CN111779045B - Foundation reinforcement deviation rectifying method - Google Patents
Foundation reinforcement deviation rectifying method Download PDFInfo
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- CN111779045B CN111779045B CN202010545267.4A CN202010545267A CN111779045B CN 111779045 B CN111779045 B CN 111779045B CN 202010545267 A CN202010545267 A CN 202010545267A CN 111779045 B CN111779045 B CN 111779045B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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Abstract
The invention relates to the technical field of foundation construction, and discloses a foundation reinforcement deviation rectifying method, which comprises the following steps: implanting anchor rod reinforcing steel bars around the first pile hole, constructing an anchor rod static pressure steel pipe pile, repeatedly extruding and grouting deep soil through the steel pipe pile, installing a pressurizing assembly and temporarily locking the steel pipe pile after grouting is finished; and (2) arranging a second pile hole on the foundation ground to be constructed, inserting a grouting steel pipe, locally and directionally reinforcing the shallow soil body by using the grouting steel pipe in a repeated grouting mode, monitoring the pressure value of the steel pipe pile in the grouting process, and gradually repressing the steel pipe pile through a pressurizing assembly so as to realize slow reinforcement lifting of a subsided soil layer and foundation rectification. The method slowly reinforces and lifts the settled soil layer by repeatedly and multi-point grouting of deep and shallow soil bodies and gradual repression of the steel pipe piles, performs directional deviation rectification on the foundation, can effectively reduce or eliminate the generated uneven settlement and the inclination of the whole building, and realizes the combination of reinforcement and deviation rectification.
Description
Technical Field
The invention relates to the technical field of foundation construction, in particular to a foundation reinforcement deviation rectifying method.
Background
At present, a plurality of building foundation reinforcing methods exist, including a pile foundation underpinning method, a root pile method, a foundation grouting method and the like, and mature design construction methods are formed, but the methods only can enhance the strength and the rigidity of a foundation, control the settlement after foundation construction, cannot effectively reduce the difference degree of settlement among piles, and cannot perform directional reasonable deviation correction on the integral inclination or the local inclination of a generated building so as to restore the building to an original position, thereby meeting the requirements of national standards. Particularly, when the foundation is limited by construction site conditions and weak strength of an original foundation or the bearing capacity of a soil layer at the bottom of a natural foundation is low, the reinforcing effect of the foundation is difficult to achieve the expected target, for example, when a large-diameter bored pile or a manual hole digging pile is adopted for construction, certain safety risks exist, the foundation soil body is easily disturbed by side construction of the old foundation, and foundation settlement is aggravated.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the method can be used for directionally reinforcing and rectifying the foundation with settlement.
In order to solve the technical problem, the invention provides a foundation reinforcement deviation rectifying method, which comprises the following steps: the method comprises the following steps of (1) forming a first pile hole in the ground of a foundation to be constructed and extending to a deep soil body, and implanting anchor rod reinforcing steel bars around the first pile hole;
pressing the steel pipe pile into the first pile hole by using the foundation as a counter-force platform in an anchor rod static pressure construction mode;
extruding and grouting the prepared grouting liquid through a grout outlet of the steel pipe pile, and compacting and reinforcing the deep soil body in a repeated grouting mode of grouting, cleaning and grouting;
after grouting is finished, fixing a pressurizing assembly through the anchor rod reinforcing steel bars, and temporarily locking the steel pipe pile by using the pressurizing assembly;
a plurality of second pile holes are formed in the ground of a foundation to be constructed or the ground between two foundations and extend to a shallow soil body, grouting steel pipes are inserted into the second pile holes, grouting liquid is extruded and grouted through the grouting steel pipes, local directional reinforcement is carried out on the shallow soil body in the same repeated grouting mode, and a settled soil layer below the foundation is lifted upwards and corrected;
in the process of grouting the steel pipe, acquiring a pressure change value of the steel pipe pile, judging whether the pressure change value of the steel pipe pile exceeds a preset value, if so, performing compensation pressurization on the steel pipe pile by using the pressurization assembly to ensure the bearing capacity of the steel pipe pile;
and after the reinforcement and the correction are finished, the pressurizing assembly is disassembled, concrete is poured into the steel pipe pile, and the steel pipe pile, the grouting steel pipe and the foundation are fixed into a whole through pouring a concrete foundation beam.
