CN110410098B - Auxiliary structure for underwater soil/rock stratum jacking pipe entering transfer well and construction method - Google Patents
Auxiliary structure for underwater soil/rock stratum jacking pipe entering transfer well and construction method Download PDFInfo
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- CN110410098B CN110410098B CN201910689364.8A CN201910689364A CN110410098B CN 110410098 B CN110410098 B CN 110410098B CN 201910689364 A CN201910689364 A CN 201910689364A CN 110410098 B CN110410098 B CN 110410098B
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- 238000010276 construction Methods 0.000 title claims abstract description 63
- 238000012546 transfer Methods 0.000 title claims abstract description 27
- 239000002689 soil Substances 0.000 title claims abstract description 24
- 239000011435 rock Substances 0.000 title claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 58
- 238000003756 stirring Methods 0.000 claims abstract description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 22
- 238000006073 displacement reaction Methods 0.000 claims abstract description 12
- 239000011440 grout Substances 0.000 claims abstract description 12
- 238000002156 mixing Methods 0.000 claims description 24
- 239000010410 layer Substances 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 14
- 238000005516 engineering process Methods 0.000 claims description 8
- 238000012544 monitoring process Methods 0.000 claims description 7
- 239000002356 single layer Substances 0.000 claims description 7
- 239000011148 porous material Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 238000013459 approach Methods 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 230000002265 prevention Effects 0.000 abstract description 3
- 238000013024 troubleshooting Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 239000004576 sand 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
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
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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
- E21D9/10—Making by using boring or cutting 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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Abstract
An auxiliary structure and a construction method for a water-through soil/rock stratum pipe jacking transit shaft are disclosed, wherein the auxiliary structure comprises a shaft, a concrete cast-in-place pile and a multi-layer double-shaft stirring pile which are poured around the shaft, a grouting reinforcement area arranged at the outer sides of a grout stop wall and a grout stop wall in a pile-free area, an inclined strut, a cross strut and a displacement meter which are arranged in the shaft along the wall of the shaft, a concrete cushion layer, a concrete shaft wall, a concrete bottom plate, an torrent groove and a drainage ditch which are arranged at the bottom of the shaft, and a ground surface settlement observation pile arranged from a well head to a river bank; the structure enables the transfer well to have good water leakage and water seepage prevention performance and safety on the whole, can prevent the leakage problem caused by the fact that the jacking pipe enters the well, can monitor related construction parameters, provides construction feedback, and carries out early warning aiming at possible related hidden dangers to ensure construction safety.
Description
Technical Field
The invention belongs to the technical field of pipe jacking construction, and particularly relates to an auxiliary structure and a construction method for a water-overflow soil/rock stratum pipe jacking in-transit transfer well.
Background
When a pipe jacking technology is adopted to cross a river or a lake, a transfer well is usually built on the bank, cement stirring piles are constructed around the transfer well to form a waterproof curtain to reinforce and waterproof the transfer well, but as an underground construction technology, the balance of an original rock stratum or soil layer stress field can be inevitably disturbed in the construction process, stress redistribution is caused, stress release of the rock stratum or soil layer around construction and deformation of rock mass or soil mass occur, further instability of the rock mass or soil mass around construction are caused, penetration occurs, a funnel is formed, and finally, risk accidents such as water seepage of a pipe jacking head or a pipe joint, even water inrush of the transfer well, sand inrush and the like occur.
Disclosure of Invention
In order to solve the problems existing in the prior art, the invention aims to provide an auxiliary structure and a construction method of a water-through soil/rock stratum pipe jacking transit well, which can solve the problems of water seepage, water leakage, water prevention, water stopping and water drainage of a key construction link that a pipe jacking machine jacks a receiving well when a pipe jacking machine is constructed to pass through a river or a lake; the method can monitor related construction parameters, provide construction feedback, perform early warning aiming at possible hidden dangers and ensure construction safety; the construction method has the characteristics of safety and reliability.
