CN114592495B - High-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method - Google Patents
High-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 67
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- 239000002689 soil Substances 0.000 claims description 74
- 230000000670 limiting effect Effects 0.000 claims description 39
- 239000010802 sludge Substances 0.000 claims description 9
- 230000005540 biological transmission Effects 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 7
- 238000005452 bending Methods 0.000 claims description 3
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- 238000010276 construction Methods 0.000 abstract description 37
- 238000001514 detection method Methods 0.000 abstract description 4
- 230000001360 synchronised effect Effects 0.000 abstract description 3
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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
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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 high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method, 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 an upper structure, the deformation sensitivity degree and the like, and selecting a proper combined foundation treatment method; s3: arranging the energy level and the distance of the foundation tamping points according to the data of the size, the positioning, the burial depth, the load and the like of the column base bearing platform; s4: and symmetrically arranging dynamic compaction points or dynamic compaction replacement points under the foundation. 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 greatest extent, symmetrical dynamic compaction points or dynamic compaction replacement points which are symmetrically arranged are added around the foundation compaction points, so that the bearing capacity and the deformation resistance are improved, the foundation is treated by the method after the on-site experimental construction, synchronous detection and feedback comparison, and the cost and the construction period of the foundation are saved by 50% compared with those of the scheme of all applied tubular piles.
Description
Technical Field
The invention relates to the technical field of foundation treatment, in particular to a foundation treatment method combining high-fill non-uniform site dynamic compaction, replacement and tubular pile.
Background
The Chinese and western cities in China are mostly distributed in hills, plateaus and mountainous areas, available large-area industrial land and city development land are very limited, and only valley bottoms and basins among mountains are mostly used as arable land resources. Therefore, the development of mountain cutting and land building and development space expansion are urgent. Large-area high-fill site formations and foundation treatment techniques therefor have been developed. The existing teaching books and specifications propose the same basic form to avoid sedimentation, but the same treatment method can cause problems of high cost, long construction period and the like. Therefore, it is necessary to propose a foundation treatment method combining high-fill non-uniform site dynamic compaction and replacement with tubular piles to at least partially solve the problems existing in the prior art.
Disclosure of Invention
In the summary, a series of concepts in a simplified form are introduced, which will be further described in detail in the detailed description. The summary of the invention is not intended to define the key features and 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 above problems, the present invention provides a method for treating a foundation by combining dynamic compaction and replacement of a high-fill non-uniform site with a pipe pile, comprising:
s1: geological exploration;
s2: dividing treatment energy levels according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and selecting a proper combined foundation treatment method;
s3: arranging the energy level and the distance of the foundation tamping points according to the data of the size, the positioning, the burial depth, the load and the like of the column base bearing platform;
s4: symmetrical tamping points or dynamic tamping replacement points are symmetrically arranged under the foundation.
Preferably, the foundation treatment method in step S2 includes: the terrace adopts high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement.
Preferably, the foundation treatment method in step S2 includes: when the soil filling thickness is less than 20 meters, the foundation is treated by adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method.
Preferably, the foundation treatment method in step S2 includes: when the soil filling thickness exceeds 20 meters, high-level dynamic compaction, dynamic compaction replacement and tubular pile combination are adopted to treat the foundation.
Preferably, the foundation treatment method in step S2 includes: when the sludge is not removed at the bottom and the thickness of the sludge exceeds 3-5 meters, the foundation is treated by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
Preferably, coarse-grained soil such as mountain stones or unpick soil is adopted for the dynamic compaction replacement.
Preferably, in step S4, the dynamic compaction replacement point is set in the bending moment direction of the column base table.
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 tamping point mark is arranged at the bottom of the tamping pit, the diameter of the tamping point mark is matched with that of the hammer, and the collapse preventing device is arranged in the tamping pit and is attached to the inner wall of the tamping pit.
The tamper point identification includes: the device comprises a plurality of connecting components, a central movable component, a mounting rod and a reset component;
the connecting component 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 in an inserting mode through the telescopic rods, 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 an axial mode;
the central movable assembly comprises a limiting pipe and a movable pipe; the movable pipe is inserted into the limiting pipe and is 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 into the horizontal limiting sleeve through the fixing rod, and the side wall of the movable pipe is inserted into the pull rod limiting sleeve through the fixing rod;
the reset assembly comprises a rotating piece and a connecting rod, wherein the rotating piece is connected with the bottom of the mounting rod, one end of the connecting rod is connected with the rotating piece through a shaft, and the other end of the connecting rod is connected with the connecting plate through a shaft.