Preferably, the step of performing squeeze grouting of the prepared grouting liquid through a grout outlet of the steel pipe pile further includes:
and welding a first grouting pipe in the steel pipe pile, inserting a second grouting pipe into the first grouting pipe and extending to the grout outlet, and extruding and grouting the grouting liquid through the second grouting pipe.
Preferably, the step of driving the steel pipe pile into the first pile hole by the anchor rod static pressure construction method further includes:
and detecting the pile pressing pressure and the verticality of the steel pipe pile so as to keep the vertical pressurization of the steel pipe pile and ensure that the pile pressing pressure acting on the steel pipe pile does not exceed the maximum pile pressing pressure.
Preferably, in the step of fixing a pressurizing assembly by the anchor bar and temporarily locking the steel pipe pile by the pressurizing assembly, the step of fixing a pressurizing assembly by the anchor bar includes:
fixing a first pile pressing block of the pressurizing assembly on the ground of the foundation through the anchor rod steel bars, fixing a second pile pressing block of the pressurizing assembly above the first pile pressing block through the anchor rod steel bars, arranging a jack between the first pile pressing block and the second pile pressing block, and applying prestress to the steel pipe pile by using the jack.
Preferably, the anchor rod reinforcing steel bar is provided with a nut for adjusting the positions of the first pile pressing block and the second pile pressing block.
Preferably, the grouting liquid is prepared from cement paste, water glass and liquid water, and the volume ratio of the cement paste to the water glass to the liquid water is 1.0-1.5: 1: 2 to 3.
Preferably, the opening direction of each second pile hole is vertical or oblique, and the tail end of each second pile hole faces the steel pipe pile.
As a preferred scheme, in the step of performing extrusion grouting on the grouting liquid through the grouting steel pipe, and performing local directional reinforcement on a shallow soil body in the same repeated grouting manner, so that a settlement soil layer below the foundation is lifted upwards and corrected, the method specifically comprises the following steps:
dividing the prepared grouting liquid into a plurality of groups, repeatedly extruding and grouting each group of grouting liquid through the grouting steel pipe, and directionally reinforcing a plurality of local positions of a subsided soil layer for a plurality of times so as to gradually lift the subsided soil layer upwards and tend to a stable state, wherein different grouting steel pipes adopt the grouting liquid with different grouting amounts so as to upwards lift each local position in a differentiation manner and correct uneven settlement of the subsided soil layer.
Preferably, the step of fixing the steel pipe pile, the grouting steel pipe and the foundation into a whole by pouring a concrete foundation beam specifically comprises:
and implanting a plurality of criss-cross fixed steel bars into the ground of the foundation, pouring concrete into a foundation beam, and fixing the steel pipe pile, the grouting steel pipe and the foundation into a whole.
Preferably, the step of using the foundation as a reaction force platform further includes:
and if the ground of the foundation to be constructed is not the horizontal plane, constructing a horizontal reaction platform on the ground of the foundation.
Compared with the prior art, the foundation reinforcement deviation rectifying method provided by the invention has the beneficial effects that:
the invention uses an anchor rod static pressure construction mode to press the steel pipe pile into the first pile hole, the grouting liquid is used for compacting and reinforcing deep soil through the steel pipe pile, after grouting, a pressurizing assembly is used for locking the steel pipe pile, then the grouting steel pipe in the second pile hole is used for directionally reinforcing shallow soil, pressure value change of the steel pipe pile is monitored during grouting, if pressure value of the steel pipe pile is lost, the pressurizing assembly is used for compensating and pressurizing the steel pipe pile, the bearing capacity of the single steel pipe pile is ensured, through hole bottom mixing and rapid hardening compacting directional reinforcing technology, the settlement soil layer under the foundation is compacted and reinforced from deep part and shallow part respectively, grouting is repeated for many times and grouting is performed at the same time at multiple points, slow directional lifting of the settlement soil layer is realized, uneven settlement and deviation rectification are performed between the foundations, the method can effectively reduce or eliminate the uneven settlement and the inclination of the whole building, and simultaneously, the steel pipe pile, the grouting steel pipe and the original foundation are connected into a whole through the newly poured foundation beam, so that the rigidity of the foundation is strengthened, and the reinforcement and the rectification are combined into a whole.
