or / and an anchor cable root pile complex, at least one row of which is arranged along the contour or half-width contour of one inclined side of the building, at least one row of the prestressed anchor cable tensioning and static pressure system is arranged along the half-width contour of the opposite inclined side of the building, and at least one row of correction holes is arranged along the contour of the opposite inclined side of the building, inclined toward the inside of the building foundation. A high-pressure jetting machine is used to spray high-pressure gas and water in the direction of the correction holes at the elevation range of the building foundation and below, and after the building is straightened to the allowable value, high-pressure cement slurry is sprayed in sequence for reinforcement. The present invention realizes comprehensive correction by combining the prestressed anchor cable tensioning and static pressure system with high-pressure gas and water forced landing correction technology.

Description

Technical Field

[0001] The present invention relates to the technical field of tilt building rectification and reinforcement, in particular to a comprehensive tilt building rectification and reinforcement structure and a construction method thereof. Background Art

[0002] During the construction, use, floor addition, or renovation of a building, uneven settlement may occur due to human or natural factors, causing the building to tilt. In severe cases, the building may collapse or necessitate demolition and reconstruction. Based on the structural characteristics of the building and the ground conditions, scientific, reasonable, and feasible correction and reinforcement methods can be adopted according to local conditions to correct the tilt and restore the building to its original position, effectively avoiding the waste and environmental pollution caused by demolition without affecting the building's safe living and use.

[0003] The main methods commonly used to correct building deviations are forced landing methods, which mainly include excavation method, foundation stress relief method, radiation well water jetting method, immersion method, pile load pressurization method, pile foundation unloading method, etc. Technical measures are used on the opposite side of the building to increase its settlement, so as to achieve the purpose of correction and straightening.

[0004] Patent No. CN101793098B "Correction and reinforcement structure for inclined buildings and its construction method" provides a correction and reinforcement method, which uses reinforcement piles to reinforce the inclined side of the building, and arranges inclined correction holes on the opposite side of the building. High-pressure air and water forced landing correction technology is used to rotate the building around the inclined side as the axis to correct the deviation.

[0005] This patented technology still has shortcomings. It is applied to situations where the geological conditions of the foundation on the opposite side of the building are complex, where the tilt rate of the tilted building is large and the tilting moment is large, and where the building has few floors and light loads. It is difficult to correct the deviation, and there is a problem that it is not easy to force a landing and straighten the deviation under the action of the building's own load gravity. Using a single forced landing method to force a tilted building to land and correct the deviation, there is a situation where the forced landing rate of the tilted building cannot be effectively controlled or even the forced landing rate is low, and the effective and precise control of the correction effect cannot be achieved. Therefore, in view of these situations, in order to avoid the above-mentioned technical problems, it is indeed necessary to provide a comprehensive tilted building correction and reinforcement structure and a construction method thereof to overcome the defects described in the prior art. Summary of the Invention

[0006] The present invention aims to solve at least one of the technical problems existing in the prior art. To this end, the present invention provides a comprehensive tilt building correction and reinforcement structure and a construction method thereof.

[0007] The technical solution adopted by the present invention to solve its technical problem is:

[0008] Provided is a comprehensive tilt building correction and reinforcement structure, including:

[0009] An inclined side reinforcement structure includes grouting holes and / or an anchor-tree root pile complex; wherein: the anchor-tree root pile complex is arranged in at least one row along the inclined side of the building; the grouting holes are arranged in at least one row along the half-width contour of the inclined side of the building; the anchor-tree root pile complex and the grouting holes both penetrate the reinforced concrete slab of the building foundation or are arranged outside the building foundation; cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil;

[0010] A prestressed anchor cable tensioning static pressure system is arranged in at least one row along the half-width contour of the building on the opposite side of the inclination, acting on the building foundation to apply a corrective pressure to the opposite side of the building;

[0011] Correction holes are arranged along the contour of the opposite side of the building, with at least one row inclined toward the inside of the building foundation. High-pressure jetting machinery is used to spray high-pressure air and water in the direction of the correction holes at the building foundation and below the elevation range to cut the foundation soil of the building foundation. After the building is straightened to the allowable value, high-pressure cement slurry is sprayed in sequence for reinforcement.

[0012] In a preferred embodiment of the present structure, the anchor cable tree root pile complex is composed of anchor cables anchored in the tree root pile, and a guide cone and a guide steel plate, a force transmission rod and a first pressure device are used to press multiple steel inserts into the pile around the pile below the foundation of the building to form an umbrella-shaped composite grouting body.

[0013] In a preferred embodiment of the present structure, the first pressure-applying device includes a strain gauge, a steel plate, a through-type jack, a steel plate, a steel block, a steel plate, and a tool anchor with a locking clip, which are sequentially mounted on the anchor cable.

[0014] In a preferred embodiment of the present structure, the prestressed anchor cable tensioning static pressure system includes a prestressed anchor cable assembly, a pressure transmission device and a second pressure-applying device, the anchoring ends of multiple prestressed anchor cable assemblies are anchored in the half-width contour area on the opposite side of the building, and the prestressed anchor cable assembly and the correction hole are staggered, the pressure transmission device is arranged at the free section of the prestressed anchor cable assembly and acts on the foundation of the building, and the second pressure-applying device is arranged at the tensioning end of the prestressed anchor cable assembly and presses the pressure transmission device statically.

