CN110820719A - Vacuum preloading dynamic compaction electroosmosis method for conductive plastic drainage plate - Google Patents

Vacuum preloading dynamic compaction electroosmosis method for conductive plastic drainage plate Download PDF

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Publication number
CN110820719A
CN110820719A CN201810917272.6A CN201810917272A CN110820719A CN 110820719 A CN110820719 A CN 110820719A CN 201810917272 A CN201810917272 A CN 201810917272A CN 110820719 A CN110820719 A CN 110820719A
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China
Prior art keywords
vacuum
electroosmosis
drainage plate
drainage
vacuum preloading
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CN201810917272.6A
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Chinese (zh)
Inventor
胡海云
王有成
张�荣
钱国双
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Jiangyin Gewu New Material Technology Co Ltd
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Jiangyin Gewu New Material Technology Co Ltd
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Priority to CN201810917272.6A priority Critical patent/CN110820719A/en
Publication of CN110820719A publication Critical patent/CN110820719A/en
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02Improving by compacting
    • E02D3/10Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains

Abstract

The invention discloses a vacuum preloading dynamic compaction electroosmosis method of a conductive plastic drainage plate, which comprises a vacuum preloading drainage method and an electroosmosis method, wherein the vacuum preloading drainage method comprises the following steps: step A, preparing construction; step A, paving a sand cushion layer; step A, constructing a clinker drainage plate; step A, laying a pipe network and paving a film; construction preparation: a. checking drawings, rechecking design data and understanding design intentions; b. inspecting raw materials; c. after the vacuum preloading equipment enters the field, various performances of the vacuum preloading equipment are checked, a field process test is carried out, the construction process parameters are ensured to meet the design requirements, and the vacuum preloading equipment is maintained; d. processing the earth surface; laying a sand cushion layer: a. measuring and paying off; the vacuum preloading drainage method has the characteristics of simple and convenient construction, capability of obviously eliminating the settlement of a soft soil foundation and low manufacturing cost; the electroosmosis method has more obvious drainage effect and can accelerate drainage, and electroosmosis can not only discharge free water, but also discharge weak bound water.

Description

Vacuum preloading dynamic compaction electroosmosis method for conductive plastic drainage plate
Technical Field
The invention relates to the technical field of drainage plate construction, in particular to a vacuum preloading dynamic compaction electroosmosis method for a conductive plastic drainage plate.
Background
Vacuum preloading drainage method: the principle of the drainage consolidation method is that a vertical drainage channel is arranged in a foundation, and the characteristics that the soft soil is consolidated through drainage (pore water in the soft soil is removed) under the action of external load, the pore ratio is reduced, and the soil density is still maintained after unloading are utilized, so that the allowable bearing capacity of the soft foundation is improved. The disadvantages of such methods are: 1) the drainage channels (drainage bodies) of pore water are sand wells, bagged sand wells and plastic drainage plates, the drainage consolidation speed is slow, and the efficiency is low, so the prepressing period and the construction period are long; 2) the vacuum degree attenuation of the sand well vacuum combined preloading method and the plastic drainage plate vacuum combined preloading method is fast, the vacuum degree attenuation is generally transmitted to about 12m below the foundation at most, namely the vacuum degree attenuation is 0, the soft foundation below the depth cannot be directly influenced, and the post-construction settlement is large. For example, the prepressing period of 15 months on a certain section of the Jingzhu expressway is insufficient, so that the post-construction settlement is overlarge. If a pre-compaction period of 10 years, 20 years or more is set, the post-construction settlement can be always controlled within the required range, but such a long period is impractical.