Drawings
FIG. 1 is a schematic view showing a pile-driving state of a deviation rectifying method for reinforcing a foundation according to a preferred embodiment of the present invention.
FIG. 2 is a schematic view showing the assembly of a steel pipe pile, a first grouting pipe and a second grouting pipe in the deviation rectifying method for foundation stabilization according to the preferred embodiment of the present invention.
FIG. 3 is a schematic diagram of a reaction force platform in the deviation rectifying method for foundation stabilization according to the preferred embodiment of the present invention.
FIG. 4 is a schematic plan view of a grouting steel pipe to which the deviation rectifying method for foundation reinforcement according to the preferred embodiment of the present invention is applied.
FIG. 5 is a schematic cross-sectional view of a steel pipe for grouting to which the deviation rectifying method for foundation stabilization according to the preferred embodiment of the present invention is applied.
FIG. 6 is a schematic view showing a construction completion state of the deviation rectifying method for foundation reinforcement according to the preferred embodiment of the present invention.
In the figure: 1. a first pile hole; 2. anchor bar reinforcement; 3. steel pipe piles; 4. a pulp outlet; 5. grouting the steel pipe; 6. a diamond pile tip; 7. a first grouting pipe; 8. a second grouting pipe; 9. a grout stopping plug; 10. a counter-force platform; 11. a first pile pressing block; 12. a second pile pressing block; 13. a jack; 14. fixing the steel bars; 15. a foundation beam.
Detailed Description
The following detailed description of embodiments of the present invention is provided in connection with the accompanying drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, it should be understood that the terms "connected," "fixed," and the like are used in a broad sense, and for example, the terms "connected," "connected," and "fixed" may be fixed, detachable, or integrated; the connection can be mechanical connection or welding connection; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
As shown in fig. 1 to 6, a preferred embodiment of the present invention provides a deviation rectifying method for foundation reinforcement, which includes the following steps: a first pile hole 1 is formed in the ground of a foundation to be constructed and extends to a deep soil body, and anchor rod steel bars 2 are implanted around the first pile hole 1; pressing the steel pipe pile 3 into the first pile hole 1 by using the foundation as a counter-force platform 10 in an anchor rod static pressure construction mode; extruding and grouting the prepared grouting liquid through a grout outlet 4 of the steel pipe pile 3, and compacting and reinforcing the deep soil body in a repeated grouting mode of grouting, cleaning and grouting; after grouting is finished, fixing a pressurizing assembly through the anchor rod reinforcing steel bars 2, and temporarily locking the steel pipe pile 3 by using the pressurizing assembly; a plurality of second pile holes are formed in the ground of a foundation to be constructed or the ground between two foundations and extend to a shallow soil body, grouting steel pipes 5 are inserted into the second pile holes, grouting liquid is extruded and grouted through the grouting steel pipes 5, local directional reinforcement is carried out on the shallow soil body in the same repeated grouting mode, and a settlement soil layer below the foundation is lifted upwards and corrected; in the process of grouting the steel pipe 5, acquiring a pressure change value of the steel pipe pile 3, judging whether the pressure change value of the steel pipe pile 3 exceeds a preset value, if so, performing compensation pressurization on the steel pipe pile 3 by using the pressurization assembly to ensure the bearing capacity of the steel pipe pile 3; and after the reinforcement and deviation rectification are finished, the pressurizing assembly is disassembled, concrete is poured into the steel pipe pile 3, and the steel pipe pile 3, the grouting steel pipe 5 and the foundation are fixed into a whole through pouring a concrete foundation beam 15.
The foundation reinforcement deviation rectifying method based on the technical characteristics comprises the steps of pressing the steel pipe pile 3 into the first pile hole 1 by utilizing an anchor rod static pressure construction mode, compacting and reinforcing deep soil bodies by the grouting liquid through the steel pipe pile 3, locking the steel pipe pile 3 by utilizing a pressurizing assembly after grouting is finished, directionally reinforcing shallow soil bodies through the grouting steel pipe 5 in the second pile hole, monitoring the pressure value change of the steel pipe pile 3 during grouting, compensating and pressurizing the steel pipe pile 3 by utilizing the pressurizing assembly if the pressure value of the steel pipe pile 3 is lost, ensuring the bearing capacity of the single steel pipe pile 3, compacting and reinforcing a settlement soil layer under the foundation from deep parts and the shallow parts respectively through hole bottom mixing and rapid-setting compaction directional reinforcing processes, repeatedly grouting for multiple times and simultaneously grouting for multiple points to realize slow directional lifting of the settlement soil layer, and meanwhile, the steel pipe piles 3 and the grouting steel pipes 5 are connected with the original foundation into a whole through the newly poured foundation beam 15, so that the rigidity of the foundation is enhanced, and the reinforcement and the rectification are combined into a whole.
