CN110424368B - Unconventional vibroflotation alternative construction method - Google Patents
Unconventional vibroflotation alternative construction method Download PDFInfo
- Publication number
- CN110424368B CN110424368B CN201910769819.7A CN201910769819A CN110424368B CN 110424368 B CN110424368 B CN 110424368B CN 201910769819 A CN201910769819 A CN 201910769819A CN 110424368 B CN110424368 B CN 110424368B
- Authority
- CN
- China
- Prior art keywords
- vibroflotation
- drainage plate
- pressure water
- pile
- sleeve
- 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
- 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
- E02D3/054—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil involving penetration of the soil, e.g. vibroflotation
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0038—Production methods using an auger, i.e. continuous flight type
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction method for replacing unconventional vibroflotation, which comprises the following steps: measuring the soil texture and the thickness of a consolidated soil layer, and determining a vibroflotation pile point; secondly, vibroflotation is carried out on each pile point by adopting a vibroflotation device, after vibroflotation is finished, drainage plate driving points are determined among the pile points, and the drainage plate driving points are uniformly arranged at intervals; after the drainage plate is punched and positioned, detecting the SPT value of the soil layer; when the SPT value is more than or equal to 60, drilling holes at each drainage plate by using a drilling machine, and laying the drainage plates; when the SPT value is less than 60, adopting a drainage plate pile driver to punch holes and paving drainage plates; thirdly, carrying out preloading on the laid drainage plates, wherein the preloading height is 5m, and the preloading is 4 months; the invention has simple operation and convenient construction, can replace the prior unconventional vibroflotation device, has more excellent construction effect, and can modify the device in time according to the soil texture condition of the foundation on the construction site so as to achieve the technical effects of rapidness, high efficiency and construction saving.
Description
Technical Field
The invention relates to the technical field of foundation construction. More particularly, the invention relates to a construction method for replacing unconventional vibroflotation.
Background
Vibroflotation is also called as a vibratory water-washing method, and refers to a foundation stabilization method developed on the principle that a sandy soil foundation can be compacted by adding water and vibrating, and is later used for arranging vibroflotation replacement gravel piles in a cohesive soil layer.
However, with the increase of complex geology, especially in the area with sludge liquefaction layer on the basement of the processing ground, which is also called as the offshore hydraulic filling area, the soil hardness of the upper part and the lower part of the soil is different due to different water content, the traditional vibroflotation process is directly limited, and then the application of special vibroflotation process equipment is followed;
the special vibroflotation process is mainly characterized in that a sand pile is formed through vibroflotation to penetrate through the whole foundation layer to form a drainage channel for later-stage preloading, and then the purpose of foundation treatment is achieved through preloading;
the common vibroflotation mixes bottom sludge and backfill sand vibroflotation, after the common vibroflotation compaction, the sludge and the sand are solidified due to water loss in an area above a low tide level to form a hard shell layer with high strength, and the SPT value can be as high as more than 60;
the common vibroflotation mixes bottom sludge and backfill sand by vibroflotation, and after the common vibroflotation compaction, the sludge and sand can not be solidified due to long-term water saturation in an area below a low tide level, the strength is only the strength of sea sand after vibroflotation compaction, and the SPT value is lower than 30;
therefore, a construction method with simple equipment and high efficiency is needed for projects with short construction period and low cost, particularly projects for treating the silt liquefaction interlayer foundation at the bottom of the hydraulic filling area.