[0015] In a preferred embodiment of the present structure, the free section of the prestressed anchor cable assembly passes through the foundation of the building, and the pressure transmission device is a steel tube concrete composite, which is formed by setting a steel tube on the foundation of the building and sleeved on the free section of the prestressed anchor cable assembly, and pouring concrete on the drilled cushion layer and the section above.

[0016] In a preferred embodiment of the present structure, the prestressed anchor cable assembly is arranged on the outside of the building foundation, the pressure transmission device is a reinforced concrete pedestal beam embedded in the building foundation, and the free section of the prestressed anchor cable assembly passes through the reinforced concrete pedestal beam.

[0017] In a preferred embodiment of this structure, the second pressure-applying device includes a steel plate, a strain gauge, a steel plate, a clipless anchor, a steel washer, a locking clip anchor, a force-transmitting top plate, a through-type jack, and a tool anchor, which are sequentially sleeved on the tensioning end anchor cable of the prestressed anchor cable assembly; the pressure-applying method of the second pressure-applying device is as follows:

[0018] ① Lock the tool anchor outside the through-type jack;

[0019] ② Pre-tensioning and locking the clip anchor;

[0020] ③ Apply the design pressure with a through-type jack and add a steel gasket between the clipless anchor and the clip-locked anchor;

[0021] ④ Pressure relief jack;

[0022] ⑤ Repeat ①, ③, and ④ while applying pressure and increasing it step by step as designed.

[0023] In a preferred embodiment of the present structure, it further includes second grouting holes, with at least one row arranged along the half-width contours on both sides of the opposite inclined side of the building, and the second grouting holes penetrate the reinforced concrete slab of the building foundation or are arranged on the outside of the building foundation, and the foundation is stabilized by pressure grouting in the second grouting holes.

[0024] The present invention also provides a comprehensive tilting building rectification processing construction method, which forms the comprehensive tilting building rectification reinforcement structure described in any of the above-mentioned embodiments according to the following construction steps:

[0025] Step S1, reinforcement of the inclined side of the building: at least one row of grouting holes is arranged along half of the outline of the inclined side of the building, or at least one row of grouting holes or / and anchor cable root pile complexes are arranged along the inclined side of the building, wherein: the anchor cable root pile complexes are arranged in at least one row along the inclined side of the building; the grouting holes are arranged in at least one row along half of the outline of the inclined side of the building, the anchor cable root pile complexes and the grouting holes all penetrate the reinforced concrete slab of the building foundation or are arranged outside the building foundation, cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil, the grouting holes are arranged in sequence according to the design, and the outer side is constructed first and then the inner side, and multiple grouting operations are performed from bottom to top in layers at the designed reinforcement depth to form a stable foundation;

[0026] Step S2, laying out a prestressed anchor cable tensioning static pressure system: at least one row of prestressed anchor cable assemblies is laid out along the half-width contour of the opposite inclined side of the building, a pressure transmission device acting on the building foundation is installed at the free end of each prestressed anchor cable assembly, and a second pressure device acting on the pressure transmission device is installed at the tensioning end of each prestressed anchor cable assembly, and the second pressure device is connected to the stress monitoring system;

[0027] The prestressed anchor cable assembly and pressure transmission device can start working 3 days after construction. The initial anchoring force value is generally 1 / 10 to 1 / 15 of the standard anchor cable tension value. Pressure is applied 3 to 5 times at intervals every day, and each time the pressure is restored to the previous pressure or increased by at least one level. Generally, the pressure level is 30 to 100 kN. The pressure application process does not exceed the anchoring force that the prestressed anchor cable assembly can provide and the bearing capacity that the pressure transmission device can withstand. The pressure value is the initial value of the anchoring force in the locked state of the anchor cable after the second pressure device is unloaded, and is monitored by the stress monitoring system.

[0028] Step S3, laying out the deviation-correcting holes: laying out at least one row of deviation-correcting holes inclined toward the inner side of the building foundation along the contour of the side opposite to the inclination of the building;

[0029] Step S4, punching and correcting the soil: a high-pressure jetting machine is used to align the direction of the correction hole in the correction hole, and the foundation soil of the building foundation is punched and cut with high-pressure air and water at the elevation range of the building foundation and below, and the punching mud overflows out of the correction hole; at the same time, a precision level and a precision total station are used to monitor the settlement and tilt process of the building foundation; based on the data of the second pressure device monitored by the stress monitoring system and the building settlement and displacement monitoring data, the loading pressure of the prestressed anchor cable assembly is dynamically adjusted, and the speed, rotation speed and air and water pressure of the high-pressure jetting machine for punching the soil are adjusted to punch the soil at any depth;

[0030] During the correction process, the high-pressure jetting technical parameters are adjusted according to the settlement rate after the high-pressure jetting parameters have been implemented. At the same time, the stress monitoring system monitors the data of the second pressure device. According to the loss of stress value during the forced landing process, the high-pressure jetting technical parameters of the correction hole and the anchor cable loading parameters are adjusted to control the settlement rate to be no greater than the warning values of the settlement amount and the back-tilt rate;

[0031] Step S5, reinforcement of the opposite side of the tilt: after observing that the building has been straightened to the allowable value, use a high pressure spraying machine to reinforce the section at least 0.5 meters below the correction section of the correction hole and at least 0.5 meters above the correction section;

[0032] Step S6, reinforcing the two sides of the opposite inclined side: at least one row of second grouting holes is arranged along the two half-width contours of the opposite inclined side of the building, and the foundation is stabilized by pressure grouting in the second grouting holes;

[0033] Step S7: After the building is straightened to the allowable value, pressure grouting or pouring of high-strength self-compacting castable into the hollow section of the prestressed anchor cable assembly is performed, and then the anchor cable is locked and the anchor head is sealed with concrete.

