CN110847155A - Waterproof seam pretreatment method in underground continuous wall construction process - Google Patents
Waterproof seam pretreatment method in underground continuous wall construction process Download PDFInfo
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- CN110847155A CN110847155A CN201911153687.1A CN201911153687A CN110847155A CN 110847155 A CN110847155 A CN 110847155A CN 201911153687 A CN201911153687 A CN 201911153687A CN 110847155 A CN110847155 A CN 110847155A
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- water leakage
- underground continuous
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- seam
- waterproof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/14—Sealing joints between adjacent sheet piles
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
Abstract
The invention relates to a waterproof pretreatment method for a joint in the construction process of an underground continuous wall, belonging to the technical field of underground wall construction. The method comprises the following steps. S1, embedding a monitoring mechanism at the joint of the diaphragm wall in the construction period of the diaphragm wall in the previous period, and monitoring the water leakage condition at the joint of the diaphragm wall in advance by the monitoring mechanism; s2, reserving sleeve valve tubes at the seams of adjacent ground connecting walls; s3, grouting in the reserved sleeve valve pipe to close a leakage path; s4, when the monitoring mechanism monitors the water leakage condition, determining a specific water leakage area, and performing a cut seam test in the water leakage area; and S5, filling the quality defect area after the slotting and seam checking test. The method comprises the steps of monitoring the water leakage condition of each joint of the diaphragm wall through a preset monitoring mechanism, performing grouting sealing leakage path test through a preset sleeve valve pipe to determine a leakage water area, and preventing the water leakage phenomenon at the joint in the subsequent excavation process through a slotting and seam checking test.
Description
Technical Field
The invention relates to the technical field of underground wall construction, in particular to a waterproof pretreatment method for a joint in the construction process of an underground continuous wall.
Background
Under the condition that the foundation pit is excavated deeply, the waterproof quality of the underground diaphragm wall is not only related to the stability and the safety of the foundation pit, but also related to the waterproof effect and the use function in the use stage. Seam seepage is a persistent symptom of underground diaphragm wall seepage, especially when the grooving degree of depth is deep, and the geological conditions is comparatively complicated, the later stage probably has the bulge in excavation process, the condition of seam department infiltration.
When the water level in the foundation pit is reduced, the difference between the water level inside and outside the foundation pit is large, the requirement on the construction quality of the enclosure structure is high, weak points such as joints of diaphragm walls and the like are positioned under the action of high water head pressure outside the pit and are easy to be punctured, so that the enclosure structure is prone to water seepage, the seepage points are enlarged along with water flow scouring, the hydraulic connection inside and outside the pit is increased, and the safety of the foundation pit is threatened.
In the prior art, the position of a seam is mostly determined by adopting a foundation pit precipitation test or an electroosmosis method, and the seam cannot be prevented from water seepage. Meanwhile, the cost is high, popularization is not facilitated, construction is complex, and labor intensity is high.
Disclosure of Invention
The invention aims to provide a joint waterproof pretreatment method in the underground continuous wall construction process, which solves the defects of the prior art, monitors the water leakage condition of each joint of the underground continuous wall through a preset monitoring mechanism, performs a grouting sealed leakage path test through a preset sleeve valve pipe to determine a leakage water area, and pretreats the joint through a slotting and seam-detecting test to prevent the water leakage phenomenon in the subsequent excavation process of the joint.
The embodiment of the invention is realized by the following steps:
embodiments of the present invention provide a waterproof pretreatment method for joints in the construction of underground diaphragm walls, which includes the steps of,
s1, embedding a monitoring mechanism at the joint of the diaphragm wall in the construction period of the diaphragm wall in the previous period, wherein the monitoring mechanism monitors the water leakage condition at the joint of the diaphragm wall in advance;
s2, reserving sleeve valve tubes at the seams of adjacent ground connecting walls;
s3, grouting in the reserved sleeve valve pipe to close a leakage path;
s4, when the monitoring mechanism monitors the water leakage condition, determining a specific water leakage area, and performing a cut seam test in the water leakage area;
and S5, filling the quality defect area after the slotting and seam checking test.