Preferably, the collapse prevention device comprises: the lifting device comprises a fixed ring, a rotating ring, a lifting assembly and an extension assembly;
the outer side wall of the fixing ring is provided with a clamping plate, the bottom of the fixing ring is provided with a sliding groove, and the fixing ring is provided with a first driving device;
the inner wall of the rotating ring is provided with a first limit 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 cooperation 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 guard 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 inserted into the first limiting groove through the guide plate, 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 guard plate is connected with the inner wall shaft of the lifting plate, a first adjusting component is arranged on the guard plate, the first adjusting component is arranged in the mounting groove, and the first adjusting component is connected with the guard plate shaft;
the extension assembly comprises an extension plate, an extension rod and an extension guard plate; the extension board sets up in the second spacing groove, and the top of extension board pass through third drive arrangement with the top surface of lifter plate is connected, the extension backplate with the bottom hub connection of extension board, the top of extension pole pass through fourth drive arrangement with the top of extension board is connected, be provided with the tooth on the extension pole can with the connecting axle of extension backplate meshes.
Compared with the prior art, the invention at least comprises the following beneficial effects:
the traditional foundation treatment method and the teaching book all suggest that one building cannot adopt various foundation forms, because sedimentation is uneven, after geological exploration is carried out by the method, according to the related factors such as the filling thickness, the bearing capacity requirement of the ground water level and the upper structure, the deformation sensitivity degree and the like, the geological structure is divided into treatment energy levels and processes, different combined foundation treatment methods are adopted according to different geological structures, then foundation treatment and reinforcement are carried out according to different energy level treatment methods in sections, the advantages of each technology can be exerted, the problems of bearing capacity and deformation difference are solved to the greatest extent, the cost and the construction period are saved, symmetrical ramming points or dynamic ramming points which are symmetrically arranged are added under the foundation to improve the bearing capacity and the deformation resistance, reinforcement effect data are obtained through field experimental construction and synchronous detection, and after feedback comparison of all the directions, the foundation is treated by the method, the cost is saved by 50% and the construction period is saved by 50% compared with all tubular pile schemes.
Other advantages, objects and features of the present invention will be in part apparent to those skilled in the art from consideration of the following description, and in part will be readily apparent to those who are skilled in the art from consideration of the specification and practice of the present invention.
Drawings
The accompanying drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate the invention and together with the embodiments of the invention, serve to explain the invention. In the drawings:
fig. 1 is a schematic view of engineering geological section of each foundation treatment method of the high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method according to the invention.
Fig. 2 is an energy level distribution and a tamping point distribution diagram of a first embodiment of a foundation treatment method combining dynamic compaction and replacement of a high-fill non-uniform field with a tubular pile according to the present invention.
Fig. 3 is a schematic diagram of foundation ramming points of a first embodiment of a high-fill non-uniform site dynamic compaction and replacement and pipe pile combined foundation treatment method according to the present invention.
Fig. 4 is a schematic structural diagram of the high-fill non-uniform site after the tamper mark is opened in the method for treating the foundation by dynamic compaction and replacement of the high-fill non-uniform site and the tubular pile combination.
Fig. 5 is a schematic structural view of the connection assembly of fig. 4.
Fig. 6 is a schematic structural view of the center movable assembly of fig. 4.
Fig. 7 is a schematic structural diagram of the reset assembly in fig. 4.
Fig. 8 is a schematic diagram of the diameter adjustment of the tamper mark in the method for treating the foundation by dynamic compaction and replacement of the high-fill non-uniform site and the combination of the pipe pile according to the invention.
Fig. 9 is a schematic structural view of an anti-collapse device in a method for treating a foundation by dynamic compaction and replacement of a high-fill non-uniform site and a tubular pile combination according to the present invention.
Fig. 10 is a schematic structural view of the retainer ring of fig. 9.
Fig. 11 is a schematic view of the structure of the rotating ring in fig. 9.
Fig. 12 is a schematic view of the lifting assembly of fig. 9.
Fig. 13 is a schematic view of the structure of the guard plate in fig. 9.
