CN107059948B - Reset processing method and system for floating open cut tunnel structure - Google Patents
Reset processing method and system for floating open cut tunnel structure Download PDFInfo
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- CN107059948B CN107059948B CN201710154603.0A CN201710154603A CN107059948B CN 107059948 B CN107059948 B CN 107059948B CN 201710154603 A CN201710154603 A CN 201710154603A CN 107059948 B CN107059948 B CN 107059948B
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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
- E02D31/10—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 soil pressure or hydraulic pressure
- E02D31/12—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 soil pressure or hydraulic pressure against upward hydraulic pressure
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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
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention provides a reset processing method and a system for an open cut tunnel structure after floating, wherein the method comprises the following steps: (1) pumping and draining accumulated water in the foundation pit; (2) Arranging a supporting device at the bottom of the open cut tunnel, and cleaning medium coarse sand around the open cut tunnel structure; (3) Pouring water into the foundation pit, arranging a weight on a top plate of the open-cut tunnel structure, adjusting the weight to enable the open-cut tunnel structure to be in a critical suspension state, and taking out the supporting device; (4) Pumping and draining water in the foundation pit, and monitoring the position of the top plate; (5) Grouting the bottom plate of the open cut tunnel structure until the grout overflows to the elevation above the bottom plate. The reset processing method for the floating open-cut tunnel structure provided by the invention can be used for resetting the floating open-cut tunnel structure.
Description
Technical Field
The invention relates to a reset processing method and system for an open cut tunnel structure after floating up, and belongs to the technical field of subway tunnel construction.
Background
As shown in fig. 1, in the structure of an open cut tunnel, medium coarse sand 2 is used to backfill two sides of the tunnel 1, and the top plate is not covered with soil, because the drainage system of the road network around the foundation pit 3 is very imperfect, a large amount of rainwater rapidly flows from the periphery to the foundation pit with the structure in a rainy season, the water level in the foundation pit rapidly rises in a short time, and the top plate is rapidly submerged. Because ponding in the foundation ditch can not in time be got rid of, or the earthing thickness does not satisfy anti requirement that floats, causes the structure to come up after buoyancy is greater than the structure dead weight, simultaneously, the structure both sides backfill sand subsides and flows into below the main body structure bottom plate, and the water level decline structure can't reset after the heavy rain. Aiming at the tunnel structure which is floated up, no good resetting treatment method exists at present, if the tunnel structure cannot be reset effectively, the use requirement is not met, and great loss is caused to engineering.
Disclosure of Invention
Based on the above shortcomings, the technical problem to be solved by the invention is to provide a reset processing method after the floating of the open-cut tunnel structure, which can reset the floating open-cut tunnel structure.
In order to solve the technical problems, the invention adopts the following technical scheme:
a reset processing method after floating an open cut tunnel structure comprises the following steps:
(1) Draining accumulated water in the foundation pit;
(2) Arranging a supporting device at the bottom of the open cut tunnel, and cleaning medium coarse sand around the open cut tunnel structure;
(3) Pouring water into the foundation pit, arranging a weight on a top plate of the open-cut tunnel structure, adjusting the weight to enable the open-cut tunnel structure to be in a critical suspension state, and taking out the supporting device;
(4) Pumping and draining water in the foundation pit, and monitoring the position of the top plate;
(5) Grouting the bottom plate of the open cut tunnel structure until the grout overflows to the elevation above the bottom plate.
The step (2) comprises the following steps:
(21) The medium coarse sand on two sides of the open cut tunnel structure is excavated;
(22) Structural limiting devices are arranged at two ends of the deformation joint and the construction joint;
(23) A supporting device is arranged below the bottom plate;
(24) And flushing the bottom of the bottom plate to perform comprehensive sand cleaning treatment.
The step (2) further comprises the step of arranging elevation monitoring points on the top plate.
The method further comprises the step of setting a water level observation scale at the deformation joint before the step (3); and/or, before the step (3), a step of grouting the bottom of the bottom plate is further included.