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 unconventional vibroflotation construction method which is simple to operate and convenient to construct, does not need to adopt an unconventional vibroflotation device for construction, saves construction cost, does not influence construction progress, can modify the device in time according to the soil texture condition of the foundation on a construction site, and can play a better guiding role particularly for projects with silt liquefaction interlayer foundations at the bottom of a filling area so as to achieve the technical effect of quickly, efficiently and economically constructing.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a superior conventional vibroflotation replacement construction method, comprising:
measuring the soil texture and the thickness of a consolidated soil layer, and determining a vibroflotation pile point;
secondly, vibroflotation is carried out on each pile point by adopting a vibroflotation device, after vibroflotation is finished, drainage plate driving points are determined among the pile points, and the drainage plate driving points are uniformly arranged at intervals; after the drainage plate is punched and positioned, detecting the SPT value of the soil layer;
when the SPT value is more than or equal to 60, drilling holes at each drainage plate by using a drilling machine, and laying the drainage plates;
when the SPT value is less than 60, adopting a drainage plate pile driver to punch holes and paving drainage plates;
and thirdly, carrying out preloading on the laid drainage plates, wherein the preloading height is 5m, and the preloading lasts for 4 months.
Preferably, the drilling machine is an auger drilling machine or a rock drilling machine.
Preferably, the vibroflot power is 130 KW.
Preferably, the vibroflotation operation in the second step is vibroflotation twice at each pile point.
Preferably, the positions of the front row of pile points and the rear row of pile points are staggered.
Preferably, when soil layer SPT more than or equal to 60, the drain bar is laid through the drain bar pile driver, just the construction progress and the drilling machine pore-forming construction progress phase-match of drain bar pile driver to can in time carry out the laying work of drain bar after the hole is accomplished in the messenger brill.
Preferably, the drain bar pile driver includes, drain bar pile driver sleeve, installs the anchor shoe of drain bar pile driver sleeve lower extreme, the drain bar is followed the telescopic upper end of drain bar pile driver is passed and is followed the anchor shoe stretches out its characterized in that, the cover can be dismantled to the sleeve outer wall of drain bar pile driver and be equipped with supplementary broken wall device, supplementary broken wall device includes:
the high-pressure water sleeve is sleeved outside the drainage plate pile driver sleeve, the lower part of the high-pressure water sleeve is fixedly connected with the drainage plate pile driver sleeve through a screw, a high-pressure water hose is fixedly arranged on the inner wall of the high-pressure water sleeve, one end of the high-pressure water hose is closed, the other end of the high-pressure water hose extends out of the high-pressure water sleeve to be communicated with a high-pressure water pump, the high-pressure water hose is spirally wound on the inner wall of the high-pressure water sleeve, a water spraying opening is formed in the position, close to the high-pressure water sleeve, of the high-pressure water hose, a water spraying through hole corresponding to the water spraying opening is;
the outer sleeve is sleeved outside the high-pressure water jacket, an annular clamping groove is coaxially formed in the upper end of the outer sleeve, an annular plate is connected to the upper edge of the high-pressure water jacket, the annular plate is clamped in the annular clamping groove, a coaxial compression spring is arranged in the annular clamping groove, one side of each of two ends of the compression spring is abutted to the inner wall of the annular clamping groove, the other side of each of two ends of the compression spring is abutted to the annular plate, the outer sleeve is communicated with the compression spring to move up and down along the axial direction of the outer sleeve, a plurality of liquid spraying ports are formed in the outer sleeve, and when the compression spring is in a compressed state, the liquid spraying ports in the outer sleeve;
and when the SPT value of the soil layer is less than 60 and more than or equal to 30, the drainage plate pile driver comprising the auxiliary wall breaking device is used for laying the drainage plate.
The invention at least comprises the following beneficial effects:
firstly, compared with the conventional bottom discharging vibroflotation process, the process of ordinary vibroflotation, spiral drilling and drainage plates saves cost and ensures the construction period; changing a special construction process into a common vibroflotation process, and providing technical guidance for a treatment scheme of a sludge liquefaction interlayer foundation at the bottom of a subsequent hydraulic filling area;
compared with the conventional bottom discharging vibroflotation process, the process of ordinary vibroflotation, spiral drilling and drainage plates saves cost and ensures the construction period; changing a special construction process into a common vibroflotation process, and providing technical guidance for a treatment scheme of a sludge liquefaction interlayer foundation at the bottom of a subsequent hydraulic filling area;
the third, adopt supplementary broken wall device can directly reform transform current pile driver, increase the broken wall ability of drain bar pile driver, prevent when carrying out the drain bar and beat the facility, the drain bar breaks or leads to the wire rope fracture because of long-time vibration, leads to the fact the damage to the device, also can effectual extension drain bar pile driver's life.