Specifically, the waterproof pretreatment method for the joints in the construction process of the underground diaphragm wall monitors the water leakage condition of each joint of the underground diaphragm wall through a preset monitoring mechanism, performs a grouting and leakage path sealing test through a preset sleeve valve pipe to determine a leakage water area, and pretreats the joints through a cut seam detection test to prevent the water leakage phenomenon in the subsequent excavation process of the joints.
Optionally, after the monitoring mechanism monitors the water leakage condition, the monitoring mechanism transmits the position information of the monitoring mechanism to the information transmission mechanism, and the information transmission mechanism displays the position information of the monitoring mechanism monitoring the water leakage condition.
Specifically, information spreads the mechanism and can transmit and show the specific position of monitoring mechanism for operating personnel to in time confirm the seepage water area, carry out later stage's undercutting to the seepage water area and examine the seam and backfill, carry out the preliminary treatment to the seam crossing that has the defect.
Optionally, the monitoring mechanism is an optical fiber, and the optical fiber is configured to monitor the water leakage condition at the seam of the diaphragm wall.
The sensing optical cable is provided with two structures, wherein the first structure is that the core part of the sensing optical cable is an optical fiber, and the outer layer of the optical fiber is a metal central protective sleeve, a waterproof insulating layer, aramid fiber and an outer protective layer; the other is a heating sensing optical cable, and an insulated heating conductor is additionally arranged in the structure of the other heating sensing optical cable. At least one sensing optical cable is arranged near the pipelines which are installed in parallel, and the temperature distribution curve of the optical cable is detected, so that the leakage position is judged, and the water leakage condition of each joint is monitored.
Optionally, the cut seam test includes the following stages: and (4) slotting by an excavator, manually cleaning, and digging by matching a human machine with slotting.
Specifically, draw and dig through man-machine cooperation fluting, when can improve the undercutting efficiency, avoid the excavator to excessively excavate and cause the destruction to the notch.
Optionally, the thickness of each layer of the cut seam is 1.5m, the cut seam is ensured to be ahead of the earth excavation surface when the cut seam is detected, the seam detection is completed, and excavation is performed after quality defect treatment is completed.
Optionally, the seam waterproof pretreatment method further comprises a backfilling step, wherein during the digging process of the joint seam of the local wall, when water gushing and sand gushing are found, earthwork backfilling back pressure is carried out on the digging groove so as to restrain expansion of the water leakage area.
Specifically, the backfilling step is arranged, so that the phenomenon of water and sand gushing in the digging process can be prevented from damaging the diaphragm wall structure, the earth backfill back pressure can be prevented, the expansion of a water leakage area can be restrained, and the investment of equipment and facilities can be reduced.
Optionally, slurry is injected into the lateral pilot hole while the earth backfills back pressure.
Specifically, grout is injected while earth backfill back pressure is carried out, so that the structural stability of the water leakage area can be improved, the water leakage area can be quickly solidified, and the water leakage area can be sealed as early as possible.
Optionally, the slurry is cement slurry or double-slurry plus rice grain stone.
The cement paste consists of water, cement, an additive and an external admixture, can rapidly perform the functions of cementing and filling pores, improves the strength and the bearing capacity of soil, and simultaneously, the combination of the double slurry and the rice granites is that water glass and calcium chloride solution are injected alternately, and the two solutions react rapidly to generate silica gel and calcium silicate gel, thereby performing the functions of cementing and filling pores.
Optionally, the grouting closed leakage path comprises the following stages: drilling, cleaning buried pipes, detecting pressurized water, grouting and sealing holes.
Optionally, the grouting liquid adopted in the grouting process is composite cement slurry or chemical slurry
Specifically, the composite cement slurry has the advantages of rich source, low price, high compressive strength of a slurry combination body, good impermeability and the like, and meanwhile, the chemical slurry has good extensibility, elasticity, impermeability and low temperature resistance.
