CN112983436B - Water-rich shield interval measurement cast point punching construction method - Google Patents
Water-rich shield interval measurement cast point punching construction method Download PDFInfo
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- CN112983436B CN112983436B CN202110276078.6A CN202110276078A CN112983436B CN 112983436 B CN112983436 B CN 112983436B CN 202110276078 A CN202110276078 A CN 202110276078A CN 112983436 B CN112983436 B CN 112983436B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 47
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 238000004080 punching Methods 0.000 title claims abstract description 13
- 238000005259 measurement Methods 0.000 title abstract description 9
- 238000005266 casting Methods 0.000 claims abstract description 111
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 67
- 238000005553 drilling Methods 0.000 claims abstract description 30
- 238000000034 method Methods 0.000 claims abstract description 22
- 238000007789 sealing Methods 0.000 claims abstract description 10
- 230000000149 penetrating effect Effects 0.000 claims abstract description 6
- 230000002787 reinforcement Effects 0.000 claims description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 239000000956 alloy Substances 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 230000008439 repair process Effects 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 12
- 239000002689 soil Substances 0.000 description 5
- 239000002002 slurry Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000003822 epoxy resin Substances 0.000 description 3
- 229920000647 polyepoxide Polymers 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000013208 measuring procedure Methods 0.000 description 1
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- 238000003672 processing method Methods 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
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Abstract
The invention discloses a water-rich shield interval measurement cast-in-place punching construction method, which belongs to the field of shield construction and can measure the trend of a shield tunnel on the premise of avoiding the influence of underground water, and is characterized by comprising the following steps of: s1: determining a casting point hole site on the ground; s2: setting a reinforcing layer; s3: drilling by a drilling machine; s4: and (3) mounting a sleeve: a sleeve for connecting the ground with the duct piece through hole is arranged in the inner cavity of the drill rod in a penetrating way, the sleeve is vertically arranged, and the bottom end of the sleeve covers the duct piece through hole and contacts with the top surface of the duct piece at the top of the vault; s5: performing water stopping treatment on the duct piece through hole; s6: and (5) repairing and sealing the segments. The method and the device can measure the trend of the shield tunnel in the rich water environment so as to avoid line deviation caused by overlarge deviation in the shield process and prevent water from flowing into the shield tunnel in the measurement process.
Description
Technical Field
The invention relates to the field of shield construction, in particular to a water-rich shield interval measurement cast-in-place punching construction method.
Background
With the high-speed development of urban underground engineering construction, the urban underground tunnel engineering is more and most of the urban underground tunnel engineering is constructed by a shield method under the restriction of urban surface construction structures. In the construction and propulsion process of the shield machine, because the buried depth of the shield tunnel is deeper, if the underground water is rich at the depth, the tunnel after the duct piece is installed is often deformed. When the shield tunnel interval is longer, the accumulation of deviation caused by deformation can cause the overlarge transverse deviation of the ring sheet in the shield process to cause line adjustment.
For the problem of the line adjustment of the shield tunnel route, the check can be performed in a point throwing mode, so that whether the deviation exists in the shield tunnel route or not can be found timely, and the shield tunnel route can be processed as early as possible. In the shield section, the underground water is abundant, so that the underground water leakage is caused when the hole site for measurement is excavated, the measurement result can be influenced, and the soil intensity on the shield tunnel can be influenced.
Disclosure of Invention
The technical problems to be solved by the invention are as follows: the novel construction method is designed, and the trend of the shield tunnel can be measured on the premise of avoiding the influence of underground water, so that line deviation caused by overlarge deviation in the shield process is avoided. The invention provides a water-rich shield interval measurement cast-in-place punching construction method for solving the problems.