Before construction, the steel pipe pile 3 needs to be calculated and prefabricated, as shown in fig. 2, firstly, the bearing capacity characteristic value of a single pile is calculated and determined according to the upper load of a building and the pile-column spacing, then the length of the steel pipe pile 3 is estimated according to site geological conditions, the adopted anchor rod static pressure steel pipe pile 3 can usually penetrate through a clay layer and a completely weathered layer, a strongly weathered layer can enter 1-2 m, and a medium-slightly weathered rock layer cannot enter. According to the estimated pile length and the characteristic value of the bearing capacity of the single pile, the steel pipe pile 3 with the diameter of 127 mm, 159 mm or 250mm and the wall thickness of 8-14 mm is selected. If the calculated pile diameter is larger, the distance between the steel pipe piles 3 can be properly compressed, and the bearing capacity characteristic value of a single pile is reduced, so that the pile diameter is reduced, and the pile pressing difficulty is avoided.
According to the estimated length and diameter of the pile, the steel pipe pile 3 is manufactured firstly, the length of each section of steel pipe is not less than 2.0m and can be determined according to the actual situation on site, the joint of each section of steel pipe is subjected to 45-degree groove welding, then 4 steel bars with the diameter of 14-16 mm and the length of 200mm or 3 steel sheets with the length of 200 x 40 x 10mm (length x width x thickness) are connected in a binding welding mode, the grout outlet 4 is arranged in the range of 1-2 m above the pile bottom, so that the grouting liquid can be quickly solidified at the deep position of a subsidence soil layer, and the subsidence soil layer can be lifted and oriented. The bottom of the steel pipe pile 3 is provided with a diamond pile tip 6, so that pile pressing construction is facilitated.
In this embodiment, the step of performing squeeze grouting of the prepared grouting liquid through the grout outlet 4 of the steel pipe pile 3 further includes: the method is completed before pile pressing, a first grouting pipe 7 (with the diameter of 45-50 mm and the wall thickness of 3-4 mm) is welded in the steel pipe pile 3, a second grouting pipe 8 is inserted into the first grouting pipe 7 and extends to the grout outlet 4, and the grouting liquid is directly compacted and reinforced to the pile bottom of the steel pipe pile 3 through the second grouting pipe 8.
A grout stop plug 9 is arranged between the outer wall of the first grouting pipe 7 and the inner wall of the steel pipe pile 3, a steel plate is welded in the pipe 2m away from the pile bottom to serve as the grout stop plug 9 for isolation, the grout stop plug 9 prevents the grouting liquid from flowing upwards in compaction grouting, and the grout stop plug 9 is formed by welding the steel plate.
In this embodiment, a first pile hole 1 is formed in the ground of a foundation to be constructed and extends to a deep soil body, and in the step of implanting an anchor rod reinforcing steel bar 2 around the first pile hole 1, the concrete steps are as follows: the method comprises the steps of measuring and paying off a foundation ground to be constructed, drilling a first pile hole 1 in the foundation ground, wherein the diameter of the first pile hole 1 is slightly larger than that of a steel pipe pile 3, implanting pile cap beam reinforcing steel bars and anchor rod reinforcing steel bars 2 with threads around the first pile hole 1, and if the foundation ground is not a horizontal plane, for example, an inclined plane or a concave-convex plane, constructing a construction platform horizontally arranged as a counter-force platform 10.
In this embodiment, the step of driving the steel pipe pile 3 into the first pile hole 1 by the anchor static pressure construction method further includes: the pile-pressing pressure and perpendicularity of the steel-pipe pile 3 are detected to maintain the vertical pressurization of the steel-pipe pile 3 and to make the pile-pressing pressure acting on the steel-pipe pile 3 not exceed the maximum pile-pressing pressure. The pile pressing process must be continuous, pile sections are kept vertical, pile pressing force cannot exceed designed maximum pile pressing force, pressure, pile perpendicularity, pile splicing interval time, pile connection quality and pressing depth should be checked in time, and the final pile is controlled according to the principle of combining pile pressing load and pressure stabilizing sinking amount.