The electroosmosis method is a reinforcing method for improving the soil property by inserting a metal electrode into soil under the action of an electric field, and applying direct current to the metal electrode, so that water in the soil flows from an anode to a cathode to generate electroosmosis, thereby reducing the water content or the underground water level of high-viscosity soil. Inserting a metal electrode into the soil, and introducing direct current, wherein under the action of an electric field, water in the soil flows from an anode to a cathode to generate electroosmosis, so that the water content or the underground water level of the high-viscosity soil is reduced, and the soil property is improved; however, electroosmosis reveals major problems: (1) the metal electrode is easy to corrode, so that electroosmosis is difficult to continue and needs to be replaced continuously; (2) the electric energy consumption is large; (3) the soil body near the anode often generates cracks due to the reduction of the water content, so that the resistivity of the soil body is increased, the electroosmosis energy consumption is increased, the effect is reduced, and the size and the depth of the cracks are related to the reduction degree of the water content and the soil quality; (4) a drainage channel is generally specially arranged on the cathode; (5) in engineering application, how to realize the automatic control problems of 'intermittent electrification' and 'electrode conversion' so as to improve the construction operability needs to be improved. Therefore, a vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate is designed.
Disclosure of Invention
The invention aims to provide a vacuum preloading dynamic compaction electroosmosis method for a conductive plastic drainage plate, which aims to solve the problems in the background technology.
In order to solve the technical problems, the invention provides the following technical scheme: the utility model provides a vacuum preloading dynamic compaction electroosmosis of conductive plastic drain bar, includes vacuum preloading drainage method and electroosmosis, and wherein vacuum preloading drainage method includes the following step: step A, preparing construction; step A, paving a sand cushion layer; step A, constructing a clinker drainage plate; step A, laying a pipe network and paving a film;
in the first step, construction preparation is carried out:
a. checking drawings, rechecking design data and understanding design intentions;
b. inspecting raw materials;
c. after the vacuum preloading equipment enters the field, various performances of the vacuum preloading equipment are checked, a field process test is carried out, the construction process parameters are ensured to meet the design requirements, and the vacuum preloading equipment is maintained;
d. processing the earth surface;
wherein in the second step A, a sand cushion layer is laid:
a. measuring and setting-out, namely measuring and setting-out the range of the sand cushion layer by a transit and a level gauge by a measurement engineer before construction, setting out a longitudinal control pile of the line, and measuring the central elevation of the road arch;
b. paving a sand cushion under the film; horizontally pushing the piled sand forwards along the longitudinal direction of the line by using a bulldozer, paving and leveling the sand material by manual cooperation, finally manually finishing the working surface, and carrying out static pressure by using a light compaction machine to ensure that the flatness, the paving thickness and the compactness of the sand cushion layer meet the requirements;
c. paving the sand cushion on the film, namely pouring sand on the film by using an excavator, paving manually, and carrying out static pressure by using a light compaction machine;
in the step A, constructing a clinker drainage plate:
a. within the range of the reinforcing area determined by lofting, setting a board punching position of the plastic drainage board by using a theodolite and a steel ruler; and marking with a drain board core;
b. moving and positioning the board inserting machine, and installing a pile shoe of the drainage board; when the pile shoe is beaten, the operator of the board inserting machine controls the landing of the pile shoe of the board inserting machine to be in place, and the error of the pile shoe is controlled within the range of 100 mm;
c. vertically inserting a plastic drainage plate downwards and driving a pile pipe to a designed elevation; the construction operator controls the verticality deviation of the pile pipe during downward insertion not to be more than 1.5% according to the metal movable hammer needle and the dial which are arranged on the plate inserting machine;
d. pulling the pile pipe upwards until the lower end of the pile pipe is 50cm higher than the sand cushion layer surface;
e. cutting the drainage plate, controlling the exposed length of the drainage plate above the top surface of the sand cushion layer to be more than 30cm, timely removing silt brought up during the setting to a specified place, and treating according to design requirements;
