CN112854271B - Method for blocking water among separated island type underground excavation station piles - Google Patents
Method for blocking water among separated island type underground excavation station piles Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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Abstract
A method for blocking water among piles of a separate island type underground excavation station comprises the following steps: (1) underground excavation of the subway station is carried out until the nodes of the fender posts are constructed, and construction of a side wall water plugging structure is carried out; (2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has a leakage point, so as to ensure that no obvious leakage point occurs in the side wall water plugging structure; (3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; (4) grouting soil body with a specific depth at the base, pouring to form a bottom sealing structure with a plurality of small basin-shaped grouting chambers, and superposing the bottom sealing structure with a side wall water plugging structure to form an integral closed structure to block underground water; (5) and (5) checking the water plugging effect. The invention solves the water stop problem among the piles of the separated island type underground excavation station, overcomes the difficulty of limited operation space of the underground excavation station, ensures the construction period, reduces potential safety hazards and indirectly saves the construction cost.
Description
Technical Field
The invention relates to the technical field of design and construction of urban subway stations, in particular to a method for blocking water among piles of a separated island type underground excavated station.
Background
Many subway lines are built along highways, and overpasses are commonly arranged on the highways. The vertical columns of the overpass can obstruct the large-scale excavation of the road surface, so that a station with a station hall and a station platform integrated into a whole cannot be built. The solution is that each track tunnel and station hall are respectively built on two sides of the vertical column of the overpass, and then a channel is dug between the vertical columns to connect each track tunnel and station hall. In addition, if the rail tunnels are respectively built under two parallel roads, the communication channel is built under the crosswalk.
Further, subways are usually built underneath roads in order to avoid the pile foundations of the buildings. However, the open cut backfill method is not suitable for building the subway on the road with extremely heavy traffic. Although the rail tunnel may be deeply excavated, the subway station requires a large amount of space to be constructed. The method is to open up an open ground beside a road, dig a big hole in the open ground, dig a tunnel to connect to a track tunnel under the road, and build a station hall at the bottom of the ground in the big hole.
A separate island type platform belongs to one type of railway platform. Like the island platform, the tracks separating the island platform are located on both sides of the platform. But the upper and lower stations of the separate island are separated and connected by one or more channels. A split island platform generally consists of three holes, namely, a station hall or corridor is clamped between two rail tunnels; in particular, it may be formed by double holes, i.e. only several communication channels are arranged between two track tunnels, and there is no through-connection between the channels. If the station has more than one station hall, the station is formed by a plurality of holes.
The construction method of underground excavation of stations in urban rail transit engineering mainly comprises the following steps: a middle hole method, a side hole method, a column hole method, a hole pile method and a one-step arch buckling method. The construction of the separated island type underground excavation station usually adopts a hole-pile method, generally, precipitation is carried out first, but in order to enhance the management and protection of underground water resources, reduce the waste of water resources and prevent related geological disasters, the state strictly controls the excessive exploitation of underground water. In addition, with the development of cities, the burying depth of underground projects is larger and larger, the depth of partial underground projects reaches 36m, and some underground projects even enter an underground confined water area. As the urban underground water protection requirements are more and more strict, the precipitation mode is not allowed when underground engineering is built, and the underground excavation method based on precipitation is not suitable under the condition of water-rich stratum and precipitation is not allowed.
Therefore, a construction method for blocking water during construction of a subway underground excavation station is desired, which can be applied to a water blocking method for a split island type underground excavation station and can be performed during construction.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a method for blocking water between piles of a separate island type underground excavation station. The invention solves the water stop problem among the piles of the separated island type underground excavation station, overcomes the difficulty of limited operation space of the underground excavation station, can smoothly develop construction on the premise of ensuring safety, ensures the construction period, reduces potential safety hazards and indirectly saves the construction cost.
In order to achieve the purpose, the invention provides a method for blocking water among piles of a separate island type underground excavation station, which comprises the following steps:
(1) secretly dig subway station construction to fender pile node, carry out the construction of lateral wall water shutoff structure: constructing a reinforced concrete waist beam on the ground surface of the foundation pit along the length direction of the foundation pit curtain, wrapping I-shaped steel arranged in the guard pile in the reinforced concrete waist beam, and then sequentially constructing water plugging control piles along the length direction of the foundation pit curtain; controlling cement paste when constructing the water-blocking control pile, wherein the water cement ratio is 0.9-1, the fluidity is 85-90l/min, the cement content is 370- 3 The specific gravity is 1.2-1.3 kg/l; the quality of the cement paste is controlled, the fluidity and the viscosity are checked in time, and the sprayability and the stability of the cement paste are ensured; the rotating speed of the drill bit is controlled to be 18-22r/min, the phenomenon that the speed is too low, liquid sprayed out of a nozzle is solidified to form a spiral and incomplete cylinder, and the strength is low is avoided; the speed is too high, the centripetal force of the jet flow beam formed by the liquid sprayed out of the nozzle is increased sharply, the damage force of the jet flow to the stratum is reduced, and the formed pile diameter is smaller; the drill lifting speed is controlled to be 15-20cm/min, the drill lifting speed is controlled to be high-pressure injection to enable the cement slurry and the soil layer to be fully stirred, the contact time between the injection flow and the soil body is ensured to be full, the consolidated body is