In order to achieve the purpose, the invention adopts the following technical scheme:
an auxiliary structure for enabling a submerged soil/rock stratum jacking pipe to enter a transfer well comprises a vertical well 4, wherein a circle of concrete cast-in-place pile 1 is arranged on the periphery of the vertical well 4, and a multilayer double-shaft mixing pile 2 is poured on the outer side of the concrete cast-in-place pile 1; a concrete well wall 8 is arranged in the vertical well 4, a pile-free area A is arranged at the position where a jacking pipe passes in the jacking operation face double-shaft stirring pile 2a and the jacking operation face concrete pouring pile 1a, a grout stop wall 12 is arranged in the pile-free area A, a first grouting reinforcement area 15 is arranged outside one side of the pile-free area A close to the river channel direction, and the first grouting reinforcement area 15 is circumferentially surrounded by a second grouting reinforcement area 16;
the bottom surface of the second grouting reinforcement area 16 is positioned on the jacking working face double-shaft stirring pile 2a, the bottom surface of the second grouting reinforcement area 16 is annular, the inner ring of the ring is the contour line of the pile-free area A on the jacking working face double-shaft stirring pile 2a, the radial distance from the inner ring to the outer ring of the ring is 2.5-3.0m, the bottom surface of the second grouting reinforcement area 16 is used as an initial surface, the termination surface is in the opposite direction of jacking pipes, and the termination surface is positioned at any position in the range from the lower part of the river bank of the river through which the jacking pipes pass to the lower part of the middle part of the river channel;
a plurality of ground surface settlement observation piles 3 are arranged at intervals in the shaft 4 from the wellhead to the river channel along the axis direction of the jacking pipe; inclined struts 5 are arranged at included angles of two sides of the sections of the vertical shaft 4 with different depths, cross struts 6 are arranged on connecting lines of the middles of a group of opposite sides of the sections of the vertical shaft 4 with different depths, and displacement meters 7 are arranged on a vertical shaft jacking operation surface 4a of the vertical shaft 4 at intervals downwards from a well head; a concrete cushion 17 is laid at the bottom of the vertical shaft 4;
a concrete bottom plate 9 is arranged on the concrete cushion layer 17, a rapid trough 10 is arranged on the periphery of the concrete bottom plate 9, and a water collecting ditch 11 is arranged on one side of the rapid trough 10;
and a hole pressure sensor 13 and a stress strain sensor 14 are arranged on the side surface of the double-shaft stirring pile 2a on the jacking operation surface.
The depth of the concrete cast-in-place pile 1 in the stratum is greater than that of the double-shaft mixing pile 2 in the stratum, and the depth of the double-shaft mixing pile 2 in the stratum is greater than that of the vertical shaft 4.
The circumferential distance of the grouting holes in the first grouting reinforcement area 15 is 1000-1200 mm.
And the circumferential distance of the grouting holes in the second grouting reinforcement area 16 is 500-600 mm, and a jump hole grouting method is adopted during grouting.
The terminating surface of the first grouting reinforcement area 15 and the terminating surface of the second grouting reinforcement area 16 are located at the same position, and the length of the first grouting reinforcement area 15 is 4-5 m.
The pile-free area A is slightly smaller than the area of a pile body of a jacking operation surface concrete cast-in-place pile 1a and a jacking operation surface double-shaft stirring pile 2a, through which a jacking pipe penetrates; and a jacking pipe jacking reserved area B which is reserved when no concrete is poured when the jacking operation surface of the concrete well wall 8 is poured is arranged on one side of the pile-free area A close to the jacking operation surface of the concrete well wall 8.