f. the machine is moved to carry out the construction of the next drainage plate;
in the step A, the pipe network is laid and the film is laid:
a. embedding a vacuum tube: after the second sand cushion layer is constructed, vacuum pipes can be laid, and when the process is carried out, the plastic drainage plate exposed out of the sand cushion layer is buried in the sand cushion layer, and sharp impurities such as shells and the like on the surface of the sand cushion layer are removed; the vacuum pipe network and the branch filter pipes are arranged according to a design form;
b. laying a first layer of geotextile, namely laying the first layer of geotextile after the vacuum measuring head and other testing elements are buried; spreading the craft cloth in a certain direction according to the field condition and paving the craft cloth flatly; the lap joint part of the upper working cloth is sewn by a hand-held sewing machine; the laying range is slightly larger than the range of the reinforced area, and each side is widened by about 1 m;
c. digging a sealing ditch, namely arranging the sealing ditch around the reinforced area, adopting a manual excavator to excavate, backfilling the sealing ditch with sludge or clay and irrigating after a sealing film is laid, wherein the depth of the sealing ditch is generally not less than 1.5 m;
d. laying sealing films, namely checking the smoothness of the geotextile before laying the films, removing sharp impurities, sequentially laying the sealing films according to the designed layer number to cover the whole prepressing area, splicing the sealing films by a hot bonding method, and ensuring that the lap joint length is not less than 15 mm; burying the periphery of the membrane into the sealed trench along the inner wall of the sealed trench, and backfilling with clay to compact;
e. the film outlet connection and the vacuum pump system are installed, namely the vacuum main pipe is connected with the vacuum pump through a film outlet device, the connection of the film outlet device must be firm, and the sealing is reliable;
f. trial vacuumizing, namely arranging all vacuumizing equipment in place, performing trial vacuumizing, checking the sealing property, finding out the problems, searching the reasons and timely processing the problems;
g. laying a second layer of geotextile; after the vacuumizing is normal, laying a second layer of geotextile on the membrane, wherein the laying requirement is the same as that of the first layer; laying a sand cushion layer on the second layer of geotextile;
h. filling the roadbed, namely filling the upper-layer embankment after the reading of the vacuum degree is continuously stable for a set time, and performing vacuum and preloading combined; the vacuum negative pressure can balance the outward extrusion effect generated by the stacking, so that the filling of the upper embankment is not limited by the filling rate;
the electroosmosis method comprises the following steps of B, first vacuum electroosmosis precipitation; b, performing point ramming for the first time; step B, performing vacuum electroosmosis precipitation for the second time; step B, performing point ramming for the second time; step B, full ramming:
in the step B I, the first vacuum electroosmosis precipitation:
the dewatering lasts for 18 days, the water level is reduced to be below 3.5m, the water content of the soil body within 6m is reduced to be about 26 percent, and the dynamic compaction requirement is met;
in the second step, the first ramming pass is carried out:
starting to test and tamp by adopting 1200KN.m and 1500KN.m respectively after the first vacuum electroosmosis precipitation, and finally adopting 1500KN.m, wherein each tamping point is impacted by 3-4 with the distance of 6m and is arranged in a square shape;
in the third step B, the second vacuum electroosmosis precipitation:
after the first point ramming is finished, pipe arrangement and equipment installation of second precipitation are finished within three days, and then vacuum electroosmosis precipitation is finished within 7 days;
in the fourth step, point ramming is performed for the second time:
after the second precipitation is finished, the second point ramming is started, 1500KN.m and 1800KN.m are adopted for trial ramming respectively, and finally 1800KN.m is adopted for 3-4 ramming of each ramming point, and the ramming points are arranged in a square mode with the distance of 6 m;
and in the fifth step B, full tamping:
and after the second point tamping is finished, fully tamping every 10 days for 7 days, wherein the tamping can be performed by 1 click at 1/3 points by adopting 1500KN.
According to the technical scheme, in the vacuum preloading drainage method, the effect of vacuum preloading reinforcement of the soft soil foundation is detected in the last step of pipe network layout and film laying, and the physical and mechanical indexes of the foundation soil can be subjected to a contrast test through in-situ drilling sampling before and after preloading.
According to the technical scheme, in the electroosmosis method, secondary sampling, field static sounding and a cross plate test are started 3 days after full compaction is finished.
