CN112411795B - Method for treating foundation in hydraulic filling soft and weak area - Google Patents
Method for treating foundation in hydraulic filling soft and weak area Download PDFInfo
- Publication number
- CN112411795B CN112411795B CN202011230273.7A CN202011230273A CN112411795B CN 112411795 B CN112411795 B CN 112411795B CN 202011230273 A CN202011230273 A CN 202011230273A CN 112411795 B CN112411795 B CN 112411795B
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- nth
- soil layer
- filling
- geotextile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
-
- 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
-
- 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
-
- 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
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Agronomy & Crop Science (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Revetment (AREA)
Abstract
The invention discloses a method for processing a foundation in a hydraulic fill soft and weak area, which comprises the following steps of 1, hydraulic fill soft soil to form a first hydraulic fill soil layer; step 2, vacuum preloading treatment; step 3, arranging a plurality of first steel pipes in the first blowing and filling soil layer at intervals; step 4, filling broken stones into the first geotextile bag; step 5, arranging horizontal plates, and forming a plurality of first gravel piles by grouting; step 6, arranging a plurality of second steel pipes at intervals, and performing hydraulic filling on the soft soil to form a second hydraulic filling soil layer; step 7, filling broken stones into any one second steel pipe, and performing vacuum preloading treatment; step 8, sleeving a third steel pipe on the second steel pipe, and performing hydraulic filling on the soft soil to form a third hydraulic filling soil layer; 9, repeating the steps 7-8 to form an Nth dredger fill layer to reach a set height; step 10, carrying out vacuum preloading treatment; and 11, forming a plurality of second gravel piles by high-pressure grouting. The invention has the advantages of good reinforcing effect, high foundation bearing capacity and uniform bearing capacity distribution.
Description
Technical Field
The invention relates to the technical field of foundation treatment. More particularly, the invention relates to a method for processing a foundation of a hydraulic filling weak area.
Background
With the rapid development of economy, a large amount of engineering needs to be carried out in soft soil areas of coastal dredger fills and river dredged fills, but the foundations in the areas generally cannot meet the requirements of civil engineering construction, so that the treatment of the foundations to enable the bearing capacity to meet the requirements is a very important process. The foundation treatment method is various, wherein the vacuum preloading method is widely applied to foundation reinforcement engineering in soft soil areas such as ports and docks, sea reclamation and the like, and is one of the most effective methods for treating dredger fill.
At present, the vacuum preloading method is adopted to treat the blow-filled soft area foundation, so that the problems of serious vacuum degree loss and poor drainage consolidation effect inside a soil body exist; simultaneously, the great settlement that the dredger fill body produced still can bring the problem that vertical drain bar warp even buckles, further influences the effect of ground reinforcement. Moreover, for the foundation of the hydraulic filling weak area with larger depth, the problems of hard surface and soft inside of the foundation, insufficient reinforcement of deep soil body and extremely uneven distribution of the bearing capacity of the whole foundation can exist by adopting the current foundation treatment method, thereby further influencing the quality and construction safety of civil engineering.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
The invention also aims to provide a method for treating the foundation in the hydraulic filling weak area, which adopts a layer-by-layer reinforcement mode to treat the foundation, has the beneficial effects of good reinforcement effect, high bearing capacity of the foundation and uniform distribution of the bearing capacity, and can effectively ensure the quality and the construction safety of civil engineering.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a method for treating a foundation of a hydraulic reclamation weak area, comprising the steps of:
step 1, arranging a cofferdam around an area to be hydraulically filled, and then hydraulically filling soft soil into the cofferdam to a first set height to form a first hydraulically filled soil layer;
step 2, laying a layer of first non-woven geotextile on the top surface of a first blow-fill soil layer, inserting a plurality of vertical drainage plates on the first non-woven geotextile at intervals according to a designed position, wherein the lower end of any vertical drainage plate is contacted with the bottom of the first blow-fill soil layer, horizontally laying a first drainage pipe network on the upper surface of the first non-woven geotextile, and the upper end of any vertical drainage plate is communicated with the first drainage pipe network, laying two layers of sealing membranes on the upper surface of the first drainage pipe network to seal the top surface of the first blow-fill soil layer, finally communicating the first drainage pipe network with a vacuum pumping system, starting the vacuum pumping system, closing the vacuum pumping system after vacuum prepressing is completed, and removing the first drainage pipe network;
