CN110670614B - Relay type waterproof curtain construction method - Google Patents
Relay type waterproof curtain construction method Download PDFInfo
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- CN110670614B CN110670614B CN201910857387.5A CN201910857387A CN110670614B CN 110670614 B CN110670614 B CN 110670614B CN 201910857387 A CN201910857387 A CN 201910857387A CN 110670614 B CN110670614 B CN 110670614B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a relay type waterproof curtain construction method, and belongs to the field of constructional engineering. According to the invention, double rows of waterproof curtains are adopted on the inner side and the outer side for lap joint relay construction, the waterproof curtain of the common high-pressure jet grouting pile on the outer side is constructed to a first waterproof layer from the ground, the waterproof curtain on the inner side is constructed to a second waterproof layer from a water level line in a foundation pit, and lap joint relay between the curtains is completed, so that the problems of fracture of the waterproof layer and the like in the construction process are solved; the fracture position of the waterproof layer adopts a common high-pressure jet grouting pile to carry out bottom sealing design, and the joint position between the inner side waterproof curtain and the outer side waterproof curtain adopts three rows of common high-pressure jet grouting piles to carry out connection between the two side curtains; and a relief well is reasonably arranged between the inner side waterproof curtain and the outer side waterproof curtain to prevent the occurrence of a surge phenomenon. The invention provides a new construction method for excavation of deeper foundation pits and selection of corresponding waterproof curtain construction, powerfully overcomes construction problems such as discontinuity of waterproof layers of deep foundation pit construction, and the like, and has the advantages of reasonable design, safety, reliability and good popularization and use values.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a relay type waterproof curtain construction method.
Background
Generally, when the waterproof curtain of the deep foundation pit is constructed, the waterproof curtain needs to be embedded into a stable waterproof layer to form a closed structure, and water layer communication inside and outside the foundation pit is blocked, but the waterproof curtain has the following problems:
firstly, the deep foundation pit is excavated deeply, and the selection of the corresponding waterproof curtain construction is difficult to decide;
secondly, the construction water-resisting layer of the deep foundation pit is discontinuous, although detailed investigation data exist, underground conditions are complex, the construction quality of a water-stopping curtain is difficult to guarantee, and sites such as water seepage and water leakage are often generated after excavation, so that great potential safety hazards are caused;
disclosure of Invention
The technical task of the invention is to provide a relay type waterproof curtain construction method aiming at the problems that the construction type is difficult to decide, the construction quality is difficult to ensure and the like in the prior art so as to overcome the construction problems of discontinuous water-resisting layer of deep foundation pit construction and the like.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a relay type waterproof curtain construction method, design process to realize this construction method, including the inner and outer layer waterproof curtain design form, include the original pipe gallery outside the foundation ditch, subway supporting construction steel strand wires are distributed comparatively densely, "the choice of the ordinary high-pressure rotary-jet pile" and in the inner side sand bed geology, the hole-forming of the ordinary high-pressure rotary-jet pile is difficult, "the choice of the triaxial mixing pile";
carrying out lap joint relay construction on the inner side and the outer side by adopting double rows of water-stop curtains, starting construction from the ground to a first water-stop layer by using an ordinary high-pressure jet grouting pile water-stop curtain on the outer side, starting construction from a water level line in the foundation pit to a second water-stop layer by using an inner side water-stop curtain, and finishing lap joint relay between the curtains;
the fracture position of the water-resisting layer adopts a common high-pressure jet grouting pile to carry out bottom sealing design, the construction machinery position and the construction operation surface are considered, the construction of the bottom sealing high-pressure jet grouting pile at the side facing the supporting pile is started from the ground, and the construction operation surface height of other bottom sealing high-pressure jet grouting piles is ensured on a water level line;
after the supporting piles are constructed, seamless lap joint construction is carried out on the waterproof curtains at the joint positions close to the supporting piles in the pit, and three rows of common high-pressure jet grouting piles are adopted at the joint positions between the inner waterproof curtains and the outer waterproof curtains for connection between the two side curtains;
the inner and outer waterproof curtains are constructed in a lap joint mode at intervals, and in order to solve the problem that curtains at the intervals are discontinuous in the construction process, a relief well is reasonably arranged between the inner and outer waterproof curtains to prevent the inrush phenomenon;
the inner side triaxial mixing pile is easy to cause the pile body to incline due to the thicker lower sand layer, the pile forming quality is ensured, and the construction of double-row or multi-row triaxial mixing piles is selected.