[0034] In a preferred embodiment of the present method, in step S1, the anchor cable tree root pile complex is constructed according to the following steps:

[0035] Step S11, drilling: a casing is set at the hole mouth by fixing it with a splint, and after drilling downward to the designed depth, an anchor hole in the pile is further drilled downward. After the hole is cleaned, an anchor cable equipped with a guide cap and a locking clip working anchor and a grouting pipe is installed at the bottom of the hole;

[0036] Step S12: Install a steel cage, or a steel pipe, or a steel pipe embedded in the steel cage and two grouting pipes with sealed bottom ends in the root pile hole section, and control grouting into the anchor hole section. After the initial setting of the primary grouting or after the secondary grouting after the initial setting, clean water is injected through a grouting pipe with sealed bottom end to clean the mud residue between the stones as the stone filling process progresses, until the stone filling reaches the designed elevation of the foundation bottom and clean water returns to the hole mouth;

[0037] Step S13, when the anchor cable reaches the design requirement of anchoring force, a concrete guide body is loaded into the center of the pile hole, a steel insert body with a conical steel flower pipe inserted in a grouting pipe is inserted from the anchor cable, the bottom of a hollow dowel rod with a bayonet at the bottom and a clamping position at the top that can bear pressure and the steel insert body are fixed with a rope, the steel insert body is aligned with the direction to be injected and loaded into the pile hole, the stress gauge, steel plate, through-type jack, steel plate, steel block, steel plate, tool anchor with locking clip are installed in sequence, the steel insert body is pushed into the pile hole wall through the dowel rod by applying pressure with the jack and adding the steel block, the guide plate is repeatedly loaded, and the steel insert body is repeatedly pushed into the pile hole wall according to the designed injection direction according to the above steps until the last steel insert body is injected into the pile hole wall;

[0038] Step S14, fill the pile hole with stones to the hole mouth, and use the grouting pipe with a sealed bottom that has been filled with water to clean the mud residue between the stones and return clean water to the hole mouth during the stone filling process. After the primary grouting of the sealed bottom that has been filled with water, and the secondary grouting after the initial setting or after the initial setting, grouting is injected into the grouting pipe of the steel insertion body to form an umbrella-shaped structure at the position where the tree root pile is located below the building foundation.

[0039] Compared with the prior art, the beneficial effects of the present invention are as follows: the present invention utilizes grouting holes and / or anchor root pile complexes to reinforce the inclined side of a building, and arranges a prestressed anchor tensioning static pressure system and an inclined correction hole on the opposite side of the building. The prestressed anchor tensioning static pressure system is utilized to tension and lock the anchor equipped with a stress gauge, and then unload the through-type jack to provide prestressed force on the building. At the same time, the high-pressure air-water forced-down correction technology is utilized to rotate the building around the inclined side as the axis for correction, realizing comprehensive correction by combining water jet correction with pressure drop. The correction amount is adjusted according to the dynamic informationization of monitoring data and anchor stress data to adjust the speed, rotation speed, and air-water pressure of the high-pressure jetting machinery to punch soil at any depth, and the stress value can be used to adjust the speed, rotation speed, and air-water pressure of the high-pressure jetting machinery to punch soil at any depth. According to the changes in the structure and settlement, the technical parameters of the correction hole construction and anchor loading are accurately adjusted. The construction is accurate, simple, efficient, easy, and has a short cycle without affecting the structural safety of the building. It is suitable for correcting the buildings built on natural foundation soil, and is also suitable for correcting the buildings on soft and hard uneven foundations. It is especially suitable for correcting the buildings that are inclined to the side of the eccentric load. The correction process does not require drilling shafts, opening fixed jet holes and return holes, and the operator does not need to construct in the shaft. Compared with the vertical hole water jet correction, the overall forced landing correction effect is fast, which reduces the labor intensity of the constructors, reduces the correction workload, has a short correction cycle, does not disturb the residents, and has no impact on the surrounding environment. Residents can live during the construction period without relocation, and the safety of the building structure is not affected. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for describing the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. Those skilled in the art can also derive other drawings based on these drawings without inventive work, among which:

[0041] Figure 1 This is a plan layout diagram of the comprehensive tilt building correction and reinforcement structure provided by the present invention;

[0042] Figure 2 This is a side view of the comprehensive tilt building correction and reinforcement structure provided by the present invention;

[0043] Figure 3 This is a schematic structural diagram of the prestressed anchor cable tensioning static pressure system provided by the present invention being arranged outside the foundation of a building;

[0044] Figure 4 It is a structural schematic diagram of the second pressure-applying device provided by the present invention. DETAILED DESCRIPTION

