CN114592495A - High-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method - Google Patents
High-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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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
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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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
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
Abstract
The invention discloses a method for treating a foundation by combining dynamic compaction and replacement of a high-fill non-uniform field and a tubular pile, which comprises the following steps: s1: geological exploration; s2: dividing treatment energy levels and treatment processes according to the filling thickness, the underground water level, the bearing capacity of the upper structure, the deformation sensitivity and the like, and selecting a proper combined foundation treatment method; s3: arranging the energy level and the distance of foundation tamping points according to data such as the size, the positioning, the burial depth and the load of the column foundation bearing platform; s4: and dynamic compaction points or dynamic compaction replacement points are symmetrically arranged on the basis. The foundation is treated and reinforced in sections according to the treatment methods of different energy level processes, the problem of deformation difference is solved to the maximum extent, meanwhile, symmetrical dynamic compaction points or dynamic compaction replacement points which are symmetrically arranged are added around the basic compaction points so as to improve the bearing capacity and the deformation resistance, and after site experimental construction, synchronous detection and feedback comparison, the foundation is treated by the method, so that the cost can be saved by 50% and the construction period can be saved by 50% compared with the whole application of a tubular pile scheme.
Description
Technical Field
The invention relates to the technical field of foundation treatment, in particular to a method for treating a high-fill non-uniform field foundation by dynamic compaction and replacement and combining a tubular pile.
Background
Cities in the middle and western regions of China are mostly distributed in hills, plateaus and mountain areas, available large-area industrial land and urban development land are very limited, and only inter-mountain valley bottoms and basins are mostly used as arable land resources. Therefore, the development of mountain cutting and land building and development space expansion is urgent. The formation of large-area high-fill ground and the foundation treatment technology thereof are carried out at the same time. The existing teaching books and specifications all suggest that the settlement problem is avoided by adopting the same basic form, but the problems of cost increase, construction period lengthening and the like can be caused by adopting the same processing method. Therefore, there is a need for a method for treating a foundation by combining high-fill non-uniform site dynamic compaction and replacement with a tubular pile, so as to at least partially solve the problems in the prior art.
Disclosure of Invention
In this summary, concepts in a simplified form are introduced that are further described in the detailed description. This summary of the invention is not intended to identify key features or essential features of the claimed subject matter, nor is it intended to be used as an aid in determining the scope of the claimed subject matter.
In order to at least partially solve the problems, the invention provides a high-fill non-uniform field dynamic compaction and replacement and tubular pile combined foundation treatment method, which comprises the following steps:
s1: geological exploration;
s2: processing energy level division is carried out according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and a proper combined foundation processing method is selected;
s3: arranging the energy level and the distance of foundation tamping points according to data such as the size, the positioning, the burial depth and the load of the column foundation bearing platform;
s4: symmetrical ramming points or dynamic ramming replacement points are symmetrically arranged on the foundation.
Preferably, the foundation treatment method in step S2 includes: the terrace is subjected to high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement.
Preferably, the foundation treatment method in step S2 includes: and when the thickness of the filled soil is less than 20m, treating the foundation by adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method.
Preferably, the foundation treatment method in step S2 includes: and when the filling thickness exceeds 20m, treating the foundation by adopting high-energy-level dynamic compaction, dynamic compaction replacement and pipe pile combination.
Preferably, the foundation treatment method in step S2 includes: and when the sludge at the bottom is not removed and the thickness of the sludge exceeds 3-5 m, treating the foundation by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
Preferably, the dynamic compaction replacement is performed by using coarse-grained soil such as mountain rock or house-dismantling soil.
Preferably, the dynamic compaction replacement point is disposed in the bending moment direction of the column foundation cap in step S4.
Preferably, after the high-energy-level dynamic compaction is finished, a compaction point mark and an anti-collapse device are required to be arranged in the foundation; the ramming point mark is arranged at the bottom of the ramming pit, the diameter of the ramming point mark is matched with that of the hammer, and the anti-collapse device is arranged in the ramming pit and attached to the inner wall of the ramming pit.
The tamper point identification comprises: the connecting assemblies, the central movable assembly, the mounting rod and the reset assembly are arranged on the base;
the connecting assembly comprises a connecting plate, a horizontal limiting sleeve, a pull rod limiting sleeve and a telescopic rod; the telescopic rods are arranged on the top surfaces of the connecting plates, telescopic pipe sleeves are arranged on the top surfaces of the connecting plates, two adjacent connecting plates are connected with the telescopic pipe sleeves through the telescopic rods in an inserted mode, the horizontal limiting sleeves are arranged on the tops of the telescopic pipe sleeves, the pull rod limiting sleeves are arranged on the tops of the horizontal limiting sleeves, and a plurality of blades are connected between the two adjacent connecting plates in a shaft mode;
the central movable assembly comprises a limiting pipe and a movable pipe; the movable pipe is inserted in the limiting pipe and movably connected with the limiting pipe, the mounting rod penetrates through the movable pipe and the limiting pipe, the side wall of the limiting pipe is inserted in the horizontal limiting sleeve through a fixed rod, and the side wall of the movable pipe is inserted in the pull rod limiting sleeve through a fixed rod;
the reset assembly comprises a rotating part and a connecting rod, the rotating part is connected with the bottom of the mounting rod, one end of the connecting rod is connected with the rotating part shaft, and the other end of the connecting rod is connected with the connecting plate shaft.