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 diagram of an auxiliary wall-breaking device according to one embodiment of the present invention;
fig. 2 is a schematic structural diagram of an upper end of the auxiliary wall-breaking device according to one embodiment of the present invention;
fig. 3 is a schematic structural diagram of a lower end portion of the auxiliary wall breaking device according to one embodiment of the present invention;
fig. 4 is a schematic diagram of pile position arrangement of the vibroflotation pile according to one technical solution of the present invention.
Detailed Description
The present invention is further described in detail below with reference to examples so that those skilled in the art can practice the invention with reference to the description.
The implementation place of the invention takes the construction of the multipurpose wharf of Ecuador Borkha as an example, the area has a hydraulic filling area of 6 thousands of flats, and the bottom of the area has a plurality of sludge liquefaction layers; the foundation reinforcement treatment and the formation of the sand pile drainage channel are carried out by adopting the ultra-conventional vibroflotation process according to the design requirements, the preloading construction with the duration of 4 months and the height of 5m is carried out after the construction is finished, the total construction period of the project is only 24 months, and the project cannot normally perform due to the factors of insufficient resources and equipment of the project and the like, so the optimization of the construction process is needed, the foundation treatment time is shortened as the target, and the important effect is played on the normal performance of the project.
< example 1>
The construction method is replaced by the unconventional vibroflotation, and comprises the following specific construction steps:
measuring the soil texture and the thickness of a consolidated soil layer, and determining a vibroflotation pile point; determining a foundation treatment method by detecting soil quality, and performing different putting treatment methods according to different soil quality types of a treatment area;
adopting a mechanical rolling method on shallow unsaturated and soft foundations, collapsible loess foundations, expansive soil foundations, seasonal frozen soil foundations, plain filling and miscellaneous filling foundations;
adopting a pad layer changing method on shallow soft foundation and uneven foundation;
adopting a dynamic compaction method on foundations such as gravel soil, sandy soil, low-saturation silt, cohesive soil, collapsible loess, miscellaneous fill, plain fill and the like;
adopting a vibroflotation method on medium and coarse sand foundations with the grain content not more than 10 percent; wherein, the vibroflotation type is selected by vibroflotation method without filler;
after the area to be vibrofloted is determined, wherein the area to be vibrofloted is a sea sand reclamation area, the depth of vibroflots and the position of the vibroflot are determined according to the measured thickness of the consolidated soil layer, wherein the vibroflot positions are in-line positions, the pile positions in the front row and the pile positions in the rear row are arranged in a staggered mode, the distance between the center of each pile position and the center of the adjacent pile position is 2m, the diameter of each pile position is 1m, and the specific reference is shown in figure 4 of the attached drawing of the specification;
secondly, vibroflotation is carried out on each pile point by adopting a vibroflotation device, the vibroflotation device is a commercially available common vibroflotation device, the power of the vibroflotation device is 130KW, after vibroflotation is finished, the driving points of the drainage plates are determined among the vibroflotation pile points, and the driving points of each drainage plate are uniformly arranged at intervals; after the drainage plate is punched and positioned, detecting the SPT value of the soil layer;
when the SPT value is more than or equal to 60, drilling holes at each drainage plate by using a drilling machine, and laying the drainage plates, wherein the drilling distance of the drainage plates is 1 m;
when the SPT value is smaller than 60, punching by using a drainage plate pile driver, laying drainage plates, wherein the distance between the drainage plates is 1 m;