[0045] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0046] Example 1

[0047] This embodiment provides a comprehensive inclined building correction and reinforcement structure, including an inclined side reinforcement structure 1, a prestressed anchor cable tensioning static pressure system 2, and correction holes 3, wherein:

[0048] The inclined side reinforcement structure 1 includes grouting holes 1.1 and / or anchor cable root pile complexes 1.2, wherein: the anchor cable root pile complexes 1.2 are arranged in at least one row along the inclined side of the building; the grouting holes 1.1 are arranged in at least one row along the half width contour of the inclined side of the building. Figure 1 and attached Figure 2 As shown, in this embodiment, at least one row of anchor-tree root pile complexes is preferably arranged along the contour of one slanted side of the building, and at least one row of grouting holes is arranged outside the anchor-tree root pile complexes along half of the contour of the slanted side of the building. Both the anchor-tree root pile complexes and the grouting holes penetrate the reinforced concrete slab of the building foundation or are located outside the building foundation. Cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil. In this embodiment, cement slurry containing a water glass additive is pressure-injected into the grouting holes using sleeve valve pipe grouting or compaction grouting.

[0049] The prestressed anchor cable tensioning static pressure system 2 is arranged in at least one row along the half width contour of the opposite side of the building, that is, as shown in the attached Figure 1 and attached Figure 2As shown, a prestressed anchor cable tensioning static pressure system is set on the opposite side of the building and on both sides of the building near the opposite side of the tilt. The prestressed anchor cable tensioning static pressure system acts on the foundation of the building and is used to apply corrective pressure to the opposite side of the building. Preferably, the prestressed anchor cable tensioning static pressure system 2 in this embodiment includes a prestressed anchor cable assembly 2.1, a pressure transmission device 2.2 and a second pressure device 2.3, the anchoring ends of multiple prestressed anchor cable assemblies 2.1 are anchored in the half-width contour area on the opposite side of the building, and the prestressed anchor cable assembly 2.1 is staggered with the correction hole 3, the pressure transmission device 2.2 is arranged at the free section of the prestressed anchor cable assembly 2.1 and acts on the foundation of the building, the second pressure device 2.3 is arranged at the tensioning end of the prestressed anchor cable assembly 2.1 and presses the pressure transmission device 2.2 statically, the anchor cable in the prestressed anchor cable tensioning static pressure system is tensioned by the pressure device, and the pressure transmission device acts on the building foundation, so that the building foundation is forced to land under the pressure of the pressure device.

[0050] The correction holes 3 are arranged along the contour of the opposite side of the building and are inclined toward the inner side of the building foundation. Figure 1 and attached Figure 2 As shown, a high-pressure jetting machine is used to jet high-pressure air and water directly in the direction of the correction hole at or below the building foundation to cut the foundation soil. After the building is straightened to the allowable value, high-pressure cement slurry is sequentially sprayed for reinforcement. The high-pressure jetting machine in this embodiment is controlled by a mechanical device, and a high-pressure nozzle or a drillable high-pressure nozzle is mounted on the end of a conduit with a vertical or angled nozzle.

[0051] This embodiment uses grouting holes and / or anchor root pile complexes to reinforce the inclined side of the building, and arranges a prestressed anchor tensioning static pressure system and inclined correction holes on the opposite side of the building. The anchor cable equipped with a strain gauge in the prestressed anchor tensioning static pressure system is tensioned and locked, and then unloaded by a through-type jack to provide prestressed force on the building. At the same time, high-pressure air-water forced-down correction technology is used to rotate the building around the inclined side as the axis for correction, thereby realizing comprehensive correction by combining water jet correction with pressure drop.

[0052] Example 2

[0053] On the basis of the first embodiment, this embodiment further designs the anchor cable tree root pile complex, as shown in the attached Figure 1As shown, the anchor cable tree root pile complex 1.2 in this embodiment is composed of an anchor cable 1.2.1 anchored in the tree root pile, and a plurality of steel inserts 1.2.6 are pressed into the pile periphery below the building foundation using a guide cone 1.2.2 and a guide steel plate 1.2.3, a force transfer rod 1.2.4 and a first pressure device 1.2.5 to form an umbrella-shaped composite grouting body. Preferably, the first pressure device in this embodiment includes a stress gauge, a steel pad, a through-type jack, a steel pad, a steel pad, a steel pad, and a tool anchor with a locking clip, which are sequentially mounted on the anchor cable. The first pressure device shown is used to provide a top thrust of the force transfer rod, so as to realize the use of the force transfer rod to insert the steel insert into the pile periphery to form an umbrella-shaped structure, so as to improve the bearing effect on the building foundation. Preferably, the construction method of the anchor cable tree root pile complex shown in this embodiment is as follows:

[0054] Step S11, drilling: a casing is set at the hole mouth by fixing it with a splint, and after drilling downward to the designed depth, an anchor hole in the pile is further drilled downward. After the hole is cleaned, an anchor cable equipped with a guide cap and a locking clip working anchor and a grouting pipe is installed at the bottom of the hole;

[0055] Step S12: Install a steel cage, or a steel pipe, or a steel pipe embedded in the steel cage and two grouting pipes with sealed bottom ends in the root pile hole section, and control grouting into the anchor hole section. After the initial setting of the primary grouting or after the secondary grouting after the initial setting, clean water is injected through a grouting pipe with sealed bottom end to clean the mud residue between the stones as the stone filling process progresses, until the stone filling reaches the designed elevation of the foundation bottom and clean water returns to the hole mouth;