A construction method for a submerged soil/rock stratum jacking pipe entering transfer well comprises the following steps:
the method comprises the following steps: according to the axis of the jacking pipe, determining a proper construction position of a vertical shaft 4 beside a planned crossing river channel, pouring a circle of concrete cast-in-place piles 1 around the construction position of the planned vertical shaft 4, and pouring a multilayer double-shaft mixing pile 2 outside the concrete cast-in-place pile 1, wherein the concrete steps are as follows:
1.1 pouring a multilayer jacking operation surface double-shaft mixing pile 2a outside the jacking operation surface concrete filling pile 1 a;
1.2 pouring a plurality of layers of double-shaft stirring piles 2b with the ejection working surfaces on the outer side of the concrete pouring pile 1b with the ejection working surfaces;
1.3 pouring a plurality of layers of first non-operation-surface double-shaft mixing piles 2c on the outer side of the first non-operation concrete cast-in-place pile 1 c;
1.4 pouring a plurality of layers of first non-working-surface double-shaft mixing piles 2d outside the first non-working-surface concrete pouring pile 1 d;
step two: a hole pressure sensor 13 and a stress strain sensor 14 are additionally arranged on the jacking working face double-shaft stirring pile 2a so as to detect the stress, strain and hole pressure states of the jacking working face double-shaft stirring pile 2 a;
step three: arranging a plurality of earth surface settlement observation piles 3 at intervals on the earth surface from the river bank to the vertical shaft 4 along the axis direction of the jacking pipe, and monitoring settlement caused by the subsequent construction steps in real time;
step four: monitoring and analyzing the stress, strain and pore pressure states and settlement data obtained in the second step and the third step in real time in the whole construction process until the construction is finished, suspending the construction if the data is not in a normal range, checking potential safety hazards, and continuing the construction if the data is in the normal range;
step five: constructing a vertical shaft 4 in the area surrounded by the concrete cast-in-place piles selected in the step one; displacement meters 7 are arranged at different depths of a vertical shaft jacking operation surface 4a of the vertical shaft 4 along a wellhead, well walls 8 are poured on the four walls of the vertical shaft 4, the displacement in the shaft in the construction process is monitored and recorded in real time, collected data are analyzed until the construction is finished, if the data are not in a normal range, the construction is suspended, potential safety hazards are checked, and if the data are in the normal range, the construction is continued;
step six: constructing a pile-free area A and reinforcing the pile-free area A, specifically comprising the following steps:
6.1 after the vertical shaft 4 deforms stably and the concrete cast-in-place pile and the jacking operation surface double-shaft mixing pile 2a reach the design strength, slowly cutting pile bodies of the jacking operation surface double-shaft mixing pile 2a and the jacking operation surface concrete cast-in-place pile 1a by a cutting machine at the position where a jacking pipe passes in the jacking operation surface double-shaft mixing pile 2a and the jacking operation surface concrete cast-in-place pile 1a to obtain a pile-free area A;
6.2 pouring a grout stopping wall 12 in the pile-free area A;
6.3 adopting an advanced small conduit grouting technology to perform grouting reinforcement on a second grouting reinforcement area 16 which is arranged outside the pile-free area A and is close to the river channel direction;
6.4 adopting an advanced small conduit grouting technology to perform grouting reinforcement on the first grouting reinforcement area 15 surrounded by the second grouting reinforcement area 16;
step seven: the pipe jacking operation specifically comprises the following steps:
7.1 after the construction of the vertical shaft 4 is finished, jacking the jacking pipe into the transfer well, and slowing down the jacking speed when the jacking pipe approaches the first grouting reinforcement area 15 and the second grouting reinforcement area 16 to ensure that the jacking pipe machine slowly cuts soil to form a complete water stop hole until the jacking pipe is completely jacked into the transfer well;
7.2 when the pipe jacking machine is jacked into the grout stop wall 12, utilizing the water-swellable substance to block the gap between the pipe joint and the hole, and then immediately performing grouting reinforcement waterproof treatment on the gap.