Preferably, the collapse prevention device includes: the lifting device comprises a fixed ring, a rotating ring, a lifting assembly and an extension assembly;
the outer side wall of the fixed ring is provided with a clamping plate, the bottom of the fixed ring is provided with a sliding groove, and the fixed ring is provided with a first driving device;
the inner wall of the rotating ring is provided with a first limiting groove, the top of the rotating ring is provided with a sliding rail and a transmission plate, the fixed ring is movably connected with the rotating ring through the matching between the sliding groove and the sliding rail, and the first driving device is connected with the transmission plate;
the lifting assembly comprises a second driving device, a lifting plate, a connecting strip and a protective plate; the lifting plate is connected with the second driving device through the connecting strip, the second driving device is arranged on the top surface of the rotating ring, a guide plate is arranged on the side wall of the lifting plate, the lifting plate is connected with the first limiting groove through the guide plate in an inserting mode, a second limiting groove and a mounting groove are formed in the lifting plate, the mounting groove is formed in the inner wall of the lifting plate, the bottom of the protection plate is connected with the inner wall shaft of the lifting plate, a first adjusting assembly is arranged on the protection plate, the first adjusting assembly is arranged in the mounting groove, and the first adjusting assembly is connected with the protection plate shaft;
the extension assembly comprises an extension plate, an extension rod and an extension guard plate; the extension plate is arranged in the second limiting groove, the top of the extension plate is connected with the top surface of the lifting plate through a third driving device, the extension guard plate is connected with the bottom shaft of the extension plate, the top of the extension rod is connected with the top of the extension plate through a fourth driving device, and teeth arranged on the extension rod can be meshed with the connecting shaft of the extension guard plate.
Compared with the prior art, the invention at least comprises the following beneficial effects:
the traditional foundation treatment method and teaching books all suggest that a building can not adopt various foundation forms because of uneven settlement, after geological exploration is carried out by the method, treatment energy level and process division are carried out on the geological structure according to relevant factors such as filling thickness, underground water level, bearing capacity requirement of an upper structure, deformation sensitivity degree and the like, different combined foundation treatment methods are adopted according to different geological structures, then foundation treatment and reinforcement are carried out by sections according to the treatment methods with different energy levels, the advantages of each technology can be exerted, the problem of bearing capacity and deformation difference is solved to the greatest extent, cost and construction period are saved, symmetrical tamping points or strong tamping replacement points are added under the foundation to improve bearing capacity and deformation resistance, reinforcement effect data are obtained by site experimental construction and synchronous detection, after feedback comparison of all parties, the method can save 50% of cost and 50% of construction period compared with all tubular pile schemes when used for processing the foundation.
Other advantages, objects, and features of the method for treating a foundation by dynamic compaction and replacement of a high-fill non-uniform site in combination with a pipe pile according to the present invention will be in part apparent from the following description and in part will become apparent to those skilled in the art upon examination and practice of the invention.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic diagram of an engineering geological profile of each foundation treatment method of the high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method.
Fig. 2 is a diagram showing energy level distribution and tamping point distribution of the first embodiment of the high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method of the invention.
Fig. 3 is a schematic view of the foundation ramming points of the first embodiment in the high-fill non-uniform site dynamic compaction and replacement and pipe pile combined foundation treatment method of the invention.
Fig. 4 is a schematic structural diagram of the high fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method after opening the tamping point identification.
Fig. 5 is a schematic structural view of the connecting assembly in fig. 4.
Fig. 6 is a schematic structural view of the central movable assembly in fig. 4.
Fig. 7 is a schematic structural diagram of the reset assembly in fig. 4.
Fig. 8 is a schematic diagram of adjusting diameters of ramming point marks in the high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method.
Fig. 9 is a schematic structural view of an anti-collapse device in the high fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method of the invention.
Fig. 10 is a schematic structural view of the fixing ring in fig. 9.
Fig. 11 is a schematic view of the structure of the rotating ring in fig. 9.
Fig. 12 is a schematic structural view of the lifting assembly in fig. 9.
FIG. 13 is a schematic view of the shield of FIG. 9.
Fig. 14 is a schematic structural view of the extension assembly of fig. 9.
Fig. 15 is a schematic structural view of the extension assembly of fig. 9.
Fig. 16 is a schematic structural view of an anti-collapse device in the high fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method of the invention.
In the figure: 1 connecting component, 11 connecting plates, 12 horizontal limiting sleeves, 13 pull rod limiting sleeves, 14 telescopic rods, 15 telescopic pipe sleeves, 2 central movable components, 21 limiting pipes, 22 movable pipes, 3 mounting rods, 4 resetting components, 41 rotating parts, 42 connecting rods, 5 blades, 6 fixing rings, 61 clamping plates, 62 sliding grooves, 63 first driving devices, 7 rotating rings, 71 first limiting grooves, 72 sliding rails, 73 transmission plates, 8 lifting components, 81 second driving devices, 82 lifting plates, 83 connecting strips, 84 protecting plates, 85 guide plates, 86 second limiting grooves, 87 mounting grooves, 88 first adjusting components, 9 extending components, 91 extending plates, 92 extending rods, 93 extending protecting plates, 94 third driving devices and 95 fourth driving devices.
