CN114703921A - Construction method for preventing surge based on temporary bottom sealing structure - Google Patents
Construction method for preventing surge based on temporary bottom sealing structure Download PDFInfo
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- 238000007789 sealing Methods 0.000 title claims abstract description 61
- 238000010276 construction Methods 0.000 title claims abstract description 51
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 127
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 102
- 230000005484 gravity Effects 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 170
- 239000010959 steel Substances 0.000 claims description 170
- 238000009412 basement excavation Methods 0.000 claims description 33
- 238000000034 method Methods 0.000 claims description 33
- 230000002787 reinforcement Effects 0.000 claims description 20
- 239000002002 slurry Substances 0.000 claims description 16
- 230000008569 process Effects 0.000 claims description 11
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 3
- 238000009792 diffusion process Methods 0.000 claims description 2
- 239000000126 substance Substances 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 137
- 238000007569 slipcasting Methods 0.000 description 13
- 230000002349 favourable effect Effects 0.000 description 6
- 239000004576 sand Substances 0.000 description 6
- 239000002689 soil Substances 0.000 description 5
- 230000009471 action Effects 0.000 description 4
- 238000009826 distribution Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000000149 penetrating effect Effects 0.000 description 3
- 238000005086 pumping Methods 0.000 description 3
- 230000009467 reduction Effects 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005538 encapsulation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
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- 230000001360 synchronised effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03B—INSTALLATIONS OR METHODS FOR OBTAINING, COLLECTING, OR DISTRIBUTING WATER
- E03B3/00—Methods or installations for obtaining or collecting drinking water or tap water
- E03B3/06—Methods or installations for obtaining or collecting drinking water or tap water from underground
- E03B3/08—Obtaining and confining water by means of wells
- E03B3/10—Obtaining and confining water by means of wells by means of pit wells
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
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Abstract
The invention relates to a construction method for preventing inrush based on a temporary bottom sealing structure, which at least comprises the following steps: before the water-proof reinforcing structure is arranged, at least one temporary bottom sealing structure matched with the size of the vertical shaft is preset at a first position which is not influenced by a pressure-bearing water layer, and the distance between the first position and the pressure-bearing water layer is not less than
Wherein gamma is the water impervious layer gravity, gammaωThe water is the gravity, and h is the height of the confined water head; a longitudinal reinforcing structure extending longitudinally downwards to a specified depth and a water-resisting bottom sealing structure are arranged between the first position and the second position, and the longitudinal reinforcing structure and the water-resisting bottom sealing structure are connected to form an integrated water-resisting reinforcing structure so that the water-resisting reinforcing structure can separate the internal and external hydraulic connection and increase the capability of the bottom of the vertical shaft pit for resisting the sudden surge of the confined water; wherein the content of the first and second substances,the distance between the first position and the sixth position is not less than 4m, the distance between the second position and the first position is not less than 1m, and the second position is above the pressurized water level line.
Description
The invention relates to a divisional application of an invention patent based on a pressure-bearing water layer vertical shaft construction method without water reduction and drainage, wherein the application number is 202010958047.4, the application date is 9/11/2020.
Technical Field
The invention relates to the technical field of shaft construction, in particular to a construction method for preventing inrush based on a temporary bottom sealing structure.
Background
Along with the construction of the south-to-north water transfer project in China, the gradual rise of the underground water level in the northern area brings certain difficulty to the current municipal subway construction; for the purpose of protecting water sources in green and environment-friendly construction, pumping and drainage of underground water are forbidden currently, and the difficulty of the current shaft construction is further aggravated. At present, the construction methods of the pressure-free water-rich stratum are more, but the excavation technology of a vertical shaft aiming at the confined water stratum is relatively less.
The current prior art generally adopts precipitation to carry out the excavation of confined water layer. For example, chinese patent CN110387884A discloses a construction method for preventing inrush in an ultra-deep foundation pit, where the bottom of the foundation pit to be excavated is close to a confined water layer, the construction method includes: arranging an underground continuous wall around an area of a foundation pit to be excavated; pouring a waterproof reinforcing layer at the bottom of the underground continuous wall by using MJS, wherein the periphery of the waterproof reinforcing layer is attached to the underground continuous wall; pouring a pressure reduction reinforcing layer at the bottom of a foundation pit to be excavated above the waterproof reinforcing layer by using the MJS, and attaching the periphery of the pressure reduction reinforcing layer to the underground continuous wall; and excavating a foundation pit and correspondingly erecting a supporting structure. The method effectively solves the problem of potential surge of confined water during the excavation of the ultra-deep foundation pit, has small influence on the surrounding environment during construction, cannot cause the settlement of surrounding buildings, and can ensure the construction quality and the construction efficiency. Although the construction method can effectively prevent the inrush, the reinforcement of the pit bottom is disposable, which is effective for digging a foundation pit, and the reinforcement of the pit bottom is not enough for the subway construction needing to penetrate through a pressure-bearing water layer.
Patent document CN 104912561B discloses a construction method for shield to continuously pass through a vertical shaft under the condition of a complex stratum with high confined water, which comprises the following steps: step 1, reinforcing an end head; reinforcing the soil body at the end of the vertical shaft, and increasing the self-stability of the soil body to ensure that seepage is not generated; step 2, breaking a tunnel portal continuous wall and backfilling a vertical shaft; breaking the portal concrete of the vertical shaft from bottom to top in a layering manner, removing the waste concrete in the vertical shaft layer by layer, and backfilling the vertical shaft by using backfilling materials; step 3, shield tunneling and monitoring in the tunneling process; step 4, grouting and managing the back of the duct piece; when the shield machine goes out of the hole and enters the hole through the vertical shaft, synchronous grouting is strengthened before the shield tail goes out of the hole, the wall thickness grouting effect is checked by a radar, and whether secondary grouting is carried out or not is determined according to the wall thickness grouting effect. Although the method can reduce the danger of the complex stratum with high confined water when the shield passes through the vertical shaft. However, the invention still carries out dewatering and drainage by arranging the dewatering well and then carries out shaft excavation of the pressure bearing water layer, and the construction mode of the shaft is not changed essentially.