uniform, the strength is optimal, and the waste caused by large slurry consumption and large slurry return is avoided; providing a compressor, and controlling the pressure of the injected cement slurry to be 35-40 MPa; the central pile is constructed first, and then the side piles are constructed symmetrically so as toAfter the adjacent side piles and the central pile are initially set, the side piles and the central pile have certain impact resistance and are not damaged by strong jet flow penetrating through cracks during side pile construction; observing at any time in the construction process, and adjusting the rotating speed and the lifting speed of the drill bit in time if the slurry return rate reaches 25-30% or the slurry return is not performed; when the slurry is not returned, the actual situation is investigated, and the accelerating agent is added to the slurry of the cement slurry or the grouting amount is increased; the construction top pile length is provided with a certain reserved length of 0.8-1.2m so as to ensure the pile length and the quality of the top of the pile body, and the buried depth of 0.5-0.8m is arranged at the top of the pile so as to ensure the rotary spraying effect;
(2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has a leakage point, so as to ensure that no obvious leakage point occurs in the side wall water plugging structure;
(3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; the casting slurry comprises the following components in parts by weight: 180 parts of cement, 90-100 parts of coarse aggregate, 120 parts of fine aggregate 110, 30-35 parts of bentonite, 10-15 parts of sulfonated asphalt powder, 15-18 parts of basalt fiber, 10-12 parts of PP fiber, 8-10 parts of magnesium phosphate, 6-8 parts of ferric chloride, 5-8 parts of precipitated silica, 4-5 parts of enzyme dextrin, 2-5 parts of sodium gluconate, 3-4 parts of alum, 2-3 parts of copper sulfate, 1.2-1.5 parts of bisphenol A epoxy resin, 0.8-1 part of wood calcium, 0.5-1 part of rosin resin, 0.3-0.5 part of maleic acid, 0.2-0.5 part of phenyl o-hydroxybenzoate, 0.1-0.2 part of hexamethylene diisocyanate, 0.1-0.2 part of ethylene glycol polyoxyethylene ether and 120 parts of water 100;
(4) grouting soil body with a specific depth of a substrate, pouring the grouting slurry by adopting a grouting process, pouring to form a bottom sealing structure with a plurality of small basin-shaped grouting chambers, and superposing the bottom sealing structure with a side wall water plugging structure to form an integral closed structure to block underground water; pouring the pouring slurry to form a bottom sealing structure, and pouring to form a bottom plate and a side wall, wherein the side wall is closely attached to the lower part of the side wall water plugging structure, and the bottom plate, the side wall and the side wall water plugging structure jointly form a bottom sealing structure of the basin-shaped grouting chamber; then, pouring the pouring slurry by adopting a grouting method to form a plurality of intervals, and dividing the basin-shaped grouting chamber into a plurality of small basin-shaped grouting chambers;
(5) checking the water plugging effect; after the construction of the side wall water plugging structure and the bottom sealing structure is finished for 15-18 hours, performing apparent inspection on the nearby area, and taking the total amount of residual leakage water per 40m as a qualified standard, wherein the total amount of residual leakage water per 40m is not more than 2.5L/s, and the single-point centralized water outlet point is less than 0.4L/s; if the infiltration phenomenon is found, water supplementing and plugging construction is needed, grouting holes are distributed according to the infiltration area and the condition in the water supplementing and plugging construction, and the number of the grouting holes is larger than 4.
Preferably, in the step (1), the construction method of the fender post includes the steps of:
a. digging out foundation soil above the elevation of the bottom sealing structure by using a rotary digging machine to form a fender pile hole;
b. removing broken stones and sundries in foundation soil dug out from the hole of the fender post, and then backfilling the foundation soil into the hole of the fender post;
c. i-shaped steel is inserted into the hole of the fender post to support the foundation pit.
In any of the above schemes, preferably, in the step (2), if the water shutoff control pile has a leakage point, the concrete operations of grouting for reinforcement are as follows: measuring the water yield and the water pressure at the leakage point, arranging 4-6 drill holes around the leakage point, obliquely crossing the drill holes and the water plugging control pile, wherein the angle of the drill holes is 10-20 degrees, leading out more leakage water, and the depth of the drill holes is 20-30 cm; and then inserting a grouting steel pipe at the drilling position, and performing grouting reinforcement through the grouting steel pipe.
In any one of the above aspects, it is preferable that in the step (3), the basalt fiber has a diameter of 0.25 to 0.35mm and a length of 25 to 35 mm; the diameter of the PP fiber is 0.30-0.35mm, and the length of the PP fiber is 25-35 mm.
In any of the above embodiments, preferably, in the step (4), the initial grouting pressure is 1.2 to 1.5MPa, the final pressure is 2.2-2.5MPa, the water inrush hole is the grouting pressure plus the water inrush pressure, the highest pressure is 2.8MPa, and corresponding adjustment is carried out according to actual conditions; the grouting is completely carried out by adopting a full-hole one-time grouting method, and the grouting is carried out in sequence according to the sequence of 'no water firstly then water, small water firstly then large water, jumping and discharging at every hole, and first two ends then middle'; the grouting pressure is gradually increased to the design pressure, the injection rate is 0.5-0.8L/min, the continuous pouring can be finished after 25-30min, and the water plugging and grouting effects are improved.
In any of the above schemes, preferably, in the step (4), the grouting slurry is poured by using a sleeve valve pipe grouting process, and secondary grouting is performed above the bottom plate to form a reinforcing structural layer.
In any of the above schemes, preferably, the reinforcing structure layer is further provided with a reinforcing mesh and a horizontal grid, the thickness of the base plate is 60-80cm, and the thickness of the reinforcing structure layer is 30-40 cm.
The invention has the beneficial effects that:
1. according to the invention, the side wall and the base of the excavated surface are simultaneously provided with the water blocking structures, the underground water outside the underground excavated station is sealed, and the dry tank operation of construction can be realized by only draining the underground water above the water-resisting layer of the base in the underground excavated station during construction, so that the drainage quantity is greatly reduced, and the waste of water resources is avoided; the construction operation environment is ensured, and the requirement of civilized construction is met; the invention is not limited by the substrate stratum, and can still realize the sealing of the underground water below the substrate under the condition that the substrate has no water-resisting layer or the water-resisting layer is too thin and cannot block the underground water.