Detailed Description
The present invention is further described in detail below with reference to the drawings and examples so that those skilled in the art can practice the invention with reference to the description.
It will be understood that terms such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or combinations thereof.
As shown in fig. 1 to 16, the invention provides a high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method, which comprises the following steps:
s1: geological exploration;
s2: processing energy level process division is carried out according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and a proper combined foundation processing method is selected;
s3: arranging the energy level and the distance of foundation tamping points according to data such as the size, the positioning, the burial depth and the load of the column foundation bearing platform;
s4: and symmetrical tamping points or dynamic compaction replacement points are arranged on the basis.
The working principle and the beneficial effects of the technical scheme are as follows: the traditional foundation treatment method and teaching book all suggest a building can not adopt a plurality of foundation forms because of uneven settlement, after geological exploration is carried out by the method, the treatment energy level process division is carried out on the geological structure according to the filling thickness and relevant factors such as the bearing capacity and the deformation sensitivity degree of the upper structure, different foundation treatment process methods are adopted according to different geological structures, then foundation treatment and reinforcement are carried out by sections according to the treatment methods with different energy levels, the advantages of each technology can be exerted, the problem of bearing capacity and deformation difference is solved to the greatest extent, the cost and the construction period are saved, symmetrical tamping points or strong tamping replacement points which are symmetrically arranged are added under the foundation to improve the bearing capacity and the deformation resistance, the reinforcement effect data are synchronously detected and obtained through site experimental construction, and after feedback comparison of all parties, by adopting the method to treat the foundation, the cost can be saved by 50% and the construction period can be saved by 50% compared with the method which applies a unified scheme completely.
In one embodiment, taking a large-area excavation and filling site of a certain engineering in Guangxi as an example, according to the existing topographic map and vertical elevation total flat arrangement, the filling area of the site is about 160 ten thousand square meters, the filling amount is about 1400 thousand cubic meters, the maximum filling thickness is about 24m, the filling amount of the northwest corner is large, and sludge with a certain thickness exists at the bottom of the ditch. The filling thickness of the east, middle and south of the field is mainly 10-15 m. The main filling materials of the site filling are mountain-opening soil and partially weathered rocks, the filling soil with better properties is fully utilized for tamping, and a high-energy-level dynamic compaction and dynamic compaction replacement composite process is adopted to replace a pile foundation in a large area.
According to the survey report, plain filling soil and plowing soil are distributed in the field, and the total thickness is about 1-15 m. According to the difference of the total thickness of the filled soil and the ploughed soil, different energy levels are adopted for processing, wherein: and treating the area with the total thickness of less than 6m by adopting the energy level of 4000-5000 kN.m, treating the area with the total thickness of 6-12 m by adopting the energy level of 12000kN.m, and treating the area with the total thickness of 12-15 m by adopting the energy level of 15000 kN.m. And (3) reinforcing the soil to the bottom of the filled soil layer by adopting a composite process with different energy levels (8000kNm, 12000kN.m, 15000kN.m, 18000kN.m and the like) according to the thickness of the filled soil, the bearing capacity of the upper structure, the deformation sensitivity and the like. Increasing the tamping times and backfilling coarse particle fillers (such as mountain rocks and the like) in the tamping pits to form reinforced replacement tamping points so as to improve the bearing capacity and the deformation resistance;
the column foundation tamping points are symmetrically arranged under the column foundation bearing platform according to the plane size on the basis of normally and uniformly arranging the tamping points in the field, the tamping times are increased, and coarse particle fillers (such as mountain rocks, house-breaking soil and the like) are backfilled in tamping pits to form reinforced replacement tamping points so as to improve the bearing capacity and the deformation resistance. The characteristic value of the bearing capacity under the plane of the pile foundation bearing platform is considered according to a 250kPa high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method. The arrangement form of the tamping points under the column base is schematically shown in figure 3:
according to relevant specifications and engineering experience, the bearing capacity of the treated dynamic compaction replacement tamping points can generally reach more than that of a 350kPa high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method, and the bearing capacity of the treated filling around the replacement points reaches more than that of a 200kPa high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method. For a small bearing platform, as shown in fig. 3, the stress is completely acted on the replacement ramming point, so that the bearing capacity of filling soil under the column base is not less than 250kPa, and the dynamic compaction of a high-fill non-uniform field and the treatment method of the replacement and tubular pile combined foundation can be ensured. For a large-size bearing platform, according to the existing calculation formula of composite foundation bearing capacity of building foundation treatment technical specification, the requirement can be met when the replacement rate exceeds 20-35%, so that the method can be realized by arranging a plurality of tamping points under the bearing platform and adjusting the distance. The bearing capacity can be ensured to reach more than 250kPa by the dynamic compaction and replacement of the high-fill non-uniform field and the treatment method of the pile combined foundation through static test detection.