The invention aims to make up the defects of the current vertical shaft construction technology, provides a novel method for solving the problem of vertical shaft excavation in the confined water stratum, and solves the problems of water burst, collapse and instability caused by overlarge well wall deformation due to water head pressure in the stratum.
Patent document CN 104895570B discloses a reinforcing excavation method for a subway shaft in a weak water-rich stratum, which comprises the following steps: step 1), vertically reinforcing; step 2), vertical local excavation; step 3), transversely reinforcing; step 4), transversely expanding and digging; step 5), lining the shaft; step 6), deformation monitoring; step 7), repeating the steps 1) to 6), and excavating to a designed elevation; and 8), pouring a bottom plate, excavating to a designed elevation, and pouring the bottom of the vertical shaft. The invention adopts a so-called 'excavation mode', firstly an integral type reinforcing body structure needs to be constructed, and the subsequent excavation process is carried out based on the reinforcing body structure, namely, redundant reinforcing body materials are excavated and planed on the reinforcing body structure to form a vertical shaft structure. This invention will consume more reinforcing material to form an integral structure of the reinforcement, the formed reinforcement structure is not fully used for reinforcement, and most of the material in the middle must be removed to form the shaft structure, which obviously results in a greater degree of waste. In contrast, the longitudinal reinforcement of the shaft according to the invention is not formed by "removing the integral reinforcement".
Furthermore, on the one hand, due to the differences in understanding to the person skilled in the art; on the other hand, since the inventor has studied a lot of documents and patents when making the present invention, but the space is not limited to the details and contents listed in the above, however, the present invention is by no means free of the features of the prior art, but the present invention has been provided with all the features of the prior art, and the applicant reserves the right to increase the related prior art in the background.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a construction method of a pressure-bearing water layer vertical shaft based on non-dewatering drainage, which is characterized by at least comprising the following steps:
at least one temporary bottom sealing structure matched with the size of the vertical shaft is preset at a first position not influenced by the pressure-bearing water layer,
a transverse horizontal reinforcing structure extending along the periphery of the shaft wall for a designated range is arranged at a second position above the first position,
a longitudinal reinforcing structure distributed along the side wall of the shaft and a water-resisting reinforcing structure connected with the longitudinal reinforcing structure into a whole are respectively arranged below the second position to form a waterproof reinforcing layer of the shaft outline,
and excavating the vertical shaft to a preset distance which does not penetrate through the waterproof reinforcing structure under the condition of breaking the temporary bottom sealing structure, and performing sectional type excavation on the vertical shaft in a mode of circularly arranging the temporary bottom sealing structure, the transverse horizontal reinforcing structure and the waterproof reinforcing layer so as to form a vertical shaft structure penetrating through the pressure-bearing water layer.
According to the invention, through the circulating sectional construction, the side wall and the bottom of the vertical shaft of each section of the excavated vertical shaft section are subjected to horizontal, longitudinal and bottom sealing waterproof reinforcement, so that the excavation process is simple, convenient and safe, and the sand gushing phenomenon formed by the water pressure of a pressure-bearing water layer is not needed to be worried about.
Preferably, the method of forming the waterproof reinforcing layer of the shaft profile comprises:
and at least one layer of longitudinal grouting steel pipe which is distributed along the side wall of the vertical shaft in an inclined manner is arranged between the first position and the second position, and the longitudinal grouting steel pipe is obliquely grouted downwards in a deep hole grouting manner to form the longitudinal reinforcing structure distributed along the side wall of the vertical shaft. The longitudinal reinforcing structure can form a waterproof reinforcing layer outside the side wall of the vertical shaft, and inclined deep hole grouting can solidify slurry along the side wall of the vertical shaft, so that layered pouring of slurry of grouting steel pipes at different angles is facilitated.
Preferably, the method of forming a waterproof reinforcement of a shaft profile further comprises:
carrying out vertical deep hole grouting and/or inclined deep hole grouting in a retreating type grouting mode at a sixth position below the first position to form a grouting thickness not less than the thickness of the impervious bed
The water-blocking reinforcing structure of (1), wherein H1The thickness of the impervious layer after the shaft is excavated, gamma is the weight of the impervious layer, gammaωThe water gravity is the water gravity, and h is the height of the pressure-bearing water head. Through scientific calculation and setting, the water proof back cover structure of the shaft that forms can resist the water pressure of pressure-bearing water layer, avoids water pressure to strike the excavation silt in the shaft.
Preferably, the method further comprises: and horizontally arranging transverse grouting steel pipes comprising long steel pipes and short steel pipes at a second position along the side wall of the vertical shaft, wherein the long steel pipes and the short steel pipes are arranged at intervals in a length-staggered mode, so that the transverse grouting steel pipes are poured in a horizontal deep hole grouting mode to form a transverse horizontal reinforcing structure. Through the setting of the crisscross slip casting steel pipe of horizontal horizontally length, can avoid the slurry siltation with the scope, more be favorable to horizontal slurry to distribute evenly.
Preferably, the method further comprises: under the condition that the profile of the transverse section of the shaft is rectangular, at least one long steel pipe and at least one short steel pipe at the intersecting ends of the two intersecting sides are in diffusion type arrangement in a mode of inclining with the sides, wherein the two long steel pipes at the two intersecting ends are arranged adjacently. Through setting up adjacent long steel pipe at the right angle, can make the horizontal extension scope of slurry at right angle part the same with the horizontal extension scope of other positions, avoided the not enough defect of horizontal reinforcement of shaft right angle position.