According to the technical scheme, in the vacuum preloading drainage method, the raw material inspection comprises the following steps:
1) sand material inspection, wherein the sand is subjected to grading and mud content inspection before entering a field, and qualified sand materials can enter the field;
2) inspecting the plastic drainage plate, namely inspecting the product certification and the performance report sheet of the drainage plate before entering a field, performing spot inspection on the drainage plate according to inspection batches, quantity and inspection methods specified by inspection standards, and starting construction after the drainage plate is qualified;
3) the vacuum pipe network, the sealing film and the like are prefabricated and processed by a specified professional manufacturer according to the material and size requirements specified by design, and are checked and accepted on site.
According to the technical scheme, in the vacuum preloading drainage method, the surface treatment comprises the following steps:
1) before construction, a temporary drainage ditch is made, and surface water is led out of a foundation reinforcement treatment range in time;
2) removing surface silt, turf and sundries, transporting the surface silt, turf and sundries to a specified position by using a vehicle with a sealing groove, and treating the surface silt, turf and sundries according to design requirements;
3) after the ground surface is dried, the ground surface is roughly leveled by a pusher, a filler meeting the design is used for making a road arch, and the cross slope, the bottom width and the compaction degree of the road arch are inspected after leveling and rolling so as to ensure that the road arch meets the design requirements.
According to the technical scheme, in the electroosmosis method, the equipment needs to enter a field and be installed before the first vacuum electroosmosis precipitation; and the field sampling, testing and detecting instrument is buried.
According to the technical scheme, in the vacuum preloading drainage method, after the plastic drainage plate is qualified in the construction of the clinker drainage plate, the holes formed around the drainage plate during the construction are backfilled by sand and tamped, and the drainage plate is embedded in the sand cushion.
Compared with the prior art, the invention has the following beneficial effects: the vacuum preloading drainage method has the characteristics of simple and convenient construction, capability of obviously eliminating the settlement of a soft soil foundation and low manufacturing cost; the electroosmosis method has more obvious drainage effect and can accelerate drainage, and electroosmosis can not only discharge free water, but also discharge weak bound water.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic flow chart of the vacuum preloading drainage method of the invention
FIG. 2 is a schematic view of an electroosmotic process of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, the present invention provides a technical solution: the utility model provides a vacuum preloading dynamic compaction electroosmosis method of conductive plastic drain bar, includes vacuum preloading drainage method, and wherein vacuum preloading drainage method includes the following step: step A, preparing construction; step A, paving a sand cushion layer; step A, constructing a clinker drainage plate; step A, laying a pipe network and paving a film;
in the first step, construction preparation is carried out:
a. checking drawings, rechecking design data and understanding design intentions;
b. inspecting raw materials;
1) sand material inspection, wherein the sand is subjected to grading and mud content inspection before entering a field, and qualified sand materials can enter the field;
2) inspecting the plastic drainage plate, namely inspecting the product certification and the performance report sheet of the drainage plate before entering a field, performing spot inspection on the drainage plate according to inspection batches, quantity and inspection methods specified by inspection standards, and starting construction after the drainage plate is qualified;
3) the vacuum pipe network, the sealing film and the like are prefabricated and processed by a specified professional manufacturer according to the material and size requirements specified by design, and are checked and accepted on site;
c. after the vacuum preloading equipment enters the field, various performances of the vacuum preloading equipment are checked, a field process test is carried out, the construction process parameters are ensured to meet the design requirements, and the vacuum preloading equipment is maintained;
d. processing the earth surface;
1) before construction, a temporary drainage ditch is made, and surface water is led out of a foundation reinforcement treatment range in time;
2) removing surface silt, turf and sundries, transporting the surface silt, turf and sundries to a specified position by using a vehicle with a sealing groove, and treating the surface silt, turf and sundries according to design requirements;