The invention has the beneficial effects that: the grouting reinforcement protective layer is arranged outside the jacking area of the transfer well, so that the aims of preventing seepage, stopping leakage and improving soil layer strength can be realized, the difficult problems of water seepage, water leakage, water prevention, water stopping and water drainage in a key construction link that a pipe jacking machine jacks into a receiving well when a jacking pipe passes through a river or lake are solved, relevant construction parameters can be monitored by arranging the ground surface settlement observation pile and the displacement meter, construction feedback is provided, early warning is carried out aiming at possible hidden dangers, and construction safety is ensured; the pipe-jacking transfer well constructed by the method has the characteristics of safety, reliability and practicability.
Drawings
FIG. 1 is a transverse cross-sectional view of a transfer well.
Fig. 2 is a longitudinal sectional view of the transfer well.
Fig. 3 is a schematic diagram of the location of a grouting reinforcement area.
In the figure: 1. pouring concrete into the pile; 1a, jacking a concrete cast-in-place pile on an operation surface; 1b, ejecting the operation surface concrete cast-in-place pile; 1c, a first non-working surface concrete cast-in-place pile; 1d, a second non-working surface concrete cast-in-place pile 1 d; 2. multilayer double-shaft stirring piles; 2a, jacking a double-shaft stirring pile on the working face; 2b, ejecting the double-shaft stirring pile on the working face; 2c, a first non-working-surface double-shaft stirring pile; 2d, a second non-working surface double-shaft stirring pile; 3. earth surface settlement observation piles; 4. a shaft; 4a, jacking the operation surface by a vertical shaft; 5a, a first inclined strut; 5b, a second inclined strut; 5c, a third inclined strut; 5d, a fourth inclined strut; 6. a cross brace; 7. a displacement meter; 8. a concrete well wall; 9. a concrete floor; 10. a chute; 11. a water collecting ditch; 12. a grout stopping wall; 13. a pore pressure sensor; 14. a stress-strain sensor; 15. a first grouting reinforcement area; 16. a second grouting reinforcement area; 17. a concrete cushion; A. a pile-free area; B. the jacking pipe jacks into the reserved area.
Detailed Description
The structure and construction method of the present invention will be further described with reference to the accompanying drawings.
Referring to fig. 1 and 2, an auxiliary structure for a water-through soil/rock stratum jacking pipe entering transfer well comprises a vertical shaft 4, wherein a circle of concrete cast-in-place pile 1 is arranged on the periphery of the vertical shaft 4, and a plurality of layers of double-shaft mixing piles 2 are poured on the outer side of the concrete cast-in-place pile 1; the concrete cast-in-place pile 1 comprises a jacking operation surface concrete cast-in-place pile 1a, a jacking operation surface concrete cast-in-place pile 1b, a first non-operation surface concrete cast-in-place pile 1c and a second non-operation surface concrete cast-in-place pile 1 d; the multilayer double-shaft stirring pile 2 comprises a double-layer jacking operation surface double-shaft stirring pile 2a, a double-layer jacking operation surface double-shaft stirring pile 2b, a single-layer first non-operation surface double-shaft stirring pile 2c and a single-layer second non-operation surface double-shaft stirring pile 2 d; a double-layer jacking operation surface double-shaft stirring pile 2a is poured on the outer side of the jacking operation surface concrete filling pile 1a, a double-layer jacking operation surface double-shaft stirring pile 2b is poured on the outer side of the jacking operation surface concrete filling pile 1b, a single-layer first non-operation surface double-shaft stirring pile 2c is poured on the outer side of a first non-operation surface concrete filling pile 1c, and a single-layer second non-operation surface double-shaft stirring pile 2d is poured on the outer side of a second non-operation surface concrete filling pile 1 d; a plurality of ground surface settlement observation piles 3 are arranged at intervals in the shaft 4 from the wellhead to the river channel along the axis direction of the jacking pipe; inclined struts 5 are arranged at included angles of two sides of the sections of the vertical shaft 4 with different depths, and cross struts 6 are arranged on connecting lines of the middles of a group of opposite sides of the sections of the vertical shaft 4 with different depths; the inclined to one side wall of a well in the middle part of shaft 4 is provided with concrete well wall 8, the bottom of shaft 4 is provided with concrete cushion 17, be provided with concrete bottom plate 9 on the concrete cushion 17, be provided with chute 10 around concrete bottom plate 9, one side of chute 10 is provided with catch basin 11.