Fig. 14 is a schematic view of the construction of the extension assembly of fig. 9.
Fig. 15 is a schematic view of the construction of the extension assembly of fig. 9.
Fig. 16 is a schematic structural view of an anti-collapse device in a method for treating a foundation by dynamic compaction and replacement of a high-fill non-uniform site and a tubular pile combination according to the present invention.
In the figure: the device comprises a connecting component 1, a connecting plate 11, a horizontal limiting sleeve 12, a pull rod limiting sleeve 13, a telescopic rod 14, a telescopic pipe sleeve 15, a central movable component 2, a limiting pipe 21, a movable pipe 22, a mounting rod 3, a resetting component 4, a rotating component 41, a connecting rod 42, 5 blades, a fixed ring 6, a clamping plate 61, a sliding groove 62, a first driving device 63, a rotating ring 7, a first limiting groove 71, a sliding rail 72, a driving plate 73, a lifting component 8, a second driving device 81, a lifting plate 82, a connecting strip 83, a protective plate 84, a guide plate 85, a second limiting groove 86, a mounting groove 87, a first adjusting component 88, a prolonged component 9, a prolonged plate 91, a prolonged rod 92, a prolonged protective plate 93, a third driving device 94 and a fourth driving device 95.
Detailed Description
The present invention is described in further detail below with reference to the drawings and examples to enable those skilled in the art to practice the invention by referring 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 groups thereof.
As shown in fig. 1 to 16, the present invention provides a method for treating foundation by combining dynamic compaction and replacement of a high-fill non-uniform site with a pipe pile, comprising:
s1: geological exploration;
s2: performing processing energy level process division according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and selecting a proper combined foundation treatment method;
s3: arranging the energy level and the distance of the foundation tamping points according to the data of the size, the positioning, the burial depth, the load and the like of the column base bearing platform;
s4: and setting symmetrical tamping points or dynamic tamping replacement points under the foundation.
The technical scheme has the working principle and beneficial effects that: according to the method, after geological exploration is carried out, according to the relative factors such as the filling thickness, the bearing capacity of an upper structure, the deformation sensitivity degree and the like, the geological structure is divided into treatment energy level processes, different foundation treatment process methods are adopted according to different geological structures, then foundation treatment and reinforcement are carried out according to different energy level treatment methods in sections, the advantages of each technology can be exerted, the bearing capacity and deformation difference problem can be solved to the greatest extent, the cost and the construction period are saved, symmetrical ramming points or dynamic ramming replacement points which are symmetrically arranged are added under the foundation, the bearing capacity and the deformation resistance are improved, the reinforcement effect data are obtained through on-site experimental construction and synchronous detection, and after feedback comparison in each direction, the foundation is treated by the method, so that the cost and the construction period can be saved by 50% compared with the total application of a unified scheme.
In one embodiment, taking a large-area excavation and filling site of Guangxi certain engineering as an example, according to the existing topographic map and the vertical elevation total level arrangement, the filling area of the site is about 160 ten thousand square meters, the filling amount is about 1400 ten thousand cubic meters, the maximum filling thickness is about 24m, the filling amount of northwest corners is larger, and meanwhile, sludge with a certain thickness exists at the bottom of a 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 soil and partial weathered rock, 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 for replacing the pile foundation in a large area.