Compared with the prior art, the beneficial effects of the embodiment of the invention include, for example:
according to the seam waterproof pretreatment method in the underground diaphragm wall construction process, the leakage water condition of each seam of the underground diaphragm wall is monitored through the preset monitoring mechanism, a grouting and leakage path sealing test is carried out through the preset sleeve valve pipe to determine a leakage water area, and meanwhile, the seam is pretreated through a cut seam detection test to prevent the seam from water seepage in the subsequent excavation process.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic flow chart of a waterproof pretreatment method for joints in the construction process of underground continuous walls according to an embodiment of the invention;
FIG. 2 is a schematic structural view of a sleeve valve tube and a ground wall seam according to an embodiment of the present invention;
fig. 3 is a schematic view of a cut and seam inspection according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, 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 some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. 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.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the present invention, it should be noted that the terms "first", "second", "third", etc. are used only for distinguishing the description, and are not intended to indicate or imply relative importance.
The terms "upper", "lower", "left", "right", "inner", "outer", and the like, refer to orientations or positional relationships based on orientations or positional relationships illustrated in the drawings or orientations and positional relationships that are conventionally used in the practice of the products of the present invention, and are used for convenience in describing and simplifying the invention, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the invention.
Furthermore, the terms "vertical" and the like do not require absolute perpendicularity between the components, but may be slightly inclined. Such as "vertical" merely means that the direction is relatively more vertical and does not mean that the structure must be perfectly vertical, but may be slightly inclined.
In the description of the present invention, it is also to be noted that the terms "disposed," "mounted," "connected," and the like are to be construed broadly unless otherwise specifically stated or limited. For example, the connection can be fixed, detachable or integrated; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Examples
Fig. 1 is a schematic flow chart of a waterproof pretreatment method for joints in the construction process of an underground continuous wall according to an embodiment of the present invention.
Referring to fig. 1, an embodiment of the present invention provides a waterproof pretreatment method for joints in a construction process of an underground diaphragm wall, which includes the following steps:
s1, embedding a monitoring mechanism at the joint of the diaphragm wall in the construction period of the diaphragm wall in the previous period, and monitoring the water leakage condition at the joint of the diaphragm wall in advance by the monitoring mechanism;
s2, reserving sleeve valve tubes at the seams of adjacent ground connecting walls;
s3, grouting in the reserved sleeve valve pipe to close a leakage path;
s4, when the monitoring mechanism monitors the water leakage condition, determining a specific water leakage area, and performing a cut seam test in the water leakage area;
and S5, filling the quality defect area after the slotting and seam checking test.
It is worth explaining that the joint waterproof pretreatment method in the underground continuous wall construction process monitors the water leakage situation of each joint of the underground continuous wall through the preset monitoring mechanism, carries out grouting and leakage path sealing tests through the preset sleeve valve pipes to determine a leakage water area, and pretreats the joints through the underholing and seam checking tests to prevent the water leakage phenomenon in the subsequent excavation process of the joints.
When the monitoring mechanism monitors the water leakage condition, the monitoring mechanism transmits the position information of the monitoring mechanism to the information transmitting mechanism, and the information transmitting mechanism displays the position information of the monitoring mechanism monitoring the water leakage condition.
It is worth mentioning that the information transmission mechanism can transmit and display the specific position of the monitoring mechanism to an operator, so that the leakage water area can be determined in time, the later-stage slitting and seam checking and backfilling can be carried out on the leakage water area, and the seam with defects can be preprocessed.
It should also be noted that in this embodiment, the monitoring mechanism is an optical fiber, and the optical fiber is configured to monitor the water leakage at the seam of the diaphragm wall. It can be understood that the sensing optical cable is provided with two structures, one is that the core part of the sensing optical cable is an optical fiber, and the outer layer of the optical fiber is a metal central protective sleeve, a waterproof insulating layer, aramid fiber and an outer protective layer; the other is a heating sensing optical cable, and an insulated heating conductor is additionally arranged in the structure of the other heating sensing optical cable. At least one sensing optical cable is arranged near the pipelines which are installed in parallel, and the temperature distribution curve of the optical cable is detected, so that the leakage position is judged, and the water leakage condition of each joint is monitored.
FIG. 2 is a schematic structural view of a sleeve valve tube and a ground wall seam according to an embodiment of the present invention;
fig. 3 is a schematic view of a cut and seam inspection according to an embodiment of the present invention.