Referring to fig. 2, displacement meters 7 are arranged on a shaft jacking operation surface 4a of the shaft 4 at intervals from the wellhead downwards; a hole pressure sensor 13 is arranged on the side surface of the double-shaft stirring pile 2a on the jacking operation surface; and a stress-strain sensor 14 is arranged on the side surface of the concrete cast-in-place pile 1a on the jacking operation surface.
Referring to fig. 2, the terminating surface of the first grouted reinforcement area 15 is located at the same position as the terminating surface of the second grouted reinforcement area 16, and the length of the first grouted reinforcement area 15 is 4-5 m.
Referring to fig. 2, the depth of the concrete cast-in-place pile 1 in the ground is greater than that of the biaxial stirring pile 2 in the ground, and the depth of the biaxial stirring pile 2 in the ground is greater than that of the shaft 4.
Referring to fig. 2 and 3, a pile-free area a is arranged in an area through which a jacking pipe is expected to pass in the jacking working face biaxial stirring pile 2a and the jacking working face concrete cast-in-place pile 1a, the pile-free area a is slightly smaller than the range of the jacking working face concrete cast-in-place pile 1a and the jacking working face biaxial stirring pile 2a in which the jacking pipe passes through the pile body, a grout stop wall 12 is arranged in the pile-free area a, a first grouting reinforcement area 15 is arranged on one side of the pile-free area a in the direction close to the river, and the first grouting reinforcement area 15 is circumferentially surrounded by a second grouting reinforcement area 16; and a jacking pipe jacking reserved area B which is reserved when no concrete is poured when the jacking operation surface of the concrete well wall 8 is poured is arranged on one side of the pile-free area A, which is close to the jacking operation surface of the concrete well wall 8.
Referring to fig. 1 and 2, a construction method for passing soil/rock stratum jacking pipe into a transfer well under water comprises the following steps:
a construction method for a submerged soil/rock stratum jacking pipe entering transfer well comprises the following steps:
the method comprises the following steps: according to the axis of the jacking pipe, determining a proper construction position of a vertical shaft 4 beside a planned crossing river channel, pouring a circle of concrete cast-in-place piles 1 around the construction position of the planned vertical shaft 4, and pouring a multilayer double-shaft mixing pile 2 outside the concrete cast-in-place pile 1, wherein the concrete steps are as follows:
1.1 pouring a double-layer jacking working face double-shaft stirring pile 2a on the outer side of the jacking working face concrete pouring pile 1 a;
1.2 pouring a double-layer ejecting working surface double-shaft stirring pile 2b on the outer side of the ejecting working surface concrete pouring pile 1 b;
1.3 casting a single-layer first non-operation surface double-shaft mixing pile 2c on the outer side of the first non-operation concrete cast-in-place pile 1 c;
1.4 casting a single-layer first non-working-surface double-shaft stirring pile 2d on the outer side of the first non-working-surface concrete pouring pile 1 d;
step two: a hole pressure sensor 13 and a stress strain sensor 14 are additionally arranged on the jacking working face double-shaft stirring pile 2a so as to detect the stress, strain and hole pressure states of the jacking working face double-shaft stirring pile 2 a;
step three: arranging a plurality of earth surface settlement observation piles 3 at intervals on the earth surface from the river bank to the vertical shaft 4 along the axis direction of the jacking pipe, and monitoring settlement caused by the subsequent construction steps in real time;