[0056] Step S13, when the anchor cable reaches the design requirement of anchoring force, a concrete guide body is loaded into the center of the pile hole, a steel insert body with a conical steel flower pipe inserted in a grouting pipe is inserted from the anchor cable, the bottom of a hollow dowel rod with a bayonet at the bottom and a clamping position at the top that can bear pressure and the steel insert body are fixed with a rope, the steel insert body is aligned with the direction to be injected and loaded into the pile hole, the stress gauge, steel plate, through-type jack, steel plate, steel block, steel plate, tool anchor with locking clip are installed in sequence, the steel insert body is pushed into the pile hole wall through the dowel rod by applying pressure with the jack and adding the steel block, the guide plate is repeatedly loaded, and the steel insert body is repeatedly pushed into the pile hole wall according to the designed injection direction according to the above steps until the last steel insert body is injected into the pile hole wall;

[0057] Step S14, fill the pile hole with stones to the hole mouth, and use the grouting pipe with a sealed bottom that has been filled with water to clean the mud residue between the stones and return clean water to the hole mouth during the stone filling process. After the primary grouting of the sealed bottom that has been filled with water, and the secondary grouting after the initial setting or after the initial setting, grouting is injected into the grouting pipe of the steel insertion body to form an umbrella-shaped structure at the position where the tree root pile is located below the building foundation.

[0058] Example 3

[0059] Based on the first embodiment, this embodiment optimizes the layout of the prestressed anchor cable assembly. Figure 2 As shown, the free segment of the prestressed anchor cable assembly 2.1 in this embodiment extends through the building foundation. The pressure-transmitting device 2.2 is a steel-tube concrete composite structure, formed by placing a steel tube over the free segment of the prestressed anchor cable assembly on the building foundation, and pouring concrete into the drilled cushion and above. In this embodiment, the pressure-transmitting device 2.2 presses against the existing concrete foundation of the building, near the base of the foundation. During specific implementation, the diameter of the drilled hole at the prestressed anchor cable assembly 2.1 in the range section on the building foundation is larger than the diameter of the drilled hole at the lower end of the building foundation and cushion layer. After drilling, the prestressed anchor cable assembly is placed in the inner hole, and cement slurry is injected into the drilled hole of the prestressed anchor cable assembly. The grouting height is lower than the bottom elevation of the foundation and cushion layer and is not less than the forced landing value of the building. The prefabricated perforated round cement cake 2.4 is installed and fixed on the grouting pipe 4. After the round cake 2.4 is inserted into the free section of the prestressed anchor cable assembly 2.1, it is fixed in the cushion layer of the building foundation, leaving a hollow section 2.0 between the anchor section and the cement cake 2.4. Then, a steel pipe 2.5 is placed in the drilled hole in the range section on the building foundation, and concrete is poured into the steel pipe 2.5 to form a pressure transmission device. The setting of this pressure transmission device does not require excavation of the soil in the range section on the building foundation, and the second pressure device is directly applied to the pressure transmission device. In this embodiment, cement paste or cement mortar is used for grouting of the prestressed anchor cable assembly. The concrete for grouting of the prestressed anchor cable assembly and the pressure transmission device has a cement strength grade of not less than 42.5, and is added with an early-strength high-performance water-reducing agent admixture, the addition ratio of which is 2% to 4% of the cement mass.

[0060] Example 4

[0061] Based on the first embodiment and different from the second embodiment, as shown in the attached Figure 3 As shown, in this embodiment, the prestressed anchor cable assembly 2.1 is arranged on the outside of the building foundation, and the pressure transmission device 2.2 is a reinforced concrete pedestal beam embedded in the building foundation, and the free section of the prestressed anchor cable assembly 2.1 passes through the reinforced concrete pedestal beam. In specific implementation, a foundation trench is excavated outside the building foundation, and a short steel pipe 2.6 and a conduit are installed on the prestressed anchor cable assembly 2.1 (the conduit is used to grout the steel pipe section of the prestressed anchor cable assembly after the foundation trench is backfilled after correction and straightening). A cushion layer is set, and reinforcement is embedded on the original building foundation. The pedestal beam steel cage is tied, and the pedestal beam is formed by formwork and pouring. Then, the soil is excavated under the pedestal beam base pad to form a suspended height that is not less than the building's forced landing value.

[0062] Example 5

[0063] In any of the above embodiments, this embodiment optimizes the design of the second pressure applying device, as shown in the attached Figure 4As shown, the second pressure-applying device 2.3 in this embodiment includes a steel plate 2.3.1, a strain gauge 2.3.2, a steel plate 2.3.3, a clipless anchor 2.3.4, a steel washer 2.3.5, a locking clip anchor 2.3.6, a force-transmitting top plate 2.3.7, a through-type jack 2.3.8, and a tool anchor 2.3.9, which are sequentially sleeved on the tensioning end anchor of the prestressed anchor cable assembly 2.1. The pressure-applying method of the second pressure-applying device is as follows:

[0064] ① Lock the tool anchor outside the through-type jack;

[0065] ② Pre-tensioning and locking the clip anchor;

[0066] ③ Apply the design pressure with a through-type jack and add a steel gasket between the clipless anchor and the clip-locked anchor;

[0067] ④ Pressure relief jack;

[0068] ⑤ Repeat ①, ③, and ④ while applying pressure and increasing it step by step as designed.