In the step (4), the water in the foundation pit is pumped out, and meanwhile, the open-cut tunnel structure is rectified so as to restore to the plane position.
The step (5) comprises two grouting, wherein the first grouting is normal pressure grouting, the second grouting is high-pressure grouting, the grouting pressure of the high-pressure grouting is 0.5-0.8MPa, and the second grouting time is the initial setting period of the first grouting body.
By adopting the technical scheme, the invention has the following technical effects:
according to the reset treatment method after the floating of the open-cut tunnel structure, sand is removed from the two sides and the bottom of the open-cut tunnel structure, water is pumped and discharged after the water is washed cleanly, and then the bottom is injected, so that the reset treatment can be carried out on the floating open-cut tunnel; correcting the deviation of the open-cut tunnel structure while pumping and draining water to prevent the inclination of the open-cut tunnel structure; and grouting is performed twice, wherein the first grouting is normal pressure grouting, the second grouting is high pressure grouting, the substrate structure at the bottom of the bottom plate is firmer, and floating can not occur.
The invention further aims to solve the technical problem of providing a reset processing system for the floating open-cut tunnel structure, which can reset the floating open-cut tunnel structure.
In order to solve the technical problems, the invention adopts the following technical scheme:
the utility model provides a reset processing system after open cut tunnel structure come-up, includes slip casting device and strutting arrangement in open cut tunnel structure bottom, sets up the stop device in open cut tunnel structure both sides, and the device of watering, the pumping device of the water pump drainage in with the foundation ditch in the foundation ditch of open cut tunnel structure and the deviation correcting device of setting at open cut tunnel structure top.
The grouting device comprises a primary grouting pipe and a secondary grouting pipe, wherein the primary grouting pipe is a normal pressure grouting pipe, and the secondary grouting pipe is a high pressure grouting pipe.
The supporting device is a fir support pad arranged right below the open cut tunnel structure.
The limiting device comprises a fixed pier arranged on the side surface of the bottom of the open-cut tunnel structure and a tetrafluoro plate arranged between the fixed pier and the open-cut tunnel structure; and/or, the deviation correcting device comprises an expansion bolt, an anchor rod and a chain block for connecting the expansion bolt and the anchor rod, wherein the expansion bolt is arranged on the open cut tunnel structure, and the anchor rod is arranged on a side wall of the open cut tunnel structure.
By adopting the technical scheme, the invention has the following technical effects:
according to the reset processing system for the floating open-cut tunnel structure, the support device is used for supporting the open-cut tunnel structure so as to clean sand on two sides and the bottom of the open-cut tunnel structure, the irrigation device is used for irrigating water into a foundation pit to enable the open-cut tunnel structure to float, the support device is taken away, the water is pumped out through the water pumping device, the inclination of the open-cut tunnel structure is prevented through the deviation correcting device while water is pumped out, and finally grouting is carried out on the bottom of the open-cut tunnel structure through the grouting device, so that reset processing is carried out on the floating open-cut tunnel.
Drawings
FIG. 1 is a block diagram of an open-cut tunnel structure of the present invention;
FIG. 2 is a plan view of a limiting device of a reset processing device after an open cut tunnel structure floats upwards;
FIG. 3 is a block diagram of a reset processing device after the floating of the open cut tunnel structure;
fig. 4 is a schematic plan layout view of a fir support pad of the reset processing device after the open cut tunnel structure floats up.
Detailed Description
The invention provides a reset processing method for an open cut tunnel structure after floating, which comprises the following steps:
(1) Draining accumulated water in the foundation pit 3; in the early stage of accumulated water pumping and draining, because accumulated water is more, the accumulated water in the foundation pit 3 is pumped and drained by adopting the high-power water pump firstly until the surface of coarse sand in the foundation pit 3 is basically free of accumulated water, and a small amount of pore water of the medium coarse sand is pumped and drained by changing the low-power water pump.