step four: monitoring and analyzing the stress, strain, pore pressure state and settlement data obtained in the second step and the third step in real time in the whole construction process, particularly when the subsequent pile breaking operation and grouting operation are carried out, suspending construction and troubleshooting potential safety hazards if the data are not in a normal range until the construction is finished, and continuing the construction if the data are in the normal range;
step five: constructing a vertical shaft 4 in the area surrounded by the concrete cast-in-place piles selected in the step one; a first inclined strut 5a, a second inclined strut 5b, a third inclined strut 5c and a fourth inclined strut 5d are respectively arranged at the included angles at two sides 2m deep from the well head of the vertical shaft 4; according to the requirements, a group of inclined struts is further arranged at the position with the underground depth of 5 m; a cross brace 6 is arranged at a depth of 2.5m below a well mouth of the vertical shaft 4, and the cross brace 6 is connected with the middle parts of two opposite sides of the cross section where the cross brace is arranged; embedding displacement meters 7 from a transfer well jacking operation surface 4a of the vertical well 4 downwards along the wellhead at 1.925m, 5.3m, 8.025m and 11.450m, monitoring and recording the displacement in the well in the construction process in real time, analyzing the collected data until the construction is finished, suspending the construction and troubleshooting potential safety hazards if the data is not in a normal range, and continuing the construction if the data is in the normal range;
laying a concrete cushion 17 at the bottom of the vertical shaft 4 and pouring a concrete shaft wall 8;
a concrete bottom plate 9 is arranged on the concrete cushion layer 17;
arranging a rapid trough 10 around the concrete bottom plate 9;
a water collecting ditch 11 with a top cover is arranged at one side of the torrent groove 10;
step six: constructing a pile-free area A and reinforcing the pile-free area A, specifically comprising the following steps:
6.1 after the vertical shaft 4 deforms stably and the concrete cast-in-place pile and the jacking operation surface double-shaft mixing pile 2a reach the design strength, slowly cutting the pile body 2a of the concrete cast-in-place pile and the jacking operation surface double-shaft mixing pile by using a cutting machine at the position where a jacking pipe is expected to pass through in the jacking operation surface double-shaft mixing pile 2a and the jacking operation surface concrete cast-in-place pile 1a to obtain a pile-free area A;
6.2 pouring a grout stopping wall 12 in the pile-free area A;
6.3 adopting an advanced small conduit grouting technology to perform grouting reinforcement on a second grouting reinforcement area 16 which is arranged outside the pile-free area A and is close to the river channel direction; the circumferential distance of the grouting holes in the second grouting reinforcement area 16 is 550mm, and a jump hole grouting method is adopted during grouting;
6.4 adopting an advanced small conduit grouting technology to perform grouting reinforcement on the first grouting reinforcement area 15 surrounded by the second grouting reinforcement area 16; the circumferential distance of the grouting holes in the first grouting reinforcement area 15 is 1100 mm;
step seven: the pipe jacking operation specifically comprises the following steps:
7.1 after the construction of the vertical shaft 4 is finished, jacking the jacking pipe into the transfer well, and slowing down the jacking speed when the jacking pipe approaches the first grouting reinforcement area 15 and the second grouting reinforcement area 16 to ensure that the jacking pipe machine slowly cuts soil to form a complete water stop hole until the jacking pipe is completely jacked into the transfer well;
7.2 when the pipe jacking machine is jacked into the grout stop wall 12, utilizing the water-swellable substance to block the gap between the pipe joint and the hole, and then immediately performing grouting reinforcement waterproof treatment on the gap.