after the vibroflotation operation is finished, the hardness of the soil around the vibroflotation pile can be changed, and due to special geological reasons, the hardness of the soil at different depths is different, bottom sludge and backfill sand are vibroflotation mixed by common vibroflotation, and after common vibroflotation compaction, the sludge and the sand are consolidated due to water loss in an area above a low tide level to form a hard shell layer with high strength, and the SPT value can be as high as more than 60; the common vibroflotation mixes bottom sludge and backfill sand by vibroflotation, and after the common vibroflotation compaction, the sludge and sand can not be solidified due to long-term water saturation in an area below a low tide level, the strength is only the strength of sea sand after vibroflotation compaction, and the SPT value is lower than 30; therefore, for foundations with different hardness, the pile hammer of the pile driver for the drainage plate has limited hardness and cannot be effectively constructed, the drainage plate is inserted into the foundation, so that the construction needs to be carried out by adopting different means according to the foundations with different SPT values, when the measured SPT value is more than or equal to 60, a drilling machine is adopted to drill holes at each drainage plate drilling set point, wherein, a spiral drilling machine or a rock drilling device can be selected according to the difference of the soil water content, the water content of the foundation in the area is more, so the spiral drilling machine is adopted to operate, the depth of the spiral drilling machine during drilling reaches 4.5m according to the field construction condition, the drainage plate can be smoothly paved by the pile driver for the area with dry soil, and the rock drilling device is easy to block a drilling pipeline when used in the area with dry soil, after the drilling machine drills holes at the designated drainage plate drilling set point, immediately paving the drainage plate to prevent hole collapse and hole plugging caused by external artificial reasons, and performing corresponding construction according to the drilled holes of the spiral drill when the drainage plate is arranged, so as to avoid dislocation to prevent the drainage plate from being arranged;
when the SPT value is less than 60, the drainage plate pile driver can smoothly lay the drainage plates, so that the drainage plates are directly laid by using the method, and the distance between the drainage plates is 1 m;
and thirdly, carrying out preloading on the laid drainage plates, wherein the preloading height is 5m, and the preloading lasts for 4 months.
< example 2>
The construction method is replaced by the unconventional vibroflotation, and comprises the following specific construction steps:
measuring the soil texture and the thickness of a consolidated soil layer, and determining a vibroflotation pile point; determining a foundation treatment method by detecting soil quality, and performing different putting treatment methods according to different soil quality types of a treatment area;
adopting a mechanical rolling method on shallow unsaturated and soft foundations, collapsible loess foundations, expansive soil foundations, seasonal frozen soil foundations, plain filling and miscellaneous filling foundations;
adopting a pad layer changing method on shallow soft foundation and uneven foundation;
adopting a dynamic compaction method on foundations such as gravel soil, sandy soil, low-saturation silt, cohesive soil, collapsible loess, miscellaneous fill, plain fill and the like;
adopting a vibroflotation method on medium and coarse sand foundations with the grain content not more than 10 percent; wherein, the vibroflotation type is selected by vibroflotation method without filler;
after the area to be vibrofloted is determined, wherein the area to be vibrofloted is a sea sand reclamation area, the depth of vibroflots and the position of the vibroflot are determined according to the measured thickness of the consolidated soil layer, wherein the vibroflot positions are in-line positions, the pile positions in the front row and the pile positions in the rear row are arranged in a staggered mode, the distance between the center of each pile position and the center of the adjacent pile position is 2m, and the diameter of each pile position is 1 m;
secondly, vibroflotation is carried out on each pile point by adopting a vibroflotation device, the vibroflotation device is a commercially available ordinary vibroflotation device, the power of the vibroflotation device is 130KW, vibroflotation operation is carried out twice on each pile point, namely, the vibroflotation device is vibrated twice after touching the bottom, on one hand, the vibroflotation range can be enlarged, on the other hand, the vibroflotation pile foundation can be further compacted, the pile foundation is prevented from being soaked and dispersed by water flow at a low tide level, after vibroflotation is finished, water drainage plate driving points are determined among the vibroflotation pile points, and the water drainage plate driving points are uniformly arranged at intervals; after the drainage plate is punched and positioned, detecting the SPT value of the soil layer;
when the SPT value is more than or equal to 60, drilling holes at each drainage plate by using a drilling machine, and laying the drainage plates, wherein the drilling distance of the drainage plates is 1 m;
when the SPT value is smaller than 60, punching by using a drainage plate pile driver, laying drainage plates, wherein the distance between the drainage plates is 1 m;