Referring to fig. 1-3, the undermining seam testing includes the following stages: and (4) slotting by an excavator, manually cleaning, and digging by matching a human machine with slotting.
It is worth explaining that the man-machine is matched with the slotting and digging, so that the digging efficiency can be improved, and meanwhile, the damage to the notch caused by excessive digging of the digging machine is avoided.
In the embodiment, the thickness of each layer of the cut seam is 1.5m, the cut seam is ensured to be ahead of the earth excavation surface when the cut seam is detected, the seam detection is finished, and the excavation is carried out after the quality defect treatment is finished.
The seam waterproof pretreatment method also comprises a backfilling step, wherein during the digging process of the joint seam of the local wall, when water gushing and sand gushing are discovered, earthwork backfilling back pressure is carried out on the digging groove so as to prevent the expansion of a water leakage area.
It is worth to say that the backfilling step can prevent the phenomenon of water and sand gushing from damaging the diaphragm wall structure in the digging process, and the earth backfilling back pressure can inhibit the expansion of the water leakage area and reduce the investment of equipment and facilities.
It is also worth noting that in this example, slurry was injected at the outside lead holes at the same time as the earth backfill back pressure. It can be understood that the slurry is injected while the earth is backfilled to the back pressure, which can improve the structural stability of the water leakage area, so that the water leakage area can be quickly solidified and closed as soon as possible.
As an embodiment of this example, the slurry is a cement slurry or a double slurry + millstone. It can be understood that the cement paste is composed of water, cement, admixture and admixture, which can rapidly perform the functions of cementation and pore filling, so that the strength and bearing capacity of the soil are improved, meanwhile, the combination of double slurry and the rice granites is that the water glass and the calcium chloride solution are injected alternately, and the two solutions react rapidly to generate silica gel and calcium silicate gel, thereby performing the functions of cementation and pore filling.
It is also worth mentioning that grouting to close the leak path comprises the following stages: drilling, cleaning buried pipes, detecting pressurized water, grouting and sealing holes. The grouting liquid adopted in the grouting process is composite cement liquid or chemical slurry. It can be understood that the composite cement slurry has the advantages of rich source, low price, high compressive strength of slurry combination, good impermeability and the like, and meanwhile, the chemical slurry has good extensibility, elasticity, impermeability and low temperature resistance.
In the practical application of this embodiment, the envelope is difficult to reach 100% stagnant water, especially the foundation ditch diaphragm wall degree of depth reaches more than 65m, and the seam easily appears the seepage, and groundwater carries silt to get into the foundation ditch, causes the outer soil erosion of hole. In the excavation process of the foundation pit, the following measures can be taken to reduce the influence on the surrounding environment:
(1) after the foundation pit dewatering well is constructed, a productive water pumping test is carried out in the pit, the change condition of the water level outside the pit is observed, the water stopping effect of the enclosure structure is judged, and the defect of the enclosure structure is treated in advance.
(2) And (3) closely monitoring the water leakage condition of the building enclosure in the excavation process, and once the water leakage condition is found, immediately plugging the building enclosure to prevent the water from leaking and carrying sand for a long time to cause the excavation of the outer stratum of the pit.
(3) When the leakage point is large or the piping at the bottom of the pit is difficult to block, the spare well outside the pit can be opened, the pressure of a water head outside the pit is properly reduced, the uneven settlement caused by the loss of soil outside the pit is prevented, the well outside the pit is stopped pumping after the blockage is timely performed, and the settlement condition outside the pit is closely monitored when the water outside the pit is pumped.
(4) Well quality is controlled, the pumped sand content meets the standard requirement, and fine particles in the stratum are prevented from being taken away by pumped water.
(5) And in the process of excavating the foundation pit, monitoring the water level depth reduction outside the pit and the ground settlement change, and timely recharging the spare well outside the pit according to an observation result.