2. The invention provides different technical schemes, and reasonable implementation schemes can be selected according to stratum conditions, construction organization, engineering arrangement and the like; the water plugging structure can be used for water plugging design among all separated island type underground excavation station piles, and has a wide application range.
3. The water shutoff control pile effectively solves the problem that other water shutoff control modes are not suitable for use due to narrow field and complex geographical environment; the construction is convenient, the process is simple, the construction period is short, and the smooth implementation of the project can be ensured.
4. The invention has the characteristics of improving the construction efficiency, accelerating the construction period and having good water plugging effect between the piles of the separate island type underground excavation station.
5. The pouring slurry has good water plugging performance, and the highest water plugging pressure can reach more than 10 MPa; the obtained casting slurry has high compressive strength and can effectively meet the aims of water shutoff and structure reinforcement.
6. The method can effectively prevent the water leakage condition during construction of the separated island type underground excavation station, and avoid the water leakage danger during underground excavation construction of water-rich geology.
Detailed Description
The technical solutions of the present application will be described in detail below with reference to specific embodiments of the present application, but the following examples are only for the understanding of the present invention, and the examples and features of the examples in the present application can be combined with each other, and the present application can be implemented in various different ways as defined and covered by the claims.
Example 1
A method for blocking water among piles of a separate island type underground excavation station comprises the following steps:
(1) secretly dig subway station construction to fender pile node, carry out the construction of lateral wall water shutoff structure: constructing a reinforced concrete waist beam on the ground surface of the foundation pit along the length direction of the foundation pit curtain, wrapping I-shaped steel arranged in the guard pile in the reinforced concrete waist beam, and then sequentially constructing water plugging control piles along the length direction of the foundation pit curtain; controlling cement paste when constructing the water-blocking control pile, wherein the water cement ratio is 0.9-1, the fluidity is 85-90l/min, the cement content is 370- 3 The specific gravity is 1.2-1.3 kg/l; the quality of the cement paste is controlled, the fluidity and the viscosity are checked in time, and the sprayability and the stability of the cement paste are ensured; the rotating speed of the drill bit is controlled to be 18-22r/min, the phenomenon that the speed is too low is avoided, liquid sprayed out of the nozzle is solidified to form a spiral and incomplete cylinder, and the strength is low; the speed is too high, the centripetal force of the jet flow beam formed by the liquid sprayed out of the nozzle is increased sharply, the damage force of the jet flow to the stratum is reduced, and the formed pile diameter is smaller; the drill lifting speed is controlled to be 15-20cm/min, the drill lifting speed is controlled to be high-pressure injection to enable the cement slurry and the soil layer to be fully stirred, the contact time between the injection flow and the soil body is ensured to be full, the consolidated body is uniform, the strength is optimal, and the waste caused by large slurry consumption and large slurry return is avoided; providing a compressor, and controlling the pressure of the injected cement slurry to be 35-40 MPa; the central pile is constructed first, and then the side piles are constructed symmetrically to ensure that after the adjacent side piles and the central pile are initially set, the side piles have certain impact resistance and are not blocked by the side pilesThe strong jet flow penetrating through the crack is damaged during construction; observing at any time in the construction process, and adjusting the rotating speed and the lifting speed of the drill bit in time if the slurry return rate reaches 25-30% or the slurry return is not performed; when the slurry is not returned, the actual situation is investigated, and the accelerator is added to the slurry of the cement slurry or the grouting amount is increased; the construction top pile length is provided with a certain reserved length of 0.8-1.2m so as to ensure the pile length and the quality of the top of the pile body, and the buried depth of 0.5-0.8m is arranged at the top of the pile so as to ensure the rotary spraying effect;
(2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has a leakage point, so as to ensure that no obvious leakage point occurs in the side wall water plugging structure;
(3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; the casting slurry comprises the following components in parts by weight: 150-180 parts of cement, 90-100 parts of coarse aggregate, 110-120 parts of fine aggregate, 30-35 parts of bentonite, 10-15 parts of sulfonated asphalt powder, 15-18 parts of basalt fiber, 10-12 parts of PP fiber, 8-10 parts of magnesium phosphate, 6-8 parts of ferric chloride, 5-8 parts of precipitated silica, 4-5 parts of enzyme dextrin, 2-5 parts of sodium gluconate, 3-4 parts of alum, 2-3 parts of copper sulfate, 1.2-1.5 parts of bisphenol A epoxy resin, 0.8-1 part of calcium lignosulphonate, 0.5-1 part of rosin resin, 0.3-0.5 part of maleic acid, 0.2-0.5 part of phenyl o-hydroxybenzoate, 0.1-0.2 part of hexamethylene diisocyanate, 0.1-0.2 part of ethylene glycol polyoxyethylene ether and 100-120 parts of water;
(4) grouting soil body with a specific depth of a substrate, pouring the grouting slurry by adopting a grouting process, pouring to form a bottom sealing structure with a plurality of small basin-shaped grouting chambers, and superposing the bottom sealing structure with a side wall water plugging structure to form an integral closed structure to block underground water; pouring the pouring slurry to form a bottom sealing structure, and pouring to form a bottom plate and a side wall, wherein the side wall is closely attached to the lower part of the side wall water plugging structure, and the bottom plate, the side wall and the side wall water plugging structure jointly form a bottom sealing structure of the basin-shaped grouting chamber; then, pouring the pouring slurry by adopting a grouting method to form a plurality of intervals, and dividing the basin-shaped grouting chamber into a plurality of small basin-shaped grouting chambers;
(5) checking the water plugging effect; after the construction of the side wall water plugging structure and the bottom sealing structure is finished for 15-18 hours, performing appearance inspection on nearby areas, and taking the total amount of residual water leakage per 40m as a qualified standard, wherein the total amount of residual water leakage is not more than 2.5L/s, and the water outlet point of a single point is less than 0.4L/s; if the infiltration phenomenon is found, water supplementing and plugging construction is needed, grouting holes are distributed according to the infiltration area and the condition in the water supplementing and plugging construction, and the number of the grouting holes is larger than 4.