The scheme is preferably that the construction method is realized by the following steps:
a. before engineering construction, a pile test is carried out aiming at the specific geology of an engineering, and construction parameters are determined according to a core taking result of the test pile;
b. after the construction of the support piles is finished, constructing a common high-pressure jet grouting pile waterproof curtain outside the foundation pit according to the optimal construction parameters;
c. after the construction of the water-stop curtain of the common high-pressure jet grouting pile on the outer side is finished, sealing the bottom of the common high-pressure jet grouting pile at the position where the water-stop layer is broken or the water-stop layer is unstable in a geological survey report to form a stable water-stop layer;
d. after the construction of the bottom sealing pile is finished, constructing a double-row three-axis stirring pile waterproof curtain on the inner side of the foundation pit according to the optimal construction parameters;
f. after the construction of the inner double-row triaxial mixing pile water-stop curtain is completed, constructing a relief well between the outer common high-pressure jet grouting pile water-stop curtain and the inner double-row triaxial mixing pile water-stop curtain to prevent the sudden surge of the foundation pit;
g. and common high-pressure jet grouting piles are adopted to lap joint between the common high-pressure jet grouting pile water-stop curtain at the outer side and the double-row three-axis stirring pile water-stop curtain at the inner side.
Preferably, in the step a, the test pile coring process adopts a double-pipe single-action coring method, after a coring cutting head cuts into a stratum, a coring barrel is used for continuously coring, then the coring is taken out from a drill rod, and a total station is adopted for monitoring the verticality of the drill rod in real time to prevent inclination and causing coring deviation.
Preferably, the construction of the ordinary high-pressure jet grouting pile needs to ensure that the pressure of cement paste is not greater than the water pressure, otherwise, the cement paste is mixed with water, solidification cannot be carried out, and the pile cannot be formed.
Preferably, the water cement ratio of the common high-pressure jet grouting pile construction needs to be guaranteed to be 0.8-0.85, the consistency of cement is improved, and the pile forming quality is improved.
Preferably, in the construction of the common high-pressure jet grouting pile, a proper amount of bentonite needs to be added into cement paste, so that the cement paste is prevented from being solidified due to underground rivers, underground water and the like, and the mixing amount is not more than 5% of the mass of the cement.
Preferably, the construction of the common high-pressure jet grouting pile needs to jump according to the distance of 1600mm (such as a first-order pile: 1, 5, 9, 13 … …; a second-order pile: 3, 7, 11 … …; a third-order pile: 2, 4, 6, 8, 10, 12 … …), and the construction intermittence time of adjacent piles must reach 48 hours; the part with higher water content of the sand layer is required to be sprayed again; in order to avoid mixing of the slurry and the water, the distance between the nozzles needs to be adjusted to 0.5 m.
Preferably, the construction of triaxial mixing pile needs to adopt machinery to draw the hole in advance to assist the construction if being difficult to the pore-forming because of the sand bed reason.
Preferably, when the triaxial mixing pile is constructed, the additive is properly added, the mixing amount of lignin of the additive is not more than 0.2 percent of the mass of the cement, the cement setting time is shortened, and the phenomenon that the pile is difficult to form due to the fact that the flow speed of underground water is high is avoided.
Compared with the prior art, the relay type waterproof curtain construction method has the beneficial effects that:
1. the invention designs an inner side water-stop curtain and an outer side water-stop curtain, wherein the inner side and the outer side adopt double rows of water-stop curtains for lap joint relay construction, the outer side common high-pressure jet grouting pile water-stop curtain is constructed to a first water-stop layer from the ground, the inner side water-stop curtain is constructed to a second water-stop layer from a water level line in a foundation pit, the lap joint relay between the curtains is completed, and the problems of water level fracture and the like in the construction process are solved; the fracture position of the waterproof layer adopts a common high-pressure jet grouting pile to carry out bottom sealing design, and the joint position between the inner side waterproof curtain and the outer side waterproof curtain adopts three rows of common high-pressure jet grouting piles to carry out connection between the two side curtains; and a relief well is reasonably arranged between the inner side waterproof curtain and the outer side waterproof curtain to prevent the occurrence of a surge phenomenon.