after the vibroflotation operation is finished, the hardness of the soil around the vibroflotation pile can be changed, and due to special geological reasons, the hardness of the soil at different depths is different, bottom sludge and backfill sand are vibroflotation mixed by common vibroflotation, and after common vibroflotation compaction, the sludge and the sand are consolidated due to water loss in an area above a low tide level to form a hard shell layer with high strength, and the SPT value can be as high as more than 60; the common vibroflotation mixes bottom sludge and backfill sand by vibroflotation, and after the common vibroflotation compaction, the sludge and sand can not be solidified due to long-term water saturation in an area below a low tide level, the strength is only the strength of sea sand after vibroflotation compaction, and the SPT value is lower than 30; therefore, for foundations with different hardness, the pile hammer of the pile driver for the drainage plate has limited hardness and cannot be effectively constructed, the drainage plate is inserted into the foundation, so that the construction needs to be carried out by adopting different means according to the foundations with different SPT values, when the measured SPT value is more than or equal to 60, a drilling machine is adopted to drill holes at each drainage plate drilling set point, wherein, a spiral drilling machine or a rock drilling device can be selected according to the difference of the soil water content, the water content of the foundation in the area is more, so the spiral drilling machine is adopted to operate, the depth of the spiral drilling machine during drilling reaches 4.5m according to the field construction condition, the drainage plate can be smoothly paved by the pile driver for the area with dry soil, and the rock drilling device is easy to block a drilling pipeline when used in the area with dry soil, after the drilling machine drills holes at the designated drainage plate drilling set point, immediately paving the drainage plate to prevent hole collapse and hole plugging caused by external artificial reasons, and performing corresponding construction according to the drilled holes of the spiral drill when the drainage plate is arranged, so as to avoid dislocation to prevent the drainage plate from being arranged;
when the SPT value is less than 60, the drainage plate pile driver can smoothly lay the drainage plates, so that the method is directly used for laying the drainage plates;
when the soil layer SPT value is less than 60 and more than or equal to 30, a drainage board pile driver comprising an auxiliary wall breaking device is used for laying the drainage board, as shown in the attached figures 1-3 of the specification;
the drain bar pile driver includes, drain bar pile driver sleeve 1, installs the anchor shoe 10 of the 1 lower extreme of drain bar pile driver sleeve the drain bar is followed the upper end of drain bar pile driver sleeve 1 is passed the follow anchor shoe 10 stretches out, the cover can be dismantled to the 1 outer wall of drain bar pile driver sleeve and be equipped with supplementary broken wall device, supplementary broken wall device includes:
the high-pressure water sleeve 3 is sleeved outside the drainage plate pile driver sleeve 1, the lower part of the high-pressure water sleeve 3 is fixedly connected with the drainage plate pile driver sleeve 1 through a screw 7, a high-pressure water hose 9 is fixedly arranged on the inner wall of the high-pressure water sleeve 3, one end of the high-pressure water hose 9 is closed, the other end of the high-pressure water hose extends out of the high-pressure water sleeve 3 to be communicated with a high-pressure water pump, the high-pressure water hose 9 is spirally wound on the inner wall of the high-pressure water sleeve 3, a water spraying opening 8 is arranged at the position, close to the high-pressure water sleeve 3, of the high-pressure water hose 9, a water spraying through hole 4 corresponding to the water;
the outer sleeve 2 is sleeved outside the high-pressure water sleeve 3, an annular clamping groove 6 is coaxially arranged at the upper end of the outer sleeve 2, an annular plate is connected to the upper edge of the high-pressure water sleeve 3, the annular plate is clamped in the annular clamping groove 6, a coaxial compression spring 11 is arranged in the annular clamping groove 6, one side of each of two ends of the compression spring 11 is abutted to the inner wall of the annular clamping groove 6, the other side of each of two ends of the compression spring 11 is abutted to the annular plate, the outer sleeve 2 moves up and down along the axial direction of the outer sleeve 2 through the compression spring 11, a plurality of liquid spraying ports 5 are formed in the outer sleeve 2, and when the compression spring 11 is in a compressed state, the liquid spraying ports 5 in the outer sleeve;
and thirdly, carrying out preloading on the laid drainage plates, wherein the preloading height is 5m, and the preloading lasts for 4 months.