3) after the ground surface is dried, roughly leveling the ground surface by a pusher, then using fillers meeting the design to make a road arch, and inspecting the cross slope, bottom width and compactness of the road arch after leveling and rolling to ensure that the road arch meets the design requirements;
wherein in the second step A, a sand cushion layer is laid:
a. measuring and setting-out, namely measuring and setting-out the range of the sand cushion layer by a transit and a level gauge by a measurement engineer before construction, setting out a longitudinal control pile of the line, and measuring the central elevation of the road arch;
b. paving a sand cushion under the film; horizontally pushing the piled sand forwards along the longitudinal direction of the line by using a bulldozer, paving and leveling the sand material by manual cooperation, finally manually finishing the working surface, and carrying out static pressure by using a light compaction machine to ensure that the flatness, the paving thickness and the compactness of the sand cushion layer meet the requirements;
c. paving the sand cushion on the film, namely pouring sand on the film by using an excavator, paving manually, and carrying out static pressure by using a light compaction machine;
in the step A, constructing a clinker drainage plate:
a. within the range of the reinforcing area determined by lofting, setting a board punching position of the plastic drainage board by using a theodolite and a steel ruler; and marking with a drain board core;
b. moving and positioning the board inserting machine, and installing a pile shoe of the drainage board; when the pile shoe is beaten, the operator of the board inserting machine controls the landing of the pile shoe of the board inserting machine to be in place, and the error of the pile shoe is controlled within the range of 100 mm;
c. vertically inserting a plastic drainage plate downwards and driving a pile pipe to a designed elevation; the construction operator controls the verticality deviation of the pile pipe during downward insertion not to be more than 1.5% according to the metal movable hammer needle and the dial which are arranged on the plate inserting machine;
d. pulling the pile pipe upwards until the lower end of the pile pipe is 50cm higher than the sand cushion layer surface;
e. cutting the drainage plate, controlling the exposed length of the drainage plate above the top surface of the sand cushion layer to be more than 30cm, timely removing silt brought up during the setting to a specified place, and treating according to design requirements;
f. the machine is moved to carry out the construction of the next drainage plate;
h. after the plastic drainage plate is qualified in the construction of the clinker drainage plate, backfilling with sand and tamping holes formed around the drainage plate when the drainage plate is arranged, and embedding the drainage plate in a sand cushion;
in the step A, the pipe network is laid and the film is laid:
a. embedding a vacuum tube: after the second sand cushion layer is constructed, vacuum pipes can be laid, and when the process is carried out, the plastic drainage plate exposed out of the sand cushion layer is buried in the sand cushion layer, and sharp impurities such as shells and the like on the surface of the sand cushion layer are removed; the vacuum pipe network and the branch filter pipes are arranged according to a design form;
b. laying a first layer of geotextile, namely laying the first layer of geotextile after the vacuum measuring head and other testing elements are buried; spreading the craft cloth in a certain direction according to the field condition and paving the craft cloth flatly; the lap joint part of the upper working cloth is sewn by a hand-held sewing machine; the laying range is slightly larger than the range of the reinforced area, and each side is widened by about 1 m;
c. digging a sealing ditch, namely arranging the sealing ditch around the reinforced area, adopting a manual excavator to excavate, backfilling the sealing ditch with sludge or clay and irrigating after a sealing film is laid, wherein the depth of the sealing ditch is generally not less than 1.5 m;
d. laying sealing films, namely checking the smoothness of the geotextile before laying the films, removing sharp impurities, sequentially laying the sealing films according to the designed layer number to cover the whole prepressing area, splicing the sealing films by a hot bonding method, and ensuring that the lap joint length is not less than 15 mm; burying the periphery of the membrane into the sealed trench along the inner wall of the sealed trench, and backfilling with clay to compact;
e. the film outlet connection and the vacuum pump system are installed, namely the vacuum main pipe is connected with the vacuum pump through a film outlet device, the connection of the film outlet device must be firm, and the sealing is reliable;