The invention is realized by the following technical scheme:
the construction method for measuring the cast-in-place punching of the water-rich shield section specifically comprises the following steps:
s1: determining a casting point hole site on the ground: the casting point hole site is positioned right above the top grouting hole of the dome top segment, and the top grouting hole of the dome segment is a casting point grouting hole;
s2: setting a reinforcing layer: the reinforced layer capable of being used for isolating underground water is arranged in the direction of a vertical line penetrating through the casting point hole site, the depth of the reinforced layer is from the ground to the top surface of the segment at the top of the vault, and the bottom surface of the reinforced layer is attached to the segment at the top of the vault.
The reinforcing layer can be poured by deep hole grouting, the deep hole grouting is that cement-water glass slurry is uniformly injected into soil from grouting pore channels, and the water between sand soil and clay particles is driven away in the modes of filling, penetrating, extruding and the like, and the soil with high strength, small compression, high impermeability and good stability is formed by hardening. The reinforcement layer is arranged between the ground and the top surface of the segment at the top of the vault, so that the effect of isolating underground water can be achieved, and the influence of the underground water is avoided;
s3: drilling by a drilling machine: and using a drilling machine to vertically drill the reinforcing layer by taking the spot casting hole position as the center to form a spot casting hole, wherein the bottom end of the spot casting hole is contacted with the spot casting grouting hole, and using an alloy drill bit of the drilling machine to drill and grind a segment where the spot casting hole is positioned, and widening the spot casting hole to form a segment through hole. A vertical point throwing hole is formed in the reinforcing layer through a drilling machine, the point throwing grouting hole is widened to form a pipe piece through hole, and at the moment, the point throwing hole and the pipe piece through hole form a through hole which is communicated with the ground and a shield tunnel;
s4: and (3) mounting a sleeve: a sleeve for connecting the ground with the duct piece through hole is arranged in the inner cavity of the drill rod in a penetrating way, the sleeve is vertically arranged, and the bottom end of the sleeve covers the duct piece through hole and contacts with the top surface of the duct piece at the top of the vault;
s5: and (3) water stopping treatment of the duct piece through hole: after the sleeve is installed, whether a measuring casting point can be clearly determined, the sleeve is fixed after the sleeve is determined to be operable, the contact position of the sleeve and the top surface of the segment at the top of the vault is temporarily blocked, and grouting reinforcement is carried out between the sleeve and the wall of the grouting hole;
after the sleeve is arranged, whether the sleeve and the duct piece through hole have a vertical space capable of measuring the casting point or not is determined through a hammer line or a laser beam, if the casting point can be measured, grouting reinforcement is carried out between the sleeve and the wall of the grouting hole in order to avoid the sleeve from being at a measuring result, and meanwhile, temporary plugging is carried out at the position in advance in order to prevent leakage from the contact position of the sleeve and the top surface of the duct piece at the top of the vault in grouting.
S6: segment repair and hole sealing treatment: and measuring and casting points through the through sleeve and the segment through hole, and sealing the hole of the sleeve after the work is completed.
The measuring point feeding means a measuring procedure of transmitting the position of the ground point to the directional level through a vertical shaft by using a hammer line or a laser beam and the like, and the corresponding position of the shield tunnel under the ground can be determined, so that compared with a design file, whether the shield route has deviation or not is determined, if the deviation exists, the offset shield tunnel is corrected as soon as possible, and if the deviation does exist, the sleeve is subjected to hole sealing treatment, and water on the ground after the deviation is prevented from flowing into the shield tunnel along the sleeve.
By the mode, the trend of the shield tunnel can be effectively measured on the premise of avoiding the influence of underground water, so that line deviation caused by overlarge deviation in the shield process is avoided.
Preferably, in step S2, the method for setting the reinforcing layer includes the following steps:
s21: setting a primary reinforcing layer: grouting the periphery of the hole site of the casting point by adopting deep hole grouting for one time to form a one-time reinforcing layer: the primary reinforcement layer has a reinforcement depth of 1-3m from the ground to the upper part of the segment at the top of the vault;
s22: and (3) setting a secondary reinforcing layer: the casting point grouting hole is perforated, a grouting ball valve is arranged below the casting point grouting hole, secondary grouting is conducted on the casting point grouting hole through double-liquid grouting to form a secondary reinforcing layer, the top surface of the secondary reinforcing layer is attached to the primary reinforcing layer, and the bottom surface of the secondary reinforcing layer is attached to the top surface of the dome top segment.