In this embodiment, referring to fig. 1, in the step of fixing a pressing member by the anchor bar 2 and temporarily locking the steel pipe pile 3 by the pressing member, the steps are specifically: fixing a first pile pressing block 11 of the pressurizing assembly on the ground of the foundation through the anchor rod reinforcing steel bar 2, fixing a second pile pressing block 12 of the pressurizing assembly above the first pile pressing block 11 through the anchor rod reinforcing steel bar 2, arranging a jack 13 between the first pile pressing block 11 and the second pile pressing block 12, and applying prestress to the steel pipe pile 3 by using the jack 13. When the pressure loss is too large, the jack 13 can be used for repressing the steel pipe pile 3, and the single-pile bearing capacity of the steel pipe pile 3 is ensured.
The anchor rod reinforcing steel bar 2 is a threaded reinforcing steel bar anchor rod, the anchor rod reinforcing steel bar 2 is provided with a nut used for adjusting the position of the first pile pressing block 11 and the position of the second pile pressing block 12, the first pile pressing block 11 is fixed through the nut and then fixed through the anchor rod reinforcing steel bar 2 and the nut, the second pile pressing block 12 is fixed, a progressive bolt pile sealing structure is achieved, the operation is convenient and simple, the steel pipe pile 3 is locked temporarily, the pressure value of the steel pipe pile 3 can be adjusted, it is guaranteed that the steel pipe pile 3 has proper pre-stress in the pile sealing process, the pile-soil foundation cooperative work is achieved, and the later settlement is effectively eliminated.
Further, the number of the anchor rod reinforcing steel bars 2 is multiple, and each anchor rod reinforcing steel bar 2 is arranged around the steel pipe pile 3 in a rectangular array mode, so that the pressure acting on the steel pipe pile 3 is more uniform.
The steel pipe pile 3 is repeatedly grouted for many times, after each grouting, clear water is used for flushing residual slurry in the pipe, and then grouting is carried out, so that a grouting-cleaning-grouting repeated grouting mode is formed, and the effect of slow lifting is achieved.
In this embodiment, the grouting fluid is prepared from cement slurry, water glass, and liquid water, and the water-cement ratio of the cement slurry is 1: 0.5-1.0, wherein the volume ratio of the cement paste, the water glass and the liquid water is (1.0-1.5): 1: (2-3) realizing a rapid hardening, compacting and directional reinforcing process, and performing slow lifting and deviation rectifying.
In this embodiment, as shown in fig. 4 and 5, the opening direction of the second pile hole is vertical or oblique, and each second pile hole faces the steel pipe pile 3. A latticed capillary grouting steel pipe 5 with the length of 5-8 m and the pipe diameter of
The length is combined, soil under the foundation is compacted and reinforced locally, multiple local positions are grouted simultaneously, the stratum above the pile bottom is compacted and grouted, the multi-pipe grouting is used for reinforcing the periphery of the steel pipe pile 3, the soil layer is mainly stressed to be lifted directionally, and differential settlement is further reduced.
In this embodiment, the step of performing extrusion grouting on the grouting liquid through the grouting steel pipe 5, and performing local directional reinforcement on a shallow soil body in the same repeated grouting manner, so that a settlement soil layer below the foundation is lifted upwards and corrected specifically is as follows: dividing the prepared grouting liquid into a plurality of groups, repeatedly extruding and grouting each group of grouting liquid through the grouting steel pipes 5, and directionally reinforcing a plurality of local positions of a subsided soil layer for a plurality of times so as to enable the subsided soil layer to be gradually lifted upwards and to tend to a stable state, wherein different grouting steel pipes 5 adopt the grouting liquid with different grouting amounts to perform differentiated reinforcement on each local position, and then reinforcing, lifting and correcting are synchronously realized through progressive re-pressing of the steel pipe piles 3, so that the purpose of correcting uneven settlement of the subsided soil layer is achieved.