f. trial vacuumizing, namely arranging all vacuumizing equipment in place, performing trial vacuumizing, checking the sealing property, finding out the problems, searching the reasons and timely processing the problems;
g. laying a second layer of geotextile; after the vacuumizing is normal, laying a second layer of geotextile on the membrane, wherein the laying requirement is the same as that of the first layer; laying a sand cushion layer on the second layer of geotextile;
h. filling the roadbed, namely filling the upper-layer embankment after the reading of the vacuum degree is continuously stable for a set time, and performing vacuum and preloading combined; the vacuum negative pressure can balance the outward extrusion effect generated by the stacking, so that the filling of the upper embankment is not limited by the filling rate;
i. and (3) detection: the detection of the effect of vacuum preloading reinforcement of the soft soil foundation can be carried out by carrying out a comparison test on physical and mechanical indexes of foundation soil through in-situ drilling sampling before and after preloading;
referring to fig. 2, the present invention provides a technical solution: a vacuum preloading forced ramming electroosmosis method of a conductive plastic drainage plate comprises an electroosmosis method, wherein the electroosmosis method comprises the following steps of step B, first-pass vacuum electroosmosis precipitation; b, performing point ramming for the first time; step B, performing vacuum electroosmosis precipitation for the second time; step B, performing point ramming for the second time; step B, full ramming:
in the step B I, the first vacuum electroosmosis precipitation:
entering and installing equipment; sampling, testing and detecting instrument burying on site; the dewatering lasts for 18 days, the water level is reduced to be below 3.5m, the water content of the soil body within 6m is reduced to be about 26 percent, and the dynamic compaction requirement is met;
in the second step, the first ramming pass is carried out:
starting to test and tamp by adopting 1200KN.m and 1500KN.m respectively after the first vacuum electroosmosis precipitation, and finally adopting 1500KN.m, wherein each tamping point is impacted by 3-4 with the distance of 6m and is arranged in a square shape;
in the third step B, the second vacuum electroosmosis precipitation:
after the first point ramming is finished, pipe arrangement and equipment installation of second precipitation are finished within three days, and then vacuum electroosmosis precipitation is finished within 7 days;
in the fourth step, point ramming is performed for the second time:
after the second precipitation is finished, the second point ramming is started, 1500KN.m and 1800KN.m are adopted for trial ramming respectively, and finally 1800KN.m is adopted for 3-4 ramming of each ramming point, and the ramming points are arranged in a square mode with the distance of 6 m;
and in the fifth step B, full tamping:
after the second point tamping is finished, full tamping is started every 10 days for 7 days, and tamping can be carried out by 1 point at each time by adopting a 1500KN.m tamping overlap joint 1/3; and 3 days after full tamping, starting secondary sampling, field static sounding and a cross plate test.
Based on the above, the vacuum preloading drainage method has the advantages that the vacuum preloading drainage method is simple and convenient to construct, can obviously eliminate soft soil foundation settlement, and is low in manufacturing cost; the electroosmosis method has more obvious drainage effect and can accelerate drainage, and electroosmosis can not only discharge free water, but also discharge weak bound water.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (7)

1. The utility model provides a vacuum preloading dynamic compaction electroosmosis method of conductive plastic drain bar which characterized in that: the method comprises a vacuum preloading drainage method and an electroosmosis method, wherein the vacuum preloading drainage method comprises the following steps: step A, preparing construction; step A, paving a sand cushion layer; step A, constructing a clinker drainage plate; step A, laying a pipe network and paving a film;
in the first step, construction preparation is carried out:
a. checking drawings, rechecking design data and understanding design intentions;
b. inspecting raw materials;
c. after the vacuum preloading equipment enters the field, various performances of the vacuum preloading equipment are checked, a field process test is carried out, the construction process parameters are ensured to meet the design requirements, and the vacuum preloading equipment is maintained;
d. processing the earth surface;
wherein in the second step A, a sand cushion layer is laid:
a. measuring and setting-out, namely measuring and setting-out the range of the sand cushion layer by a transit and a level gauge by a measurement engineer before construction, setting out a longitudinal control pile of the line, and measuring the central elevation of the road arch;