step 3, inserting a plurality of first steel pipes at intervals according to design positions on the top surface of the first blow-filling soil layer, wherein the upper end of any first steel pipe is flush with the top surface of the first non-woven geotextile, and the lower end of any first steel pipe vertically penetrates through the first non-woven geotextile and the first blow-filling soil layer downwards in sequence and enters the bearing layer;
step 4, for any first steel pipe, placing a first geotextile bag in the first steel pipe by using a grouting pipe, wherein the bottom of the first geotextile bag is positioned at the lower end of the first steel pipe, the edge of the upper end of the first steel pipe protrudes out of the upper end of the first steel pipe, filling broken stones into the first geotextile bag and vibrating the first geotextile bag at the same time until the broken stones are filled on the top surface of the first blown-fill soil layer, then vertically and upwards pulling out the first steel pipe, and after the first steel pipe is pulled out, turning the edge of the upper end of the first geotextile bag downwards outwards and compacting the upper surface of the first nonwoven geotextile by using clay;
and 5: arranging a horizontal plate on the upper surface of the first non-woven geotextile, wherein the periphery of the horizontal plate is in sealing connection with the cofferdam, a plurality of first through holes are arranged on the horizontal plate at intervals, one first geotextile bag is correspondingly provided with one first through hole, and grouting is performed to all the first geotextile bags through grouting pipes to form a plurality of first gravel piles;
step 6, a plurality of second steel pipes are vertically arranged above the horizontal plate at intervals according to the design position, the lower end of any second steel pipe is connected with the upper surface of the horizontal plate, a plurality of second through holes are formed in the side wall at intervals, second soil engineering bags are arranged on the inner walls of the second steel pipes, two ends of any second soil engineering bag are open, the lower end of the second soil engineering bag is flush with the lower end of the second steel pipe, the edge of the upper end of the second soil engineering bag is turned outwards and is tightly attached to the outer wall of the second steel pipe, and soft soil is filled on the upper surface of the horizontal plate until the soft soil is flush with the upper end of the second steel pipe in a blowing mode to form a second blowing and filling soil layer;
step 7, for any second steel pipe, filling broken stones into the second geotextile bags to the top surface of the second blowing and filling soil layer; laying a layer of second non-woven geotextile on the top surface of the second blow-fill soil layer, laying a second drainage pipe network on the upper surface of the second non-woven geotextile in a horizontal paving manner, enabling the upper end of any second steel pipe to penetrate through the second non-woven geotextile and be communicated with the second drainage pipe network, laying two layers of sealing films on the second drainage pipe network to seal the top surface of the second blow-fill soil layer, finally communicating the second drainage pipe network with a vacuum pumping system, starting the vacuum pumping system until vacuum prepressing is completed, closing the second drainage pipe network, removing the second drainage pipe network, and pumping out a second geotextile bag in any second steel pipe;
step 8, coaxially sleeving a third steel pipe at the upper end of a second steel pipe correspondingly, arranging a plurality of third through holes on the side wall of any third steel pipe at intervals, arranging third soil engineering bags on the inner wall, enabling two ends of any third soil engineering bag to be open, enabling the lower end of the third soil engineering bag to be flush with the lower end of the third steel pipe, turning the edge of the upper end downwards outwards and enabling the edge of the upper end to be tightly attached to the outer wall of the third steel pipe, and performing blow filling on the top surface of a second blow-filling soil layer until the soft soil is flush with the upper end of the third steel pipe to form a third blow-filling soil layer;
9, repeating the steps 7-8 until an Nth blowing and filling soil layer is formed and the top surface of the N-th blowing and filling soil layer reaches a second set height;
and 11, grouting from the upper end of any one Nth steel pipe to the inside of the Nth steel pipe by adopting a high-pressure grouting mode to form a second gravel pile.
Preferably, the first set height is 3-5 m, the second set height is not more than 3 × N m, wherein N is more than or equal to 2 and less than or equal to 6, and N is an integer.
Preferably, a plurality of first gravel piles are arranged in a rectangular array, and the distance between two adjacent first gravel piles is equal.
Preferably, a second steel pipe is correspondingly arranged at the central position of any rectangular array unit.
Preferably, the distance between the axis of any one second steel pipe and the axis of the adjacent first gravel pile is equal to the outer diameter of the second steel pipe, and the outer diameter of the second steel pipe is 2 times of the outer diameter of the first gravel pile.