The grouting steel pipes 5 are single-bolt steel pipes, the overall grouting sequence can be from outside to inside, the grouting steel pipes 5 and the grouting liquid are grouped according to the actual situation on site and the distribution form of the foundation layer, each group of grouting steel pipes 5 can be used for grouting a plurality of groups of grouting liquid, and the grouting can be stopped in a mode of repeating a small amount of times until the uneven settlement of the foundation soil layer tends to be stable or the foundation soil layer is lifted to the design requirement and is stable. The grouting steel pipes 5 are different in grouting amount, grouting liquid is adopted for different grouting amounts, so that local positions are different to be lifted upwards, the lifting amplitude of different positions is different, uneven settlement of a settlement soil layer is overcome, the purpose of deviation correction is achieved, real-time monitoring on buildings and foundation pits is enhanced during grouting, disturbance of the buildings and supporting equipment is avoided, grouting pressure and grouting amount are adjusted timely, and information-based construction is achieved.
The grouting steel pipe 5 can be repeatedly grouted for many times, after each grouting, clear water is used for flushing residual slurry in the pipe to keep the grouting steel pipe 5 clean, a cover is used for sealing, and during the next grouting, a small-caliber inner grouting pipe is inserted into the pipe, so that double-liquid grouting can be started repeatedly, and repeated pore-forming is avoided, namely a repeated grouting mode of 'grouting-cleaning-grouting'. The grouting pressure of the grouting steel pipe 55 is 0.8-2.0 MPa, the depth of a grouting opening of the grouting steel pipe 55 is 5-8 m and can be properly deepened according to the condition of a foundation soil layer, the grouting material is also double-liquid slurry, the solidification time of the grouting liquid is not more than 10s, the grouting speed is not more than 70 liters per minute, and the proportion is finally determined through a field test.
In this embodiment, in the step of fixing the steel pipe piles 3, the grouting steel pipes 5 and the foundation into a whole by pouring the concrete foundation beam 15, specifically, the steps are as follows: and implanting a plurality of criss-cross fixing steel bars 14 into the ground of the foundation, pouring concrete into a foundation beam 15, and fixing the steel pipe pile 3, the grouting steel pipe 5 and the foundation into a whole. The type and the number of the fixed steel bars 14 need to meet the cross section shear checking calculation, and superfine cement slurry needs to be filled between the outer wall of the steel pipe pile 3 and the original foundation soil layer, so that the steel pipe pile 3 is effectively connected and fixed with the original foundation soil layer.
In the following, an application example of an actual situation is taken as supplementary explanation, foundation pit supporting engineering (first stage) of a medical comprehensive building of a southern hospital is located in a southern hospital of medical university in north south of Guangzhou Daodao in Guangzhou, three layers of basements are arranged below, the building is equivalent to 35.00m of the height of the Guangzhou urban construction, the perimeter of the foundation pit is about 400m, and the excavation depth of the foundation pit is about 12.30-15.40 m. The foundation pit excavation depth range sequentially reveals a filling soil layer, a flood-washing clay layer, a sand layer, a plastic and hard residual cohesive soil layer and the like, the bottom of the foundation pit is mainly located in the clay layer, and the local part of the foundation pit is located in the full-strength weathered rock layer. The surrounding environment of the foundation pit is complex, the north side is close to a surgical building (13 layers, an independent foundation and a basement at one layer, the foundation is buried deep by about 5.2m), and the distance from the basement edge of the medical comprehensive building is about 6.0 m; the east side is 2-19 dormitory buildings, and the distance from the east side to the basement is about 18.3 m. The distance between the south side of the foundation pit and the basement side is 5.0 m. The 5 layers of medical technology buildings on the northwest side of the foundation pit are independent foundations and are about 8.3m away from the side line of the basement. Water supply and drainage pipelines and power supply lines are arranged under east and south roads. The basement of the northern surgical building is respectively provided with DSG (digital signal generator) and gamma knife and other precise instruments, and the northwest medical building is provided with nuclear Magnetic Resonance Imaging (MRI) and other precise instruments, which are sensitive to the interference of deformation, vibration, noise and the like and need to be protected in a key way.