(2) The medium coarse sand around the open cut tunnel structure is excavated; the method specifically comprises the following steps:
(21) The medium coarse sand 2 on two sides of the open cut tunnel structure 1 is excavated;
along with the drainage of ponding in foundation ditch 3, adopt 1 long arm to dig the machine, 1 ordinary dig the machine and dig coarse sand 2 in the open cut tunnel both sides, coarse sand 2 digs the process and should go on symmetrically in the structure both sides, consider foundation ditch 3 down more, the space is narrow and small more, the later stage adopts artifical cooperation machinery's mode to carry out and digs sand treatment, the well coarse sand of digging is transported to foundation ditch crest both sides, after the sand is dug to the side wall both sides, observe the bed course condition below the bottom plate to confirm whether the bottom plate bed course floats together with the bottom plate.
(22) Limiting devices 6 are arranged at two ends of the deformation joint 4 and the construction joint 5; in order to avoid the development of the structure plane position towards the unfavorable direction in the resetting treatment process, the two ends of the deformation joint 4 and the construction joint 5 are required to be provided with limiting devices 6. The limiting device 6 comprises a fixed pier 61 arranged on the side surface of the bottom of the open-cut tunnel and a tetrafluoro plate 62 arranged between the fixed pier 61 and the open-cut tunnel structure 1.
(23) A fir support pad is arranged below the bottom plate;
after the setting of the limiting device 6 is completed, the position of the fir support pad 7 is marked clearly by red paint, middle coarse sand in the spatial range of the fir support pad 7 is drawn out, and then the fir support pad 7 is plugged below the bottom plate 8 and is tightly attached to the bottom plate 8; the fir support pad is arranged symmetrically every 3m, the support pad is square, the length is 1200mm, the width is 500mm, and the height is determined according to the floating height of the structure; the schematic plan view of the fir wood support pad is shown in fig. 4. Meanwhile, in order to ensure the smooth taking out of the fir support pad 7 in the later period, two ends of the fir support pad 7 are respectively connected with a steel wire rope 71; in addition, in order to avoid omission in the process of taking out the fir support pad 7 in the later period, each fir support pad 7 needs to be numbered and recorded.
After the fir support pad 7 is installed in place, elevation monitoring points are required to be arranged on the top plate 9, 3 parts are arranged at each 42m section, and 1 monitoring point is respectively arranged at each part; and 1 part of the monitoring point is arranged at the position 1m away from the outer side wall in the transverse direction and the position 1m away from the deformation joint in the longitudinal direction, and 1 part of the construction joint is arranged at the position 1. The monitoring point positions are expansion bolts driven into the top plate, after the arrangement of the monitoring point positions is completed, measuring staff collect initial values of the point positions, so that later comparison is facilitated, and uneven sinking of two sides is prevented.
(24) Flushing the bottom of the bottom plate to perform comprehensive sand removal treatment;
after the fir support pad and the elevation monitoring point are arranged, flushing the middle coarse sand below the bottom plate through a high-pressure water gun, wherein the two sides of the flushing process structure are symmetrically performed at the same time; in order to timely remove the washed medium coarse sand, sand sucking holes 10 are simultaneously arranged on two sides of a foundation pit, 1 sand sucking hole is arranged every 10m, the size of each sand sucking hole is 500mm long, 500mm wide and 500mm deep, and a 5.5kw sand sucking pump is arranged in each sand sucking hole 10 for sucking coarse sand; meanwhile, the filtered water is recycled, and when no medium coarse sand is flushed out or the bottom of the bottom plate is found to be free of medium coarse sand in a human eye observation mode, the sand cleaning operation can be stopped. In the bottom plate sand cleaning process, measuring staff continuously monitor the elevation monitoring points of the top plate, and the two sides of the structure are prevented from inclining.