Preferably, in step 8, one second steel pipe is communicated with a corresponding third steel pipe through one connecting sleeve, annular grooves are formed in the upper end face and the lower end face of any connecting sleeve, the upper end of the second steel pipe is inserted into the groove in the lower end face of the corresponding connecting sleeve, and the lower end of the third steel pipe is inserted into the groove in the upper end face of the corresponding connecting sleeve.
The invention at least comprises the following beneficial effects:
according to the invention, the first blown fill layer is pre-reinforced by adopting a vacuum preloading method and is reinforced by arranging a plurality of first gravel piles, so that a firm bearing layer is formed, and the bearing capacity of the first blown fill layer is effectively improved; the foundation on the first dredger fill layer is reinforced by adopting a mode of dredger filling soft soil layer by layer and vacuum preloading, the steel pipe with gravels on any dredger fill layer plays a role of a drainage plate, and after the vacuum preloading reinforcement of any dredger fill layer is completed, high-pressure grouting is carried out to form a second gravel pile so as to further improve the bearing capacity of the foundation in the vertical direction; the method has the advantages that the method adopts a layer-by-layer reinforcement mode to process the foundation of the hydraulic fill soft area, has the beneficial effects of good reinforcement effect, high bearing capacity and uniform bearing capacity distribution, and can effectively guarantee the quality and the construction safety of civil engineering;
the steel pipes in any one of the blow-fill soil layers above the first blow-fill soil layer have the same size, and the second drainage pipe network for vacuum preloading can be recycled, so that the material investment is reduced; and because the soil bags in the steel pipes in any one of the blow-fill soil layers above the first blow-fill soil layer are removed and the steel pipes are provided with a plurality of through holes at intervals, when the second gravel pile is formed by high-pressure grouting, a part of slurry enters the surrounding soil body to form a slurry-soil combination body, and the bearing capacity of the foundation can be further improved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic structural view of a first fill level of one embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a foundation treatment of an area to be hydraulically filled according to one embodiment of the present invention;
fig. 3 is a schematic view of a second granular stone column according to one embodiment of the present invention;
fig. 4 is a schematic view of a layout of a plurality of first granular stone piles and a plurality of second granular stone piles according to one embodiment of the invention.
Description of reference numerals: cofferdam 1, first blowing and filling soil layer 2, supporting layer 3, first gravel pile 4, horizontal plate 5, second blowing and filling soil layer 6, third blowing and filling soil layer 7, fourth blowing and filling soil layer 8, fifth blowing and filling soil layer 9, second gravel pile 10, connecting sleeve 11 and slurry-soil combined body 12.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It should be noted that in the description of the present invention, the indicated orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, and is only for convenience of describing the present invention and simplifying the description, and does not indicate or imply that the indicated device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1 to 4, the present invention provides a method for treating a foundation in a hydraulic fill weak area, comprising the following steps:
step 1, arranging a cofferdam 1 around an area to be subjected to hydraulic reclamation, and then hydraulic-filling soft soil into the cofferdam 1 to a first set height to form a first hydraulic-reclamation soil layer 2;
step 2, laying a layer of first non-woven geotextile on the top surface of a first blow-fill soil layer 2, inserting a plurality of vertical drainage plates on the first non-woven geotextile at intervals according to a designed position, enabling the lower end of any vertical drainage plate to be in contact with the bottom of the first blow-fill soil layer 2, horizontally laying a first drainage pipe network on the upper surface of the first non-woven geotextile, communicating the upper end of any vertical drainage plate with the first drainage pipe network, laying two layers of sealing films on the upper surface of the first drainage pipe network to seal the top surface of the first blow-fill soil layer 2, finally communicating the first drainage pipe network with a vacuum pumping system, starting the vacuum pumping system until vacuum prepressing is completed, closing the vacuum prepressing, and removing the first drainage pipe network;