During the construction of a foundation pit supporting structure and a main structure plain concrete pile, uneven settlement occurs on the north side and the west side of the foundation pit, the maximum settlement of the southeast corner of the surgical building reaches 38.5mm, the inclination slope of the southeast corner reaches 4.25 per thousand, and the construction is unstable and exceeds the design control value. In order to avoid dangerous situations caused by continuous development of settlement, construction of a supporting structure is suspended in a construction site, emergency repair and reinforcement are carried out on the independent (strip-shaped) foundation on the north side and the west side of the foundation pit and the soil body under the foundation by adopting the foundation reinforcement deviation correcting structure and the reinforcement deviation correcting method in the embodiment, directional lifting and reinforcement deviation correction are carried out on the area with large settlement amount, and uneven settlement of the foundation soil layer is reduced. After reinforcement and rectification, the uneven settlement of the surgical building is effectively controlled, the settlement amount is stabilized to about 15mm after the southeast corner (the maximum settlement point) is lifted by a proper amount, the inclination rate of the corner point is recovered to about 1.5 per thousand, the continuous safe use of the main body structure of the surgical building is ensured, and the reinforcement and rectification method has good social and economic benefits.
To sum up, the embodiment of the invention provides a deviation rectifying method for foundation reinforcement, which has the following advantages: (1) prestress is applied to the top of the steel pipe pile 3 in an anchor rod static pressure mode, a foundation soil layer is effectively pulled, repeated uneven settlement and lifting during construction are reduced, the foundation soil layer, the steel pipe pile 3 and a foundation are cooperated, the pull type steel pipe pile 3 is formed, the bearing capacity of the foundation soil body is fully exerted, and the original structure stress state is not changed as much as possible; (2) arranging a first grouting pipe 77 on the steel pipe pile 3, performing extrusion grouting through a second grouting pipe 8, reinforcing a soil body around the steel pipe pile 3 by triple pipe grouting, and directionally and locally lifting a pile-soil community from a deep part to reduce the occurrence of uneven settlement (differential settlement); (3) the latticed grouting steel pipes 5 are arranged, local directional extrusion grouting is performed, the length is combined, the soil body under the foundation is compacted and reinforced, directional lifting of a shallow main stressed soil layer is realized directionally, and differential settlement is further reduced; (4) directional grouting, lifting and deviation rectifying, adopting hole bottom mixing and rapid hardening compaction directional reinforcement processes to compact and reinforce the soil body below the foundation from the deep part and the shallow part respectively, and repeatedly performing multiple grouting and multipoint simultaneous grouting to realize the integration of reinforcement and deviation rectifying; (5) the construction is convenient, and the prestress can be adjusted to seal the anchor. The repeated progressive thread type pile sealing structure is adopted, the load loss condition of the anchor rod static pressure pile is observed through a pressure gauge, if the load loss condition is lost, the pressure can be restored, the bearing capacity of a single pile can be ensured, and the settlement after grouting is stopped can be effectively reduced; (6) the construction period is short, and compared with the conventional method, the construction cost can be saved by about 20-50%, and the construction period is saved by about 30-60%.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (8)
1. A foundation reinforcement deviation rectifying method is characterized by comprising the following steps:
the method comprises the following steps of (1) forming a first pile hole in the ground of a foundation to be constructed and extending to a deep soil body, and implanting anchor rod reinforcing steel bars around the first pile hole;
pressing the steel pipe pile into the first pile hole by using the foundation as a counter-force platform in an anchor rod static pressure construction mode;
extruding and grouting the prepared grouting liquid through a grout outlet of the steel pipe pile, welding a first grouting pipe in the steel pipe pile, inserting a second grouting pipe into the first grouting pipe and extending to the grout outlet, extruding and grouting the grouting liquid through the second grouting pipe, and extruding, compacting and reinforcing the deep soil body in a repeated grouting mode of 'grouting, cleaning and grouting';
after grouting is finished, fixing a pressurizing assembly through the anchor rod reinforcing steel bars, and temporarily locking the steel pipe pile by using the pressurizing assembly;
the method comprises the following steps of forming a plurality of second pile holes in the ground of a foundation to be constructed or the ground between two foundations and extending the second pile holes to a shallow soil body, distributing the second pile holes in the peripheral range of the steel pipe piles, inserting grouting steel pipes into the second pile holes, extruding and grouting slurry through the grouting steel pipes, and performing local directional reinforcement on the shallow soil body in the same repeated grouting mode to enable a settlement soil layer below the foundation to be lifted upwards and corrected, and specifically comprises the following steps: dividing the prepared grouting liquid into a plurality of groups, repeatedly extruding and grouting each group of grouting liquid through the grouting steel pipes, and directionally reinforcing a plurality of local positions of a subsided soil layer for a plurality of times so that the subsided soil layer is gradually lifted upwards and tends to a stable state, wherein different grouting steel pipes adopt the grouting liquid with different grouting amounts to differentially lift each local position upwards and correct uneven settlement of the subsided soil layer;
in the process of grouting the steel pipe, acquiring a pressure change value of the steel pipe pile, judging whether the pressure change value of the steel pipe pile exceeds a preset value, if so, performing compensation pressurization on the steel pipe pile by using the pressurization assembly to ensure the bearing capacity of the steel pipe pile;
and after the reinforcement and the correction are finished, the pressurizing assembly is disassembled, concrete is poured into the steel pipe pile, and the steel pipe pile, the grouting steel pipe and the foundation are fixed into a whole through pouring a concrete foundation beam.