In the step (1), the construction method of the fender post includes the steps of:
a. digging out foundation soil above the elevation of the bottom sealing structure by using a rotary digging machine to form a fender pile hole;
b. removing broken stones and sundries in foundation soil dug out from the hole of the fender post, and then backfilling the foundation soil into the hole of the fender post;
c. i-shaped steel is inserted into the hole of the fender post to support the foundation pit.
In the step (2), if the water plugging control pile has a leakage point, concrete operations of grouting for reinforcement are as follows: measuring the water yield and the water pressure at the leakage point, arranging 4-6 drill holes around the leakage point, obliquely crossing the drill holes and the water plugging control pile, wherein the angle of the drill holes is 10-20 degrees, leading out more leakage water, and the depth of the drill holes is 20-30 cm; and then inserting a grouting steel pipe at the drilling position, and performing grouting reinforcement through the grouting steel pipe.
In the step (3), the basalt fiber has a diameter of 0.25 to 0.35mm and a length of 25 to 35 mm; the diameter of the PP fiber is 0.30-0.35mm, and the length of the PP fiber is 25-35 mm.
In the step (4), the initial pressure of the grouting pressure is 1.2-1.5MPa, the final pressure is 2.2-2.5MPa, the water inrush hole is the grouting pressure plus the water inrush pressure, the highest pressure is 2.8MPa, and corresponding adjustment is carried out according to actual conditions; the grouting is completely carried out by adopting a full-hole one-time grouting method, and the grouting is carried out in sequence according to the sequence of 'no water firstly then water, small water firstly then large water, jumping and discharging at every hole, and first two ends then middle'; the grouting pressure is gradually increased to the design pressure, the injection rate is 0.5-0.8L/min, the continuous pouring can be finished after 25-30min, and the water plugging and grouting effects are improved.
In the step (4), the sleeve valve pipe grouting process is adopted to pour the grouting slurry, and secondary grouting is performed above the bottom plate to form a reinforcing structure layer.
The reinforced structure layer is also provided with a reinforcing mesh and a horizontal grid, the thickness of the bottom plate is 60-80cm, and the thickness of the reinforced structure layer is 30-40 cm.
Example 2
A method for blocking water among piles of a separate island type underground excavation station comprises the following steps:
(1) secretly dig subway station construction to fender pile node, carry out the construction of lateral wall water shutoff structure: constructing a reinforced concrete waist beam on the ground surface of the foundation pit along the length direction of the foundation pit curtain, wrapping I-shaped steel arranged in the guard piles in the reinforced concrete waist beam, and then sequentially constructing water plugging control piles along the length direction of the foundation pit curtain; controlling cement paste when constructing the water-blocking control pile, wherein the water cement ratio is 0.9-1, the fluidity is 85-90l/min, the cement content is 370- 3 The specific gravity is 1.2-1.3 kg/l; the quality of the cement paste is controlled, the fluidity and the viscosity are checked in time, and the sprayability and the stability of the cement paste are ensured; the rotating speed of the drill bit is controlled to be 18-22r/min, the phenomenon that the speed is too low is avoided, liquid sprayed out of the nozzle is solidified to form a spiral and incomplete cylinder, and the strength is low; the speed is too high, the centripetal force of the jet flow beam formed by the liquid sprayed out of the nozzle is increased sharply, the damage force of the jet flow to the stratum is reduced, and the formed pile diameter is smaller; the drill lifting speed is controlled to be 15-20cm/min, the drill lifting speed is controlled to be high-pressure injection to enable the cement slurry and the soil layer to be fully stirred, the contact time between the injection flow and the soil body is ensured to be full, the consolidated body is uniform, the strength is optimal, and the waste caused by large slurry consumption and large slurry return is avoided; providing a compressor, and controlling the pressure of the injected cement slurry to be 35-40 MPa; constructing a central pile first, and then symmetrically constructing side piles to ensure that after adjacent side piles and the central pile are initially set, the side piles and the central pile have certain impact resistance and are not damaged by strong jet flow penetrating through cracks during side pile construction; observing at any time in the construction process, and adjusting the rotating speed and the lifting speed of the drill bit in time if the slurry return rate reaches 25-30% or the slurry return is not performed; when the slurry is not returned, the actual situation is investigated, and the accelerator is added to the slurry of the cement slurry or the grouting amount is increased; the pile length at the top of the construction is provided with a certain reserved length of 0.8-1.2m so as to ensureThe length of the pile and the quality of the top of the pile body are verified, and the buried depth of the top of the pile is 0.5-0.8m so as to ensure the rotary spraying effect;
(2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has a leakage point, so as to ensure that no obvious leakage point occurs in the side wall water plugging structure;
(3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; the casting slurry comprises the following components in parts by weight: 180 parts of cement, 90-100 parts of coarse aggregate, 120 parts of fine aggregate 110, 30-35 parts of bentonite, 10-15 parts of sulfonated asphalt powder, 15-18 parts of basalt fiber, 10-12 parts of PP fiber, 8-10 parts of magnesium phosphate, 6-8 parts of ferric chloride, 5-8 parts of precipitated silica, 4-5 parts of enzyme dextrin, 2-5 parts of sodium gluconate, 3-4 parts of alum, 2-3 parts of copper sulfate, 1.2-1.5 parts of bisphenol A epoxy resin, 0.8-1 part of wood calcium, 0.5-1 part of rosin resin, 0.3-0.5 part of maleic acid, 0.2-0.5 part of phenyl o-hydroxybenzoate, 0.1-0.2 part of hexamethylene diisocyanate, 0.1-0.2 part of ethylene glycol polyoxyethylene ether and 120 parts of water 100;
(4) grouting soil body with a specific depth of a substrate, pouring the grouting slurry by adopting a grouting process, pouring to form a bottom sealing structure with a plurality of small basin-shaped grouting chambers, and superposing the bottom sealing structure with a side wall water plugging structure to form an integral closed structure to block underground water; pouring the pouring slurry to form a bottom sealing structure, and pouring to form a bottom plate and a side wall, wherein the side wall is closely attached to the lower part of the side wall water plugging structure, and the bottom plate, the side wall and the side wall water plugging structure jointly form a bottom sealing structure of the basin-shaped grouting chamber; then, pouring the pouring slurry by adopting a grouting method to form a plurality of intervals, and dividing the basin-shaped grouting chamber into a plurality of small basin-shaped grouting chambers;
(5) checking the water plugging effect; after the construction of the side wall water plugging structure and the bottom sealing structure is finished for 15-18 hours, performing appearance inspection on nearby areas, and taking the total amount of residual water leakage per 40m as a qualified standard, wherein the total amount of residual water leakage is not more than 2.5L/s, and the water outlet point of a single point is less than 0.4L/s; if the infiltration phenomenon is found, water supplementing and plugging construction is needed, grouting holes are distributed according to the infiltration area and the condition in the water supplementing and plugging construction, and the number of the grouting holes is larger than 4.