3, inserting a plurality of first steel pipes at intervals according to design positions on the top surface of the first blow-fill soil layer 2, wherein the upper end of any first steel pipe is flush with the top surface of the first non-woven geotextile, and the lower end of any first steel pipe vertically downwards sequentially penetrates through the first non-woven geotextile and the first blow-fill soil layer 2 and enters the supporting layer 3, namely the lower end of any first steel pipe reaches a position 0.5-1 m below the bottom of an area to be subjected to blow-fill;
step 4, for any first steel pipe, placing a first geotextile bag in the first steel pipe by using a grouting pipe, wherein the bottom of the first geotextile bag is positioned at the lower end of the first steel pipe, the edge of the upper end of the first steel pipe protrudes out of the upper end of the first steel pipe, filling broken stones into the first geotextile bag and vibrating the first geotextile bag at the same time until the broken stones are filled on the top surface of the first blown-fill soil layer 2, then vertically and upwards pulling out the first steel pipe, and after the first steel pipe is pulled out, turning the edge of the upper end of the first geotextile bag downwards outwards and compacting the upper surface of the first nonwoven geotextile by using clay;
and 5: arranging a horizontal plate 5 on the upper surface of the first non-woven geotextile, sealing and connecting the periphery of the horizontal plate 5 with the cofferdam 1, arranging a plurality of first through holes on the horizontal plate 5 at intervals, arranging one first geotextile bag corresponding to one first through hole, and grouting all the geotextile bags through grouting pipes to form a plurality of first gravel piles 4;
step 6, a plurality of second steel pipes are vertically arranged above the horizontal plate 5 at intervals according to the design position, the lower end of any second steel pipe is connected with the upper surface of the horizontal plate 5, a plurality of second through holes are arranged on the side wall at intervals, a second soil engineering bag is arranged on the inner wall of each second steel pipe, two ends of any second soil engineering bag are open, the lower end of the second soil engineering bag is flush with the lower end of the second steel pipe, the edge of the upper end of the second soil engineering bag is turned outwards and is tightly attached to the outer wall of the second steel pipe, and soft soil is filled on the upper surface of the horizontal plate 5 until the soft soil is flush with the upper end of the second steel pipe, so that a second blow-filling soil layer 6 is formed;
step 7, for any second steel pipe, filling gravels into the second geotextile bags to the top surface of the second blowing and filling soil layer 6; laying a layer of second non-woven geotextile on the top surface of the second blow-fill soil layer 6, laying a second drainage pipe network on the upper surface of the second non-woven geotextile in a horizontal paving manner, enabling the upper end of any second steel pipe to penetrate through the second non-woven geotextile and be communicated with the second drainage pipe network, laying two layers of sealing films on the second drainage pipe network to seal the top surface of the second blow-fill soil layer 6, finally communicating the second drainage pipe network with a vacuumizing system, starting the vacuumizing system until vacuum prepressing is completed, closing the vacuumizing system, removing the second drainage pipe network, and drawing out a second geotextile bag in any second steel pipe;
step 8, coaxially sleeving a third steel pipe at the upper end of a second steel pipe correspondingly, arranging a plurality of third through holes on the side wall of any third steel pipe at intervals, arranging third soil engineering bags on the inner wall, enabling two ends of any third soil engineering bag to be open, enabling the lower end of the third soil engineering bag to be flush with the lower end of the third steel pipe, turning the edge of the upper end downwards outwards and enabling the edge of the upper end to be tightly attached to the outer wall of the third steel pipe, and performing blow filling on the top surface of the second blow-filling soil layer 6 until the soft soil is flush with the upper end of the third steel pipe to form a third blow-filling soil layer 7;
step 9, repeating the steps 7-8 until a fifth filling layer is formed and the top surface of the fifth filling layer reaches a second set height;
and 11, grouting from the upper end of any fifth steel pipe to the interior of the fifth steel pipe by adopting a high-pressure grouting mode to form a second gravel pile 10.