Preferably, at least one primary lining structure is provided on the inner wall of the shaft during downward excavation along the excavation face of the shaft. The primary lining structure is arranged, so that the side wall of the vertical shaft can be supported.
Preferably, the method further comprises: and when the vertical shaft is excavated in a circulating mode to a preset depth in a segmented mode, a permanent bottom sealing structure is arranged at the bottom of the vertical shaft in a concrete pouring mode. The permanent back cover structure which can be connected with the side wall of the shaft into a whole is arranged, so that the whole shaft structure is complete. In the process of penetrating through the pressure-bearing water layer, an additional dewatering well is not needed to be arranged for pumping and draining water. Only residual water in the constructed vertical shaft needs to be pumped, so that the workload is reduced, and underground water resources are protected.
The invention also provides a construction method of the circulating type pressure-bearing water layer vertical shaft, which is characterized by at least comprising the following steps:
a temporary bottom sealing structure is arranged at a first position which is not influenced by a pressure-bearing water layer,
arranging a transverse horizontal reinforcing structure extending along the periphery of the shaft wall at a second position higher than the first position in a horizontal deep hole grouting mode,
forming a longitudinal reinforcing structure surrounding the side wall of the shaft by at least one layer of longitudinal grouting steel pipe arranged between a first position and a second position in a manner of inclined deep hole grouting,
and arranging a water-resisting reinforcing structure which is circumferentially connected with the longitudinal reinforcing structure into a whole at a sixth position lower than the first position in a retreating type grouting mode.
According to the shaft construction method, the pre-excavation section of the shaft is pre-reinforced to block the confined water layer, then the reinforcement section is excavated, and the depth of the shaft is gradually increased, so that each excavation section is positioned in the waterproof reinforced protective layer, and the influence of the water pressure of the confined water layer is avoided.
Preferably, at least two layers of longitudinal grouting steel pipes which are obliquely and downwards grouted along the side wall of the vertical shaft are arranged between the first position and the second position, orthographic projections of the two layers of longitudinal grouting steel pipes on the same horizontal plane are relatively staggered, and the inclination angle of the layer of longitudinal grouting steel pipe with the lower position height is smaller than that of the layer of longitudinal grouting steel pipe with the higher position height. The setting of different angles is favorable to the different circumference scope of the slurry of vertical slip casting steel pipe outside the shaft lateral wall to carry out the slip casting, and the vertical reinforced structure who forms is even, and is more firm.
Preferably, three layers of longitudinal grouting steel pipes which are obliquely and downwards grouted along the side wall of the vertical shaft are arranged between the first position and the second position, a first layer of grouting steel pipes are arranged at a first angle along the circumferential direction of the side wall of the vertical shaft at a third position between the first position and the second position, a second layer of grouting steel pipes are arranged at a second angle along the circumferential direction of the side wall of the vertical shaft at a fourth position between the first position and the second position, a third layer of grouting steel pipes are arranged at a third angle along the circumferential direction of the side wall of the vertical shaft at a fifth position between the first position and the second position, and under the condition that the heights of the third position, the fourth position and the fifth position are sequentially reduced, the first angle, the second angle and the third angle are sequentially reduced, and the lengths of the first layer of grouting steel pipes, the second layer of grouting steel pipes and the third layer of grouting steel pipes are sequentially increased. The setting of three-layer slip casting steel pipe is favorable to accomplishing vertical reinforced structure's slip casting fast to the slip casting is even, does not have the slip casting dead angle.
The invention also provides a construction method for preventing inrush based on the temporary bottom sealing structure, which at least comprises the following steps: at least one temporary bottom sealing structure matched with the size of the vertical shaft is preset at a first position which is not influenced by a pressure-bearing water layer before the water-resisting reinforcing structure is arranged, and the distance between the first position and the pressure-bearing water layer is not less than
Wherein gamma is the water impervious layer gravity, gammaωIn the case of the heavy weight of the water,h is the height of the confined water head;
a longitudinal reinforcing structure extending to a specified depth downwards in the longitudinal direction is arranged between the first position and the second position, a waterproof bottom sealing structure is arranged at the sixth position, and the longitudinal reinforcing structure and the waterproof bottom sealing structure are connected to form an integral waterproof reinforcing structure so that the waterproof reinforcing structure can block the internal and external hydraulic connection to increase the capability of the bottom of the vertical shaft pit for resisting the sudden surge of the confined water;
the distance between the first position and the sixth position is not less than 4m, the distance between the second position and the first position is not less than 1m, and the second position is above the pressure-bearing water level line.
Preferably, the method further comprises: after the waterproof reinforcing structure is arranged, the temporary bottom sealing structure is broken, the vertical shaft is excavated to the preset distance which does not penetrate through the waterproof reinforcing structure, and sectional excavation is carried out on the vertical shaft in a mode of circularly arranging the temporary bottom sealing structure, the transverse horizontal reinforcing structure and the waterproof reinforcing layer, so that the vertical shaft structure penetrating through the pressure-bearing water layer is formed.
Preferably, the method of providing a longitudinal reinforcing structure between the first and second locations comprises: and arranging at least one layer of longitudinal grouting steel pipes which are distributed along the side wall of the vertical shaft in an inclined mode, and grouting the longitudinal grouting steel pipes downwards in an inclined mode in a deep hole grouting mode to form the longitudinal reinforcing structure distributed along the side wall of the vertical shaft.
Preferably, the transverse grouting steel pipes including the long steel pipes and the short steel pipes are horizontally arranged along the side wall of the vertical shaft at the second position, and the long steel pipes and the short steel pipes are arranged at intervals in a length-staggered mode, so that the transverse grouting steel pipes are poured in a horizontal deep hole grouting mode to form a transverse horizontal reinforcing structure.