[0069] The second pressure-applying device of this embodiment is provided with a force-transmitting top plate that is tensioned and pushed by a through-type jack. A steel gasket can be added between the clipless anchor and the locking clip anchor between the steel pad and the force-transmitting top plate to relieve pressure and apply downward pressure on the building through prestressing. Compared with locking the working clip by hammering, the pressure-applying method of this embodiment can reduce the stress loss when the jack is unloaded by about 20% to 30%, and avoid repeated knocking of the working clip to wear the anchor cable steel strand and the working clip, resulting in stress loss and the risk of failure of the working clip locking.

[0070] Example 6

[0071] On the basis of any of the above-mentioned embodiments, this embodiment is further designed with a second grouting hole 5, which is arranged in at least one row along the half-width contours on both sides of the opposite inclined side of the building, and the second grouting holes 5 pass through the reinforced concrete slab of the building foundation or are arranged on the outside of the building foundation, and the foundation is stabilized by pressure grouting in the second grouting holes. Preferably, cement slurry with a water glass additive is injected into the second grouting holes in this embodiment by pressure, and the grouting method adopts sleeve valve pipe grouting or compaction grouting. The provision of the second grouting holes in this embodiment further reinforces the two sides of the building after the deviation correction, thereby improving the stability of the building structure.

[0072] Example 7

[0073] This embodiment provides a comprehensive method for rectifying the deviation of a tilted building, which is carried out according to the following construction steps:

[0074] Step S1, reinforcement of the inclined side of the building: at least one row of grouting holes is arranged along half of the outline of the inclined side of the building, or at least one row of grouting holes or / and anchor cable root pile complexes are arranged along the inclined side of the building, wherein: the anchor cable root pile complexes are arranged in at least one row along the inclined side of the building; the grouting holes are arranged in at least one row along half of the outline of the inclined side of the building, the anchor cable root pile complexes and the grouting holes all penetrate the reinforced concrete slab of the building foundation or are arranged outside the building foundation, cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil, the grouting holes are arranged in sequence according to the design, and the outer side is constructed first and then the inner side, and multiple grouting operations are performed from bottom to top in layers at the designed reinforcement depth to form a stable foundation;

[0075] Step S2, laying out a prestressed anchor cable tensioning static pressure system: at least one row of prestressed anchor cable assemblies is laid out along the half-width contour of the opposite inclined side of the building, a pressure transmission device acting on the building foundation is installed at the free end of each prestressed anchor cable assembly, and a second pressure device acting on the pressure transmission device is installed at the tensioning end of each prestressed anchor cable assembly, and the pressure device is connected to the stress monitoring system;

[0076] The prestressed anchor cable assembly and pressure transmission device can start working 3 days after construction. The initial anchoring force value is generally 1 / 10 to 1 / 15 of the standard anchor cable tension value. Pressure is applied 3 to 5 times at intervals every day, and each time the pressure is restored to the previous pressure or increased by at least one level. Generally, the pressure level is 30 to 100 kN. The pressure application process does not exceed the anchoring force that the prestressed anchor cable assembly can provide and the bearing capacity that the pressure transmission device can withstand. The pressure value is the initial value of the anchoring force in the locked state of the anchor cable after the pressure device is unloaded, and is monitored by the stress monitoring system.

[0077] Step S3, laying out the deviation-correcting holes: laying out at least one row of deviation-correcting holes inclined toward the inner side of the building foundation along the contour of the side opposite to the inclination of the building;

[0078] Step S4, punching and correcting the soil: a high-pressure jetting machine is used to align the direction of the correction hole in the correction hole, and the foundation soil of the building foundation is punched and cut with high-pressure air and water at the elevation range of the building foundation and below, and the punching mud overflows out of the correction hole; at the same time, a precision level and a precision total station are used to monitor the settlement and tilt process of the building foundation; based on the data of the second pressure device monitored by the stress monitoring system and the building settlement and displacement monitoring data, the loading pressure of the prestressed anchor cable assembly is dynamically adjusted, and the speed, rotation speed and air and water pressure of the high-pressure jetting machine for punching the soil are adjusted to punch the soil at any depth;

[0079] During the correction process, the high-pressure jetting technical parameters are adjusted according to the settlement rate after the high-pressure jetting parameters have been implemented. At the same time, the stress monitoring system monitors the data of the second pressure device. According to the loss of stress value during the forced landing process, the high-pressure jetting technical parameters of the correction hole and the anchor cable loading parameters are adjusted to control the settlement rate to be no greater than the warning values of the settlement amount and the back-tilt rate;

[0080] Step S5, reinforcement of the opposite side of the tilt: after observing that the building has been straightened to the allowable value, use a high pressure spraying machine to reinforce the section at least 0.5 meters below the correction section of the correction hole and at least 0.5 meters above the correction section;

[0081] Step S6, reinforcing the two sides of the opposite inclined side: at least one row of second grouting holes is arranged along the two half-width contours of the opposite inclined side of the building, and the foundation is stabilized by pressure grouting in the second grouting holes;

[0082] Step S7: After the building is straightened to the allowable value, pressure grouting or pouring of high-strength self-compacting castable into the hollow section of the prestressed anchor cable assembly is performed, and then the anchor cable is locked and the anchor head is sealed with concrete.