In the step (1), the construction method of the fender post includes the steps of:
a. digging out foundation soil above the elevation of the bottom sealing structure by using a rotary digging machine to form a fender pile hole;
b. removing broken stones and sundries in foundation soil dug out from the hole of the fender post, and then backfilling the foundation soil into the hole of the fender post;
c. and H-shaped steel is inserted into the hole of the fender pile to support the foundation pit.
In the step (2), if the water plugging control pile has a leakage point, concrete operations of grouting for reinforcement are as follows: measuring the water yield and the water pressure at the leakage point, arranging 4-6 drill holes around the leakage point, obliquely crossing the drill holes and the water plugging control pile, wherein the angle of the drill holes is 10-20 degrees, leading out more leakage water, and the depth of the drill holes is 20-30 cm; and then inserting a grouting steel pipe at the drilling position, and performing grouting reinforcement through the grouting steel pipe.
In the step (3), the basalt fiber has a diameter of 0.25 to 0.35mm and a length of 25 to 35 mm; the diameter of the PP fiber is 0.30-0.35mm, and the length of the PP fiber is 25-35 mm.
In the step (4), the initial pressure of the grouting pressure is 1.2-1.5MPa, the final pressure is 2.2-2.5MPa, the water inrush hole is the grouting pressure plus the water inrush pressure, the highest pressure is 2.8MPa, and corresponding adjustment is carried out according to actual conditions; the grouting is completely carried out by adopting a full-hole one-time grouting method, and the grouting is carried out in sequence according to the sequence of 'no water firstly then water, small water firstly then large water, jumping and discharging at every hole, and first two ends then middle'; the grouting pressure is gradually increased to the design pressure, the injection rate is 0.5-0.8L/min, the continuous pouring can be finished after 25-30min, and the water plugging and grouting effects are improved.
In the step (4), the sleeve valve pipe grouting process is adopted to pour the grouting slurry, and secondary grouting is performed above the bottom plate to form a reinforcing structure layer.
The reinforced structure layer is also provided with a reinforcing mesh and a horizontal grid, the thickness of the bottom plate is 60-80cm, and the thickness of the reinforced structure layer is 30-40 cm.
In order to further improve the technical effect of the present invention, in this embodiment, in the step (1), the concrete steps when the water shutoff control pile is constructed are as follows:
1) adopting a high-pressure drilling machine to carry out pile hole construction at a designed pile position and drilling to the designed pile bottom position;
2) spraying cement slurry from a nozzle on a spray head into soil through a spray pipe, lifting and rotating a high-pressure drilling machine, changing the soil body cut in a pile hole from the original solid into fluid-state slurry body, and stirring and mixing the slurry body sprayed out at high pressure;
3) jumping the hole to construct the water shutoff control pile, and forming a circle of side wall water shutoff structure around the fender pile by lapping the water shutoff control pile and lapping the fender pile and the water shutoff control pile;
4) detecting a water plugging control pile, lowering a drill bit of a high-pressure drilling machine to the bottom of a grouting hole for the defective water plugging control pile, rotating while lifting, and spraying clear water from bottom to top to clean the defective position;
5) after the hole cleaning of the defective water plugging control pile is finished, high-pressure grouting is carried out on the defective position of the pile body in a high-pressure grouting mode; then adding a reinforcing steel bar cage into the water plugging control pile;
6) and (4) immediately performing static pressure grouting by using an orifice grouting device under the condition of sealing the orifice after adding the reinforcing steel bar cage.
The overlapping width of the adjacent water plugging control piles is 200-220 mm; when the reinforcing steel bar cage is added, the length of the reinforcing steel bar cage exceeds the defect position by 2.5-3 m; and (4) grout is supplemented within 3-4 hours after the high-pressure grouting construction is finished.
The construction method of the water plugging control pile ensures that the side wall water plugging structure has the functions of water plugging and sand stopping, avoids the situation that rock-soil layers among the pile of the separation island type underground excavated station are cut into large holes, effectively enlarges the pile body or pile bottom diameter of the water plugging control pile, and can effectively improve the bearing capacity of the separation island type underground excavated station pile.