2. The invention provides a new construction method for excavation of deeper foundation pits and selection of corresponding waterproof curtain construction, powerfully overcomes construction problems such as discontinuity of waterproof layers of deep foundation pit construction, and the like, and has the advantages of reasonable design, safety, reliability and good popularization and use values.
Drawings
FIG. 1 is a schematic plan view of the construction method of the present invention;
FIG. 2 is a schematic cross-sectional view of a typical construction method of the present invention.
The reference numbers in the drawings are respectively as follows:
1. a water-stop curtain of an ordinary high-pressure jet grouting pile on the outer side, a water-stop curtain of a double-row three-axis stirring pile on the inner side,
3. and (3) overlapping the common high-pressure bottom sealing pile, 4, the relief well and 5, the common high-pressure jet grouting pile.
Detailed Description
The construction method of the relay type waterproof curtain of the present invention will be described in detail below with reference to fig. 1-2.
The invention relates to a relay type waterproof curtain construction method, which realizes a design process of the construction method and comprises an inner-layer waterproof curtain design form and an outer-layer waterproof curtain design form, wherein the inner-layer waterproof curtain design form comprises the following steps that original steel strands of an original pipe gallery and a subway supporting structure on the outer side of a foundation pit are distributed more densely, a common high-pressure jet grouting pile is selected, the hole forming of the common high-pressure jet grouting pile is difficult in the inner side sand layer geology, and a three-shaft stirring pile is selected;
the inner side and the outer side adopt double rows of waterproof curtains for lap joint relay construction, the common high-pressure jet grouting pile waterproof curtain 1 on the outer side is constructed to a first waterproof layer from the ground, the waterproof curtain on the inner side is constructed to a second waterproof layer from a water level line in the foundation pit, and lap joint relay between the curtains is completed;
the fracture position of the water-resisting layer adopts a common high-pressure jet grouting pile to carry out bottom sealing design, the construction machinery position and the construction operation surface are considered, the construction of the bottom sealing high-pressure jet grouting pile at the side facing the supporting pile is started from the ground, and the construction operation surface height of other bottom sealing high-pressure jet grouting piles is ensured on a water level line;
after the supporting piles are constructed, seamless lap joint construction is carried out on the waterproof curtains at the joint positions close to the supporting piles in the pit, and three rows of common high-pressure jet grouting piles are adopted at the joint positions between the inner waterproof curtains and the outer waterproof curtains for connection between the two side curtains;
the inner and outer waterproof curtains are constructed in a lap joint mode at intervals, and in order to solve the problem that curtains at the intervals are discontinuous in the construction process, a relief well is reasonably arranged between the inner and outer waterproof curtains to prevent the inrush phenomenon;
the inner side triaxial mixing pile is easy to cause the pile body to incline due to the thicker lower sand layer, the pile forming quality is ensured, and the construction of double-row or multi-row triaxial mixing piles is selected.
Specifically, the construction method comprises the following steps:
a. before engineering construction, a pile test is carried out aiming at the specific geology of an engineering, and construction parameters are determined according to a core taking result of the test pile;
b. after the construction of the support piles is finished, constructing a common high-pressure jet grouting pile waterproof curtain 1 on the outer side of the foundation pit according to the optimal construction parameters;
c. after the construction of the ordinary high-pressure jet grouting pile waterproof curtain 1 on the outer side is completed, sealing the bottom of an ordinary high-pressure bottom sealing pile 3 at the position where a water separation layer is broken or the water separation layer is unstable in a geological survey report to form a stable water separation layer;
d. after the construction of the back cover pile is finished, constructing a double-row three-axis stirring pile waterproof curtain 2 on the inner side of the foundation pit according to the optimal construction parameters;
f. after the construction of the inner double-row triaxial mixing pile water-stop curtain 2 is completed, a relief well 4 is constructed between the outer common high-pressure jet grouting pile water-stop curtain 1 and the inner double-row triaxial mixing pile water-stop curtain 2 to prevent the sudden surge of the foundation pit;
g. and a common high-pressure jet grouting lapping pile 5 is adopted between the common high-pressure jet grouting pile water-stopping curtain 1 at the outer side and the double-row three-axis stirring pile water-stopping curtain 2 at the inner side for lapping.