When the treatment method is selected according to the energy level, the terrace is subjected to high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement. And when the filling thickness is less than 20m meters, treating the foundation by adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method. And when the filling thickness exceeds 20m, treating the foundation by adopting high-energy-level dynamic compaction, dynamic compaction replacement and pipe pile combination. For the embodiment, when sludge at the bottom is not removed and the thickness of the sludge exceeds 3-5 m, the foundation is treated by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
In the above embodiment, each region is constructed in energy levels of 3000kn.m, 12000kn.m, 15000kn.m and 18000 kn.m.
One, 3000kN.m energy level construction parameter
In the energy level construction area, the tamping point spacing is 5m by 5m, and the construction is carried out in three times:
(1) the first time of point compaction, the compaction energy is 3000kN.m energy level, the single-point number of hits is 6-8 hits (the strong compaction replacement construction is 4-8 hits more than the common strong compaction), and the average compaction settlement of the last two hits is not more than 5 cm;
(2) the second time of point ramming, the ramming energy is 3000kN.m energy level, the single-click number is 6-8 hits (the strong ramming replacement construction is 4-8 hits more than the ordinary strong ramming), and the average ramming settlement of the last two hits is not more than 5 cm;
(3) the full compaction is carried out for the third time, the full compaction and tamping energy for one time is 1000kN.m energy level, 2 tamping is carried out at each point, and the overlapping width of the hammer mark is not less than 1/4 hammer diameter;
second and 12000kN.m energy level construction parameter
In the energy level construction area, the tamping point spacing is 8m by 8m, and the construction is carried out in three times:
(1) the first time of point compaction, the compaction energy is 12000kN.m energy level, the single-point number of hits is 6-8 hits (the strong compaction replacement construction is 4-8 hits more than the common strong compaction), and the average compaction settlement of the last two hits is not more than 15 cm;
(2) the second time of point ramming, the ramming energy is 12000kN.m, the single-click number is 6-8 hits (the strong ramming replacement construction is 4-8 hits more than the common strong ramming), and the average ramming amount of the last two hits is not more than 15 cm;
(3) the third full tamping, the full tamping energy of 3000kN.m, 2 tamping at each point, the overlapping width of the hammer stamp is not less than 1/3 hammer diameter,
construction parameter of energy level of three, 15000kN.m
In the energy level construction area, the tamping point spacing is 9m by 9m, and the construction is carried out in three times:
(1) the first time of point compaction, the compaction energy is 15000kN.m energy level, the single-point number of hits is 8-10 hits (the strong compaction replacement construction is 4-8 hits more than the common strong compaction), and the average compaction settlement of the last two hits is not more than 20 cm;
(2) the second time of point ramming, the ramming energy is 15000kN.m energy level, the single-click number is 8-10 hits (the strong ramming replacement construction is 4-8 hits more than the common strong ramming), and the average ramming amount of the last two hits is not more than 20 cm;
(3) the third full tamping, the full tamping energy of one time is 2000kN.m, each point tamps 2 strokes, the overlapping width of the hammer mark is not less than 1/4 hammer diameter,
construction parameters of four and 18000kN.m energy levels
In the energy level construction area, the tamping point spacing is 10m by 10m, and the construction is carried out in five times:
(1) the first time of point compaction, wherein the compaction energy is 18000kN.m energy level, the single-point number of hits is 10-12 hits (the strong compaction replacement construction is 4-8 hits more than the common strong compaction), and the average compaction settlement of the last two hits is not more than 25 cm;
(2) the second time of point compaction, wherein the compaction energy is 18000kN.m, the single-click number is 10-12 (the strong compaction replacement construction is 4-8 more than the common strong compaction), and the average compaction settlement of the last two strokes is not more than 25 cm;
(3) the third time point tamping energy is 10000kN.m energy level, the single-point tamping number is not less than 6 (the construction of strong tamping replacement is 4-8 more than the common strong tamping), and the average tamping settlement of the last two times of tamping is not more than 15 cm;
(4) fourthly, primary ramming points are rammed for the second time, the rammed pit is reinforced and rammed, the rammed pit is leveled after the primary ramming points and the secondary ramming points are finished, and the rammed pit is rammed for 2 times by adopting an energy level of 8000 kN.m;
(5) the fifth time is as follows: the full-compaction ramming energy of one pass is 2000kN.m energy level, 2 ramming is carried out at each point, the lapping width of the hammer print is not less than 1/4 hammer diameter,
the working principle and the beneficial effects of the technical scheme are as follows: the foundation structure combining the large-area high-fill site dynamic compaction, dynamic compaction replacement and the tubular pile organically exerts the technical advantages of high-energy level dynamic compaction, dynamic compaction replacement and the tubular pile, and solves the problems of settlement and deformation difference to the greatest extent according to local conditions, thereby greatly saving the cost and shortening the construction period;
the high-energy-level dynamic compaction and dynamic compaction replacement technology can control soil according to geographical advantages, not only solves the problems of compactness and deformation of a site, but also greatly improves the bearing capacity, and treats the filling soil within the range of 20m to meet the requirements of industrial plants and devices after the bearing capacity and deformation are achieved at one time, no secondary treatment is needed, and no or few reinforced concrete piles are used, so that the cost and the construction period are saved, and the carbon emission is greatly reduced;
the dynamic compaction replacement points are arranged in the bending moment direction of the column foundation bearing platform, so that the problems of bearing capacity and deformation can be solved skillfully;
for the area where the filling soil is too thick (more than 20 m) and the sludge at the bottom is not removed (the sludge thickness is more than 3-5 m), the dynamic compaction treatment is firstly adopted to increase the compactness of the filling soil, the negative friction resistance of the pile foundation is reduced or eliminated, and the terrace can directly use the dynamic compaction foundation. The scheme of the pipe pile foundation is still adopted for the column foundation and the equipment foundation sensitive to larger load and larger deformation, so that the bearing capacity can be ensured to be enough to support the column foundation and the equipment foundation;
the dynamic compaction replacement can utilize hill-skill stone or house-dismantling soil, is energy-saving and environment-friendly, has low carbon, does not use steel and cement, treats soil with soil, is environment-friendly and saves cost.