(3) Pouring water into the foundation pit, arranging a weight on a top plate of the open-cut tunnel structure, adjusting the weight to enable the open-cut tunnel structure to be in a critical suspension state, and taking out the supporting device;
because the elevation of the top plate 9 is inconsistent, in order to ensure that the open cut tunnel structure 1 can be in a critical suspension state at the same time after the foundation pit 3 is irrigated, each section of structure needs to be weighted respectively; the pressing of the top plate 9 adopts a sand bag mode, and is controlled according to the average weight of sand in each sand bag and the number of sand bags, the pressing process is symmetrical left and right, and meanwhile, the pressing process is operated strictly according to theoretical calculation weight. Considering that the weight calculation premise belongs to an ideal condition, in the actual operation process, the weight is required to be graded, the weight is firstly carried out according to 80% before the water is filled, and then the weight adjustment is respectively carried out according to the floating condition of the continuous monitoring structure in the water filling process; before the foundation pit is filled with water, water level monitoring points are required to be arranged at deformation joints for conveniently controlling the water level, are in the form of water level observation scales marked with scales, and are firmly fixed on side walls at two sides of the structure; meanwhile, when the water level observation scale is installed, a measurer marks the critical water level elevation on the side wall so as to accurately install the water level observation scale;
in the process of treating the medium coarse sand which is poured under the bottom plate 8, disturbance to the foundation possibly exists, meanwhile, the foundation is softened after long-time soaking, grouting treatment is needed to be carried out on the bottom of the bottom plate 8, after the structural elevation is reset, a grouting pipe is difficult to stretch into the bottom of the bottom plate, and the grouting pipe is needed to be reserved in advance and divided into a primary grouting pipe and a secondary grouting pipe; the primary grouting pipe adopts galvanized steel pipes with the diameter of 1.5cm, each 5m is provided with 1 channel, the two sides of the structure are symmetrically arranged, and the ends of the galvanized steel pipes are the grouting outlets; the secondary grouting pipe adopts galvanized steel pipes with the diameter of 1.5cm, each 2.5m is provided with 1 channel, the two sides of the structure are symmetrically arranged, the grouting outlet and the end of the secondary grouting pipe are sealed, the slurry is ensured not to enter the secondary grouting pipe during primary grouting, the aperture of the grouting outlet is 5mm, and the spacing is 500mm plum blossom type;
in order to prevent the deformation joint steel edge water stop from tearing in the process of irrigation treatment, the inside and outside of the structure are communicated, the deformation joint is required to be treated, and the treatment measures are as follows: processing deformation joints at the outer side walls, sinking the joints of the deformation joints at the outer sides of the structural side walls, and pouring asphalt cement into the joints; processing deformation joints at the bottom plate, chiseling the joints of the deformation joints of the bottom plate at the inner side of the structure, and filling asphalt cement into the joints; in addition, in order to prevent the deformation joint steel edge water stop belt from being pulled apart, emergency measures are needed to be taken in advance, asphalt hemp yarns are needed to be prepared in advance on site, and the deformation joint conditions in the hole are observed, wherein the deformation joint conditions mainly comprise deformation joint openings, staggered conditions, construction joints and harmful cracks; after the steel edge water stop belt and asphalt cement at the deformation joint are penetrated by water, filling asphalt hemp threads or cotton wool into the joint and plugging the joint;
after the water level monitoring scale, the top plate weight and the like are finished, water starts to be filled into the foundation pit, the water filling height is the position where the water level monitoring scale is 0, namely the critical water level, and in the water filling process, a special person should be dispatched to observe the water level so as to control the water level in time. Meanwhile, in order to avoid the influence of weight and calculation errors on the critical water level, the elevation monitoring point positions are monitored so as to verify the actual critical water level, and the fir support pad 7 at the bottom of the bottom plate 8 is ensured to be taken out smoothly in a non-pressure state. Before the foundation pit is irrigated, the situation of the deformation joint 4 is checked, and the deformation joint is temporarily blocked by asphalt hemp threads or cotton wool, so that the deformation joint is prevented from leaking, and after the structure resetting treatment is finished, the asphalt hemp threads or cotton wool for blocking is taken out;