According to investigation reports, the soil is filled with plain soil and cultivated soil in the field, and the total thickness is about 1-15 m. According to the total thickness difference of filling soil and cultivated soil, adopting different energy levels to process, wherein: the area with the total thickness smaller than 6m is treated by adopting an energy level of 4000-5000 kN.m, the area with the total thickness of 6-12 m is treated by adopting an energy level of 12000kN.m, and the area with the total thickness of 12-15 m is treated by adopting an energy level of 15000 kN.m. And (3) adopting a composite process with different energy levels (8000 kNm,12000kN.m,15000kN.m,18000kN.m and the like) according to the soil filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and reinforcing the soil to the bottom of the soil filling layer. Increasing the number of ramming and backfilling coarse-grain fillers (such as mountain stones and the like) in the ramming pit to form reinforced replacement ramming points so as to improve the bearing capacity and the deformation resistance;
and symmetrically arranging the column base tamping points on the basis of normal and uniform arrangement of the tamping points on the site according to the plane size under the column base bearing platform, increasing the tamping times, and backfilling coarse-particle fillers (such as mountain stones, house breaking soil 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 characteristic value of the bearing capacity under the plane of the column base bearing platform is considered according to the method for treating the foundation by dynamic compaction, replacement and tubular pile combination of the non-uniform site filled with 250 kPa. The arrangement form of the tamping points under the column foundation is schematically shown in fig. 3:
according to relevant specifications and engineering experience, the bearing capacity of the dynamic compaction replacement ramming point after treatment can reach more than 350kPa high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method, and the bearing capacity of the filling soil around the replacement point after treatment can reach more than 200kPa high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method. For the small bearing platform, as shown in fig. 3, the stress is completely applied to the replacement ramming point, so that the bearing capacity of the filling soil under the column foundation is not less than 250kPa high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method can be ensured. For a large-size bearing platform, according to the existing composite foundation bearing capacity calculation formula of building foundation treatment technical specification, the requirement can be met when the replacement rate exceeds 20-35%, so that a mode of arranging a plurality of tamping points under the bearing platform and adjusting the spacing can be adopted. The bearing capacity can be ensured to reach more than 250kPa high-fill non-uniform site dynamic compaction and replacement and tubular pile combined foundation treatment method through static load test detection.
When the treatment method is selected according to the energy level, the terrace adopts high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement. When the soil filling thickness is less than 20m meters, the foundation is treated by adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method. When the soil filling thickness exceeds 20 meters, high-level dynamic compaction, dynamic compaction replacement and tubular pile combination are adopted to treat the foundation. For the embodiment, when the sludge is not removed at the bottom and the thickness of the sludge exceeds 3-5 meters, the foundation is treated by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
In the above examples, the respective areas were divided into 3000kN.m, 12000kN.m,15000kN.m and 18000kN.m energy level constructions.
1. 3000kN.m energy level construction parameters
In the energy level construction area, the ramming point spacing is 5m x 5m, and the construction is carried out in three times:
(1) The first time of spot tamping, the tamping energy is 3000kN.m energy level, the single-point tamping number is 6-8 (4-8 more than the common dynamic tamping in the dynamic tamping replacement construction), and the average tamping sinking amount of the last two strokes is not more than 5cm;
(2) The second time of the spot ramming, the ramming energy is 3000kN.m energy level, the single-point ramming number is 6-8 (4-8 more than the common dynamic ramming in the dynamic ramming replacement construction), and the average ramming settlement of the last two rammes is not more than 5cm;
(3) The third full-compaction, the energy of one full-compaction is 1000kN.m energy level, each point is compacted by 2 strokes, and the overlap width of hammer is not less than 1/4 hammer diameter;
2. 12000kN.m energy level construction parameters
In the energy level construction area, the ramming point spacing is 8m x 8m, and the construction is carried out in three times:
(1) The first time of the dynamic compaction is the first time of the dynamic compaction, the compaction energy is 12000kN.m energy level, the single-point compaction number is 6-8 (4-8 more than the common dynamic compaction in the dynamic compaction replacement construction), and the average compaction sinking amount of the last two strokes is not more than 15cm;
(2) The second time of the spot ramming, the ramming energy is 12000kN.m energy level, the single-point ramming number is 6-8 (4-8 more than the common dynamic ramming in the dynamic ramming replacement construction), and the average ramming settlement of the last two rammes is not more than 15cm;
(3) The third time is full ramming, the ramming energy of one time is 3000kN.m energy level, each point is rammed by 2 strokes, the overlap width of hammer is not less than 1/3 hammer diameter,
3. 15000kN.m energy level construction parameters