< comparative example 1>
When the unconventional vibroflotation substitution method is carried out, other alternatives exist;
firstly, a drainage plate is punched, piled and pre-pressed, and then common vibroflotation is carried out;
the advantages are that: firstly, the drainage plate is punched, piled, loaded and pre-pressed, then vibroflotation construction is carried out, the reclamation sand is not vibroflotation compacted, and the drainage plate is easy to punch;
the disadvantages are as follows: the heaped materials need to be completely excavated, the excavation amount is increased, and the high-pressure water can liquefy the sludge liquefaction layer with the processed bottom for the second time during vibroflotation, so that the foundation treatment quality is reduced.
< comparative example 2>
When the unconventional vibroflotation substitution method is carried out, other alternatives exist;
firstly, a drainage plate is punched, then common vibroflotation is carried out, and finally surcharge preloading is carried out;
the advantages are that: the drainage plate is easy to arrange and shake and flush, and the hydraulic reclamation sand layer does not need to be excavated again after the preloading is finished, so that the excavation amount is reduced;
the disadvantages are as follows: the damage to the arranged drainage plate is caused during vibroflotation, and the preloading quality is influenced.
< comparative example 3>
The existing ultra-conventional vibroflotation scheme is adopted for construction;
the foundation treatment is finished within 8 months according to the project period plan, the time of removing the preloading and unloading is 4.5 months, the residual treatment time is only 3.5 months of vibroflotation time, and the efficiency of the super-conventional bottom discharge vibroflotation provided by the design is as follows according to the communication with professional foundation treatment companies: 600m/24 h, and the ultra-conventional bottom discharge vibroflotation equipment can only work for single-head equipment, so that the project is analyzed comprehensively to have vibroflotation 533545m in total, and the effective working time per month is 26 days, so that 533545/600/26/3.5/10 sets of equipment are required for simultaneous construction operation; according to the analysis, the total cost is up to 314 ten thousand dollars, and the price is lost to 77 ten thousand dollars compared with the bid price; the construction cost is high, and the construction period is long;
and the construction method of the embodiment 1 is adopted, the vibroflotation construction is two shifts working in 24 hours, 1300-grade construction can be carried out every day according to 3-head vibroflotation and 2-head vibroflots, then 60000 ÷ 1300 ÷ 23 ≈ 2 months, according to the efficiency of a single drilling device of 130 holes/day and the total number of holes, 44223 ÷ 130 ÷ 2 ÷ 23 ÷ 2 ≈ 4 drilling machines are needed, namely, the drilling construction can be completed within 2 months by 24-hour operation of 4 drilling machines, the construction of the drainage plate needs to be matched with the construction progress of hole forming of the spiral drilling machine, and the piling operation needs two shifts working in 24 hours according to the efficiency of 300 piling of a single drainage plate, so that two shifts working in 24 hours are needed by 2 drainage plate piling machines.
Compared with the conventional bottom discharging vibroflotation process, the process of ordinary vibroflotation, spiral drilling and drainage plate is lower in cost and guarantees construction period.