b. paving a sand cushion under the film; horizontally pushing the piled sand forwards along the longitudinal direction of the line by using a bulldozer, paving and leveling the sand material by manual cooperation, finally manually finishing the working surface, and carrying out static pressure by using a light compaction machine to ensure that the flatness, the paving thickness and the compactness of the sand cushion layer meet the requirements;
c. paving the sand cushion on the film, namely pouring sand on the film by using an excavator, paving manually, and carrying out static pressure by using a light compaction machine;
in the step A, constructing a clinker drainage plate:
a. within the range of the reinforcing area determined by lofting, setting a board punching position of the plastic drainage board by using a theodolite and a steel ruler; and marking with a drain board core;
b. moving and positioning the board inserting machine, and installing a pile shoe of the drainage board; when the pile shoe is beaten, the operator of the board inserting machine controls the landing of the pile shoe of the board inserting machine to be in place, and the error of the pile shoe is controlled within the range of 100 mm;
c. vertically inserting a plastic drainage plate downwards and driving a pile pipe to a designed elevation; the construction operator controls the verticality deviation of the pile pipe during downward insertion not to be more than 1.5% according to the metal movable hammer needle and the dial which are arranged on the plate inserting machine;
d. pulling the pile pipe upwards until the lower end of the pile pipe is 50cm higher than the sand cushion layer surface;
e. cutting the drainage plate, controlling the exposed length of the drainage plate above the top surface of the sand cushion layer to be more than 30cm, timely removing silt brought up during the setting to a specified place, and treating according to design requirements;
f. the machine is moved to carry out the construction of the next drainage plate;
in the step A, the pipe network is laid and the film is laid:
a. embedding a vacuum tube: after the second sand cushion layer is constructed, vacuum pipes can be laid, and when the process is carried out, the plastic drainage plate exposed out of the sand cushion layer is buried in the sand cushion layer, and sharp impurities such as shells and the like on the surface of the sand cushion layer are removed; the vacuum pipe network and the branch filter pipes are arranged according to a design form;
b. laying a first layer of geotextile, namely laying the first layer of geotextile after the vacuum measuring head and other testing elements are buried; spreading the craft cloth in a certain direction according to the field condition and paving the craft cloth flatly; the lap joint part of the upper working cloth is sewn by a hand-held sewing machine; the laying range is slightly larger than the range of the reinforced area, and each side is widened by about 1 m;
c. digging a sealing ditch, namely arranging the sealing ditch around the reinforced area, adopting a manual excavator to excavate, backfilling the sealing ditch with sludge or clay and irrigating after a sealing film is laid, wherein the depth of the sealing ditch is generally not less than 1.5 m;
d. laying sealing films, namely checking the smoothness of the geotextile before laying the films, removing sharp impurities, sequentially laying the sealing films according to the designed layer number to cover the whole prepressing area, splicing the sealing films by a hot bonding method, and ensuring that the lap joint length is not less than 15 mm; burying the periphery of the membrane into the sealed trench along the inner wall of the sealed trench, and backfilling with clay to compact;
e. the film outlet connection and the vacuum pump system are installed, namely the vacuum main pipe is connected with the vacuum pump through a film outlet device, the connection of the film outlet device must be firm, and the sealing is reliable;
f. trial vacuumizing, namely arranging all vacuumizing equipment in place, performing trial vacuumizing, checking the sealing property, finding out the problems, searching the reasons and timely processing the problems;
g. laying a second layer of geotextile; after the vacuumizing is normal, laying a second layer of geotextile on the membrane, wherein the laying requirement is the same as that of the first layer; laying a sand cushion layer on the second layer of geotextile;
h. filling the roadbed, namely filling the upper-layer embankment after the reading of the vacuum degree is continuously stable for a set time, and performing vacuum and preloading combined; the vacuum negative pressure can balance the outward extrusion effect generated by the stacking, so that the filling of the upper embankment is not limited by the filling rate;