Preferably, the method further comprises: and arranging a horizontal reinforcing structure extending along the periphery of the shaft wall within a specified range at a second position above the first position to horizontally reinforce the periphery of the shaft, wherein the horizontal reinforcing structure forms a horizontal grout stopping wall at the upper part of the excavation area, so that the formation of water channels between the floors is prevented.
Preferably, the method further comprises: and after the temporary bottom sealing structure is arranged and before the waterproof reinforcing structure is arranged, reinforcing and forming the transverse horizontal reinforcing structure in a horizontal deep hole grouting mode within the range of 3m along the periphery of the shaft wall.
Preferably, in the case that the profile of the transverse cross section of the shaft is rectangular, at least one long steel pipe and at least one short steel pipe at the intersecting ends of two intersecting sides of the transverse horizontal reinforcing structure are arranged in a diffused manner in a manner of inclining to the sides, wherein the two long steel pipes at the two intersecting ends are arranged adjacently.
Preferably, the method of providing the longitudinal reinforcing structure further comprises:
the longitudinal grouting steel pipe comprises a first layer of grouting steel pipe arranged at a third position, a second layer of grouting steel pipe arranged at a fourth position and a third layer of grouting steel pipe arranged at a fifth position,
the arrangement heights of the first layer of grouting steel pipe, the second layer of grouting steel pipe and the third layer of grouting steel pipe are gradually reduced, and deep hole grouting is performed around the periphery of the vertical shaft at the heights of the first layer of grouting steel pipe, the second layer of grouting steel pipe and the third layer of grouting steel pipe in an inclined mode;
the first layer of grouting steel pipes are arranged at a first angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the second layer of grouting steel pipes are arranged at a second angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the third layer of grouting steel pipes are arranged at a third angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the first angle, the second angle and the third angle are sequentially reduced, so that in the grouting process, slurry is grouted to the side wall of the vertical shaft in a transverse layering mode, the slurry forms transversely thickened grouting on the side wall of the vertical shaft from inside to outside, and a longitudinal reinforcing structure reaching the preset thickness and the preset longitudinal depth is formed.
Preferably, the method for providing the water-resisting reinforcing structure further comprises the following steps: and carrying out deep hole grouting by a bottom sealing grouting steel pipe at an inclination angle of 3-5 degrees downwards at a distance of 1.5m from the inner wall of the vertical shaft, so that a partial bottom sealing structure capable of being connected with the longitudinal reinforcing structure is formed on the side surface of the bottom sealing of the vertical shaft, and the longitudinal reinforcing structure and the waterproof reinforcing structure are connected to form a complete closed reinforcing body.
Preferably, at least one primary lining structure is arranged on the inner wall of the vertical shaft in the process of downward excavation along the excavation surface of the vertical shaft; after the vertical shaft is dug to a preset depth, a permanent bottom sealing structure is arranged on a bottom plate of the vertical shaft.
The invention has the beneficial technical effects that:
as mentioned above, the invention adopts the mode of pre-reinforcing and then excavating, can effectively prevent the problem of water gushing and sand gushing caused by the action of confined water in the construction process of the vertical shaft, solves the potential safety hazard of the construction of the operation with water in the vertical shaft and avoids the safety instability.
Drawings
FIG. 1 is a logical schematic of the construction method of the present invention;
FIG. 2 is a schematic illustration of the present invention prior to construction;
fig. 3 is a longitudinal sectional view of the shaft structure of the invention;
fig. 4 is a schematic view of the top view of the shaft of the present invention;
fig. 5 is a schematic longitudinal section of a shaft of the invention in an excavated state;
fig. 6 is a schematic longitudinal cross-sectional view of the primary lining structure of the shaft of the present invention;
fig. 7 is a schematic top view of the permanent bottom-sealing structure for the shaft of the present invention;
fig. 8 is a structural schematic diagram of deep hole casting of the vertical shaft longitudinal reinforcing structure of the invention.
List of reference numerals
1: a temporary back cover structure; 2: a transverse horizontal reinforcement structure; 3: a longitudinal reinforcing structure; 4: a water-resisting reinforcing structure; 5: a primary lining structure; 6: a permanent back cover structure; 7: a first corner support; 8: a second gusset; 10: a water-resisting reinforcing layer; 11: a pressurized water layer; 20: transversely grouting a steel pipe; 30: longitudinally grouting the steel pipe; 31: a first layer of grouting steel pipes; 32: grouting a second layer of steel pipes; 33: a third layer of grouting steel pipes; 40: bottom sealing and grouting the steel pipe; a: and (4) a shaft.
Detailed Description
The following detailed description is made with reference to the accompanying drawings.
The invention provides a construction method of a pressure-bearing water layer vertical shaft based on non-dewatering drainage, which adopts a pre-reinforced and post-excavation mode to carry out continuous operation, realizes that the vertical shaft penetrates through the pressure-bearing water layer and avoids the phenomena of water gushing and sand gushing caused by the action of pressure-bearing water.
The principle of the invention is as follows: as shown in fig. 2, the water-proof bottom-sealing reinforcement is realized by manual grouting, a manual water-proof reinforcement structure is formed at the bottom of the shaft, and a closed longitudinal reinforcement structure is formed in the peripheral range of the shaft to realize water pressure resistance.
In trenchless applications, gamma H1＝γωh；
Wherein H1The thickness of the impervious layer after the shaft is excavated, gamma is the weight of the impervious layer, gammaωThe water is severe, and h is the height of the pressure-bearing water head.
The thickness of the impervious layer after the foundation pit is excavated is
When the bearing water layer is deeply reinforced, the rock-soil gravity of the bearing water layer is greatly increased, namely gamma is increased, so that the bearing water layer is realized
The condition that the bottom of the pit does not surge can be met. The continuous downward digging of the vertical shaft is realized through repeated and cyclic construction operation steps of the bottom sealing reinforced structure.