In the step a, the test pile coring process adopts a double-pipe single-action coring method, after a coring cutting head cuts into a stratum, a coring barrel is used for continuously coring, then the core is taken out from a drill rod, and a total station is used for monitoring the verticality of the drill rod in real time to prevent inclination and core deviation.
In the steps b, c and g, the ordinary high-pressure jet grouting pile construction needs to ensure that the pressure of cement paste is not greater than the water pressure, otherwise, the cement paste is mixed with water, solidification cannot be carried out, and a pile cannot be formed.
The water cement ratio of ordinary high-pressure jet grouting pile construction needs to be guaranteed to be 0.8-0.85, the consistency of cement is improved, and the pile forming quality is improved.
The construction of the ordinary high-pressure jet grouting pile needs to add a proper amount of bentonite in cement paste to prevent the cement paste from being solidified caused by underground rivers, underground water and the like, and the mixing amount is not more than 5 percent of the mass of the cement.
The construction of the common high-pressure jet grouting pile needs to jump according to the distance of 1600mm (such as a first-order pile: 1, 5, 9, 13 … …; a second-order pile: 3, 7, 11 … …; a third-order pile: 2, 4, 6, 8, 10, 12 … …), and the construction intermittence time of adjacent piles must reach 48 hours; the part with higher water content of the sand layer is required to be sprayed again; in order to avoid mixing of the slurry and the water, the distance between the nozzles needs to be adjusted to 0.5 m.
In the step d, mechanical hole guiding auxiliary construction needs to be adopted in advance if the hole is difficult to form due to the sand layer in the construction of the triaxial mixing pile. When the triaxial mixing pile is constructed, the admixture is properly added, the admixture lignin is not more than 0.2 percent of the mass of the cement, the cement setting time is shortened, and the phenomenon that the pile is difficult to form due to the fact that the groundwater flow speed is high is avoided.
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.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. A relay type waterproof curtain construction method is characterized in that a design process for realizing the construction method comprises the design forms of an inner-layer waterproof curtain and an outer-layer waterproof curtain, the selection of a common high-pressure jet grouting pile and the selection of a three-axis stirring pile, wherein the hole forming of the common high-pressure jet grouting pile is difficult in the geology of an inner-side sand layer;
carrying out lap joint relay construction on the inner side and the outer side by adopting double rows of water-stop curtains, starting construction from the ground to a first water-stop layer by using an ordinary high-pressure jet grouting pile water-stop curtain on the outer side, starting construction from a water level line in the foundation pit to a second water-stop layer by using an inner side water-stop curtain, and finishing lap joint relay between the curtains;
the fracture position of the water-resisting layer adopts a common high-pressure jet grouting pile to carry out bottom sealing design, the construction machinery position and the construction operation surface are considered, the construction of the bottom sealing high-pressure jet grouting pile at the side facing the supporting pile is started from the ground, and the construction operation surface height of other bottom sealing high-pressure jet grouting piles is ensured on a water level line;
after the supporting piles are constructed, seamless lap joint construction is carried out on the waterproof curtains at the joint positions close to the supporting piles in the pit, and three rows of common high-pressure jet grouting piles are adopted at the joint positions between the inner waterproof curtains and the outer waterproof curtains for connection between the two side curtains;
the inner and outer waterproof curtains are constructed in a lap joint mode at intervals, and in order to solve the problem that curtains at the intervals are discontinuous in the construction process, a relief well is reasonably arranged between the inner and outer waterproof curtains to prevent the inrush phenomenon;
the inner triaxial mixing pile is easy to cause the inclination of the pile body due to the thicker lower sand layer, thereby ensuring the pile forming quality and selecting double-row or multi-row triaxial mixing piles for construction;
the method comprises the following specific steps:
a. before engineering construction, a pile test is carried out aiming at the specific geology of an engineering, and construction parameters are determined according to a core taking result of the test pile;
b. after the construction of the support piles is finished, constructing a common high-pressure jet grouting pile waterproof curtain outside the foundation pit according to the optimal construction parameters;
c. after the construction of the water-stop curtain of the common high-pressure jet grouting pile on the outer side is finished, sealing the bottom of the common high-pressure jet grouting pile at the position where the water-stop layer is broken or the water-stop layer is unstable in a geological survey report to form a stable water-stop layer;
d. after the construction of the bottom sealing pile is finished, constructing a double-row three-axis stirring pile waterproof curtain on the inner side of the foundation pit according to the optimal construction parameters;
f. after the construction of the inner double-row triaxial mixing pile water-stop curtain is completed, constructing a relief well between the outer common high-pressure jet grouting pile water-stop curtain and the inner double-row triaxial mixing pile water-stop curtain to prevent the sudden surge of the foundation pit;
g. and common high-pressure jet grouting piles are adopted to lap joint between the common high-pressure jet grouting pile water-stop curtain at the outer side and the double-row three-axis stirring pile water-stop curtain at the inner side.