In the energy level construction area, the tamping point spacing is 9m x 9m, and the construction is carried out in three times:
(1) The first time of the dynamic compaction is the first time of the dynamic compaction, the compaction energy is 15000kN.m energy level, the single-point compaction number is 8-10 (4-8 more than the common dynamic compaction in the dynamic compaction replacement construction), and the average compaction settlement of the last two strokes is not more than 20cm;
(2) The second time of the spot ramming, the ramming energy is 15000kN.m energy level, the single-point ramming number is 8-10 (4-8 more than the common dynamic ramming in the dynamic ramming replacement construction), and the average ramming settlement of the last two rammes is not more than 20cm;
(3) The third time is full ramming, the ramming energy of one time is 2000kN.m energy level, each point is rammed by 2, the overlap width of hammer is not less than 1/4 hammer diameter,
4. 18000kN.m energy level construction parameters
In the energy level construction area, the distance between tamping points is 10m x 10m, and the construction is carried out in five times:
(1) The first time of the dynamic compaction is the first time of the dynamic compaction, the compaction energy is 18000kN.m energy level, the single-point compaction number is 10-12 (4-8 more than the common dynamic compaction in the dynamic compaction replacement construction), and the average compaction sinking amount of the last two strokes is not more than 25cm;
(2) The second time of the spot ramming, the ramming energy is 18000kN.m energy level, the single-point ramming number is 10-12 (4-8 more than the common dynamic ramming in the dynamic ramming replacement construction), and the average ramming settlement of the last two rammes is not more than 25cm;
(3) The third-time point tamping energy is 10000kN.m energy level, the single-point tamping number is not less than 6 (4-8 more than the common dynamic tamping in the dynamic tamping replacement construction), and the average tamping settlement of the last two shocks is not more than 15cm;
(4) The fourth time is the primary tamping point of two times, the tamping pit is reinforced and tamped, the tamping pit is pushed to be flat after the primary tamping point and the secondary tamping point are completed, and the tamping is performed for 2 times by adopting the energy level of 8000 kN.m;
(5) The fifth pass is: the tamping energy of one-time full tamping is 2000kN.m energy level, 2 beats are tamped per point, the overlap width of hammer print is not less than 1/4 hammer diameter,
the technical scheme has the working principle and beneficial effects that: the combined foundation structure of the dynamic compaction, dynamic compaction replacement and the tubular pile of the large-area high-fill site organically exerts the technical advantages of the dynamic compaction, the dynamic compaction replacement and the tubular pile of high energy level, and solves the problems of sedimentation and deformation difference to the greatest extent according to local conditions, thereby saving the cost and shortening the construction period to a great extent;
the high-energy-level dynamic compaction and the dynamic compaction replacement technology can treat soil with soil according to geographic advantages, so that the problems of compactness and deformation of a field are solved, the bearing capacity is greatly improved, the filling soil within the range of 20m is treated for one time until the bearing capacity and deformation meet the requirements of industrial plants and devices, secondary treatment is not needed, reinforced concrete piles are not needed or used less, and therefore, the cost and the construction period are saved, and the carbon emission is also greatly reduced;
dynamic compaction replacement points are arranged in the bending moment direction of the column base bearing platform, so that the problems of bearing capacity and deformation can be solved very skillfully;
for the area with super-thick filling soil (more than 20 m) and the bottom with sludge which is not removed (the thickness of the sludge is more than 3-5 m), the compaction degree of the filling soil is increased by adopting dynamic compaction treatment, the negative friction resistance of pile foundations is reduced or eliminated, and the terrace can directly use the dynamic compaction foundation. The column foundation and the equipment foundation which are sensitive to larger load deformation still adopt the scheme of the tubular pile foundation, so that the bearing capacity is ensured to be enough to support the column foundation and the equipment foundation;
the dynamic compaction replacement can utilize mountain stones or house-removing 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, in one embodiment,
1. firstly, the subsidence and backfill soil volume of a field need to be estimated. The method is characterized in that a large amount of measured data shows that the accumulated tamping sedimentation trend is increased almost linearly along with the increase of the dynamic tamping energy level, and the relation between the dynamic tamping energy level and the accumulated tamping sedimentation can be established as follows:
H＝0.03·E+15
wherein H is the accumulated ramming settlement (cm); e is dynamic compaction energy level (kN.m);
the applicable conditions of the formula are as follows:
(1) Filling soil with larger particle size, mountain stones, broken stone soil, construction waste miscellaneous fill and the like;
(2) The filling depth exceeds H by more than two times;
(3) The dynamic compaction energy level is not less than 1500 kN.m;
(4) The method can also be used for estimating the earthwork quantity before the dynamic compaction construction of the filled land. Due to the non-uniformity of the filling soil, the error range calculated according to the formula is about 20cm through the inspection of a plurality of items. The subsidence of the land can be calculated according to the estimated backfill soil quantity.