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 unconventional vibroflotation alternative construction method is characterized by comprising the following steps of:
measuring the soil texture and the thickness of a consolidated soil layer, and determining a vibroflotation pile point;
secondly, vibroflotation is carried out on each pile point by adopting a vibroflotation device, after vibroflotation is finished, drainage plate driving points are determined among the pile points, and the drainage plate driving points are uniformly arranged at intervals; after the drainage plate is punched and positioned, detecting the SPT value of the soil layer;
when the SPT value is more than or equal to 60, drilling holes at each drainage plate by using a drilling machine, and laying the drainage plates;
when the SPT value is less than 60, adopting a drainage plate pile driver to punch holes and paving drainage plates;
thirdly, carrying out preloading on the laid drainage plates, wherein the preloading height is 5m, and the preloading is 4 months;
the drain bar pile driver includes, drain bar pile driver sleeve, installs the anchor boots of drain bar pile driver sleeve lower extreme the drain bar is followed the telescopic upper end of drain bar pile driver is passed the follow the anchor boots are stretched out, the detachable cover of drain bar pile driver sleeve outer wall is equipped with supplementary broken wall device, supplementary broken wall device includes:
the high-pressure water sleeve is sleeved outside the drainage plate pile driver sleeve, the lower part of the high-pressure water sleeve is fixedly connected with the drainage plate pile driver sleeve through a screw, a high-pressure water hose is fixedly arranged on the inner wall of the high-pressure water sleeve, one end of the high-pressure water hose is closed, the other end of the high-pressure water hose extends out of the high-pressure water sleeve to be communicated with a high-pressure water pump, the high-pressure water hose is spirally wound on the inner wall of the high-pressure water sleeve, a water spraying opening is formed in the position, close to the high-pressure water sleeve, of the high-pressure water hose, a water spraying through hole corresponding to the water spraying opening is;
the outer sleeve is sleeved outside the high-pressure water jacket, an annular clamping groove is coaxially formed in the upper end of the outer sleeve, an annular plate is connected to the upper edge of the high-pressure water jacket, the annular plate is clamped in the annular clamping groove, a coaxial compression spring is arranged in the annular clamping groove, one side of each of two ends of the compression spring is abutted to the inner wall of the annular clamping groove, the other side of each of two ends of the compression spring is abutted to the annular plate, the outer sleeve moves up and down along the axial direction of the outer sleeve through the compression spring, a plurality of liquid spraying ports are formed in the outer sleeve, and when the compression spring is in a compression state, the liquid spraying ports in the outer sleeve correspond to the;
and when the SPT value of the soil layer is less than 60 and more than or equal to 30, laying the drainage plate by using a drainage plate pile driver comprising an auxiliary wall breaking device.
2. The unconventional vibroflotation replacement construction method according to claim 1, wherein the drill is an auger or a rock drill.
3. The unconventional vibroflotation replacement construction method according to claim 1, wherein the vibroflotation device has a power of 130 KW.
4. The unconventional vibroflotation construction method according to claim 1, wherein the vibroflotation operation in the second step is performed twice per pile point.
5. The unconventional vibroflotation construction method according to claim 1, wherein the positions of the pile points in the front row and the pile points in the rear row of the vibroflotation pile points in the step one are staggered.