In conclusion, the invention provides a waterproof pretreatment method for joints in the construction process of underground continuous walls. The waterproof pretreatment method for the joint in the construction process of the underground continuous wall comprises the following steps. S1, embedding a monitoring mechanism at the joint of the diaphragm wall in the construction period of the diaphragm wall in the previous period, and monitoring the water leakage condition at the joint of the diaphragm wall in advance by the monitoring mechanism; s2, reserving sleeve valve tubes at the seams of adjacent ground connecting walls; s3, grouting in the reserved sleeve valve pipe to close a leakage path; s4, when the monitoring mechanism monitors the water leakage condition, determining a specific water leakage area, and performing a cut seam test in the water leakage area; and S5, filling the quality defect area after the slotting and seam checking test. According to the seam waterproof pretreatment method in the underground diaphragm wall construction process, the leakage water condition of each seam of the underground diaphragm wall is monitored through the preset monitoring mechanism, a grouting and leakage path sealing test is carried out through the preset sleeve valve pipe to determine a leakage water area, and meanwhile, the seam is pretreated through a cut seam detection test to prevent the seam from water seepage in the subsequent excavation process.
It should be noted that the features of the embodiments of the present invention may be combined with each other without conflict.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. 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 (10)
1. A waterproof pretreatment method for joints in the construction process of underground continuous walls is characterized by comprising the following steps,
s1, embedding a monitoring mechanism at the joint of the diaphragm wall in the construction period of the diaphragm wall in the previous period, wherein the monitoring mechanism monitors the water leakage condition at the joint of the diaphragm wall in advance;
s2, reserving sleeve valve tubes at the seams of adjacent ground connecting walls;
s3, grouting in the reserved sleeve valve pipe to close a leakage path;
s4, when the monitoring mechanism monitors the water leakage condition, determining a specific water leakage area, and performing a cut seam test in the water leakage area;
and S5, filling the quality defect area after the slotting and seam checking test.
2. The method of claim 1, wherein when the monitoring means detects a water leakage, the monitoring means transmits its location information to an information transmitting means, and the information transmitting means displays the location information of the monitoring means which detected the water leakage.
3. The method for waterproof pretreatment of joints in the construction process of underground continuous walls according to claim 1 or 2, characterized in that the monitoring mechanism is an optical fiber which is arranged for monitoring the water leakage condition at the joints of the underground continuous walls.
4. The waterproof pretreatment method for the joint seam in the underground continuous wall construction process according to claim 1, wherein the cut seam test comprises the following stages: and (4) slotting by an excavator, manually cleaning, and digging by matching a human machine with slotting.
5. The waterproof pretreatment method for the joints in the underground continuous wall construction process according to claim 4, wherein the thickness of each layer of the cut seam inspection is 1.5m, the cut seam inspection is performed before the earth excavation surface, the seam inspection is completed, and the excavation is performed after the quality defect treatment is completed.
6. The method for pretreating waterproof joints in the process of constructing underground continuous walls according to claim 1, wherein the method for pretreating waterproof joints further comprises a backfilling step, wherein during the excavation of the joints of the underground continuous walls, water and sand gushes are found, and the excavated slots are subjected to earth backfilling back pressure to prevent the water leakage areas from expanding.
7. The method for pretreating waterproof joints in the construction process of underground continuous walls according to claim 6, wherein grout is injected into the lateral pilot holes at the same time as the earth backfill back pressure.
8. The method for waterproof pretreatment of joints in the construction of underground continuous walls according to claim 7, wherein the grout is cement grout or double grout + beidellite.
9. The method for waterproof pretreatment of joints in the construction process of underground continuous walls according to claim 1, wherein the grouting for closing the leakage path comprises the following stages: drilling, cleaning buried pipes, detecting pressurized water, grouting and sealing holes.
10. The method for waterproof pretreatment of joints in the construction process of underground continuous walls according to claim 1, wherein the grouting liquid used in the grouting process is composite cement liquid or chemical liquid.
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| CN113638744A (en) * | 2021-08-25 | 2021-11-12 | 中铁四局集团有限公司 | Method for treating defects of diaphragm wall joints of water-rich soft soil stratum |
| CN113638421A (en) * | 2021-06-25 | 2021-11-12 | 中交隧道工程局有限公司 | Excavation method for foundation pit in water-rich sand layer |
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