In one embodiment of the present invention,
firstly, the subsidence and the backfill volume of the field need to be estimated. The accumulated ramming amount trend is almost linearly increased along with the increase of the dynamic compaction energy level, and a relational expression between the dynamic compaction energy level and the accumulated ramming amount can be established as follows:
H＝0.03·E+15
wherein H is the accumulated ramming mass (cm); e is dynamic compaction energy level (kN.m);
the applicable conditions of the above formula are:
(1) plain filling with larger particle size, mountain skin stone, gravel soil, construction waste miscellaneous filling and the like;
(2) the filling depth is more than H times;
(3) the dynamic compaction energy level is not less than 1500 kN.m;
(4) the method can also be used for estimating the earth volume before the dynamic compaction construction of the filling field. Due to the unevenness of the filling soil, the error range calculated according to the formula is about 20cm after the checking calculation of a plurality of items. The subsidence of the field can be calculated according to the frame, and the backfill earthwork amount can be estimated.
Secondly, the dynamic compaction replacement and the deformation of the dynamic compaction foundation, namely the compression modulus of the composite soil layer can be calculated according to the following formula:
ESP＝[1+m(n-1)]Es
wherein E isSPThe compression modulus (MPa) of the composite soil layer; esThe compressive modulus (MPa) of the soil between piles is preferably selected according to local experience, and if the compressive modulus is inexperienced, the compressive modulus of the natural foundation can be selected. If the foundation is replaced by the dynamic compaction, the soil between the piers can be obtained by combining the dynamic compaction with the foundation according to the result of the dynamic sounding and experience. The pile-soil stress ratio in the formula can be 2-4 for cohesive soil, 1.5-3 for silt and sandy soil, and the strength of the original soil is low and high and low when no actual measurement data exists. Note that the replacement reinforcement role of the first two and three pass ramming points should be considered.
And thirdly, calculating the deformation of the foundation by dynamic compaction and dynamic compaction replacement according to the following formula.
The deformation calculation of the dynamic compaction replacement foundation, the layering of the composite soil layers is the same as that of the natural foundation, the compression modulus of each composite soil layer in the effective reinforcement depth range is equal to zeta times of the compression modulus of the natural foundation, and the zeta value can be determined according to the following formula:
wherein f isakThe characteristic value (kPa) of the bearing capacity of the natural foundation under the bottom surface of the foundation; f. ofspkThe compression modulus (MPa) of the composite soil layer. And if the foundation is the foundation after dynamic compaction, taking the bearing capacity characteristic value of the foundation after dynamic compaction.
Calculation of empirical coefficients psi with deformationsThe following table values may also be used, as determined by local settlement observations and experience.
Note:
for the equivalent value of the compression modulus in the calculation range of the deformation depth, it should be calculated as follows
Wherein A isiThe integral value of the i-th layer soil additional stress coefficient along the soil layer degree is obtained; esiThe compression modulus value (MPa) of the ith layer of soil below the bottom surface of the foundation is taken, and the value of the composite soil layer in the pile length range is taken according to the compression modulus of the composite soil layer;
the calculated depth of foundation deformation is larger than the thickness of a composite soil layer, and accords with relevant regulations of the calculated depth of foundation deformation in the current national standard of building foundation design Specification GB 50007, and soil layers below the effective reinforcement depth range are valued according to the compression modulus of natural foundations.
And fourthly, calculating the foundation deformation of the reinforced area according to the deformation modulus determined by the single-pier static load test, and calculating the additional stress transmitted to the pier soil layer according to the pressure diffusion angle of the replacement pier material on the deformation of the foundation soil under the piers, namely calculating according to the pier deformation and stress diffusion method.
And fifthly, the deformation of the dynamic compaction and dynamic compaction replacement foundation treated by the method is very small, and the settlement of the prestressed pipe pile is basically equal according to a large number of engineering practices, so that the foundation can be organically combined with a pile foundation according to the terrain and the soil thickness and the dynamic compaction energy level process to form a combined foundation structure.