[0083] It is worth noting that 2-4% of a water reducing agent is added to the cement paste, cement paste, cement mortar, concrete, etc. in the present invention.

[0084] The above descriptions are merely embodiments of the present invention and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A comprehensive tilt-correcting and reinforcement structure for buildings, characterized in that: include: An inclined side reinforcement structure includes grouting holes and / or an anchor-tree root pile complex; wherein: the anchor-tree root pile complex is arranged in at least one row along the inclined side of the building; the grouting holes are arranged in at least one row along the half-width contour of the inclined side of the building; the anchor-tree root pile complex and the grouting holes both penetrate the reinforced concrete slab of the building foundation or are arranged outside the building foundation; cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil; The anchor cable tree root pile complex is composed of anchor cables anchored in the tree root pile, and a plurality of steel inserts are pressed into the pile periphery below the building foundation using a guide cone and a guide steel plate, a force transmission rod and a first pressure device to form an umbrella-shaped composite grouting body; A prestressed anchor cable tensioning static pressure system is provided with at least one row along the half-width contour of the opposite side of the building, acting on the foundation of the building to apply a corrective pressure to the opposite side of the building; the prestressed anchor cable tensioning static pressure system comprises a prestressed anchor cable assembly, a pressure transmission device and a second pressure-applying device, the anchoring ends of a plurality of the prestressed anchor cable assemblies are anchored in the half-width contour area of the opposite side of the building, and the prestressed anchor cable assembly is staggered with the correction hole, the pressure transmission device is provided at the free section of the prestressed anchor cable assembly and acts on the foundation of the building, and the second pressure-applying device is provided at the tensioning end of the prestressed anchor cable assembly and presses and statically presses the pressure transmission device; Correction holes are arranged along the contour of the opposite side of the building, with at least one row inclined toward the inside of the building foundation. High-pressure jetting machinery is used to spray high-pressure air and water in the direction of the correction holes at the building foundation and below the elevation range to cut the foundation soil of the building foundation. After the building is straightened to the allowable value, high-pressure cement slurry is sprayed in sequence for reinforcement.

2. The comprehensive inclined building correction and reinforcement structure according to claim 1 is characterized in that: The first pressure-applying device includes a strain gauge, a steel plate, a through-type jack, a steel plate, a steel block, a steel plate, and a tool anchor with a locking clip, which are sequentially sleeved on the anchor cable.

3. The comprehensive inclined building correction and reinforcement structure according to claim 1 is characterized in that: The free section of the prestressed anchor cable assembly passes through the building foundation, and the pressure transmission device is a steel tube concrete composite, which is formed by setting a steel tube on the building foundation and sleeved on the free section of the prestressed anchor cable assembly, and pouring concrete on the drilled cushion layer and the section above.

4. The comprehensive inclined building correction and reinforcement structure according to claim 1 is characterized in that: The prestressed anchor cable assembly is arranged on the outside of the building foundation, the pressure transmission device is a reinforced concrete pedestal beam embedded in the building foundation, and the free section of the prestressed anchor cable assembly passes through the reinforced concrete pedestal beam.

5. The comprehensive inclined building correction and reinforcement structure according to claim 1 is characterized in that: The second pressure-applying device includes a steel plate, a strain gauge, a steel plate, a clipless anchor, a steel washer, a locking clip anchor, a force-transmitting top plate, a through-type jack, and a tool anchor, which are sequentially sleeved on the tensioning end anchor cable of the prestressed anchor cable assembly. The pressure-applying method of the second pressure-applying device is as follows: ① Lock the tool anchor outside the through-type jack; ② Pre-tensioning and locking the clip anchor; ③ Apply the design pressure with a through-type jack and add a steel gasket between the clipless anchor and the clip-locked anchor; ④ Pressure relief jack; ⑤ Repeat ①, ③, and ④ while applying pressure and increasing it step by step as designed.

6. The comprehensive inclined building correction and reinforcement structure according to any one of claims 1 to 5, characterized in that: It also includes second grouting holes, which are arranged in at least one row along the half-width contours on both sides of the opposite inclined side of the building, and the second grouting holes pass through the reinforced concrete slab of the building foundation or are arranged on the outside of the building foundation. The foundation is stabilized by pressure grouting in the second grouting holes.