2. For 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:
E SP ＝[1+m(n-1)]E s
wherein E is SP Is the compression modulus (MPa) of the composite soil layer; e (E) s For the compression modulus (MPa) of the soil between piles, the local experience is preferably adopted, and if no experience exists, the compression modulus of the natural foundation can be adopted. If the foundation is replaced by dynamic compaction, the soil between the piers can be taken to be a value according to the strong dynamic sounding result and the experience after the foundation is compacted. The pile soil stress ratio in the formula can be 2-4 for the cohesive soil and 1.5-3 for the silty soil and the sandy soil when no actual measurement data exists, and the original soil strength is low and high and small. Note that the replacement enhancer effect of the first two and three pass tamper points should be considered.
3. The deformation calculation of the dynamic compaction and the dynamic compaction replacement foundation can be calculated according to the following formula.
And (3) calculating deformation of the dynamic compaction displacement foundation, wherein 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 ak Is the characteristic value (kPa) of the bearing capacity of the natural foundation under the foundation bottom surface; f (f) spk Is the 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.
Deformation calculation experience coefficient psi s Based on local settlement observationThe following table values may also be used for material and empirical determination.
Note that:for calculating the equivalent value of the compression modulus in the range for the deformation depth, the following formula should be calculated
Wherein A is i Adding an integral value of stress coefficient along soil layer degree to the ith layer of soil; e (E) si Taking the compression modulus value (MPa) of the ith layer of soil below the foundation bottom surface, and taking the value of the composite soil layer in the pile length range according to the compression modulus value of the composite soil layer;
the calculated depth of the foundation deformation is larger than the thickness of the composite soil layer, and accords with the relevant regulations of the calculated depth of the foundation deformation in the current national standard 'building foundation design Specification' GB 50007, and the soil layer below the effective reinforcement depth range is measured according to the compression modulus of the natural foundation.
4. The deformation of the dynamic compaction displacement foundation is preferably calculated according to the deformation modulus determined by a single pier static load test, and the deformation of the foundation soil under the pier can be calculated according to the pressure diffusion angle of the displacement pier material and the additional stress transferred to the soil layer under the pier, namely, the deformation of the pier and the stress diffusion method are calculated.
5. The deformation of the foundation is very small by dynamic compaction and dynamic compaction replacement after the treatment according to the method, and the settlement amount for the prestressed pipe pile is basically equal according to a large amount of engineering practice, so that the foundation can be organically combined with a pile foundation according to the topography and the soil layer thickness and the dynamic compaction energy level process to form a combined foundation structure.
In one embodiment, tamper evidence and collapse prevention means are required to be placed within the foundation; the tamping point mark is arranged at the bottom of the tamping pit, the diameter of the tamping point mark is matched with that of the hammer, and the collapse preventing device is arranged in the tamping pit and is attached to the inner wall of the tamping pit.
The technical scheme has the working principle and beneficial effects that: in the process of waiting for filling soil after high-level dynamic compaction, the situation that a compaction pit collapses can possibly occur in a region with soft soil due to different geological differences and geological structures, the elevation of a previous impact before the compaction pit cannot be accurately determined again after the compaction pit collapses, the force transmission of the bottom of the compaction pit is influenced when the compaction pit needs to be re-compacted, the soil at the bottom of the compaction pit is divided into a compact region and a secondary compact region after the compaction pit is newly compacted, the situation that the compaction hammer is inclined and the like easily occurs due to uneven stress of soil at the bottom of the compaction pit, a compaction point mark is needed to be placed at the bottom of the compaction pit before the compaction pit is backfilled, the diameter of the compaction point mark is matched with that of a hammer, so that the compaction point mark can be completely placed into the compaction pit, an anti-collapse device is arranged at the top opening of the compaction pit and extends to the bottom of the compaction pit, after the compaction is caused by the soil problems, the compaction soil in the compaction pit can be rapidly cleared or flattened through the anti-collapse device, the compaction soil in the compaction pit can be quickly cleared or the compaction pit is quickly confirmed according to the compaction point mark, and the number of the compaction pit is required to be cleared manually, and the compaction soil is further cleared. .