In one embodiment, it is desirable to provide tamper point identification and anti-collapse devices within the foundation; the ramming point mark is arranged at the bottom of the ramming pit, the diameter of the ramming point mark is matched with that of the hammer, and the anti-collapse device is arranged in the ramming pit and attached to the inner wall of the ramming pit.
The working principle and the beneficial effects of the technical scheme are as follows: in the process of waiting for filling soil after high-energy-level dynamic compaction is finished, due to different geological differences and geological structures, a situation that a rammed pit collapses may occur in a region with soft soil texture, the elevation of the previous rammed pit cannot be accurately determined again after the rammed pit collapses, and the force transmission of the pit bottom of the rammed pit is influenced while ramming is required again, so that the soil texture at the bottom of the newly hit rammed pit is divided into a compact region and a sub-compact region, thereby causing the situation that the rammer tilts and the like easily occur due to uneven stress of a soil body at the pit bottom, therefore, before filling soil in the pit, a ramming point mark needs to be placed at the bottom of the ramming pit, the diameter of the ramming point mark is matched with the rammer, so that the ramming point mark can be completely placed in the ramming pit, then, a collapse prevention device is arranged at the opening at the top of the ramming pit, and is arranged along the inner wall of the ramming pit and extends to the bottom of the ramming pit, thereby causing collapse due to the problem of the soil texture, loose collapsed soil in the rammed pit can be quickly removed or leveled through the collapse prevention device, the covering height of the collapsed soil at the bottom of the rammed pit is quickly confirmed according to the rammed point identification, and then whether the collapsed soil on the surface needs to be manually removed or the rammed number is increased to solve the problem. .
In one embodiment, the tamper point identification comprises: the device comprises a plurality of connecting assemblies 1, a central movable assembly 2, a mounting rod 3 and a reset assembly 4;
the connecting assembly 1 comprises a connecting plate 11, a horizontal limiting sleeve 12, a pull rod limiting sleeve 13 and a telescopic rod 14; the telescopic rod 14 is arranged on the top surface of the connecting plates 11, the top surfaces of the connecting plates 11 are provided with telescopic pipe sleeves 15, two adjacent connecting plates 11 are connected with the telescopic pipe sleeves 15 in an inserting mode through the telescopic rod 14, the horizontal limiting sleeve 12 is arranged on the top of the telescopic pipe sleeve 15, the pull rod limiting sleeve 13 is arranged on the top of the horizontal limiting sleeve 12, and a plurality of blades 5 are connected between the two adjacent connecting plates 11 in a shaft mode;
the central movable assembly 2 comprises a limiting pipe 21 and a movable pipe 22; the movable tube 22 is inserted in the limit tube 21 and movably connected with the limit tube 21, the mounting rod 3 penetrates through the movable tube 22 and the limit tube 21, the side wall of the limit tube 21 is inserted in the horizontal limit sleeve 12 through a fixed rod, and the side wall of the movable tube 22 is inserted in the pull rod limit sleeve 13 through a fixed rod;
the resetting assembly 4 comprises a rotating part 41 and a connecting rod 42, wherein the rotating part 41 is connected with the bottom of the mounting rod 3, one end of the connecting rod 42 is connected with the rotating part 41 through a shaft, and the other end of the connecting rod 42 is connected with the connecting plate 11 through a shaft.
The working principle and the beneficial effects of the technical scheme are as follows: after the tamping pit is finished, a worker puts the tamping point mark into the tamping pit or at the bottom of the tamping pit, at the moment, the tamping point mark is in a contraction state, then the installation rod 3 is rotated, the installation rod 3 can drive the rotating piece 41 to rotate, when the rotating piece 41 rotates, the connecting rods 42 at two ends of the rotating piece can push the connecting plates 11 outwards, the connecting plates 11 can extend outwards along the horizontal limiting sleeve 12 and the pull rod limiting sleeve 13, so that the tamping point mark is unfolded, when the relative distance between the connecting plates 11 is increased, the blades 5 connected with the shafts between the adjacent connecting plates 11 are also unfolded, the outer edges of the blades 5 are abutted against the inner wall of the tamping pit, the whole tamping point mark can play the roles of the size and the position mark of the tamping pit after collapse, when backfill is conveyed to prepare for filling the tamping pit, the special equipment can automatically rotate the installation rod 3 in the reverse direction, the rotating piece 41 reversely pulls the connecting plates 11 back to the original position through the connecting rods 42, the blades 5 are connected in a unilateral eccentric shaft connection mode during installation, and the blades 5 are pulled back and folded when the connecting plate 11 is reset, so that the rammed point marks are retracted and taken out of a rammed pit, and then backfilling operation is performed.