7. A comprehensive method for rectifying the deviation of a tilted building, characterized in that: The comprehensive inclined building correction and reinforcement structure according to claim 6 is formed by the following construction steps: Step S1, reinforcement of the inclined side of the building: at least one row of grouting holes is arranged along half of the outline of the inclined side of the building, or at least one row of grouting holes or / and anchor cable root pile complexes are arranged along the inclined side of the building, wherein: the anchor cable root pile complexes are arranged in at least one row along the inclined side of the building; the grouting holes are arranged in at least one row along half of the outline of the inclined side of the building, the anchor cable root pile complexes and the grouting holes all penetrate the reinforced concrete slab of the building foundation or are arranged outside the building foundation, cement slurry is pressure-injected into the grouting holes to reinforce the foundation soil, the grouting holes are arranged in sequence according to the design, and the outer side is constructed first and then the inner side, and multiple grouting operations are performed from bottom to top in layers at the designed reinforcement depth to form a stable foundation; Step S2, laying out a prestressed anchor cable tensioning static pressure system: at least one row of prestressed anchor cable assemblies is laid out along the half-width contour of the opposite inclined side of the building, a pressure transmission device acting on the building foundation is installed at the free end of each prestressed anchor cable assembly, and a second pressure device acting on the pressure transmission device is installed at the tensioning end of each prestressed anchor cable assembly, and the second pressure device is connected to the stress monitoring system; The prestressed anchor cable assembly and pressure transmission device can start working 3 days after construction. The initial anchoring force value is generally 1 / 10 to 1 / 15 of the standard anchor cable tension value. Pressure is applied 3 to 5 times at intervals every day, and each time the pressure is restored to the previous pressure or increased by at least one level. Generally, the pressure level is 30 to 100 kN. The pressure application process does not exceed the anchoring force that the prestressed anchor cable assembly can provide and the bearing capacity that the pressure transmission device can withstand. The pressure value is the initial value of the anchoring force in the locked state of the anchor cable after the second pressure device is unloaded, and is monitored by the stress monitoring system. Step S3, laying out the deviation-correcting holes: laying out at least one row of deviation-correcting holes inclined toward the inner side of the building foundation along the contour of the side opposite to the inclination of the building; Step S4, punching and correcting the soil: a high-pressure jetting machine is used to align the direction of the correction hole in the correction hole, and the foundation soil of the building foundation is punched and cut with high-pressure air and water at the elevation range of the building foundation and below, and the punching mud overflows out of the correction hole; at the same time, a precision level and a precision total station are used to monitor the settlement and tilt process of the building foundation; based on the data of the second pressure device monitored by the stress monitoring system and the building settlement and displacement monitoring data, the loading pressure of the prestressed anchor cable assembly is dynamically adjusted, and the speed, rotation speed and air and water pressure of the high-pressure jetting machine for punching the soil are adjusted to punch the soil at any depth; During the correction process, the high-pressure jetting technical parameters are adjusted according to the settlement rate after the high-pressure jetting parameters have been implemented. At the same time, the stress monitoring system monitors the data of the second pressure device. According to the loss of stress value during the forced landing process, the high-pressure jetting technical parameters of the correction hole and the anchor cable loading parameters are adjusted to control the settlement rate to be no greater than the warning values of the settlement amount and the back-tilt rate; Step S5, reinforcement of the opposite side of the tilt: after observing that the building has been straightened to the allowable value, use a high pressure spraying machine to reinforce the section at least 0.5 meters below the correction section of the correction hole and at least 0.5 meters above the correction section; Step S6, reinforcing the two sides of the opposite inclined side: at least one row of second grouting holes is arranged along the two half-width contours of the opposite inclined side of the building, and the foundation is stabilized by pressure grouting in the second grouting holes; Step S7: After the building is straightened to the allowable value, pressure grouting or pouring of high-strength self-compacting castable into the hollow section of the prestressed anchor cable assembly is performed, and then the anchor cable is locked and the anchor head is sealed with concrete.

8. The comprehensive tilt building rectification processing construction method according to claim 7 is characterized in that: In step S1, the anchor cable tree root pile complex is constructed according to the following steps: Step S11, drilling: a casing is set at the hole mouth by fixing it with a splint, and after drilling downward to the designed depth, an anchor hole in the pile is further drilled downward. After the hole is cleaned, an anchor cable equipped with a guide cap and a locking clip working anchor and a grouting pipe is installed at the bottom of the hole; Step S12: Install a steel cage, or a steel pipe, or a steel pipe embedded in the steel cage and two grouting pipes with sealed bottom ends in the root pile hole section, and control grouting into the anchor hole section. After the initial setting of the primary grouting or after the secondary grouting after the initial setting, clean water is injected through a grouting pipe with sealed bottom end to clean the mud residue between the stones as the stone filling process progresses, until the stone filling reaches the designed elevation of the foundation bottom and clean water returns to the hole mouth; Step S13, when the anchor cable reaches the design requirement of anchoring force, a concrete guide body is loaded into the center of the pile hole, a steel insert body with a conical steel flower pipe inserted in a grouting pipe is inserted from the anchor cable, the bottom of a hollow dowel rod with a bayonet at the bottom and a clamping position at the top that can bear pressure and the steel insert body are fixed with a rope, the steel insert body is aligned with the direction to be injected and loaded into the pile hole, the stress gauge, steel plate, through-type jack, steel plate, steel block, steel plate, tool anchor with locking clip are installed in sequence, the steel insert body is pushed into the pile hole wall through the dowel rod by applying pressure with the jack and adding the steel block, the guide plate is repeatedly loaded, and the steel insert body is repeatedly pushed into the pile hole wall according to the designed injection direction according to the above steps until the last steel insert body is injected into the pile hole wall; Step S14, fill the pile hole with stones to the hole mouth, and use the grouting pipe with a sealed bottom that has been filled with water to clean the mud residue between the stones and return clean water to the hole mouth during the stone filling process. After the primary grouting of the sealed bottom that has been filled with water, and the secondary grouting after the initial setting or after the initial setting, grouting is injected into the grouting pipe of the steel insertion body to form an umbrella-shaped structure at the position where the tree root pile is located below the building foundation.

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