In S21, a reinforcement water stop treatment is performed in advance in a certain range of a drilling position in combination with geological conditions, and a primary reinforcement layer is formed through deep hole grouting, but in order to avoid expansion of the primary reinforcement layer in the hardening process, a certain gap is reserved between the primary reinforcement layer and the arch top segment firstly, and the arch top segment is pressed; filling a grouting ball valve at the casting point Kong Xiaan, checking whether open water flows out, and then performing secondary grouting on a gap between the primary reinforcing layer and the pipe sheet at the top of the vault through the grouting ball valve to form a secondary reinforcing layer, wherein the secondary reinforcing layer is respectively attached to the primary reinforcing layer and the top surface of the pipe sheet at the top of the vault, so that the grouting reinforcement and water insulation effects of a drilling position are ensured;
further preferably, in step S21, grouting holes are uniformly arranged in the grouting range of the point-casting hole, and the grouting holes are distributed in a quincuncial shape with the point-casting hole as the center, and grouting reinforcement sequences are as follows: and grouting is sequentially performed from the casting point hole position from inside to outside until the casting point hole position grouting range is filled up to form the primary reinforcing layer.
Because the farther the grouting distance is, the worse the grouting efficiency is, in order to improve the efficiency, plum blossom type distributed grouting holes taking the casting point hole position as the center are arranged in the grouting range, grouting is started from the casting point hole position, grouting is sequentially performed outwards in a clockwise or anticlockwise order until the casting point hole position grouting range is filled, and the primary reinforcing layer is formed, so that the grouting effect and speed are ensured, and water can be extruded from the inner side to the outer side and then reinforced.
Further preferably, in step S22, in order to ensure grouting efficiency of the secondary reinforcement layer, grouting holes around the grouting holes at the casting points are perforated and grouting ball valves are installed, and grouting is performed on the grouting holes at the same time with the grouting holes at the casting points to form the secondary reinforcement layer.
Further preferably, in step S22, grouting reinforcement is performed: when a gap exists between the secondary reinforcing layer and the primary reinforcing layer and/or between the secondary reinforcing layer and the top surface of the top segment of the vault after secondary grouting, and the gap forms an underground water channel, grouting by using a steel pipe to reinforce, and the toughened pipe is pricked into the primary reinforcing layer from the grouting holes at the casting point and the grouting holes at the periphery.
Because the secondary reinforcing layer may expand or shrink during grouting of the secondary reinforcing layer, although the amount of expansion or shrinkage is smaller than that of the primary reinforcing layer, a gap may still exist between the secondary reinforcing layer and the primary reinforcing layer and/or the top surface of the dome top segment to form an underground water channel, and therefore, at this time, the steel pipe is inserted into the secondary reinforcing layer until the primary reinforcing layer, and reinforcing grouting is performed to the gap through the steel pipe.
Preferably, in step S3, the spot size is corrected: when the bottom end of the casting hole is close to the casting hole, confirming the angle and the position of the casting hole through the casting hole, if the angle and the position of the casting hole are not proper, enlarging the diameter of the hole body by adopting a same drilling machine reaming mode, adjusting the angle and the position of the casting hole, ensuring that the bottom end of the casting hole contacts the casting hole, and ensuring that the verticality allowance deviation of the casting hole is less than or equal to 2 per mill.
Because in the drilling process of the casting hole, the problem of inclination of the drilling angle possibly exists, when the bottom end of the casting hole approaches the casting hole, drilling is stopped, the casting hole is opened, the slurry of the tapping water and the hole body is discharged, the drilling hole of the drill rod is observed, whether the casting hole is in place or not is confirmed, whether the drill rod is aligned up and down or not is confirmed, if the drill rod is inclined, a method of expanding the diameter of the hole body in the same drilling machine reaming mode is adopted, a space for adjusting the drill rod is provided, the angle and the position of the casting hole are adjusted, the bottom end of the casting hole is ensured to contact the casting hole, and the allowable deviation of the perpendicularity of the casting hole is less than or equal to 2 per mill.