(4) Pumping and draining water in the foundation pit, and monitoring the position of the top plate;
after the foundation pit water level reaches a critical suspension state, starting to contrast with a fir support pad recording table, and sequentially and symmetrically pulling out the fir support pads at the bottom of the bottom plate; the pulling mode adopts an external chain to connect the steel wire rope on the fir support pad, and pulls the fir support pad out through the chain, if the strength is too large and the fir support pad can not be pulled out, the operation should be stopped immediately, and the pulling is slowly tried until the fir support pad is taken out smoothly by reducing the top plate weight or increasing the water level; after all the fir support pads are taken out, water in the foundation pit is pumped and discharged by adopting a water pump, and meanwhile, the monitoring point position of the top plate elevation is monitored to check the structure elevation resetting condition;
in the process of pumping and draining the foundation pit, correction is carried out according to the deviation condition of a structural plane, and the specific measures are as follows: the phi 20 expansion bolts 11 are arranged on the top plate, every 42m is provided with two expansion bolts at left and right, and the specific positions are shown in figure 3; an anchor rod 12 is arranged on the expansion bolt 11 corresponding to the side wall, and the anchor rod 12 is connected with the expansion bolt 11 through a 2t chain 13; after the foundation pit 3 is irrigated and the fir support pad 7 is taken, the open-cut tunnel structure 1 is restored to the plane position as much as possible through the adjustment of the chain 13; after the plane deviation correction is completed, retesting is carried out on the section of the floating section structure, wherein one section is retested every 5 m;
(5) Grouting the bottom plate of the open cut tunnel structure until the grout overflows to the elevation above the bottom plate;
cement mortar prepared from P.0 42.5.42.5 ordinary Portland cement is adopted for grouting, the cement ratio is 0.5, and the slurry strength is M30. Grouting is performed twice, wherein the first grouting is normal pressure grouting, the second grouting is high-pressure grouting, the grouting pressure of the high-pressure grouting is 0.5-0.8MPa, and the second grouting time is the initial setting period of the first grouting body; during grouting, cement mortar is poured into the bottom of the bottom plate through a grouting pipe, foundation pits on two sides of the side wall can overflow along with the pouring of the slurry, and grouting can be stopped when the slurry overflows to the elevation above the bottom of the bottom plate; the grouting slurry should be stirred uniformly, used along with stirring, and used up before initial setting; after grouting is completed, the grouting pipe is taken out as much as possible;
(6) The deformation joint is subjected to waterproof treatment, and the concrete construction method comprises the following steps:
putting hemp threads into the melted asphalt, and filling the hemp threads stained with the asphalt into the deformation joint and compacting; spraying a layer of non-cured waterproof coating on the structures on two sides of the deformation joint, paving a layer of glass fiber cloth on the coating, spraying a layer of non-cured waterproof coating, paving a layer of glass fiber cloth, and spraying a layer of non-cured waterproof coating.
As shown in fig. 2-4, the invention provides a reset processing system for an open-cut tunnel structure after floating, which comprises a grouting device and a supporting device which are arranged at the bottom of the open-cut tunnel structure, limiting devices 6 which are arranged at two sides of the open-cut tunnel structure, a water filling device for filling water into a foundation pit of the open-cut tunnel structure, a water pumping device for pumping water in the foundation pit and a deviation correcting device which is arranged at the top of the open-cut tunnel structure.
As shown in fig. 2 and 3, the limiting device 6 includes a fixed pier 61 disposed on a bottom side of the open-cut tunnel structure and a tetrafluoro plate 62 disposed between the fixed pier 61 and the open-cut tunnel structure 1, and the limiting device can limit two sides of the open-cut tunnel structure. As shown in fig. 4, the supporting device is a fir wood support pad 7 arranged right below the open cut tunnel structure. The fir support pad 7 is arranged below the bottom plate 8 of the open cut tunnel structure and is tightly attached to the bottom plate 8; the fir support pads 7 are symmetrically distributed on two sides of the open cut tunnel structure 1, one fir support pad 7 is arranged every 3m, the fir support pad 7 is square, the length is 1200mm, the width is 500mm, the height is determined according to the structure floating height, and the fir support pad 7 is arranged to prevent the open cut tunnel structure from tilting in the subsequent sand cleaning process. The fir support 7 is connected with a steel wire rope 71 for pulling out the fir support.