Claims (6)
1. An auxiliary structure for enabling a submerged soil/rock stratum jacking pipe to enter a transfer well comprises a vertical well (4), and is characterized in that a circle of concrete cast-in-place pile (1) is arranged on the periphery of the vertical well (4), and a plurality of layers of double-shaft mixing piles (2) are poured on the outer side of the concrete cast-in-place pile (1); a concrete well wall (8) is arranged in the vertical well (4), a pile-free area (A) is arranged at the position where a jacking pipe passes in the jacking operation face double-shaft stirring pile (2 a) and the jacking operation face concrete pouring pile (1 a), a grout stop wall (12) is arranged in the pile-free area (A), a first grouting reinforcement area (15) is arranged outside one side of the pile-free area (A) close to the river channel direction, and the first grouting reinforcement area (15) is surrounded by a second grouting reinforcement area (16) in the circumferential direction;
the bottom surface of the second grouting reinforcement area (16) is positioned on the jacking working face double-shaft stirring pile (2 a), the bottom surface of the second grouting reinforcement area (16) is annular, the inner ring of the ring is a contour line of a pile-free area (A) on the jacking working face double-shaft stirring pile (2 a), the radial distance from the inner ring to the outer ring of the ring is 2.5-3.0m, the bottom surface of the second grouting reinforcement area (16) is used as an initial surface, the termination surface is in the opposite direction of jacking pipe jacking, and the termination surface is positioned at any position in the range from the lower part of the river bank of the river through which the jacking pipe passes to the lower part of the middle part of the river channel;
a plurality of ground surface settlement observation piles (3) are arranged in the vertical shaft (4) at intervals from a well mouth to a river channel along the axis direction of the jacking pipe; inclined struts (5) are arranged at included angles of two sides of the sections of the vertical shaft (4) with different depths, cross struts (6) are arranged on connecting lines of the middles of a group of opposite sides of the sections of the vertical shaft (4) with different depths, and displacement meters (7) are arranged on a vertical shaft jacking operation surface (4 a) of the vertical shaft (4) at intervals from a shaft opening downwards; a concrete cushion (17) is laid at the bottom of the vertical shaft (4);
a concrete bottom plate (9) is arranged on the concrete cushion layer (17), a rapid trough (10) is arranged around the concrete bottom plate (9), and a water collecting channel (11) is arranged on one side of the rapid trough (10);
and a hole pressure sensor (13) and a stress strain sensor (14) are arranged on the side surface of the jacking operation surface double-shaft stirring pile (2 a).
2. The auxiliary structure of the underwater soil/rock stratum pipe jacking transit shaft is characterized in that the depth of the concrete cast-in-place pile (1) in the stratum is greater than that of the double-shaft stirring pile (2), and the depth of the double-shaft stirring pile (2) in the stratum is greater than that of the vertical shaft (4).
3. The auxiliary structure of the underwater soil/rock stratum jacking pipe in-transit transfer well as claimed in claim 1, wherein the circumferential spacing of grouting holes in the first grouting reinforcement area (15) is 1000mm-1200 mm; and the circumferential distance of the grouting holes in the second grouting reinforcement area (16) is 500-600 mm.
4. The auxiliary structure of the underwater soil/rock stratum pipe jacking transit shaft according to claim 1, wherein the terminating surface of the first grouting reinforcement area (15) and the terminating surface of the second grouting reinforcement area (16) are located at the same position, and the length of the first grouting reinforcement area (15) is 4-5 m.
5. The auxiliary structure of the underwater soil/rock stratum pipe jacking transit well is characterized in that the pile-free area (A) is slightly smaller than the area of a pipe body of a pipe jacking through a concrete cast-in-place pile (1 a) on a jacking operation surface and a double-shaft stirring pile (2 a) on the jacking operation surface; and a jacking pipe jacking reserved area (B) which is reserved when no concrete is poured when the cast concrete well wall (8) jacks into the working face is arranged on one side of the pile-free area (A) close to the jacking working face of the concrete well wall (8).