Preferably, in step S6, after the measurement and point casting are completed, in order to avoid water on the ground flowing into the shield tunnel along the sleeve, the sleeve is sealed, and the processing method is as follows:
s61: a water-swelling water stop strip is arranged on the inner wall of the duct piece through hole, water can be absorbed and swelled to block the flow of water, and the duct piece through hole is blocked by adopting a steel support die;
s62: and the whole inner cavity of the sleeve is cast into a whole by adopting concrete, and the micro-expansion fiber concrete is adopted for the concrete in the range of 1-2m upwards at the position of the through hole of the duct piece, so that the clearance between the shrinkage of the concrete and the inner wall of the sleeve is avoided.
Further preferably, in step S61, in order to avoid that a gap is still formed between the inner wall of the sleeve and the concrete, a grouting pipe is installed on the inner wall of the through hole of the pipe piece, the grouting pipe is in an inverted L shape, and the top opening of the grouting pipe is located on the top surface of the pipe piece at the top of the vault and is close to the inner wall of the sleeve, so that the top opening of the grouting pipe can be prevented from being closed when concrete casting is performed, the bottom opening of the grouting pipe passes through the steel support mold and is located in the shield tunnel, and if a gap still exists between the concrete in the sleeve and the inner wall of the sleeve after hardening, superfine cement or epoxy resin can be injected into the gap through the grouting pipe to seal the gap.
The invention has the following advantages and beneficial effects:
1. according to the method, the trend of the shield tunnel can be measured on the premise of avoiding the influence of underground water, so that line deviation caused by overlarge deviation in the shield process is avoided;
2. the invention can avoid the risk of water and sand gushing after drilling;
3. the invention can prevent water from flowing into the shield tunnel in the hole digging and measuring processes.
3. The invention can ensure the verticality of the through hole for measuring the cast point and ensure the accuracy of measuring the cast point;
drawings
The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiments of the invention and together with the description serve to explain the principle of the invention. In the drawings:
FIG. 1 is a construction process diagram of an embodiment of the present invention;
FIG. 2 is a diagram of the overall structure of the embodiment of the invention before the point is measured;
FIG. 3 is a diagram of the overall structure after the point is measured in accordance with the embodiment of the present invention;
FIG. 4 shows a primary reinforcement layer grouting sequence according to an embodiment of the present invention.
In the drawings, the reference numerals and corresponding part names:
1-primary reinforcement layer, 2-secondary reinforcement layer, 3-point throwing holes, 4-sleeve, 5-segment through holes and 6-point throwing holes.
Detailed Description
For the purpose of making apparent the objects, technical solutions and advantages of the present invention, the present invention will be further described in detail with reference to the following examples and the accompanying drawings, wherein the exemplary embodiments of the present invention and the descriptions thereof are for illustrating the present invention only and are not to be construed as limiting the present invention.