In one embodiment, the anti-collapse device comprises: the device comprises a fixed ring 6, a rotating ring 7, a lifting assembly 8 and an extension assembly 9;
the outer side wall of the fixing ring 6 is provided with a clamping plate 61, the bottom of the fixing ring 6 is provided with a sliding groove 62, and the fixing ring 6 is provided with a first driving device 63;
the inner wall of the rotating ring 7 is provided with a first limiting groove 71, the top of the rotating ring 7 is provided with a sliding rail 72 and a transmission plate 73, the fixed ring 6 is movably connected with the rotating ring 7 through the matching between the sliding groove 62 and the sliding rail 72, and the first driving device 63 is connected with the transmission plate 73;
the lifting assembly 8 comprises a second driving device 81, a lifting plate 82, a connecting strip 83 and a guard plate 84; the lifting plate 82 is connected with the second driving device 81 through the connecting strip 83, the second driving device 81 is arranged on the top surface of the rotating ring 7, a guide plate 85 is arranged on the side wall of the lifting plate 82, the lifting plate 82 is inserted into the first limiting groove 71 through the guide plate 85, a second limiting groove 86 and a mounting groove 87 are arranged on the lifting plate 82, the mounting groove 87 is arranged on the inner wall of the lifting plate 82, the bottom of the guard plate 84 is connected with the inner wall shaft of the lifting plate 82, a first adjusting assembly 88 is arranged on the guard plate 84, the first adjusting assembly 88 is arranged in the mounting groove 87, and the first adjusting assembly 88 is connected with the guard plate 84 through the shaft;
the extension assembly 9 comprises an extension plate 91, an extension rod 92 and an extension guard plate 93; the extension board 91 is disposed in the second limiting groove 86, the top of the extension board 91 is connected to the top surface of the lifting board 82 through a third driving device 94, the extension guard board 93 is connected to the bottom shaft of the extension board 91, the top of the extension rod 92 is connected to the top of the extension board 91 through a fourth driving device 95, and the extension rod 92 is provided with teeth capable of engaging with the connecting shaft of the extension guard board 93.
The working principle and the beneficial effects of the technical scheme are as follows: when the ramming pit is waiting for backfilling soil, in order to avoid collapse of the ramming pit caused by soil problems, an anti-collapse device needs to be arranged, the fixed ring 6 needs to be clamped at an opening of the ramming pit through the clamping plate 61 at first, then the rotating ring 7 can be driven to rotate through the first driving device 63, the positions of the lifting component 8 and the extension component 9 can be adjusted while the rotating ring 7 rotates, after the position adjustment is finished, the second driving device 81 can drive the connecting strip 83 to move up and down, so that the lifting plate 82 moves up and down, after the protective plate 84 reaches a specified position, the first adjusting component 88 in the mounting groove 87 can adjust the angle between the protective plate 84 and the lifting plate 82, so that the protective plate 84 can support the side wall of the ramming pit in a region with soft soil, meanwhile, the angle of the protective plate 84 can be adjusted in a deeper position, collapsed soil is received when collapse occurs, the collapsed soil is leveled or is conveniently transported out of the ramming pit, if the ramming pit is too deep, the extension assembly 9 can be started, the extension plate 91 can drive the extension guard plate 93 to move downwards along the second limiting groove 86, after the extension guard plate 93 reaches a specified position, the fourth driving device 95 can drive the extension rod 92 to move, the angle of the extension guard plate 93 is adjusted through the teeth on the extension rod 92, collapsed soil can be received and leveled in the case of collapse, the collapse prevention device can be taken out when backfill soil is prepared, the collapse prevention device can be used together with the ramming point mark, and after the collapse occurs, the collapse prevention device can assist workers in leveling or transporting out the collapsed soil and meanwhile avoid the situation that the collapsed soil is completely pressed on the ramming point mark to cause the ramming point mark to be incapable of being taken out.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, but are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed in a particular orientation, and be operated in a particular manner, and are not to be construed as limiting the invention.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; may be mechanically coupled, may be electrically coupled or may be in communication with each other; 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.
While embodiments of the invention have been disclosed above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. The method for treating the foundation by combining the dynamic compaction and replacement of the high-fill non-uniform field and the tubular pile is characterized by comprising the following steps of:
s1: geological exploration;
s2: processing energy level division is carried out according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and a proper combined foundation processing method is selected;
s3: arranging the energy level and the distance of the foundation ramming points according to data such as the size, the positioning, the burial depth and the load of the column foundation bearing platform;
s4: symmetrical dynamic compaction points or dynamic compaction replacement points are symmetrically arranged on the foundation.
2. The method for treating the foundation by combining high-fill non-uniform site dynamic compaction and replacement with the pipe piles according to claim 1, wherein the method for treating the foundation in the step S2 comprises the following steps: the terrace is subjected to high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement.
3. The method for treating the foundation by combining high-fill non-uniform site dynamic compaction and replacement with the pipe piles as claimed in claim 2, wherein the method for treating the foundation in step S2 comprises: and when the filling thickness is less than 20m, treating the foundation by adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method.
4. The method for treating the foundation by combining high-fill non-uniform site dynamic compaction and replacement with the pipe piles as claimed in claim 3, wherein the method for treating the foundation in step S2 comprises: and when the filling thickness exceeds 20m, treating the foundation by adopting high-energy-level dynamic compaction, dynamic compaction replacement and pipe pile combination.