In one embodiment, the tamper point identification includes: a plurality of connecting components 1, a central movable component 2, a mounting rod 3 and a resetting component 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 in an inserting mode through the telescopic rods 14, the horizontal limiting sleeves 12 are arranged on the tops of the telescopic pipe sleeves 15, the pull rod limiting sleeves 13 are arranged on the tops of the horizontal limiting sleeves 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 into the limit pipe 21 and is movably connected with the limit pipe 21, the installation rod 3 penetrates through the movable pipe 22 and the limit pipe 21, the side wall of the limit pipe 21 is inserted into the horizontal limit sleeve 12 through a fixed rod, and the side wall of the movable pipe 22 is inserted into the pull rod limit sleeve 13 through a fixed rod;
the reset assembly 4 comprises a rotating member 41 and a connecting rod 42, wherein the rotating member 41 is connected with the bottom of the mounting rod 3, one end of the connecting rod 42 is connected with the rotating member 41 in a shaft way, and the other end of the connecting rod 42 is connected with the connecting plate 11 in a shaft way.
The technical scheme has the working principle and beneficial effects that: after the tamping pit is completed, a worker places the tamping point mark in the tamping pit or at the bottom of the tamping pit, at the moment, the tamping point mark is in a contracted state, then the mounting rod 3 is rotated, the mounting rod 3 drives the rotating piece 41 to rotate, when the rotating piece 41 rotates, the connecting rods 42 at the two ends of the mounting rod 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 unfolding of the tamping point mark is realized, when the relative distance between the connecting plates 11 is increased, the blades 5 connected with the adjacent connecting plates 11 in an axial manner are also unfolded, the outer edges of the blades 5 are abutted with the inner wall of the tamping pit, so that the whole tamping point mark can play a role in tamping pit size and position mark after collapsing, when backfilling soil is conveyed to prepare the tamping pit, special equipment can automatically reversely rotate the mounting rod 3, 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 when the connecting plates 11 are installed, and the blades 5 are also pulled back to fold when the connecting plates 11 are reset, so that the backfilling operation can be carried out after backfilling.
In one embodiment, the collapse prevention device comprises: a fixed ring 6, a rotating ring 7, a lifting component 8 and an extension component 9;
a clamping plate 61 is arranged on the outer side wall of the fixed ring 6, a sliding groove 62 is arranged at the bottom of the fixed ring 6, and a first driving device 63 is arranged on the fixed ring 6;
the inner wall of the rotating ring 7 is provided with a first limit groove 71, the top of the rotating ring 7 is provided with a slide rail 72 and a transmission plate 73, the fixed ring 6 is movably connected with the rotating ring 7 through the cooperation between the slide groove 62 and the slide 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 bar 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 component 88 is arranged on the guard plate 84, the first adjusting component 88 is arranged in the mounting groove 87, and the first adjusting component 88 is connected with the guard plate 84 shaft;
the extension assembly 9 comprises an extension plate 91, an extension rod 92 and an extension guard 93; the extension plate 91 is disposed 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 of the extension plate 91 through a shaft, 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 are disposed on the extension rod 92 and can be meshed with the connecting shaft of the extension guard plate 93.
The technical scheme has the working principle and beneficial effects that: when the ramming pit waits for backfill soil, in order to avoid the ramming pit collapse caused by soil quality problems, an anti-collapse device is required to be arranged, firstly, the fixing ring 6 is clamped at the opening of the ramming pit through the clamping plate 61, then the first driving device 63 can drive the rotating ring 7 to rotate, the positions of the lifting component 8 and the extending 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 guard plate 84 reaches a designated position, the angle between the guard plate 84 and the lifting plate 82 can be adjusted, so that the guard plate 84 supports the side wall of the ramming pit in a region with soft soil quality, meanwhile, the angle of the guard plate 84 can be adjusted in a deeper ramming pit, when the collapse occurs, the soil is or conveniently moved out of the ramming pit, if the ramming pit is deeply, the extending component 9 can be started, the extending plate 91 can drive the extending plate 93 to move up and down along the second guard plate 86, the second guide plate 92 can move down along the designated position, the guard plate 92 can not move, the soil can not be completely, the collapse can be prevented from being realized, and the subsidence can be completely, and the subsided soil can be prevented from being taken out by the marker after the device is completely moving, and the soil can be taken out, and the subsided can be completely moved by the marker and matched with the position and the soil can be moved.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (4)