The invention provides a construction method of a pressure-bearing water layer vertical shaft based on non-dewatering drainage, which comprises the steps of S1-S8 as shown in figure 1. The invention also relates to a construction method of the circulating type pressure-bearing water layer vertical shaft.
S1: and arranging a vertical shaft temporary bottom sealing structure.
The temporary back cover structure 1 is arranged at a first position above the affected formation of the confined water layer 11. The distance between the first position and the pressure water layer is not less than
Preferably, the temporary bottom sealing structure with the horizontal plane crossed with the central axis of the vertical shaft is arranged by adopting I-shaped steel. Optimally, the horizontal plane of the temporary back structure tends to be relatively perpendicular to the central axis of the shaft.
For example, the temporary bottom sealing structure 1 is a reinforced structure reinforced by i-steel at the horizontal plane of the shaft. The first position is a position at a vertical distance of no less than 1.5m from the confined water layer affecting the formation.
Preferably, the method for manufacturing the temporary bottom sealing structure 1 comprises the following steps: i-shaped steel is used as a framework, and premixed concrete is sprayed to complete the temporary bottom sealing structure of the vertical shaft. For example, the thickness of the temporary back cover structure 1 is 0.6 m. The thickness of the temporary back cover structure is not limited to 0.6m, and other thicknesses which are easy to dig can be adopted.
As shown in fig. 4, the i-steel framework comprises at least one first angle brace 7, at least one second angle brace 8 and other steel pipes which are arranged at the included angle of the shaft. The first angle brace is a concrete angle brace, and the second angle brace is an I-shaped steel angle brace and is used for supporting an I-shaped steel framework. For example, the cross section of the shaft is rectangular with four corners, and on the horizontal plane where the temporary bottom sealing structure 1 is arranged, a first corner support 2 is arranged at one corner, and second corner supports are respectively arranged at the remaining 3 corners.
S2: and arranging a transverse horizontal reinforcing structure.
And arranging a horizontal reinforcing structure 2 for horizontal reinforcement at a second position above the first position of the temporary back cover structure 1 to realize horizontal reinforcement of the periphery of the vertical shaft. The construction method has the advantages that horizontal deep hole grouting is carried out at a second position above the elevation position of the temporary shaft bottom sealing structure, and a horizontal grout stop wall is formed at the upper part of the excavation area, so that the formation of water channels among all the layers is prevented, and the phenomenon that sand and soil on the upper part collapse along with water migration is avoided.
Preferably, the distance between the second position and the first position is not less than 1 m. Preferably, the transverse horizontal reinforcing structure 2 is grouted along the periphery of the shaft wall within 3 m.
Preferably, the distance between the second position and the temporary encapsulation structure is 1.2 m. Wherein the second position is above the pressure-bearing water level line.
As shown in fig. 4, the horizontal reinforcing structure 2 is formed by deep-hole grouting of a plurality of horizontal grouting steel pipes 20. The lateral-grouting steel pipe 20 includes a long steel pipe and a short steel pipe. Wherein, the transverse horizontal reinforcing structure 2 is subjected to deep hole grouting in a batch grouting manner. Grouting and stopping water by adopting chemical double-liquid slurry in the first batch of deep hole grouting; and in the second batch, reinforcing the double-liquid cement slurry.
Preferably, as shown in fig. 4, the long steel pipes and the short steel pipes are arranged at the periphery of the shaft at the second position in a staggered shape of a quincunx with the shaft as the center. The longitudinal and transverse distance between the long steel pipe and the short steel pipe is 30-40 cm. The length of the long steel pipe is 2-2.5m, and the length of the short steel pipe is 1.5-2 m. Wherein, to the shaft of rectangle cross section, set up at least one long steel pipe and at least one short steel pipe of the one end of rectangle long limit and/or minor face to the angle direction slope setting to long steel pipe and the short steel pipe that distribute near the shaft right angle are plum blossom shape or radial distribution around the right angle. Preferably, for the shaft that the cross section is the rectangle, long steel pipe sets up the both ends on every limit of rectangle to the long steel pipe that two right-angle sides of every right angle set up respectively is adjacent and opposite with the incline direction. The long steel pipe or the short steel pipe which is not close to the right angle is vertically arranged relative to the edge of the vertical shaft.
S3: a longitudinal reinforcing structure 3 extending longitudinally down to a specified depth is provided at least one location between the first location and the third location of the shaft periphery.
Preferably, the longitudinal reinforcement depth extends vertically downwards by 6m from the third position. Preferably, the longitudinal reinforcing structure 3 has a lateral reinforcing range of 2 m.
Preferably, the longitudinal reinforcing structure 3 provided at the periphery of the shaft is formed by deep-hole grouting obliquely downward along the side wall of the shaft a. The longitudinal reinforcing structure 3 can enable the grouting radius ranges of all grouting points to be mutually overlapped, and a reinforcing body is formed on the peripheral side wall of the vertical shaft to resist the pressure of a pressure-bearing water layer.
Preferably, deep-hole grouting is performed on the third position, the fourth position and/or the fifth position above the elevation position of the temporary bottom sealing structure 1 along the vertical grouting steel pipe 30 with the inclination angle on the side wall of the shaft, so as to form a vertical reinforcing structure 3 and realize vertical reinforcement of the side wall of the shaft.
The longitudinal grouting steel pipes 30 include a first layer of grouting steel pipes 31 provided at a third position, a second layer of grouting steel pipes 32 provided at a fourth position, and a third layer of grouting steel pipes 33 provided at a fifth position. The arrangement heights of the first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33 are gradually reduced, and deep hole grouting is performed around the periphery of the vertical shaft at the positions of the first layer grouting steel pipe, the second layer grouting steel pipe and the third layer grouting steel pipe in an inclined mode.