Examples:
the construction method for measuring the cast-in-place punching of the water-rich shield section is shown in fig. 1, and specifically comprises the following steps:
s1: determining a place where punching can be performed according to the field working condition, and determining a throwing point hole site 6 on the ground of the corresponding place: the casting point hole site 6 is positioned right above the top grouting hole of the dome top pipe sheet, and the top grouting hole of the dome pipe sheet is a casting point grouting hole;
s2: setting a reinforcing layer: a reinforcing layer capable of being used for isolating underground water is arranged in the direction of a perpendicular line passing through the casting point hole site 6, the reinforcing layer can be arranged within the radius range of 2m of the casting point hole site 6, the depth of the reinforcing layer is from the ground to the top surface of the segment at the top of the vault, and the bottom surface of the reinforcing layer is attached to the segment at the top of the vault; in order to avoid the reinforcement layer expanding in the hardening process and extruding the segment at the top of the arch, the reinforcement layer may be arranged in the following manner:
s21: setting a primary reinforcing layer 1: the periphery of the casting point hole site 6 is subjected to primary grouting by adopting deep hole grouting such as a WSS (wireless sensor system) construction method to form a primary reinforcing layer 1: the primary reinforcement layer 1 has the reinforcement depth of 1-3m from the ground to the upper part of the segment at the top of the vault; the grouting mode of the primary reinforcing layer 1 may be that grouting holes are uniformly distributed in a grouting range, as shown in fig. 4, the grouting holes are distributed in a quincuncial shape with a casting point hole 6 as a center, grouting is started from the casting point hole 6, grouting is sequentially performed from inside to outside until the grouting range of the casting point hole 6 is filled up to form the primary reinforcing layer 1. For some embodiments, the coverage area of the primary reinforcing layer 1 is in a range of 2m of the radius of the cast-in-place hole site 6, grouting hole sites in the coverage area are arranged according to a plum blossom shape of 500mm, the radius of a slurry mountain is 500mm, and the depth is 2m from the ground to the upper part of the segment at the top of the vault;
s22: and (3) arranging a secondary reinforcing layer 2: the casting point grouting hole is perforated, a grouting ball valve is arranged below the casting point grouting hole, secondary grouting is conducted on the casting point grouting hole through double-liquid grouting to form a secondary reinforcing layer 2, the top surface of the secondary reinforcing layer 2 is attached to the primary reinforcing layer 1, and the bottom surface is attached to the top surface of a dome top segment. In order to improve the grouting efficiency of the secondary reinforcement layer 2, grouting holes around the grouting holes, for example, 3 grouting holes of the 2 annular pipe sheets around the grouting holes are opened and grouting ball valves are installed, and grouting is performed simultaneously with the grouting holes to form the secondary reinforcement layer 2. When a gap cannot be completely attached between the secondary reinforcing layer 2 and the primary reinforcing layer 1 and/or the top surface of the pipe piece at the top of the vault after secondary grouting, steel pipe grouting is adopted for reinforcement, and the toughened pipe is pricked into the primary reinforcing layer 1 from the grouting holes at the casting point and the grouting holes at the periphery, and for some embodiments, the measure of reinforcing gap grouting is as follows: grouting with a steel pipe with phi 32 x 3.25mm, wherein the grouting depth is 1-2m, and the diffusion radius is 0.5m.
S3: drilling by a drilling machine: a drilling machine is used for vertically drilling the reinforcing layer by taking a casting hole position 6 as a center to form a casting hole 3, the bottom end of the casting hole 3 is in contact with the casting hole, at the moment, the angle and the position of the casting hole 3 can be confirmed through the casting hole, if the angle and the position of the casting hole 3 are not proper, the diameter of a hole body can be enlarged through the same drilling machine reaming mode, the angle and the position of the casting hole 3 are adjusted, the bottom end of the casting hole 3 is ensured to be in contact with the casting hole, and the allowable deviation of the verticality of the casting hole 3 is less than or equal to 2 per mill; if the angle and the position of the casting hole 3 are proper, the alloy drill bit of the drilling machine can be used for drilling and grinding the pipe piece where the casting hole is located, the casting hole is widened to form a pipe piece through hole 5, and the slurry in the slag soil pocket joint hole body can be placed before the hole is drilled.