the electroosmosis method comprises the following steps of B, first vacuum electroosmosis precipitation; b, performing point ramming for the first time; step B, performing vacuum electroosmosis precipitation for the second time; step B, performing point ramming for the second time; step B, full ramming:
in the step B I, the first vacuum electroosmosis precipitation:
the dewatering lasts for 18 days, the water level is reduced to be below 3.5m, the water content of the soil body within 6m is reduced to be about 26 percent, and the dynamic compaction requirement is met;
in the second step, the first ramming pass is carried out:
starting to test and tamp by adopting 1200KN.m and 1500KN.m respectively after the first vacuum electroosmosis precipitation, and finally adopting 1500KN.m, wherein each tamping point is impacted by 3-4 with the distance of 6m and is arranged in a square shape;
in the third step B, the second vacuum electroosmosis precipitation:
after the first point ramming is finished, pipe arrangement and equipment installation of second precipitation are finished within three days, and then vacuum electroosmosis precipitation is finished within 7 days;
in the fourth step, point ramming is performed for the second time:
after the second precipitation is finished, the second point ramming is started, 1500KN.m and 1800KN.m are adopted for trial ramming respectively, and finally 1800KN.m is adopted for 3-4 ramming of each ramming point, and the ramming points are arranged in a square mode with the distance of 6 m;
and in the fifth step B, full tamping:
and after the second point tamping is finished, fully tamping every 10 days for 7 days, wherein the tamping can be performed by 1 click at 1/3 points by adopting 1500KN.
2. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the vacuum preloading drainage method, the last step in pipe network layout and film laying is to detect the effect of vacuum preloading reinforcement of the soft soil foundation, and the detection can be carried out by carrying out a contrast test on physical and mechanical indexes of foundation soil through in-situ drilling sampling before and after preloading.
3. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the electroosmosis method, a second sampling, a field static sounding and a cross plate test are started 3 days after full compaction.
4. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the vacuum preloading drainage method, the raw material inspection comprises the following steps:
1) sand material inspection, wherein the sand is subjected to grading and mud content inspection before entering a field, and qualified sand materials can enter the field;
2) inspecting the plastic drainage plate, namely inspecting the product certification and the performance report sheet of the drainage plate before entering a field, performing spot inspection on the drainage plate according to inspection batches, quantity and inspection methods specified by inspection standards, and starting construction after the drainage plate is qualified;
3) the vacuum pipe network, the sealing film and the like are prefabricated and processed by a specified professional manufacturer according to the material and size requirements specified by design, and are checked and accepted on site.
5. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the vacuum preloading drainage method, the surface treatment comprises the following steps:
1) before construction, a temporary drainage ditch is made, and surface water is led out of a foundation reinforcement treatment range in time;
2) removing surface silt, turf and sundries, transporting the surface silt, turf and sundries to a specified position by using a vehicle with a sealing groove, and treating the surface silt, turf and sundries according to design requirements;
3) after the ground surface is dried, the ground surface is roughly leveled by a pusher, a filler meeting the design is used for making a road arch, and the cross slope, the bottom width and the compaction degree of the road arch are inspected after leveling and rolling so as to ensure that the road arch meets the design requirements.
6. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the electroosmosis method, the equipment needs to enter a field and be installed before the first vacuum electroosmosis precipitation; and the field sampling, testing and detecting instrument is buried.
7. The vacuum preloading dynamic compaction electroosmosis method of the conductive plastic drainage plate of claim 1, which is characterized in that: in the vacuum preloading drainage method, after the plastic drainage plate is qualified in the construction of the clinker drainage plate, the holes formed around the drainage plate during the construction are backfilled by sand and tamped, and the drainage plate is embedded in a sand cushion.
CN201810917272.6A 2018-08-13 2018-08-13 Vacuum preloading dynamic compaction electroosmosis method for conductive plastic drainage plate Pending CN110820719A (en)

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