Any one layer, any two layers or all of the first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33 can be arranged between the first position and the second position. The intervals between the third position, the fourth position and the fifth position may be set as required, and the present invention is not limited thereto.
And arranging the first layer of grouting steel pipes at the third position along the circumferential direction of the side wall of the vertical shaft at a first angle, and performing deep hole grouting to form a part or all of the longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft.
And the second layer of grouting steel pipe at the fourth position is arranged at a second angle along the circumferential direction of the side wall of the vertical shaft and is subjected to deep hole grouting to form a part or all of the longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft.
And a third layer of grouting steel pipes at a fifth position are arranged at a third angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting to form a part or all of the longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft.
If first angle, second angle and third angle are the same, at the in-process of slip casting, the slurry is piled up at the same horizontal scope easily, is unfavorable for the even pouring of slurry. In the invention, under the condition that the heights of the third position, the fourth position and the fifth position are sequentially reduced, the first angle, the second angle and the third angle are sequentially reduced, and the lengths of the first layer of grouting steel pipe, the second layer of grouting steel pipe and the third layer of grouting steel pipe are sequentially increased. The angle gradually reduces, is favorable to at the in-process of slip casting, and the slurry comes the vertical shaft lateral wall slip casting with horizontal layering mode, is favorable to the slurry to form the slip casting of horizontal thickening at the vertical shaft lateral wall from inside to outside, forms to reach the vertical reinforced structure 3 who predetermines thickness and predetermine the longitudinal depth.
Preferably, the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and/or the third layer of grouting steel pipes 33 are not all distributed in the same longitudinal plane. That is, the orthographic projections of the second layer grouting steel pipes and the first layer grouting steel pipes on the same horizontal plane are in staggered distribution without crossing each other. The orthographic projections of the second layer of grouting steel pipes and the third layer of grouting steel pipes on the same horizontal plane are in staggered distribution without crossing each other. For example, the petals are arranged in a layered and staggered manner.
Based on the combined action of different heights, different angles and staggered arrangement of the first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33, the first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33 are integrally formed into an inverted plum blossom distribution shape which takes the vertical shaft as the center and has the staggered grouting steel pipes in layers. The first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33 are used for quincunx grouting every time when the side wall of the vertical shaft is grouted, the influence radiuses of all grouting can be ensured to be mutually overlapped to form sealing, and grouting gaps are avoided.
One embodiment of the invention for providing a longitudinal reinforcing structure 3 is as follows.
Preferably, the third position is 70cm above the first position of the temporary back cover structure 1. The fourth position is 40cm above the first position of the temporary back cover structure 1. The fifth position is 20cm above the first position of the temporary back cover structure 1. So the interval sets up, and the slip casting steel pipe that is favorable to each position can be even at vertical slip casting, forms the even vertical reinforced structure 3 of thickness.
Preferably, the first layer of grouting steel pipes 31 at the third position are at a first angle of 40-50 degrees with the side wall of the shaft at the third position and are arranged along the circumferential direction of the side wall of the shaft, so that 40-50 degree deep hole grouting is performed. The length of the first layer of grouting steel pipe 31 is 2-2.5 m. The first transverse distance between the first sub-grouting steel pipes 61 is 50-60 cm.
The second layer of grouting steel pipe 32 is at a second angle of 20-25 degrees with the side wall of the vertical shaft at the fourth position and is arranged along the circumferential direction of the side wall of the vertical shaft, so that 20-25 degrees of deep hole grouting is performed. Wherein, the length of the second layer grouting steel pipe 32 is 4-4.5 m. And the second transverse distance between the second layer of grouting steel pipes 32 is 50-60 cm. Wherein, on the horizontal projection plane, the second layer grouting steel pipe 32 is arranged in a staggered way relative to the first layer grouting steel pipe 31. Namely, the second layer grouting steel pipe 32 and the first layer grouting steel pipe 11 are arranged in a quincunx staggered manner.
And the third layer of grouting steel pipe 33 is arranged at a fifth position at a third angle of 1-15 degrees with the side wall of the vertical shaft, so that 10-15-degree deep hole grouting is performed. Wherein, the length of the third layer of grouting steel pipe 33 is 6-7 m. And the second transverse distance between the third layer of grouting steel pipes 33 is 50-60 cm. Wherein, on the horizontal projection plane, the third layer grouting steel pipe 33 is arranged in a staggered way relative to the second layer grouting steel pipe 32. Namely, the third layer grouting steel pipe 33 and the second layer grouting steel pipe 32 are arranged in a quincunx staggered manner.
S4: a water-resisting bottom sealing structure 4 is arranged.
As shown in fig. 3 to 6, a vertical deep hole grouting is performed at a sixth position below the first position of the temporary bottom sealing structure 1 to form a water-proof reinforcing structure 4 which can be integrally connected to the longitudinal reinforcing structure 3. Wherein the distance between the first position and the sixth position is not less than 4 m. Preferably, the sixth position is 4.5m below the first position. According to the invention, the water-resisting reinforcing structure is arranged at the sixth position, so that the capability of resisting the confined water surge at the pit bottom can be increased, and a closed reinforcing body is formed on the outer wall of the vertical shaft to separate the internal hydraulic connection from the external hydraulic connection.
As shown in fig. 8, the present invention adopts a retreating grouting manner to control the grouting position. The deep hole grouting mode at the sixth position comprises two modes:
the first mode is as follows: and grouting the bottom sealing grouting steel pipe 40 vertically downwards, wherein the grouting depth range is 4.5-6 m.