2. The method for correcting the foundation stabilization according to claim 1, wherein in the step of pressing the steel pipe pile into the first pile hole by the anchor rod static pressure construction, the method further comprises:
and detecting the pile pressing pressure and the verticality of the steel pipe pile so as to keep the vertical pressurization of the steel pipe pile and ensure that the pile pressing pressure acting on the steel pipe pile does not exceed the maximum pile pressing pressure.
3. The method for correcting the foundation stabilization according to claim 1, wherein in the step of fixing a pressurizing assembly through the anchor rod reinforcing steel bars and temporarily locking the steel pipe pile by using the pressurizing assembly, the method specifically comprises the following steps:
fixing a first pile pressing block of the pressurizing assembly on the ground of the foundation through the anchor rod steel bars, fixing a second pile pressing block of the pressurizing assembly above the first pile pressing block through the anchor rod steel bars, arranging a jack between the first pile pressing block and the second pile pressing block, and applying prestress to the steel pipe pile by using the jack.
4. The deviation rectifying method for foundation stabilization according to claim 3, wherein the anchor bar is provided with nuts for adjusting the positions of the first pile block and the second pile block.
5. The foundation stabilization deviation rectifying method according to claim 1, wherein the grouting liquid is prepared from cement paste, water glass and liquid water, and the volume ratio of the cement paste to the water glass to the liquid water is 1.0-1.5: 1: 2 to 3.
6. The method for correcting the foundation stabilization according to claim 1, wherein the opening direction of each second pile hole is vertical or oblique, and the tail end of each second pile hole faces the steel pipe pile.
7. The method for correcting the foundation stabilization according to claim 1, wherein in the step of fixing the steel pipe piles, the grouting steel pipes and the foundation into a whole by pouring concrete foundation beams, the method comprises the following specific steps:
and implanting a plurality of criss-cross fixed steel bars into the ground of the foundation, pouring concrete into a foundation beam, and fixing the steel pipe pile, the grouting steel pipe and the foundation into a whole.
8. The method for rectifying deviation of foundation stabilization according to any one of claims 1 to 7, further comprising, in the step of using the foundation as a counterforce platform:
and if the ground of the foundation to be constructed is not the horizontal plane, constructing a horizontal reaction platform on the ground of the foundation.
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| CN113482034B (en) * | 2021-06-23 | 2023-07-14 | 国网山西省电力公司阳泉供电公司 | Deviation correcting method for differential settlement of power transmission tower |
| CN113863285B (en) * | 2021-10-14 | 2022-10-18 | 山东建大工程鉴定加固设计有限公司 | Inclination stopping method for high-rise building with foundation side large-diameter pile and external box type structure |
| CN114277863A (en) * | 2021-12-31 | 2022-04-05 | 北京中岩大地科技股份有限公司 | Construction method for reinforcing foundation soil body of existing building |
| CN114319471B (en) * | 2021-12-31 | 2023-07-25 | 北京中岩大地科技股份有限公司 | Construction method of pressure-controllable prestressed pile |
| CN114855769A (en) * | 2022-06-09 | 2022-08-05 | 山西八建集团有限公司 | Rotary assembly type foundation treatment steel pipe pile and construction method |
| CN115198722A (en) * | 2022-08-24 | 2022-10-18 | 青岛理工大学 | Anchor rod for reinforcing soft soil foundation of flood plain terrain |
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