In the technical scheme, firstly, soft soil is filled in a cofferdam 1 of an area to be filled by blowing to form a first filling soil layer 2, then the first filling soil layer 2 is pre-reinforced by adopting a vacuum preloading method to achieve a certain bearing capacity, then a plurality of first steel pipes are arranged at intervals on the first filling soil layer 2, the construction of a plurality of first gravel piles 4 is completed, the bearing capacity of the first filling soil layer 2 in the vertical direction is further improved, so that a firm supporting layer is formed, a horizontal plate 5 is arranged on the top surface of the first filling soil layer 2 before the first gravel piles 4 are grouted, a part of slurry can enter between the horizontal plate 5 and the first filling soil layer 2 and is coagulated with a soil body, and the bearing capacity of the top surface of the first filling soil layer 2 in the horizontal direction is improved; then, sequentially processing a second blowing and filling soil layer 6 to a fifth blowing and filling soil layer 9, for processing the second blowing and filling soil layer 6, vertically arranging a plurality of second steel pipes on the horizontal plate 5 at intervals, blowing and filling soft soil on the upper surface of the horizontal plate 5 to form the second blowing and filling soil layer 6, filling broken stones in the second steel pipes, laying a second drainage pipe network communicated with any second steel pipe on the top surface of the second blowing and filling soil layer 6, arranging second soil bags with two open ends on the side wall of any second steel pipe, filling broken stones in any soil bag, enabling any second steel pipe to play a role of a drainage plate, and further pre-reinforcing the second blowing and filling soil layer 6 by adopting a vacuum pre-pressing method; for the treatment of the third blown fill soil layer 7, a third steel pipe is correspondingly and coaxially sleeved on a second steel pipe, other operations are the same as the treatment of the second blown fill soil layer 6, any third steel pipe is connected with the corresponding second steel pipe, the third blown fill soil layer 7 is pre-reinforced by adopting a vacuum preloading method, and meanwhile, the third blown fill soil layer 7 generates pressure on the second blown fill soil layer 6 so as to play a certain reinforcing role; the fourth and fifth blown fill soil layers 8 and 9 are processed in the same way as the third blown fill soil layer 7, and the second steel pipe, the third steel pipe, the fourth steel pipe and the fifth steel pipe which are positioned at the same position are connected up and down to form a spliced steel pipe, the lower end of the spliced steel pipe is positioned on the upper surface of the horizontal plate 5, and the upper end of the spliced steel pipe reaches the designed height; and finally, grouting from the upper end of any fifth steel pipe to the inside of the spliced steel pipes through high-pressure grouting, thereby forming a plurality of second gravel piles 10.
The first blown fill soil layer 2 is pre-reinforced by adopting a vacuum preloading method and reinforced by arranging a plurality of gravel piles to form a firm bearing layer, so that the bearing capacity of the first blown fill soil layer 2 is effectively improved; the foundation on the first dredger fill layer 2 is reinforced by adopting a mode of dredger filling soft soil layer by layer and vacuum preloading, the steel pipe filled with gravel on any dredger fill layer plays a role of a drainage plate, and after the vacuum preloading reinforcement of any dredger fill layer is completed, high-pressure grouting is carried out to form a plurality of second gravel piles 10 so as to further improve the bearing capacity of the foundation in the vertical direction; adopt the mode of successive layer reinforcement to handle the soft district ground of hydraulic reclamation, it is effectual to have the reinforcement, bears the weight of the dynamic height and bears the weight of the even beneficial effect of distribution of ability, can effectively ensure civil engineering's quality and construction safety. In addition, the steel pipes in any one of the blowing and filling soil layers above the first blowing and filling soil layer 2 are the same in size, and the second drainage pipe network for vacuum preloading can be recycled, so that the material investment is reduced; and because the soil bags in the steel pipes of any one of the blow-fill soil layers above the first blow-fill soil layer 2 are removed and a plurality of through holes are arranged on the steel pipes at intervals, when the second gravel pile 10 is formed by high-pressure grouting, a part of slurry enters the surrounding soil body to form a slurry-soil combined body 12, and the bearing capacity of the foundation can be further improved.
In another technical scheme, the first set height is 3-5 m, the second set height is not more than 3 x N m, wherein N is more than or equal to 2 and less than or equal to 6, and N is an integer, so that the reinforcement effect of hydraulic filling soft and weak foundation treatment can be effectively ensured, and the distribution of the bearing capacity of the whole foundation is more uniform.
In another kind of technical scheme, a plurality of gravel piles 4 are rectangular array and arrange, and the interval of two adjacent gravel piles 4 equals, and a plurality of gravel piles 4 are the most suitable distribution, and the bearing capacity of first hydraulic fill soil layer 2 is high and even, is favorable to guaranteeing the reinforcement effect that hydraulic fill weak area ground was handled.
In another technical scheme, a second steel pipe is correspondingly arranged at the central position of any rectangular array unit, and the second gravel pile 10 is the most suitable position, so that the bearing capacity of the hydraulic reclamation soft area foundation is further improved.
In another technical scheme, the distance between the axis of any second steel pipe and the axis of the adjacent first gravel pile 4 is equal to the outer diameter of the second steel pipe, and the outer diameter of the second steel pipe is 2 times of the outer diameter of the first gravel pile 4, so that the uniformity of the distribution of the bearing capacity of the whole hydraulic-filling weak area foundation is improved.