The second mode is as follows: deep hole grouting is performed downwards at an inclination distance of 1.5m from the inner wall of the vertical shaft by the bottom sealing grouting steel pipe 40, the inclination angle is 3-5 degrees, a partial bottom sealing structure which can be connected with the longitudinal reinforcing structure 3 is favorably formed on the side surface of the bottom sealing of the vertical shaft, and the longitudinal reinforcing structure 3 and the waterproof reinforcing structure 4 are connected to form a complete closed reinforcing body.
The waterproof reinforcing structure 4 and the longitudinal reinforcing structure 3 of the lateral well wall are reinforced to form a closed reinforcing body, which is a key step of grouting closure. Preferably, the grouting pressure of the bottom-sealed grouting steel pipe 40 is O.5-1 MPa. The waterproof reinforcing structure 4 is reinforced by double-liquid cement paste, and the grouting depth is 1.5 m. The vertical and horizontal spacing of the grouting holes of the bottom-sealed grouting steel pipe 40 is 1.5 m.
Through the steps of S1-S4, the longitudinal reinforcing structure 3 and the waterproof reinforcing structure 4 are connected to form a complete shaft-shaped waterproof reinforcing body which can resist the water pressure of a pressure-bearing water layer. Soil in the shaft can not be pressed by the water pressure of the bearing water layer when being excavated, water can only slowly permeate into the shaft, and the problem of water burst and sand shifting caused by the pressure of the bearing water layer to the stratum excavation is effectively avoided.
S5: and breaking the temporary back cover structure 1.
And (4) breaking the temporary bottom sealing structure 1 to prepare for the excavation of the vertical shaft.
S6: and vertically excavating the vertical shaft A.
And the vertical shaft excavation is carried out by adopting an inverted well wall method. And in the excavation process, pumping and draining the open water in the well. As shown in fig. 6, the construction of the shaft lining structure 5 is performed every 50cm dug.
S7: and (5) after excavating for 4m, performing the operations of the steps S2-S6 again until the excavation penetrates through the position of the confined water stratum.
And (3) after the temporary bottom sealing structure 1 is broken, performing segmented excavation in construction of traversing the confined water stratum, reinforcing once according to the steps S2-S6 after one section is excavated, and performing circular excavation until the confined water stratum vertical shaft construction is completed.
S8: after the shaft is dug to a preset depth, a permanent bottom sealing structure 6 is arranged on the bottom plate of the shaft.
Specifically, as shown in fig. 7, i-shaped steel is used as a steel skeleton, and concrete is poured to pour the bottom cover of the shaft bottom plate, so as to form a permanent bottom cover structure 6.
The construction method of the pressure-bearing water layer vertical shaft based on non-dewatering drainage adopts a pre-reinforced and post-excavation mode, can effectively prevent the problems of water gushing and sand gushing caused by the action of pressure-bearing water in the construction process of the vertical shaft, solves the potential safety hazard of the construction of the vertical shaft with water operation, and avoids safety instability.
It should be noted that the above-mentioned embodiments are exemplary, and that those skilled in the art, having benefit of this disclosure, may devise various solutions which are within the scope of this disclosure and are within the scope of the invention. It should be understood by those skilled in the art that the present specification and figures are illustrative only and are not intended to be limiting on the claims. The scope of the invention is defined by the claims and their equivalents. The present description contains several inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", each indicating that the respective paragraph discloses a separate concept, the applicant reserves the right to submit divisional applications according to each inventive concept.
Claims (10)
1. A construction method for preventing inrush based on a temporary back cover structure is characterized by at least comprising the following steps:
at least one temporary bottom sealing structure (1) matched with the size of the vertical shaft is preset at a first position which is not influenced by a pressure-bearing water layer before the water-resisting reinforcing structure is arranged, and the distance between the first position and the pressure-bearing water layer is not less than
Wherein gamma is the water impervious layer gravity, gammaωThe water is the gravity, and h is the height of the confined water head;
arranging a longitudinal reinforcing structure (3) extending longitudinally downwards to a specified depth and a water-resisting bottom sealing structure (4) at a sixth position between the first position and the second position, and connecting the longitudinal reinforcing structure (3) and the water-resisting bottom sealing structure (4) to form an integrated water-resisting reinforcing structure so that the water-resisting reinforcing structure can separate the internal hydraulic connection and the external hydraulic connection to increase the capability of the bottom of the vertical shaft pit for resisting the surge of pressure-bearing water;
the distance between the first position and the sixth position is not less than 4m, the distance between the second position and the first position is not less than 1m, and the second position is above the pressure-bearing water level line.
2. The construction method for preventing the inrush of the temporary bottom sealing structure according to claim 1, further comprising:
after the waterproof reinforcing structure is arranged, the temporary bottom sealing structure (1) is broken, the vertical shaft is excavated to the preset distance which does not penetrate through the waterproof reinforcing structure (4), and the temporary bottom sealing structure (1), the transverse horizontal reinforcing structure (2) and the waterproof reinforcing layer are circularly arranged to excavate the vertical shaft in a sectional mode so as to form a vertical shaft structure which penetrates through the pressure-bearing water layer.
3. The construction method based on temporary back cover structure anti-surge according to claim 1 or 2, characterized in that the method of providing a longitudinal reinforcement structure (3) between the first and second positions comprises: at least one layer of longitudinal grouting steel pipes (30) distributed along the side wall of the vertical shaft in an inclined way is arranged,
the longitudinal grouting steel pipe (30) is obliquely and downwards grouted in a deep hole grouting mode to form the longitudinal reinforcing structure (3) distributed along the side wall of the vertical shaft.
4. The construction method for preventing the inrush of the temporary back cover structure according to any one of claims 1 to 3,
a transverse grouting steel pipe (20) comprising a long steel pipe and a short steel pipe is horizontally arranged at a second position along the side wall of the vertical shaft, the long steel pipe and the short steel pipe are arranged at intervals in a staggered manner,
therefore, the transverse grouting steel pipe (20) is poured in a horizontal deep hole grouting mode to form the transverse horizontal reinforcing structure (2).