S4: mounting sleeve 4: a sleeve 4 for connecting the ground with the duct piece through hole 5 is arranged in the inner cavity of the drill rod in a penetrating way, the sleeve 4 is vertically arranged, and the bottom end of the sleeve 4 is covered on the duct piece through hole 5 and is contacted with the top surface of the duct piece at the top of the vault;
s5: and (5) water stopping treatment of the duct piece through hole: after the sleeve 4 is installed, whether a measuring casting point can be clearly determined, the sleeve 4 is fixed after the operation is confirmed, the contact position of the sleeve 4 and the top surface of the pipe piece at the top of the vault is temporarily plugged, and grouting reinforcement can be carried out between the sleeve 4 and the wall of the grouting hole by adopting a plugging agent and epoxy resin in combination with the temporarily plugged material;
s6: segment repair and hole sealing treatment: the through sleeve 4 and the segment through hole 5 are used for measuring and casting points, and after the work is completed, the sleeve 4 is subjected to hole sealing treatment in the following manner:
s61: a water-swelling water stop strip is arranged on the inner wall of the duct piece through hole 5, and a steel support die is adopted to seal the duct piece through hole 5;
s62: and (3) pouring the inner cavity of the whole sleeve 4 into a whole by adopting concrete, and adopting micro-expansion fiber concrete for the concrete in the range of 1-2m upwards at the position of the duct piece through hole 5.
For some embodiments, in step S61, in order to avoid that a gap exists between the concrete in the sleeve 4 and the inner wall of the sleeve 4 after hardening, a grouting pipe is further installed on the inner wall of the pipe piece through hole 5, the grouting pipe is in an inverted L shape as a whole, the top opening of the grouting pipe is located on the top surface of the pipe piece at the top of the vault and is close to the inner wall of the sleeve 4, and the bottom opening of the grouting pipe passes through the steel support mold and is located in the shield tunnel, so that the gap is plugged by the grouting pipe by ultra-fine cement or epoxy resin.
The foregoing description of the embodiments provides further details of the present invention with regard to its objects, technical solutions and advantages, and it should be understood that the foregoing description is only illustrative of the embodiments of the present invention and is not intended to limit the scope of the present invention, but any modifications, equivalents, improvements or etc. within the spirit and principles of the present invention should be included in the scope of the present invention.
Claims (7)
1. The construction method for measuring the cast-in-place punching of the water-rich shield section is characterized by comprising the following steps of:
s1: determining a casting point hole site (6) on the ground: the casting point hole site (6) is positioned right above the top grouting hole of the dome top pipe piece, and the top grouting hole of the dome pipe piece is a casting point grouting hole;
s2: setting a reinforcing layer: a reinforcing layer capable of being used for isolating underground water is arranged in the vertical direction passing through the casting point hole site (6), the depth of the reinforcing layer is from the ground to the top surface of the vault top segment, and the bottom surface of the reinforcing layer is attached to the vault top segment;
the method for setting the reinforcing layer comprises the following steps:
s21: and (3) arranging a primary reinforcing layer (1): adopting deep hole grouting to perform primary grouting around the casting point hole site (6) to form a primary reinforcing layer (1): the primary reinforcement layer (1) has the reinforcement depth of 1-3m from the ground to the upper part of the segment at the top of the vault;
s22: and (2) providing a secondary reinforcing layer: opening the casting point grouting hole, installing a grouting ball valve below the casting point grouting hole, performing secondary grouting on the casting point grouting hole through double-liquid grouting to form a secondary reinforcing layer (2), wherein the top surface of the secondary reinforcing layer (2) is attached to the primary reinforcing layer (1), and the bottom surface is attached to the top surface of a vault top segment;
s3: drilling by a drilling machine: vertically drilling the reinforcing layer by using a drilling machine with a point hole site (6) as a center to form a point hole (3), wherein the bottom end of the point hole (3) is contacted with the point grouting hole, and drilling and grinding a segment where the point grouting hole is positioned by using an alloy drill bit of the drilling machine to widen the point grouting hole to form a segment through hole (5);
s4: mounting sleeve (4): a sleeve (4) for connecting the ground with the duct piece through hole (5) is arranged in the inner cavity of the drill rod in a penetrating way, the sleeve (4) is vertically arranged, and the bottom end of the sleeve (4) is covered on the duct piece through hole (5) and is contacted with the top surface of the duct piece at the top of the vault;
s5: and (3) water stopping treatment of the duct piece through hole (5): after the sleeve (4) is installed, whether a measuring casting point can be clearly determined, the sleeve (4) is fixed after the operation is confirmed, the contact position of the sleeve (4) and the top surface of the segment at the top of the vault is temporarily blocked, and grouting reinforcement is carried out between the sleeve (4) and the wall of the grouting hole;
s6: segment repair and hole sealing treatment: and measuring and casting points through the through sleeve (4) and the duct piece through hole (5), and sealing the hole of the sleeve (4) after the work is completed.