Example 3
A method for blocking water among piles of a separate island type underground excavation station comprises the following steps:
(1) construction of underground excavation subway station to fender post node, lateral wall water plugging is carried outAnd (3) structural construction: constructing a reinforced concrete waist beam on the ground surface of the foundation pit along the length direction of the foundation pit curtain, wrapping I-shaped steel arranged in the guard pile in the reinforced concrete waist beam, and then sequentially constructing water plugging control piles along the length direction of the foundation pit curtain; controlling cement paste when constructing the water-blocking control pile, wherein the water cement ratio is 0.9-1, the fluidity is 85-90l/min, the cement content is 370- 3 The specific gravity is 1.2-1.3 kg/l; the quality of the cement paste is controlled, the fluidity and the viscosity are checked in time, and the sprayability and the stability of the cement paste are ensured; the rotating speed of the drill bit is controlled to be 18-22r/min, the phenomenon that the speed is too low is avoided, liquid sprayed out of the nozzle is solidified to form a spiral and incomplete cylinder, and the strength is low; the speed is too high, the centripetal force of the jet flow beam formed by the liquid sprayed out of the nozzle is increased sharply, the damage force of the jet flow to the stratum is reduced, and the formed pile diameter is smaller; the drill lifting speed is controlled to be 15-20cm/min, the drill lifting speed is controlled to be high-pressure injection to enable the cement slurry and the soil layer to be fully stirred, the contact time between the injection flow and the soil body is ensured to be full, the consolidated body is uniform, the strength is optimal, and the waste caused by large slurry consumption and large slurry return is avoided; providing a compressor, and controlling the pressure of the injected cement slurry to be 35-40 MPa; constructing a central pile first, and then symmetrically constructing side piles to ensure that after adjacent side piles and the central pile are initially set, the side piles and the central pile have certain impact resistance and are not damaged by strong jet flow penetrating through cracks during side pile construction; observing at any time in the construction process, and adjusting the rotating speed and the lifting speed of the drill bit in time if the slurry return rate reaches 25-30% or the slurry return is not performed; when the slurry is not returned, the actual situation is investigated, and the accelerator is added to the slurry of the cement slurry or the grouting amount is increased; the construction top pile length is provided with a certain reserved length of 0.8-1.2m so as to ensure the pile length and the quality of the top of the pile body, and the buried depth of 0.5-0.8m is arranged at the top of the pile so as to ensure the rotary spraying effect;
(2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has leakage points, so as to ensure that no obvious leakage points appear in the side wall water plugging structure;
(3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; the casting slurry comprises the following components in parts by weight: 150-180 parts of cement, 90-100 parts of coarse aggregate, 110-120 parts of fine aggregate, 30-35 parts of bentonite, 10-15 parts of sulfonated asphalt powder, 15-18 parts of basalt fiber, 10-12 parts of PP fiber, 8-10 parts of magnesium phosphate, 6-8 parts of ferric chloride, 5-8 parts of precipitated silica, 4-5 parts of enzyme dextrin, 2-5 parts of sodium gluconate, 3-4 parts of alum, 2-3 parts of copper sulfate, 1.2-1.5 parts of bisphenol A epoxy resin, 0.8-1 part of calcium lignosulphonate, 0.5-1 part of rosin resin, 0.3-0.5 part of maleic acid, 0.2-0.5 part of phenyl o-hydroxybenzoate, 0.1-0.2 part of hexamethylene diisocyanate, 0.1-0.2 part of ethylene glycol polyoxyethylene ether and 100-120 parts of water;
(4) grouting soil body with a specific depth of a substrate, pouring the grouting slurry by adopting a grouting process, pouring to form a bottom sealing structure with a plurality of small basin-shaped grouting chambers, and superposing the bottom sealing structure with a side wall water plugging structure to form an integral closed structure to block underground water; pouring the pouring slurry to form a bottom sealing structure, and pouring to form a bottom plate and a side wall, wherein the side wall is closely attached to the lower part of the side wall water plugging structure, and the bottom plate, the side wall and the side wall water plugging structure jointly form a bottom sealing structure of the basin-shaped grouting chamber; then, pouring the pouring slurry by adopting a grouting method to form a plurality of intervals, and dividing the basin-shaped grouting chamber into a plurality of small basin-shaped grouting chambers;
(5) checking the water plugging effect; after the construction of the side wall water plugging structure and the bottom sealing structure is finished for 15-18 hours, performing appearance inspection on nearby areas, and taking the total amount of residual water leakage per 40m as a qualified standard, wherein the total amount of residual water leakage is not more than 2.5L/s, and the water outlet point of a single point is less than 0.4L/s; if the infiltration phenomenon is found, water supplementing and plugging construction is needed, grouting holes are distributed according to the infiltration area and the condition in the water supplementing and plugging construction, and the number of the grouting holes is larger than 4.
In the step (1), the construction method of the fender post includes the steps of:
a. digging out foundation soil above the elevation of the bottom sealing structure by using a rotary digging machine to form a fender pile hole;
b. removing broken stones and sundries in foundation soil dug out from the hole of the fender post, and then backfilling the foundation soil into the hole of the fender post;
c. i-shaped steel is inserted into the hole of the fender post to support the foundation pit.
In the step (2), if the water plugging control pile has a leakage point, concrete operations of grouting and reinforcing are as follows: measuring the water yield and the water pressure at the leakage point, arranging 4-6 drill holes around the leakage point, obliquely crossing the drill holes and the water plugging control pile, wherein the angle of the drill holes is 10-20 degrees, leading out more leakage water, and the depth of the drill holes is 20-30 cm; and then inserting a grouting steel pipe at the drilling position, and performing grouting reinforcement through the grouting steel pipe.
In the step (3), the basalt fiber has a diameter of 0.25 to 0.35mm and a length of 25 to 35 mm; the diameter of the PP fiber is 0.30-0.35mm, and the length of the PP fiber is 25-35 mm.