5. The construction method for preventing the inrush of the temporary bottom sealing structure according to any one of claims 1 to 4, further comprising:
a transverse horizontal reinforcing structure (2) extending along the periphery of the shaft wall for a designated range is arranged at a second position above the first position to transversely and horizontally reinforce the periphery of the shaft,
and the horizontal reinforcing structure (2) forms a horizontal grout stop wall at the upper part of the excavation area, so that the formation of water channels among all the layers is prevented.
6. The construction method for preventing the inrush of the temporary bottom sealing structure according to any one of claims 1 to 5, further comprising:
and after the temporary bottom sealing structure (1) is arranged and before the waterproof reinforcing structure is arranged, reinforcing and forming the transverse horizontal reinforcing structure (2) in a horizontal deep hole grouting mode within the range of 3m along the periphery of the shaft wall.
7. The construction method for preventing the inrush of the temporary back cover structure according to any one of claims 1 to 6,
under the condition that the profile of the transverse cross section of the shaft is rectangular, at least one long steel pipe and at least one short steel pipe at the intersecting ends of two intersecting sides of the transverse horizontal reinforcing structure (2) are in diffusion type arrangement in a mode of inclining with the sides, wherein the two long steel pipes at the two intersecting ends are arranged adjacently.
8. The construction method based on the temporary bottom sealing structure anti-surge according to any claim 1 to 7, characterized in that the method for arranging the longitudinal reinforcing structure (3) further comprises:
the longitudinal grouting steel pipe (30) comprises a first layer of grouting steel pipe (31) arranged at a third position, a second layer of grouting steel pipe (32) arranged at a fourth position and a third layer of grouting steel pipe (33) arranged at a fifth position,
the arrangement heights of the first layer of grouting steel pipe (31), the second layer of grouting steel pipe (32) and the third layer of grouting steel pipe (33) are gradually reduced, and deep hole grouting is performed around the periphery of the vertical shaft at the heights of the first layer of grouting steel pipe, the second layer of grouting steel pipe and the third layer of grouting steel pipe in an inclined mode;
the first layer of grouting steel pipes (31) are arranged at a first angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the second layer of grouting steel pipes (32) are arranged at a second angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the third layer of grouting steel pipes (33) are arranged at a third angle along the circumferential direction of the side wall of the vertical shaft and are subjected to deep hole grouting;
the first angle, the second angle and the third angle are sequentially reduced, so that in the grouting process, slurry is used for grouting the side wall of the vertical shaft in a transverse layering mode, the slurry forms transversely thickened grouting on the side wall of the vertical shaft from inside to outside, and a longitudinal reinforcing structure (3) reaching the preset thickness and the preset longitudinal depth is formed.
9. The construction method for preventing the inrush current based on the temporary bottom sealing structure according to any one of claims 1 to 8, wherein the method for providing the water-resisting reinforcing structure (4) further comprises:
deep hole grouting is performed downwards at an inclination angle of 1.5m from the inner wall of the vertical shaft by a bottom sealing grouting steel pipe (40), the inclination angle is 3-5 degrees, so that a partial bottom sealing structure which can be connected with the longitudinal reinforcing structure (3) is formed on the side surface of the bottom sealing of the vertical shaft, and the longitudinal reinforcing structure (3) and the waterproof reinforcing structure (4) are connected to form a complete closed reinforcing body.
10. The construction method for preventing the inrush of the temporary back cover structure according to any one of claims 1 to 9,
in the process of downward excavation along the excavation surface of the vertical shaft, arranging at least one primary lining structure (5) on the inner wall of the vertical shaft;
after the vertical shaft is dug to a preset depth, a permanent bottom sealing structure (6) is arranged on the bottom plate of the vertical shaft.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210110420.XA CN114703921B (en) | 2020-09-11 | 2020-09-11 | Construction method for preventing surging based on temporary back cover structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210110420.XA CN114703921B (en) | 2020-09-11 | 2020-09-11 | Construction method for preventing surging based on temporary back cover structure |
| CN202010958047.4A CN112081176B (en) | 2020-09-11 | 2020-09-11 | Pressure-bearing water layer vertical shaft construction method based on non-dewatering drainage |
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| CN202010958047.4A Division CN112081176B (en) | 2020-09-11 | 2020-09-11 | Pressure-bearing water layer vertical shaft construction method based on non-dewatering drainage |
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| CN114703921A true CN114703921A (en) | 2022-07-05 |
| CN114703921B CN114703921B (en) | 2024-05-28 |
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| CN202210113918.1A Pending CN114687747A (en) | 2020-09-11 | 2020-09-11 | Vertical shaft pre-reinforcing process for penetrating through pressure-bearing water layer |
| CN202210110420.XA Active CN114703921B (en) | 2020-09-11 | 2020-09-11 | Construction method for preventing surging based on temporary back cover structure |
| CN202010958047.4A Active CN112081176B (en) | 2020-09-11 | 2020-09-11 | Pressure-bearing water layer vertical shaft construction method based on non-dewatering drainage |
| CN202210110436.0A Pending CN114704262A (en) | 2020-09-11 | 2020-09-11 | Grouting method for penetrating through pressure-bearing water layer in continuous construction |
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| CN202210110436.0A Pending CN114704262A (en) | 2020-09-11 | 2020-09-11 | Grouting method for penetrating through pressure-bearing water layer in continuous construction |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN112081176B (en) | 2022-02-01 |
| CN114687747A (en) | 2022-07-01 |
| CN114704262A (en) | 2022-07-05 |
| CN112081176A (en) | 2020-12-15 |
| CN114703921B (en) | 2024-05-28 |
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