6. The construction method of the auxiliary structure of the underwater soil/rock stratum jacking pipe in-going transfer well according to any one of claims 1 to 5, characterized by comprising the following steps:
the method comprises the following steps: according to the axis of the jacking pipe, determining a proper construction position of a vertical shaft (4) beside a planned crossing river channel, pouring a circle of concrete cast-in-place pile (1) around the construction position of the planned vertical shaft (4), and pouring a multilayer double-shaft mixing pile (2) outside the concrete cast-in-place pile (1), wherein the concrete steps are as follows:
1.1 pouring a multilayer jacking operation surface double-shaft mixing pile (2 a) on the outer side of the jacking operation surface concrete filling pile (1 a);
1.2 pouring a multilayer jacking working face double-shaft mixing pile (2 b) on the outer side of the jacking working face concrete filling pile (1 b);
1.3 pouring a plurality of layers of first non-working surface double-shaft mixing piles (2 c) on the outer side of the first non-working concrete pouring pile (1 c);
1.4 casting a plurality of single-layer first non-working-surface double-shaft stirring piles (2 d) on the outer side of the first non-working-surface concrete cast-in-place pile (1 d);
step two: a pore pressure sensor (13) and a stress strain sensor (14) are additionally arranged on the jacking working face double-shaft stirring pile (2 a) so as to detect the stress, strain and pore pressure states of the jacking working face double-shaft stirring pile (2 a);
step three: arranging a plurality of ground surface settlement observation piles (3) on the ground surface from the river bank to the vertical shaft (4) at intervals along the axis direction of the jacking pipe, and monitoring settlement caused by the subsequent construction steps in real time;
step four: monitoring and analyzing the stress, strain and pore pressure states and settlement data obtained in the second step and the third step in real time in the whole construction process until the construction is finished, suspending the construction if the data is not in a normal range, checking potential safety hazards, and continuing the construction if the data is in the normal range;
step five: constructing a vertical shaft (4) in the area surrounded by the concrete cast-in-place pile selected in the step one; displacement meters (7) are arranged at different depths of a vertical shaft jacking operation surface (4 a) of the vertical shaft (4) downwards along a wellhead, the vertical shaft displacement in the construction process is monitored and recorded in real time by pouring concrete well walls (8) on four walls of the vertical shaft (4), collected data are analyzed until the construction is finished, if the data are not in a normal range, the construction is suspended, potential safety hazards are eliminated, and if the data are in the normal range, the construction is continued;
step six: constructing a pile-free area (A) and reinforcing the pile-free area (A), specifically comprising the following steps:
6.1 after the vertical shaft (4) deforms stably and the concrete cast-in-place pile and the jacking operation surface double-shaft mixing pile (2 a) reach the design strength, slowly cutting pile bodies of the jacking operation surface double-shaft mixing pile (2 a) and the jacking operation surface concrete cast-in-place pile (1 a) at the position where a jacking pipe is expected to pass through in the jacking operation surface double-shaft mixing pile (2 a) and the jacking operation surface concrete cast-in-place pile (1 a) by using a cutting machine to obtain a pile-free area (A);
6.2 pouring a grout stopping wall (12) in the pile-free area (A);
6.3 adopting an advanced small conduit grouting technology to perform grouting reinforcement on a second grouting reinforcement area (16) which is arranged outside the pile-free area (A) and is close to the river channel direction;
6.4 adopting an advanced small conduit grouting technology to perform grouting reinforcement on the first grouting reinforcement area (15) surrounded by the second grouting reinforcement area (16);
step seven: the pipe jacking operation specifically comprises the following steps:
7.1 after the construction of the vertical shaft (4) is finished, the jacking pipe starts to jack the transfer well, and when the jacking pipe approaches the first grouting reinforcement area (15) and the second grouting reinforcement area (16), the jacking speed is slowed down, so that the pipe jacking machine slowly cuts soil to form a complete water stop hole until the jacking pipe completely jacks the transfer well;
7.2 when the pipe jacking machine is jacked into the grout stop wall (12), the water-swelling substance is utilized to block the gap between the pipe joint and the opening, and then grouting, reinforcing and waterproof treatment is immediately carried out on the gap.
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| RU2011831C1 (en) * | 1991-06-26 | 1994-04-30 | Государственный проектно-конструкторский и экспериментальный институт угольного машиностроения | Tunnelling unit |
| CN104652425A (en) * | 2013-11-25 | 2015-05-27 | 天津城建隧道股份有限公司 | Technical method for reinforcing soil of shield end well through bamboo reinforcement concrete pouring pile |
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