6. The unconventional vibroflotation replacement construction method according to claim 1, wherein the drainage plate is laid by a drainage plate pile driver when the soil layer SPT is 60 or more, and the construction schedule of the drainage plate pile driver is matched with the drilling schedule of a drilling machine so that the laying work of the drainage plate can be performed in time after the hole is drilled.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910769819.7A CN110424368B (en) | 2019-08-20 | 2019-08-20 | Unconventional vibroflotation alternative construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910769819.7A CN110424368B (en) | 2019-08-20 | 2019-08-20 | Unconventional vibroflotation alternative construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110424368A CN110424368A (en) | 2019-11-08 |
| CN110424368B true CN110424368B (en) | 2021-04-09 |
Family
ID=68417109
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910769819.7A Active CN110424368B (en) | 2019-08-20 | 2019-08-20 | Unconventional vibroflotation alternative construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110424368B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114875886B (en) * | 2022-06-09 | 2023-04-28 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of expanded diameter vibroflotation gravel pile |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006037470A (en) * | 2004-07-26 | 2006-02-09 | Totaku Industries Inc | Drain plate |
| CN101349052A (en) * | 2008-09-09 | 2009-01-21 | 建研地基基础工程有限责任公司 | Saline soil area combined drain system and combined water drain forced ramming foundation treating method thereof |
| CN201588206U (en) * | 2009-11-12 | 2010-09-22 | 任再永 | Water discharge pile pipe |
| CN104018488A (en) * | 2014-06-19 | 2014-09-03 | 中交天航港湾建设工程有限公司 | Auxiliary device for installing plastic drainage plate by hitting on basis of cohesive soil foundation in flowing plastic state |
-
2019
- 2019-08-20 CN CN201910769819.7A patent/CN110424368B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006037470A (en) * | 2004-07-26 | 2006-02-09 | Totaku Industries Inc | Drain plate |
| CN101349052A (en) * | 2008-09-09 | 2009-01-21 | 建研地基基础工程有限责任公司 | Saline soil area combined drain system and combined water drain forced ramming foundation treating method thereof |
| CN201588206U (en) * | 2009-11-12 | 2010-09-22 | 任再永 | Water discharge pile pipe |
| CN104018488A (en) * | 2014-06-19 | 2014-09-03 | 中交天航港湾建设工程有限公司 | Auxiliary device for installing plastic drainage plate by hitting on basis of cohesive soil foundation in flowing plastic state |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110424368A (en) | 2019-11-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Smoltczyk | Geotechnical Engineering Handbook, Procedures | |
| KR930012067B1 (en) | Process for compaction reinforcement grouting or for decompaction drainage and for construction of linear works and plane works in the soils | |
| CN102011391B (en) | Reinforcement processing method of soft foundation | |
| CN103806432B (en) | Method for treating foundations in slope filling and digging joint part of wet and soft zone in loess region | |
| JP2008175012A (en) | Cast-in-place pile construction method and construction apparatus | |
| Brown | Practical considerations in the selection and use of continuous flight auger and drilled displacement piles | |
| CN106522191A (en) | Transformer substation foundation treatment method and application thereof | |
| CN110424368B (en) | Unconventional vibroflotation alternative construction method | |
| JP6905816B2 (en) | Displacement-reducing compaction sand pile construction hollow pipe and compaction sand pile construction method | |
| CN107100160A (en) | A kind of construction technology for lower storage reservoir check dam vibro-replacement stone column | |
| CN102587385A (en) | Foundation pit supporting method for sludge-exchanged and filled soft soil | |
| CN112081996B (en) | Environment-friendly construction method for shallow-buried flexible pipeline | |
| CN101591906A (en) | The method for processing foundation of intubate, multipass vacuum well-point dewatering dynamic consolidation | |
| US20200277748A1 (en) | Apparatuses for constructing displacement aggregate piers | |
| CN206385525U (en) | A kind of timber structure for preventing the high backfill earthwork from sinking | |
| CN112878301B (en) | Pre-soaking dynamic compaction treatment method for desert engineering foundation | |
| JP4092411B2 (en) | Soil disposal method, foundation pile construction method to treat the soil | |
| CN104963349A (en) | Construction method for backfilling of underground foundation pit excavation soil | |
| CN102979095A (en) | Method for constructing triaxial cement-soil mixing piles in ultra-hard soil layer | |
| RU2596621C1 (en) | Method for foundation enhancing | |
| CN205617422U (en) | Pipeline reinforced structure | |
| CN117513292B (en) | Method for treating mud stone transition area by combining preloading and high-pressure jet grouting pile | |
| CN106884443A (en) | The construction method for grouting reinforcement that foundation bottom is come to nothing | |
| JP2011202429A (en) | Construction device of columnar ground improving pile, and construction method of columnar ground improving pile | |
| He et al. | Steel Tanks On Deep Vibro Techniques Improved Ground |
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 |