In another technical scheme, in the step 8, one second steel pipe is communicated with a corresponding third steel pipe through one connecting sleeve 11, annular grooves are formed in the upper end face and the lower end face of any connecting sleeve 11, the upper end of the second steel pipe is inserted into the groove of the lower end face of the corresponding connecting sleeve 11, the lower end of the third steel pipe is inserted into the groove of the upper end face of the corresponding connecting sleeve 11, it can be guaranteed that the axis of the third steel pipe and the axis of the corresponding second steel pipe are located on the same straight line, subsequent construction is facilitated, and the reinforcement effect of blow-filling soft area foundation treatment is guaranteed.
While embodiments of the invention have been described 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 (6)
1. The method for treating the foundation of the hydraulic fill weak area is characterized by comprising the following steps of:
step 1, arranging a cofferdam around an area to be hydraulically filled, and then hydraulically filling soft soil into the cofferdam to a first set height to form a first hydraulically filled soil layer;
step 2, laying a layer of first non-woven geotextile on the top surface of a first blow-fill soil layer, inserting a plurality of vertical drainage plates on the first non-woven geotextile at intervals according to a designed position, wherein the lower end of any vertical drainage plate is contacted with the bottom of the first blow-fill soil layer, horizontally laying a first drainage pipe network on the upper surface of the first non-woven geotextile, and the upper end of any vertical drainage plate is communicated with the first drainage pipe network, laying two layers of sealing membranes on the upper surface of the first drainage pipe network to seal the top surface of the first blow-fill soil layer, finally communicating the first drainage pipe network with a vacuum pumping system, starting the vacuum pumping system, closing the vacuum pumping system after vacuum prepressing is completed, and removing the first drainage pipe network;
step 3, inserting a plurality of first steel pipes at intervals according to design positions on the top surface of the first blow-filling soil layer, wherein the upper end of any first steel pipe is flush with the top surface of the first non-woven geotextile, and the lower end of any first steel pipe vertically penetrates through the first non-woven geotextile and the first blow-filling soil layer downwards in sequence and enters the bearing layer;
step 4, for any first steel pipe, placing a first geotextile bag in the first steel pipe by using a grouting pipe, wherein the bottom of the first geotextile bag is positioned at the lower end of the first steel pipe, the edge of the upper end of the first steel pipe protrudes out of the upper end of the first steel pipe, filling broken stones into the first geotextile bag and vibrating the first geotextile bag at the same time until the broken stones are filled on the top surface of the first blown-fill soil layer, then vertically and upwards pulling out the first steel pipe, and after the first steel pipe is pulled out, turning the edge of the upper end of the first geotextile bag downwards outwards and compacting the upper surface of the first nonwoven geotextile by using clay;
and 5: arranging a horizontal plate on the upper surface of the first non-woven geotextile, wherein the periphery of the horizontal plate is in sealing connection with the cofferdam, a plurality of first through holes are arranged on the horizontal plate at intervals, one first geotextile bag is correspondingly provided with one first through hole, and grouting is performed to all the first geotextile bags through grouting pipes to form a plurality of first gravel piles;
step 6, a plurality of second steel pipes are vertically arranged above the horizontal plate at intervals according to the design position, the lower end of any second steel pipe is connected with the upper surface of the horizontal plate, a plurality of second through holes are formed in the side wall at intervals, second soil engineering bags are arranged on the inner walls of the second steel pipes, two ends of any second soil engineering bag are open, the lower end of the second soil engineering bag is flush with the lower end of the second steel pipe, the edge of the upper end of the second soil engineering bag is turned outwards and is tightly attached to the outer wall of the second steel pipe, and soft soil is filled on the upper surface of the horizontal plate until the soft soil is flush with the upper end of the second steel pipe in a blowing mode to form a second blowing and filling soil layer;