In the step (4), the initial pressure of the grouting pressure is 1.2-1.5MPa, the final pressure is 2.2-2.5MPa, the water inrush hole is the grouting pressure plus the water inrush pressure, the highest pressure is 2.8MPa, and corresponding adjustment is carried out according to actual conditions; the grouting is completely carried out by adopting a full-hole one-time grouting method, and the grouting is carried out in sequence according to the sequence of 'no water firstly then water, small water firstly then large water, jumping and discharging at every hole, and first two ends then middle'; the grouting pressure is gradually increased to the design pressure, the injection rate is 0.5-0.8L/min, the continuous pouring can be finished after 25-30min, and the water plugging and grouting effects are improved.
In the step (4), the sleeve valve pipe grouting process is adopted to pour the grouting slurry, and secondary grouting is performed above the bottom plate to form a reinforcing structure layer.
The reinforced structure layer is also provided with a reinforcing mesh and a horizontal grid, the thickness of the bottom plate is 60-80cm, and the thickness of the reinforced structure layer is 30-40 cm.
In order to further improve the technical effect of the present invention, in this embodiment, in the step (3), the concrete steps of preparing the casting slurry are:
the method comprises the following steps:
A) stirring and reacting magnesium phosphate, 4-5 parts of enzyme method dextrin, sodium gluconate, calcium lignosulphonate, rosin resin, maleic acid, phenyl o-hydroxybenzoate and hexamethylene diisocyanate at the temperature of 100-110 ℃ for 8-10 h;
B) mixing the product prepared in the step A), bisphenol A epoxy resin and ethylene glycol polyoxyethylene ether at normal temperature for 2-3h, and standing;
C) adding ferric chloride, precipitated silica, alum and copper sulfate into the product prepared in the step B) under the stirring state, mixing for 2-3h at normal temperature, and standing;
D) mixing and stirring the product prepared in the step C) with cement, coarse aggregate, fine aggregate, bentonite, sulfonated asphalt powder, basalt fiber, PP fiber and water to prepare the casting slurry.
The pouring slurry prepared by the method in the embodiment realizes the effects of quick setting, quick hardening and self-compaction through the synergistic effect of the components, can quickly form a bottom sealing structure, ensures that the foundation in the underground excavation station can quickly and effectively have the water plugging effect, and further enhances the water plugging effect of the invention.
In addition, in order to ensure the technical effect of the invention, the technical schemes of the above embodiments can be reasonably combined.
According to the embodiment, the water blocking structures are arranged on the side wall and the base of the excavation surface simultaneously, underground water outside the underground excavation station is sealed, and the construction dry tank operation can be realized only by draining the underground water above the water-resisting layer of the base in the underground excavation station during construction, so that the pumping and drainage amount is greatly reduced, and the water resource waste is avoided; the construction operation environment is ensured, and the requirement of civilized construction is met; the invention is not limited by the stratum of the substrate, and can still realize the sealing of the underground water below the substrate under the condition that the substrate has no water-resisting layer or the water-resisting layer is too thin and can not block the underground water.
The invention provides different technical schemes, and reasonable implementation schemes can be selected according to stratum conditions, construction organization, engineering arrangement and the like; the water plugging structure can be used for water plugging design among all separated island type underground excavation station piles, and has a wide application range.
The water shutoff control pile effectively solves the problem that other water shutoff control modes are not suitable for use due to narrow field and complex geographical environment; the construction is convenient, the process is simple, the construction period is short, and the smooth implementation of the project can be ensured.
The invention has the characteristics of improving the construction efficiency, accelerating the construction period and having good water plugging effect between the piles of the separate island type underground excavation station.
The pouring slurry has good water plugging performance, and the highest water plugging pressure can reach more than 10 MPa; the obtained casting slurry has high compressive strength and can effectively meet the aims of water shutoff and structure reinforcement.
The method can effectively prevent the water leakage condition during construction of the separated island type underground excavation station, and avoid the water leakage danger during underground excavation construction of water-rich geology.
The foregoing is directed to preferred embodiments of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (5)
1. A method for blocking water among piles of a separate island type underground excavation station is characterized by comprising the following steps:
(1) secretly dig subway station construction to fender pile node, carry out the construction of lateral wall water shutoff structure: constructing a reinforced concrete waist beam on the ground surface of the foundation pit along the length direction of the foundation pit curtain, wrapping I-shaped steel arranged in the guard pile in the reinforced concrete waist beam, and then sequentially constructing water plugging control piles along the length direction of the foundation pit curtain;
the concrete steps of the construction of the water plugging control pile are as follows: 1) adopting a high-pressure drilling machine to carry out pile hole construction at a designed pile position and drilling to the designed pile bottom position; 2) spraying cement slurry from a nozzle on a spray head into soil through a spray pipe, lifting and rotating a high-pressure drilling machine, changing the soil body cut in a pile hole from the original solid into fluid-state slurry body, and stirring and mixing the slurry body sprayed out at high pressure; 3) jumping the hole to construct the water shutoff control pile, and forming a circle of side wall water shutoff structure around the fender pile by lapping the water shutoff control pile and lapping the fender pile and the water shutoff control pile; 4) detecting a water plugging control pile, lowering a drill bit of a high-pressure drilling machine to the bottom of a grouting hole for the defective water plugging control pile, rotating while lifting, and spraying clear water from bottom to top to clean the defective position; 5) after the defective water plugging control pile is cleaned, high-pressure grouting is carried out on the defective position of the pile body in a high-pressure grouting mode; then adding a reinforcing steel bar cage into the water plugging control pile; 6) after the reinforcing steel bar cage is added, carrying out static pressure grouting immediately by using an orifice grouting device under the condition of sealing the orifice; the overlapping width of the adjacent water plugging control piles is 200-220 mm; when the reinforcing steel bar cage is added, the length of the reinforcing steel bar cage exceeds the defect position by 2.5-3 m; slurry supplementing is carried out within 3-4 hours after the high-pressure grouting construction is finished;