Limiting devices 6 are arranged on two sides of the open cut tunnel structure, after fir support pads 7 are arranged below the bottom plate 8, sand removal treatment can be carried out on two sides of the open cut tunnel structure and the bottom plate bottom, and comprehensive sand removal can be carried out on a foundation pit through a flushing device. The flushing device may be a high pressure water pipe, which is known in the art and will not be described here. In order to timely remove the washed medium coarse sand, sand sucking holes 10 are simultaneously arranged on two sides of a foundation pit, 1 sand sucking hole is arranged every 10m, the size of each sand sucking hole is 500mm long, 500mm wide and 500mm deep, and a 5.5kw sand sucking pump is arranged in each sand sucking hole 10 for sucking coarse sand; meanwhile, the filtered water is recycled, and when no medium coarse sand is flushed out or the bottom of the bottom plate is found to be free of medium coarse sand in a human eye observation mode, the sand cleaning operation can be stopped.
After sand removal treatment, the foundation pit is irrigated through an irrigation device, and the irrigation device can be a water pump. Before the foundation pit is irrigated, in order to conveniently control the water level height condition, be provided with the water level observation scale that marks on the both sides side wall of open cut tunnel structure. In order to prevent the floating of the open cut tunnel structure during irrigation, a weight device is arranged at the top of the open cut tunnel structure, and the weight device is a sand bag. By filling water into the foundation pit 3, the open-cut tunnel structure 1 can be floated, and the fir support pad 7 can be taken out. After the fir supporting pad 7 is completely taken out, water in the foundation pit 3 can be pumped and discharged by adopting a water pump, in the process of pumping and discharging, deviation correction is carried out through a deviation correcting device according to the deviation condition of a structural plane, the deviation correcting device comprises an expansion bolt 11, an anchor rod 12 and a chain block 13 which is used for connecting the expansion bolt 11 and the anchor rod 12, the expansion bolt 11 is arranged on a top plate 9 of the open cut tunnel structure, and the anchor rod 12 is arranged on a side wall of the open cut tunnel structure 1. The open-cut tunnel structure 1 is restored to the planar position as much as possible by the adjustment of the chain 13.
After the water in the foundation pit is pumped and discharged, grouting can be performed in the foundation pit through a grouting device, the grouting device comprises a primary grouting pipe and a secondary grouting pipe, the primary grouting pipe is a normal pressure grouting pipe, and the secondary grouting pipe is a high pressure grouting pipe. Cement mortar prepared from P.0 42.5.42.5 ordinary Portland cement is adopted for grouting, the cement ratio is 0.5, and the slurry strength is M30. Grouting is divided into two grouting steps, wherein the first grouting step adopts a normal pressure grouting pipe to perform normal pressure grouting, the second grouting step adopts a high pressure grouting pipe to perform high pressure grouting, the grouting pressure of the high pressure grouting is 0.5-0.8MPa, and the second grouting time is the initial setting period of the first grouting body; during grouting, cement mortar is poured into the bottom of the bottom plate through the grouting pipe, foundation pits on two sides of the side wall can overflow in the same way along with the grouting of the slurry, and grouting can be stopped when the slurry overflows to the elevation above the bottom of the bottom plate.
The waterproof device comprises hemp threads which are used for filling the deformation joints and are full of asphalt, and waterproof layers arranged on two sides of the deformation joints, wherein the waterproof layers comprise at least one layer of non-cured waterproof coating layer and at least one layer of glass fiber cloth layer, the waterproof coating layers and the glass fiber cloth layers are stacked in a staggered mode, and the bottom layer of the waterproof layers is the non-cured waterproof coating layer.