step 7, for any second steel pipe, filling broken stones into the second geotextile bags to the top surface of the second blowing and filling soil layer; laying a layer of second non-woven geotextile on the top surface of the second blow-fill soil layer, laying a second drainage pipe network on the upper surface of the second non-woven geotextile in a horizontal paving manner, enabling the upper end of any second steel pipe to penetrate through the second non-woven geotextile and be communicated with the second drainage pipe network, laying two layers of sealing films on the second drainage pipe network to seal the top surface of the second blow-fill soil layer, finally communicating the second drainage pipe network with a vacuum pumping system, starting the vacuum pumping system until vacuum prepressing is completed, closing the second drainage pipe network, removing the second drainage pipe network, and pumping out a second geotextile bag in any second steel pipe;
step 8, coaxially sleeving a third steel pipe at the upper end of a second steel pipe correspondingly, arranging a plurality of third through holes on the side wall of any third steel pipe at intervals, arranging third soil engineering bags on the inner wall, enabling two ends of any third soil engineering bag to be open, enabling the lower end of the third soil engineering bag to be flush with the lower end of the third steel pipe, turning the edge of the upper end downwards outwards and enabling the edge of the upper end to be tightly attached to the outer wall of the third steel pipe, and performing blow filling on the top surface of a second blow-filling soil layer until the soft soil is flush with the upper end of the third steel pipe to form a third blow-filling soil layer;
9, repeating the steps 7-8 until an Nth blowing and filling soil layer is formed and the top surface of the N-th blowing and filling soil layer reaches a second set height;
step 10, for any Nth steel pipe, filling gravels into the Nth geotextile bag to the top surface of the Nth dredger fill layer; laying a layer of Nth non-woven geotextile on the top surface of the Nth blown fill soil layer, laying an Nth drainage pipe network on the upper surface of the Nth non-woven geotextile in a horizontal spreading manner, enabling the upper end of any Nth steel pipe to penetrate through the Nth non-woven geotextile and be communicated with the Nth drainage pipe network, laying two layers of sealing films on the Nth drainage pipe network to seal the top surface of the Nth blown fill soil layer, finally communicating the Nth drainage pipe network with a vacuumizing system, starting the vacuumizing system until vacuum prepressing is completed, closing the vacuumizing system, removing the Nth drainage pipe network, and drawing out the Nth geotextile bag in any Nth steel pipe;
and 11, grouting from the upper end of any one Nth steel pipe to the inside of the Nth steel pipe by adopting a high-pressure grouting mode to form a second gravel pile.
2. The method for treating the foundation of the hydraulic reclamation weak area as claimed in claim 1, wherein the first set height is 3-5 m, the second set height is not more than 3 x N m, N is more than or equal to 4 and less than or equal to 6, and N is an integer.
3. The method for treating the foundation of the hydraulic reclamation weak area as recited in claim 1, wherein the plurality of first gravel piles are arranged in a rectangular array, and the distance between two adjacent first gravel piles is equal.
4. The method for treating the foundation of the hydraulic reclamation weak area as claimed in claim 3, wherein a second steel pipe is correspondingly arranged at the central position of any rectangular array unit.
5. The method for treating a foundation in a hydraulic reclamation weak area as recited in claim 4, wherein the distance between the axis of any one of the second steel pipes and the axis of the adjacent first gravel pile is equal to the outer diameter of the second steel pipe, and the outer diameter of the second steel pipe is 2 times the outer diameter of the first gravel pile.
6. The method for treating the foundation of the hydraulic reclamation weak area as defined in claim 1, wherein in the step 8, a second steel pipe is communicated with a corresponding third steel pipe through a connecting sleeve, annular grooves are formed in the upper end surface and the lower end surface of any connecting sleeve, the upper end of the second steel pipe is inserted into the groove of the lower end surface of the corresponding connecting sleeve, and the lower end of the third steel pipe is inserted into the groove of the upper end surface of the corresponding connecting sleeve.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011230273.7A CN112411795B (en) | 2020-11-06 | 2020-11-06 | Method for treating foundation in hydraulic filling soft and weak area |
| PCT/CN2021/128340 WO2022095881A1 (en) | 2020-11-06 | 2021-11-03 | Foundation treatment method for weak hydraulic-fill region |
| ZA2022/03260A ZA202203260B (en) | 2020-11-06 | 2022-03-18 | Method for treating hydraulically-filled soft foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011230273.7A CN112411795B (en) | 2020-11-06 | 2020-11-06 | Method for treating foundation in hydraulic filling soft and weak area |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112411795A CN112411795A (en) | 2021-02-26 |
| CN112411795B true CN112411795B (en) | 2021-12-21 |
Family
ID=74781792