2. The relay type waterproof curtain construction method as claimed in claim 1,
in the step a, a double-pipe single-action coring method is adopted in the test pile coring process, after a coring cutting head cuts into the stratum, a coring barrel is used for continuously coring, then the core is taken out from a drill rod, and a total station is adopted for monitoring the verticality of the drill rod in real time to prevent inclination and coring deviation.
3. A relay type waterproof curtain construction method as claimed in claim 1 or 2, wherein during construction of a common high-pressure jet grouting pile, the pressure of cement paste is controlled not to be larger than water pressure, otherwise, cement paste and water are mixed, solidification cannot be achieved, and a pile cannot be formed.
4. A relay type waterproof curtain construction method as claimed in claim 1 or 2, wherein the water cement ratio is controlled to be 0.8-0.85 during construction of a common high-pressure jet grouting pile, so that the consistency of cement is improved, and the pile forming quality is improved.
5. The construction method of a relay type waterproof curtain as claimed in claim 1 or 2, wherein during construction of the ordinary high-pressure jet grouting pile, a proper amount of bentonite is added in cement paste to prevent the cement paste from being solidified due to underground rivers and underground water, and the mixing amount of the bentonite is not more than 5% of the mass of the cement.
6. A relay type waterproof curtain construction method according to claim 1 or 2, when ordinary high-pressure jet grouting piles are constructed, jumping is carried out according to the distance of 1600mm, and the construction intermittence time of adjacent piles must reach 48 hours; the part with higher water content of the sand layer is required to be sprayed again; in order to avoid mixing of the slurry and the water, the distance between the nozzles needs to be adjusted to 0.5 m.
7. The construction method of a relay type waterproof curtain as claimed in claim 1 or 2, wherein when the triaxial mixing pile is constructed, if the hole is difficult to form due to a sand layer, mechanical hole guiding is adopted to assist the construction in advance.
8. The construction method of a relay type waterproof curtain as claimed in claim 1 or 2, wherein an additive is properly added during the construction of the triaxial mixing pile, the doping amount of lignin of the additive is not more than 0.2% of the mass of cement, the cement setting time is shortened, and the phenomenon that the pile is difficult to form due to the fact that the underground water flow speed is high is avoided.
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|---|---|---|---|---|
| CN1563606A (en) * | 2004-04-09 | 2005-01-12 | 南京大学 | Method for supporting foundation trench for agitation piles of soil cement with concrete as the core |
| CN201400890Y (en) * | 2009-04-15 | 2010-02-10 | 深圳市市政工程总公司 | Compound water stop curtain structure |
| CN107419748A (en) * | 2017-09-26 | 2017-12-01 | 悉地（苏州）勘察设计顾问有限公司 | A kind of piping lane constructing structure across track shield section |
| CN109113076A (en) * | 2018-10-12 | 2019-01-01 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of sinking tunnel Support of Foundation Pit Excavation near a river and drop water-stopping method and its structure |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1563606A (en) * | 2004-04-09 | 2005-01-12 | 南京大学 | Method for supporting foundation trench for agitation piles of soil cement with concrete as the core |
| CN201400890Y (en) * | 2009-04-15 | 2010-02-10 | 深圳市市政工程总公司 | Compound water stop curtain structure |
| CN107419748A (en) * | 2017-09-26 | 2017-12-01 | 悉地（苏州）勘察设计顾问有限公司 | A kind of piping lane constructing structure across track shield section |
| CN109113076A (en) * | 2018-10-12 | 2019-01-01 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of sinking tunnel Support of Foundation Pit Excavation near a river and drop water-stopping method and its structure |
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