1. The method for treating the foundation by combining high-fill non-uniform site dynamic compaction, replacement and tubular pile is characterized by comprising the following steps:
s1: geological exploration;
s2: dividing treatment energy levels according to the filling thickness, the bearing capacity of the upper structure, the deformation sensitivity degree and the like, and selecting a proper combined foundation treatment method;
s3: arranging the energy level and the distance of the foundation tamping points according to the data of the size, the positioning, the burial depth, the load and the like of the column base bearing platform;
s4: symmetrically arranging symmetrical dynamic compaction points or dynamic compaction replacement points under the foundation;
the foundation treatment method in step S2 includes: the terrace adopts high-energy-level dynamic compaction according to the bearing capacity and the deformation requirement;
the foundation treatment method in step S2 includes: when the soil filling thickness is less than 20 meters, adopting a high-energy-level dynamic compaction and dynamic compaction replacement treatment method to treat the foundation;
the foundation treatment method in step S2 includes: when the soil filling thickness exceeds 20 meters, high-level dynamic compaction, dynamic compaction replacement and tubular pile combination are adopted to treat the foundation;
the dynamic compaction replacement adopts coarse grains such as mountain stones or house-breaking soil for replacement;
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 tamping point mark is arranged at the bottom of the tamping pit, the diameter of the tamping point mark is matched with the diameter of the hammer, and the collapse preventing device is arranged in the tamping pit and is attached to the inner wall of the tamping pit;
the tamper point identification includes: the device comprises a plurality of connecting components (1), a central movable component (2), a mounting rod (3) and a reset component (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) in an inserting mode through the telescopic rods (14), the horizontal limiting sleeves (12) are arranged on the tops of the telescopic pipe sleeves (15), the pull rod limiting sleeves (13) are arranged on the tops of the horizontal limiting sleeves (12), and a plurality of blades (5) are connected between the two adjacent connecting plates (11) in a shaft mode;
the center movable assembly (2) comprises a limiting pipe (21) and a movable pipe (22); the movable pipe (22) is inserted into the limit pipe (21) and is movably connected with the limit pipe (21), the installation rod (3) penetrates through the movable pipe (22) and the limit pipe (21), the side wall of the limit pipe (21) is inserted into the horizontal limit sleeve (12) through a fixed rod, and the side wall of the movable pipe (22) is inserted into the pull rod limit sleeve (13) through a fixed rod;
the resetting assembly (4) comprises a rotating piece (41) and a connecting rod (42), wherein the rotating piece (41) is connected with the bottom of the mounting rod (3), one end of the connecting rod (42) is connected with the rotating piece (41) through a shaft, and the other end of the connecting rod (42) is connected with the connecting plate (11) through a shaft.
2. The method for foundation treatment by combining dynamic compaction and replacement with tubular piles for high-fill non-uniform land according to claim 1, wherein the foundation treatment method in step S2 comprises: when the sludge is not removed at the bottom and the thickness of the sludge exceeds 3-5 meters, the foundation is treated by adopting high-energy-level dynamic compaction, dynamic compaction replacement and tubular pile combination.
3. The method for treating a foundation combining high-fill non-uniform site dynamic compaction and replacement with a tubular pile according to claim 1, wherein the dynamic compaction replacement point in the step S4 is set in the bending moment direction of the column base bearing platform.
4. The method for treating a foundation of a high-fill non-uniform site by dynamic compaction and replacement and pipe pile combination according to claim 1, wherein the collapse preventing means comprises: a fixed ring (6), a rotating ring (7), a lifting component (8) and an extension component (9);
a clamping plate (61) is arranged on the outer side wall of the fixed ring (6), a sliding groove (62) is arranged at the bottom of the fixed ring (6), and a first driving device (63) is arranged on the fixed ring (6);
the inner wall of the rotating ring (7) is provided with a first limit 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 cooperation 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 formed in 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 component (88) is arranged on the guard plate (84), the first adjusting component (88) is arranged in the mounting groove (87), and the first adjusting component (88) is connected with the guard plate (84) shaft;
the extension assembly (9) comprises an extension plate (91), an extension rod (92) and an extension guard plate (93); extension board (91) set up in second spacing groove (86), and the top of extension board (91) pass through third drive arrangement (94) with the top surface of lifter plate (82) is connected, extension backplate (93) with the bottom hub connection of extension board (91), the top of extension pole (92) pass through fourth drive arrangement (95) with the top of extension board (91) is connected, be provided with on extension pole (92) the tooth can with the connecting axle of extension backplate (93) meshes.
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