5. The method for treating the foundation by combining high-fill non-uniform site dynamic compaction and replacement with the pipe piles as claimed in claim 4, wherein the method for treating the foundation in step S2 comprises: and when the sludge at the bottom is not removed and the thickness of the sludge exceeds 3-5 m, treating the foundation by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
6. The method for treating the foundation by combining the high-fill non-uniform field dynamic compaction and replacement with the tubular pile as claimed in claim 4, wherein the dynamic compaction replacement is performed by using rough granules such as mountain rock or demolished soil.
7. The method for treating a foundation by combining high-fill non-uniform site dynamic compaction and replacement with a tubular pile according to claim 1, wherein the point of dynamic compaction replacement in step S4 is located in the bending moment direction of a pile foundation cap.
8. The method for treating the foundation by combining the high-fill non-uniform field dynamic compaction and replacement with the tubular pile as claimed in claim 6, wherein after the high-energy dynamic compaction is finished, a tamping point identifier and an anti-collapse device are required to be arranged in the foundation; the ramming point mark is arranged at the bottom of the ramming pit, the diameter of the ramming point mark is matched with that of the hammer, and the anti-collapse device is arranged in the ramming pit and attached to the inner wall of the ramming pit.
9. The high-fill non-uniform site dynamic compaction and replacement and pipe pile combined foundation treatment method according to claim 8, wherein the ramming point identification comprises: the device comprises a plurality of connecting assemblies (1), a central movable assembly (2), a mounting rod (3) and a reset assembly (4);
the connecting assembly (1) comprises a connecting plate (11), a horizontal limiting sleeve (12), a pull rod limiting sleeve (13) and a telescopic rod (14); the telescopic rods (14) are arranged on the top surfaces of the connecting plates (11), telescopic pipe sleeves (15) are arranged on the top surfaces of the connecting plates (11), two adjacent connecting plates (11) are connected with the telescopic pipe sleeves (15) through the telescopic rods (14) in an inserting mode, the horizontal limiting sleeve (12) is arranged on the top of each telescopic pipe sleeve (15), the pull rod limiting sleeve (13) is arranged on the top of the horizontal limiting sleeve (12), and a plurality of blades (5) are connected between the two adjacent connecting plates (11) in a shaft mode;
the central movable assembly (2) comprises a limiting pipe (21) and a movable pipe (22); the movable pipe (22) is inserted in the limiting pipe (21) and movably connected with the limiting pipe (21), the mounting rod (3) penetrates through the movable pipe (22) and the limiting pipe (21), the side wall of the limiting pipe (21) is inserted in the horizontal limiting sleeve (12) through a fixed rod, and the side wall of the movable pipe (22) is inserted in the pull rod limiting sleeve (13) through the fixed rod;
reset assembly (4) include rotating member (41) and connecting rod (42), rotating member (41) with the bottom of installation pole (3) is connected, the one end of connecting rod (42) with rotating member (41) hub connection, the other end of connecting rod (42) with connecting plate (11) hub connection.
10. The high-fill non-uniform field dynamic compaction and replacement and pipe pile combined foundation treatment method according to claim 8, wherein the collapse prevention device comprises: the device comprises a fixed ring (6), a rotating ring (7), a lifting assembly (8) and an extension assembly (9);
the outer side wall of the fixing ring (6) is provided with a clamping plate (61), the bottom of the fixing ring (6) is provided with a sliding groove (62), and the fixing ring (6) is provided with a first driving device (63);
a first limiting groove (71) is formed in the inner wall of the rotating ring (7), a sliding rail (72) and a transmission plate (73) are arranged at the top of the rotating ring (7), the fixing ring (6) is movably connected with the rotating ring (7) through the matching between the sliding groove (62) and the sliding rail (72), and the first driving device (63) is connected with the transmission plate (73);
the lifting assembly (8) comprises a second driving device (81), a lifting plate (82), a connecting strip (83) and a protective plate (84); the lifting plate (82) is connected with the second driving device (81) through the connecting strip (83), the second driving device (81) is arranged on the top surface of the rotating ring (7), the side wall of the lifting plate (82) is provided with a guide plate (85), the lifting plate (82) is spliced with the first limit groove (71) through the guide plate (85), a second limit groove (86) and a mounting groove (87) are arranged on the lifting plate (82), the mounting groove (87) is arranged on the inner wall of the lifting plate (82), the bottom of the guard plate (84) is connected with the inner wall shaft of the lifting plate (82), the guard plate (84) is provided with a first adjusting component (88), the first adjusting component (88) is arranged in the mounting groove (87), and the first adjustment assembly (88) is connected to the apron (84) shaft;
the extension assembly (9) comprises an extension plate (91), an extension rod (92) and an extension guard plate (93); the extension plate (91) is arranged in the second limiting groove (86), the top of the extension plate (91) is connected with the top surface of the lifting plate (82) through a third driving device (94), the extension guard plate (93) is connected with the bottom shaft of the extension plate (91), the top of the extension rod (92) is connected with the top of the extension plate (91) through a fourth driving device (95), and teeth arranged on the extension rod (92) can be meshed with the connecting shaft of the extension guard plate (93).
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