Finally, it should be noted that: although the present invention has been described in detail with reference to the embodiments, it should be understood that the invention is not limited to the preferred embodiments, but is capable of modification and equivalents to some of the features described in the foregoing embodiments, but is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (9)
1. The reset processing method after the floating of the open cut tunnel structure is characterized by comprising the following steps of:
(1) Draining accumulated water in the foundation pit;
(2) The method for excavating the medium coarse sand around the open cut tunnel structure specifically comprises the following steps:
(21) The medium coarse sand on two sides of the open cut tunnel structure is excavated;
(22) Structural limiting devices are arranged at two ends of the deformation joint and the construction joint;
(23) A supporting device is arranged below the bottom plate;
(24) Flushing the bottom of the bottom plate to perform comprehensive sand removal treatment;
(3) Pouring water into the foundation pit, arranging a weight on a top plate of the open-cut tunnel structure, adjusting the weight to enable the open-cut tunnel structure to be in a critical suspension state, and taking out the supporting device;
(4) Pumping and draining water in the foundation pit, and monitoring the position of the top plate;
(5) Grouting the bottom plate of the open cut tunnel structure until the grout overflows to the elevation above the bottom plate.
2. The reset processing method after floating up of the open cut tunnel structure according to claim 1, wherein the reset processing method is characterized in that: the step (2) further comprises the step of arranging elevation monitoring points on the top plate.
3. The reset processing method after floating up of the open cut tunnel structure according to claim 1, wherein the reset processing method is characterized in that: the method further comprises the step of setting a water level observation scale at the deformation joint before the step (3); and/or, before the step (3), a step of grouting the bottom of the bottom plate is further included.
4. The reset processing method after floating up of the open cut tunnel structure according to claim 1, wherein the reset processing method is characterized in that: in the step (4), the water in the foundation pit is pumped out, and meanwhile, the open-cut tunnel structure is rectified so as to restore to the plane position.
5. The reset processing method after floating up of the open cut tunnel structure according to claim 1, wherein the reset processing method is characterized in that: the step (5) comprises two grouting, wherein the first grouting is normal pressure grouting, the second grouting is high-pressure grouting, the grouting pressure of the high-pressure grouting is 0.5-0.8MPa, and the second grouting time is the initial setting period of the first grouting body.
6. The utility model provides a reset processing system after open cut tunnel structure come-up which characterized in that: the device comprises a grouting device and a supporting device which are arranged at the bottom of an open-cut tunnel structure, limiting devices arranged at two sides of the open-cut tunnel structure, a water filling device for filling water into a foundation pit of the open-cut tunnel structure, a water pumping device for pumping water in the foundation pit and a deviation correcting device arranged at the top of the open-cut tunnel structure;
support the open cut tunnel structure through strutting arrangement to clear sand to open cut tunnel structure both sides and bottom, make the open cut tunnel structure float in order to take off strutting arrangement through the watering device towards foundation ditch watering, rethread pumping device is taken out water, prevents the slope of open cut tunnel structure through deviation correcting device when drawing water, and the bottom slip casting of open cut tunnel structure is gone into through the slip casting device at last, thereby resets the processing to the open cut tunnel of come-up.
7. The reset processing system after floating of the open cut tunnel structure according to claim 6, wherein: the grouting device comprises a primary grouting pipe and a secondary grouting pipe, wherein the primary grouting pipe is a normal pressure grouting pipe, and the secondary grouting pipe is a high pressure grouting pipe.
8. The reset processing system after floating of the open cut tunnel structure according to claim 6, wherein: the supporting device is a fir support pad arranged right below the open cut tunnel structure.
9. The reset processing system after floating of the open cut tunnel structure according to claim 6, wherein: the limiting device comprises a fixed pier arranged on the side surface of the bottom of the open-cut tunnel structure and a tetrafluoro plate arranged between the fixed pier and the open-cut tunnel structure; and/or, the deviation correcting device comprises an expansion bolt, an anchor rod and a chain block for connecting the expansion bolt and the anchor rod, wherein the expansion bolt is arranged on the open cut tunnel structure, and the anchor rod is arranged on a side wall of the open cut tunnel structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710154603.0A CN107059948B (en) | 2017-03-15 | 2017-03-15 | Reset processing method and system for floating open cut tunnel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710154603.0A CN107059948B (en) | 2017-03-15 | 2017-03-15 | Reset processing method and system for floating open cut tunnel structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107059948A CN107059948A (en) | 2017-08-18 |
| CN107059948B true CN107059948B (en) | 2023-07-04 |
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