controlling cement paste when constructing the water plugging control pile, wherein the water cement ratio is 0.9-1, the fluidity is 85-90l/min, the cement content is 370-390kg/m3, and the specific gravity is 1.2-1.3 kg/l; the quality of the cement paste is controlled, the fluidity and the viscosity are checked in time, and the sprayability and the stability of the cement paste are ensured; controlling the rotation speed of the drill bit to be 18-22 r/min; controlling the lifting speed of the drill bit to be 15-20 cm/min; providing a compressor, and controlling the pressure of the injected cement slurry to be 35-40 MPa; constructing a central pile and then symmetrically constructing side piles; observing at any time in the construction process, and adjusting the rotating speed and the lifting speed of the drill bit in time if the slurry return rate reaches 25-30% or the slurry return is not performed; the construction top pile length is provided with a certain reserved length of 0.8-1.2m so as to ensure the pile length and the quality of the top of the pile body, and the buried depth of 0.5-0.8m is arranged at the top of the pile so as to ensure the rotary spraying effect;
(2) recording the pouring condition of the water plugging control pile in the excavation process, and grouting for reinforcement if the water plugging control pile has a leakage point, so as to ensure that no obvious leakage point occurs in the side wall water plugging structure; if the water plugging control pile has a leakage point, concrete operations of grouting for reinforcement are as follows: measuring the water yield and the water pressure at the leakage point, arranging 4-6 drill holes around the leakage point, obliquely crossing the drill holes and the water plugging control pile, wherein the angle of the drill holes is 10-20 degrees, leading out more leakage water, and the depth of the drill holes is 20-30 cm; then inserting a grouting steel pipe into the drilled hole, and performing grouting reinforcement through the grouting steel pipe;
(3) carrying out main structure construction according to the underground excavation construction step, excavating the station to a certain distance above the water level, and then preparing pouring slurry; the casting slurry comprises the following components in parts by weight: 180 parts of cement, 90-100 parts of coarse aggregate, 120 parts of fine aggregate 110, 30-35 parts of bentonite, 10-15 parts of sulfonated asphalt powder, 15-18 parts of basalt fiber, 10-12 parts of PP fiber, 8-10 parts of magnesium phosphate, 6-8 parts of ferric chloride, 5-8 parts of precipitated silica, 4-5 parts of enzyme dextrin, 2-5 parts of sodium gluconate, 3-4 parts of alum, 2-3 parts of copper sulfate, 1.2-1.5 parts of bisphenol A epoxy resin, 0.8-1 part of wood calcium, 0.5-1 part of rosin resin, 0.3-0.5 part of maleic acid, 0.2-0.5 part of phenyl o-hydroxybenzoate, 0.1-0.2 part of hexamethylene diisocyanate, 0.1-0.2 part of ethylene glycol polyoxyethylene ether and 120 parts of water 100;
(4) grouting soil body with a specific depth of a substrate, pouring the grouting slurry by adopting a grouting process, pouring to form a bottom sealing structure with a plurality of basin-shaped grouting chambers, and overlapping with the side wall water plugging structure to form an integral closed structure to block underground water; pouring the pouring slurry for pouring when a bottom sealing structure is formed to form a bottom plate and a side wall, wherein the side wall is closely attached to the lower part of the side wall water plugging structure, and the bottom plate, the side wall and the side wall water plugging structure jointly form a bottom sealing structure of the basin-shaped grouting chamber; then, pouring the pouring slurry by adopting a grouting method to form a plurality of intervals, and dividing the basin-shaped grouting chamber into a plurality of small basin-shaped grouting chambers; the initial pressure of the grouting pressure is 1.2-1.5MPa, and the final pressure is 2.2-2.5 MPa; the grouting is carried out by adopting a full-hole one-time grouting method, and the grouting is carried out in sequence according to the sequence of 'no water firstly, then water exists, small water firstly, then large water exists, the holes are separated, the rows are jumped, and the two ends are arranged firstly and then the middle is arranged later'; the grouting pressure is gradually increased to the design pressure, the injection rate is 0.5-0.8L/min, the continuous pouring can be finished after 25-30min, and the water plugging and grouting effects are improved;
(5) checking the water plugging effect; after the construction of the side wall water plugging structure and the bottom sealing structure is finished for 15-18 hours, performing appearance inspection on nearby areas, and taking the total amount of residual water leakage per 40m as a qualified standard, wherein the total amount of residual water leakage is not more than 2.5L/s, and the water outlet point of a single point is less than 0.4L/s; and if the infiltration phenomenon is found, water replenishing and plugging construction is needed, grouting holes are distributed according to the infiltration area and the condition in the water replenishing and plugging construction, and the number of the grouting holes is more than 4.
2. The method for blocking water between piles of a divided island type underground excavated station according to claim 1, wherein in the step (1), the construction method of the fender post comprises the steps of:
a. digging out foundation soil above the elevation of the bottom sealing structure by using a rotary digging machine to form a fender pile hole;
b. removing broken stones and sundries in foundation soil dug out from the hole of the fender post, and then backfilling the foundation soil into the hole of the fender post;
c. i-shaped steel is inserted into the hole of the fender post to support the foundation pit.
3. The split island type underground excavation station inter-pile water shut-off method according to claim 2, wherein in the step (3), the basalt fiber has a diameter of 0.25 to 0.35mm and a length of 25 to 35 mm; the diameter of the PP fiber is 0.30-0.35mm, and the length of the PP fiber is 25-35 mm.
4. The isolated island type underground excavation station inter-pile water plugging method according to claim 3, wherein in the step (4), the casting slurry is poured by a sleeve valve pipe casting process, and secondary casting is performed above the bottom plate to form a reinforcing structure layer.
5. The isolated island type underground excavation station inter-pile water plugging method according to claim 4, wherein a steel mesh and a horizontal grid are further provided in the reinforcing structure layer, the thickness of the bottom plate is 60-80cm, and the thickness of the reinforcing structure layer is 30-40 cm.
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