2. The construction method for measuring and punching a casting point in a water-rich shield section according to claim 1, wherein in step S21, grouting hole sites are uniformly arranged in a grouting range of the casting point hole sites (6), and the grouting hole sites are distributed in a quincuncial shape with the casting point hole sites (6) as a center, and grouting reinforcement sequences are as follows: and (3) grouting is sequentially performed from the casting point hole site (6) from inside to outside until the casting point hole site (6) grouting range is filled to form the primary reinforcing layer (1).
3. The construction method for measuring the casting point and punching the water-rich shield section according to claim 1, wherein in step S22, grouting holes around the casting point grouting holes are perforated and grouting ball valves are installed, and the grouting holes and the casting point grouting holes are simultaneously grouting to form the secondary reinforcing layer (2).
4. The method for measuring, casting and perforating construction of a water-rich shield section according to claim 1, wherein in step S22, grouting reinforcement is performed: when a gap exists between the secondary reinforcing layer (2) and the primary reinforcing layer (1) and/or the top surface of the pipe piece at the top of the vault after secondary grouting, and when the gap forms an underground water channel, steel flower pipe grouting is adopted for reinforcement, and the steel flower pipe is pricked into the primary reinforcing layer (1) from the grouting holes at the casting point and the grouting holes at the periphery.
5. The method for measuring, casting and perforating construction in a water-rich shield section according to claim 1, wherein in step S3, the casting hole (3) is corrected: when the bottom end of the casting hole (3) is close to the casting hole, confirming the angle and the position of the casting hole (3) through the casting hole, if the angle and the position of the casting hole (3) are not suitable, enlarging the diameter of the hole body by adopting the same drilling machine reaming mode, adjusting the angle and the position of the casting hole (3), ensuring that the bottom end of the casting hole (3) is contacted with the casting hole, and ensuring that the perpendicularity allowance deviation of the casting hole (3) is less than or equal to 2 per mill.
6. The method for measuring and casting point and punching construction in a water-rich shield section according to claim 1, wherein in step S6, the method for sealing the hole of the sleeve (4) is as follows:
s61: a water-swelling water stop strip is arranged on the inner wall of the duct piece through hole (5), and a steel support die is used for sealing the duct piece through hole (5);
s62: and (3) pouring the inner cavity of the whole sleeve (4) into a whole by adopting concrete, wherein the concrete with the upward position of the duct piece through hole (5) in the range of 1-2m adopts micro-expansion fiber concrete.
7. The construction method for measuring the casting point and punching the water-rich shield section according to claim 6, wherein in the step S61, a grouting pipe is further installed on the inner wall of the pipe piece through hole (5), the grouting pipe is in an inverted L shape as a whole, an opening at the top end of the grouting pipe is positioned on the top surface of the pipe piece at the top of the vault and is close to the inner wall of the sleeve (4), and an opening at the bottom end of the grouting pipe passes through the steel support die and is positioned in the shield tunnel.
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| JP4796928B2 (en) * | 2006-09-27 | 2011-10-19 | 鹿島建設株式会社 | Shield tunnel method |
| CN103573269B (en) * | 2013-11-13 | 2015-07-15 | 上海建科工程咨询有限公司 | Shield tunnel grouting layer performance detection method |
| CN108265764A (en) * | 2018-02-02 | 2018-07-10 | 北京市政建设集团有限责任公司 | A kind of method measured and monitoring measurement prepares |
| CN109596112B (en) * | 2018-12-06 | 2021-03-16 | 中铁隧道集团二处有限公司 | Measuring method for controlling long-distance construction of large-diameter shield tunneling machine to smoothly go out of tunnel |
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