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011230273.7A Active CN112411795B (en) | 2020-11-06 | 2020-11-06 | Method for treating foundation in hydraulic filling soft and weak area |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN112411795B (en) |
| WO (1) | WO2022095881A1 (en) |
| ZA (1) | ZA202203260B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112411795B (en) * | 2020-11-06 | 2021-12-21 | 中国港湾工程有限责任公司 | Method for treating foundation in hydraulic filling soft and weak area |
| CN115305934A (en) * | 2022-08-10 | 2022-11-08 | 中南大学 | Island building method for protecting existing buildings on sea area silt layer |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4307967B2 (en) * | 2003-12-01 | 2009-08-05 | 鹿島建設株式会社 | Surface treatment method for soft ground |
| CN101235634A (en) * | 2007-01-30 | 2008-08-06 | 南京理工大学 | Bidirectional vacuum prepressing blowing filling soft soil foundation treatment method |
| CN101270571B (en) * | 2007-03-20 | 2011-02-09 | 张伯谦 | Reinforcing method for layered dead weight, prepressing water discharge concretion combination dynamic consolidation soft ground base |
| CN104110024B (en) * | 2013-04-18 | 2015-12-02 | 中交上海航道勘察设计研究院有限公司 | Drainage consolidation method for reinforcement treatment of hydraulic filling soft clay |
| CN105239555B (en) * | 2015-09-28 | 2017-01-18 | 华中科技大学 | Method for treating soft soil foundation through combination of bagged grouting gravel pile and vacuum preloading |
| CN109024529B (en) * | 2018-07-16 | 2020-07-31 | 广州庆合体育设施工程有限责任公司 | Construction method of soft foundation reinforcing structure |
| CN112411795B (en) * | 2020-11-06 | 2021-12-21 | 中国港湾工程有限责任公司 | Method for treating foundation in hydraulic filling soft and weak area |
-
2020
- 2020-11-06 CN CN202011230273.7A patent/CN112411795B/en active Active
-
2021
- 2021-11-03 WO PCT/CN2021/128340 patent/WO2022095881A1/en active Application Filing
-
2022
- 2022-03-18 ZA ZA2022/03260A patent/ZA202203260B/en unknown
Also Published As
| Publication number | Publication date |
|---|---|
| ZA202203260B (en) | 2022-05-25 |
| CN112411795A (en) | 2021-02-26 |
| WO2022095881A1 (en) | 2022-05-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103233454B (en) | Processing method of soaking, vacuum preloading and slurry injecting for sand piles of collapsible loess foundation | |
| CN108166518B (en) | Structure for synchronous treatment of underground pipeline foundation pit and soft soil foundation and reinforcing method thereof | |
| CN100480472C (en) | Quick reinforcing method and reinforcing device for super soft weak soil | |
| CN112411795B (en) | Method for treating foundation in hydraulic filling soft and weak area | |
| CN109881659A (en) | A kind of offshore wind farm steel pipe pile foundation foundation reinforcement method with protection against erosion ability | |
| CN102888834B (en) | A kind of construction method of major diameter broken stone pile | |
| CN100373013C (en) | Treatment method for thick collapsed loess foundation | |
| CN110820716A (en) | Method for dynamic compaction composite treatment of mucky soil foundation by gravel pile, drainage plate and upper filling body | |
| CN106638542A (en) | Consolidation and drainage system for hydraulic fill soil and rapid reinforcement method for hydraulic fill soil | |
| CN106948340A (en) | A kind of construction method of the Manual excavated pile structure of high polymer grouting protection | |
| CN105200973A (en) | Comprehensive treatment method of soft foundation | |
| CN111733792A (en) | Foundation treatment method and system for soft soil foundation vacuum preloading and power consolidation drainage | |
| CN111305250A (en) | Collapsible loess foundation structure treated by T-shaped compaction piles and construction method | |
| CN205636721U (en) | Strain equipment that well vacuum preloading consolidated deep soft soil foundation | |
| CN212375898U (en) | Collapsible loess foundation structure is handled to T shape compaction stake | |
| CN107190709B (en) | Method for building river channel in newly dredged soil reclamation land-enclosed area | |
| CN101591906A (en) | The method for processing foundation of intubate, multipass vacuum well-point dewatering dynamic consolidation | |
| CN105804045A (en) | Equipment for strengthening deep soft soil foundation by vacuum preloading of filter well and method | |
| Deng et al. | Consolidating dredge soil by combining vacuum and dynamic compaction effort | |
| CN101349051B (en) | Saline soil area combined drain system and forced ramming foundation treating method thereof | |
| CN105002883B (en) | Soft foundation is classified relay-type draining concretion method indirectly | |
| CN206667225U (en) | A kind of novel solid drainage system of reinforcing soft ground | |
| CN108411934B (en) | Floating tubular pile, dam retaining structure and construction method thereof | |
| CN113322932B (en) | Method for reinforcing foundation by piling load through combination of vacuum preloading and geomembrane bag device | |
| CN210238543U (en) | Inclined slope surface layered backfill dynamic compaction leveling structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |