CN114703921B - Construction method for preventing surging based on temporary back cover structure - Google Patents
Construction method for preventing surging based on temporary back cover structure Download PDFInfo
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- CN114703921B CN114703921B CN202210110420.XA CN202210110420A CN114703921B CN 114703921 B CN114703921 B CN 114703921B CN 202210110420 A CN202210110420 A CN 202210110420A CN 114703921 B CN114703921 B CN 114703921B
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- 238000010276 construction Methods 0.000 title claims abstract description 49
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 103
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 100
- 230000002787 reinforcement Effects 0.000 claims abstract description 47
- 238000007789 sealing Methods 0.000 claims abstract description 47
- 230000005484 gravity Effects 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 161
- 239000010959 steel Substances 0.000 claims description 161
- 238000000034 method Methods 0.000 claims description 35
- 238000009412 basement excavation Methods 0.000 claims description 32
- 239000002002 slurry Substances 0.000 claims description 15
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 238000009792 diffusion process Methods 0.000 claims 1
- 239000007788 liquid Substances 0.000 description 6
- 239000004576 sand Substances 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 230000002349 favourable effect Effects 0.000 description 4
- 238000005086 pumping Methods 0.000 description 4
- 238000007569 slipcasting Methods 0.000 description 4
- 238000005266 casting Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 230000004888 barrier function Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000012779 reinforcing material Substances 0.000 description 1
- 230000002441 reversible effect Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000008719 thickening Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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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
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to a construction method for preventing surging based on a temporary back cover structure, which at least comprises the following steps: before setting the waterproof reinforcement structure, setting at least one temporary bottom sealing structure matched with the vertical shaft in a preset mode at a first position which is not influenced by the pressure-bearing water layer, wherein the distance between the first position and the pressure-bearing water layer is not smaller thanWherein gamma is the gravity of the impermeable layer, gamma ω is the gravity of water, and h is the height of the pressure-bearing water head; a longitudinal reinforcing structure which longitudinally extends downwards to a specified depth is arranged between the first position and the second position, a water-proof seal bottom structure is arranged at the sixth position, and the longitudinal reinforcing structure and the water-proof seal bottom structure are connected to form an integrated water-proof reinforcing structure so that the water-proof reinforcing structure cuts off internal and external hydraulic connection to increase the capacity of the shaft pit bottom 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 water level line of the pressure-bearing water.
Description
The invention relates to a patent application of a construction method of a vertical shaft of a bearing water layer based on no drop drainage, which is provided with the application number 202010958047.4 and the application date 2020, 9 and 11.
Technical Field
The invention relates to the technical field of shaft construction, in particular to a construction method for preventing surging based on a temporary bottom sealing structure.
Background
Along with the construction of south-to-north water projects in China, the underground water level in northern areas gradually rises, so that certain difficulty is brought to the current municipal subway construction; in order to protect a water source in green and environment-friendly construction, pumping drainage of underground water is forbidden at present, and the difficulty of current shaft construction is further increased. At present, the construction methods of pressureless water-rich stratum are more, but the excavation technology of the vertical shaft aiming at the pressure-bearing water stratum is relatively less.
Current prior art generally adopts precipitation to carry out the excavation of pressure-bearing water layer. For example, chinese patent CN110387884a discloses a construction method for preventing surging of an ultra-deep foundation pit, wherein the bottom of the foundation pit to be excavated is close to a pressure-bearing water layer, and the construction method comprises: arranging underground continuous walls around the area of the foundation pit to be excavated; casting a water-proof reinforcing layer at the bottom of the underground continuous wall by using the MJS, and attaching the peripheral edge of the water-proof reinforcing layer to the underground continuous wall; casting a depressurization reinforcing layer at the pit bottom position of a foundation pit to be excavated above the water-proof reinforcing layer by using the MJS, and attaching the periphery of the depressurization reinforcing layer to the underground continuous wall; and excavating a foundation pit and correspondingly supporting a supporting structure. The invention effectively solves the problem of hidden danger of sudden gushing of the pressurized water during the excavation of the ultra-deep foundation pit, has small influence on the surrounding environment during construction, does not cause the settlement of surrounding buildings, and can ensure the construction quality and the construction efficiency. Although this construction method is effective in preventing surging, it is effective in digging a foundation pit at one time for reinforcing the pit bottom, and it is not sufficient at all to perform only one time of reinforcing the pit bottom for subway construction requiring penetration of 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 high-pressure water complex stratum, which comprises the following steps: step 1, reinforcing an end head; reinforcing soil at the end of the vertical shaft, and increasing self-stability of the soil to ensure that seepage does not occur; step 2, breaking the continuous wall of the tunnel portal and backfilling the vertical shaft; removing the tunnel portal concrete of the vertical shaft from bottom to top in a layered manner, removing the waste concrete in the vertical shaft layer by layer, and backfilling the vertical shaft by using backfilling materials; step 3, monitoring during shield tunneling; step 4, grouting management after the back of the duct piece; when the shield machine passes through the vertical shaft to go out and enter the hole, the shield tail strengthens synchronous grouting before going out the hole, and the wall thickness grouting effect is checked by using a radar, and whether secondary grouting is carried out or not is determined according to the wall thickness grouting effect. Although the invention can reduce the danger of the shield to the high pressure water complex stratum 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 basically.
The invention aims to make up the defects of the current shaft construction technology, and provides a novel method for solving the problem of shaft excavation in a confined water stratum, and the problem of instability caused by water burst and collapse due to water head pressure in the stratum and excessive deformation of a well wall.
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 partial excavation; step 3), transverse reinforcement; step 4), transversely expanding and digging; step 5), lining the vertical shaft; step 6), monitoring deformation; step 7), repeating the steps 1) to 6), and excavating to the designed elevation; and 8) pouring a bottom plate, and pouring the bottom of the vertical shaft after excavating to the designed elevation. The method adopts a so-called 'excavation mode', firstly, an integral reinforcement structure needs to be constructed, and the subsequent excavation process is also carried out based on the reinforcement structure, namely, the reinforcement structure is excavated and the superfluous reinforcement material is shaved to form a vertical shaft structure, and the technical scheme is that after the reinforcement structure is formed by integral construction, the superfluous reinforcement material is excavated to form the vertical shaft side wall structure. The invention will consume more reinforcing material to form a reinforced unitary structure, the resulting reinforcement structure not being fully used for reinforcement, but the majority of the material in the middle must be removed to form the shaft structure, which obviously results in a greater degree of wastage. In contrast, the longitudinal reinforcement of the shaft of the present invention is not formed by "removing the integral reinforcement material".
Furthermore, there are differences in one aspect due to understanding to those skilled in the art; on the other hand, as the inventors studied numerous documents and patents while the present invention was made, the text is not limited to details and contents of all that are listed, but it is by no means the present invention does not have these prior art features, the present invention has all the prior art features, and the applicant remains in the background art to which the rights of the related prior art are added.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a construction method of a bearing water layer vertical shaft based on no-drop drainage, which is characterized by at least comprising the following steps:
at least one temporary bottom sealing structure matched with the vertical shaft in a preset mode is arranged at a first position which is not affected by the pressure-bearing water layer,
A transverse horizontal reinforcing structure extending a specified extent along the periphery of the shaft wall is provided at a second position above said first position,
Longitudinal reinforcing structures distributed along the side wall of the vertical shaft and waterproof reinforcing structures connected with the longitudinal reinforcing structures into a whole are respectively arranged below the second position to form a waterproof reinforcing layer of the profile of the vertical shaft,
Under the condition of breaking the temporary bottom sealing structure, excavating a vertical shaft to a preset distance which does not penetrate through the waterproof reinforcing structure, and excavating the vertical shaft in a sectional mode in a circulating mode in which the temporary bottom sealing structure, the transverse horizontal reinforcing structure and the waterproof reinforcing layer are arranged, so that a vertical shaft structure penetrating through the bearing water layer is formed.
According to the invention, through cyclic sectional construction, the side wall and the bottom of the vertical shaft of each section of excavated vertical shaft section are transversely, longitudinally and back cover waterproof and reinforced, so that the excavation process is simple, convenient and safe, and the sand gushing phenomenon caused by the water pressure of the pressure-bearing water layer is not needed to worry.
Preferably, the method of forming the waterproof reinforcement layer of the shaft profile includes:
And at least one layer of longitudinal grouting steel pipes which are distributed along the side wall of the vertical shaft in an inclined mode are arranged between the first position and the second position, and the longitudinal grouting steel pipes are subjected to inclined downward grouting in a deep hole grouting mode so as to form the longitudinal reinforcing structure distributed along the side wall of the vertical shaft. According to the longitudinal reinforcing structure, a waterproof reinforcing layer can be formed on the side wall of the vertical shaft, slurry can be solidified along the side wall of the vertical shaft by inclined deep hole grouting, and layered pouring of the slurry of the grouting steel pipes with different angles is facilitated.
Preferably, the method of forming a waterproof reinforcement layer of a shaft profile further comprises:
Vertical deep hole grouting and/or inclined deep hole grouting are/is carried out at a sixth position below the first position in a back grouting mode, and the grouting thickness is not less than the thickness of the impermeable layer Wherein H 1 is the thickness of the impervious layer after shaft excavation, gamma is the gravity of the impervious layer, gamma ω is the gravity of water, and H is the height of the pressure-bearing water head. Through scientific calculation and setting, the water pressure of the confined water layer can be resisted to the water seal bottom structure of the vertical shaft that forms, avoids water pressure to strike the excavation silt in the vertical shaft.
Preferably, the method further comprises: and the second position is horizontally provided with transverse grouting steel pipes comprising long steel pipes and short steel pipes along the side wall of the vertical shaft, and the long steel pipes and the short steel pipes are arranged at intervals in a 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 length, can avoid the slurry siltation of same scope, more be favorable to horizontal slurry to distribute evenly.
Preferably, the method further comprises: in the case of a rectangular cross-sectional profile of the shaft, at least one long steel pipe and at least one short steel pipe intersecting the two sides of the shaft form a diffuse arrangement in a manner inclined to the sides, wherein the two long steel pipes of 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 thick liquids in right angle part be the same with the horizontal extension scope of other positions, avoid the horizontal defect of not enough of strengthening of shaft right angle position.
Preferably, at least one primary lining structure is arranged on the inner wall of the shaft in the process of downwards excavating along the excavation surface of the shaft. The primary lining structure is arranged, so that the side wall of the vertical shaft is supported.
Preferably, the method further comprises: when the vertical shaft is excavated to a preset depth in a segmented mode in a circulating mode, a permanent bottom sealing structure is arranged at the bottom of the vertical shaft in a concrete pouring mode. The permanent bottom sealing structure which can be connected with the side wall of the vertical shaft into a whole is arranged, so that the whole vertical shaft is complete in structure. In the process of penetrating through the pressure-bearing water layer, an additional dewatering well is not required to be arranged for water pumping and draining. Only the residual water in the constructed vertical shaft is required to be pumped and discharged, so that the pumping and discharging workload is reduced, and the underground water resource is also protected.
The invention also provides a construction method of the circulating type 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 affected by the pressure-bearing water layer,
A horizontal reinforcing structure extending along the periphery of the shaft wall is arranged at a second position higher than the first position in a horizontal deep hole grouting mode,
A longitudinal reinforcement surrounding the side wall of the shaft is formed by at least one layer of longitudinal grouting steel pipes arranged between the first position and the second position in a manner of inclined deep hole grouting,
And arranging a water-proof reinforcing structure which is connected with the longitudinal reinforcing structure into a whole in the circumferential direction at a sixth position lower than the first position in a back grouting mode.
According to the shaft construction method, the pre-excavation sections of the shaft are pre-reinforced, the pressure-bearing water layer is blocked, then excavation is carried out in the reinforced sections, the depth of the shaft is gradually increased, each excavation section is positioned in the waterproof reinforced protection layer, and therefore the influence of the water pressure of the pressure-bearing water layer is avoided.
Preferably, at least two layers of longitudinal grouting steel pipes which are obliquely downwards grouting 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 one layer of longitudinal grouting steel pipe with lower position height is smaller than that of one layer of longitudinal grouting steel pipe with higher position height. The arrangement of different angles is favorable for grouting the slurry of the longitudinal grouting steel pipe in different circumferential ranges outside the side wall of the vertical shaft, and the formed longitudinal reinforcing structure is uniform and firmer.
Preferably, three layers of longitudinal grouting steel pipes which are obliquely downwards grouting along the side wall of the vertical shaft are arranged between the first position and the second position, 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 at a third position between the first position and the second position, 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 at a fourth position between the first position and the second position, 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 at a fifth position between the first position and the second position, and the first angle, the second angle and the third angle are sequentially reduced under the condition that the heights of the third position, the fourth position and the fifth position 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 arrangement of the three-layer grouting steel pipe is beneficial to rapidly completing grouting of the longitudinal reinforcing structure, grouting is uniform, and no grouting dead angle exists.
The invention also provides a construction method for preventing surging based on the temporary back cover structure, which at least comprises the following steps: before setting the waterproof reinforcement structure, setting at least one temporary bottom sealing structure which is preset to be matched with the size of the vertical shaft at a first position which is not influenced by the pressure-bearing water layer, wherein the distance between the first position and the pressure-bearing water layer is not less thanWherein gamma is the gravity of the impermeable layer, gamma ω is the gravity of water, and h is the height of the pressure-bearing water head;
A longitudinal reinforcing structure which longitudinally extends downwards to a specified depth is arranged between the first position and the second position, a water-blocking bottom structure is arranged at the sixth position, and the longitudinal reinforcing structure and the water-blocking bottom structure are connected to form an integrated water-blocking reinforcing structure so that the water-blocking reinforcing structure cuts off internal and external hydraulic connection to increase the capacity of the shaft pit bottom for resisting the surge of pressure-bearing water;
the distance between the first position and the sixth position is not smaller than 4m, the distance between the second position and the first position is not smaller than 1m, and the second position is located above the water level line of the pressure-bearing water.
Preferably, the method further comprises: after setting up waterproof reinforced structure, abolish interim back cover structure to excavate the shaft to not run through waterproof reinforced structure's preset distance, thereby with the circulation setting interim back cover structure, horizontal reinforced structure with waterproof reinforced layer's mode carries out sectional type excavation to the shaft to form and runs through the shaft structure of pressure-bearing water layer.
Preferably, the method of providing a longitudinal reinforcement structure between the first and second locations comprises: at least one layer of longitudinal grouting steel pipes which are distributed along the side wall of the vertical shaft in an inclined mode is arranged, and the longitudinal grouting steel pipes are subjected to inclined downward grouting in a deep hole grouting mode to form the longitudinal reinforcing structures distributed along the side wall of the vertical shaft.
Preferably, the horizontal grouting steel pipes comprising long steel pipes and 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 long-short staggered mode, so that the horizontal grouting steel pipes are poured in a horizontal deep hole grouting mode to form a horizontal reinforcing structure.
Preferably, the method further comprises: and a transverse horizontal reinforcing structure extending to a specified range along the periphery of the shaft wall is arranged at a second position above the first position so as to transversely and horizontally reinforce the periphery of the shaft, and the transverse 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 all floors is prevented.
Preferably, the method further comprises: after the temporary bottom sealing structure is arranged and before the waterproof reinforcing structure is arranged, the transverse horizontal reinforcing structure is reinforced and formed in a horizontal deep hole grouting mode within the range of 3m along the periphery of the shaft wall.
Preferably, in the case of a rectangular cross-sectional profile of the shaft, at least one long steel pipe and at least one short steel pipe of the intersecting ends of the intersecting two sides of the transverse horizontal reinforcing structure form a diffuse arrangement in a manner inclined to the sides, wherein two long steel pipes of the two intersecting ends are disposed adjacently.
Preferably, the method for providing the longitudinal reinforcement structure further comprises:
The longitudinal grouting steel pipes comprise a first layer of grouting steel pipes arranged at a third position, a second layer of grouting steel pipes arranged at a fourth position and a third layer of grouting steel pipes arranged at a fifth position,
The arrangement heights of the first layer of grouting steel pipes, the second layer of grouting steel pipes and the third layer of grouting steel pipes are gradually reduced, and deep hole grouting is respectively carried out in an inclined mode around the periphery of the vertical shaft at the positions;
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 used for 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 used for deep hole grouting;
the third layer grouting steel pipes are circumferentially arranged along the side wall of the vertical shaft at a third angle 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, the slurry is used for grouting the side wall of the vertical shaft in a transverse layering mode, and the slurry forms transverse thickened grouting on the side wall of the vertical shaft from inside to outside, so that a longitudinal reinforcing structure reaching a preset thickness and a preset longitudinal depth is formed.
Preferably, the method of providing a water barrier reinforcement structure further comprises: deep hole grouting is performed downwards by the bottom sealing grouting steel pipe in an inclined mode 1.5m away from the inner wall of the vertical shaft, the inclined angle is 3-5 degrees, so that a part of bottom sealing structure which can be connected with the longitudinal reinforcing structure is formed on the side face of the bottom sealing of the vertical shaft, and the longitudinal reinforcing structure is connected with the waterproof reinforcing structure 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 excavating downwards 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 the bottom plate of the vertical shaft.
The beneficial technical effects of the invention are as follows:
As described above, the method adopts the mode of pre-reinforcing and then excavating, can effectively prevent the problem of water and sand burst caused by the action of pressure-bearing water in the construction process of the vertical shaft, solves the potential safety hazard of construction of the water-carrying operation of the vertical shaft, and avoids safety instability.
Drawings
FIG. 1 is a logical schematic of the construction method of the present invention;
FIG. 2 is a schematic diagram of the invention prior to construction;
Fig. 3 is a schematic longitudinal section of the shaft structure of the invention;
fig. 4 is a schematic top view of the shaft of the present invention;
Fig. 5 is a schematic longitudinal section of the shaft of the invention in an excavated state;
Fig. 6 is a schematic longitudinal section of the inventive shaft provided with a primary lining structure;
FIG. 7 is a schematic top view of the shaft of the present invention with a permanent back cover;
Fig. 8 is a schematic structural view of deep hole casting of the vertical shaft reinforcing structure of the present invention.
List of reference numerals
1: A temporary bottom sealing structure; 2: a transverse horizontal reinforcing structure; 3: a longitudinal reinforcing structure; 4: a water-barrier reinforcing structure; 5: a primary lining structure; 6: a permanent back cover structure; 7: a first gusset; 8: a second gusset; 10: a water barrier reinforcement layer; 11: a pressure-bearing water layer; 20: transversely grouting the steel pipe; 30: longitudinally grouting the steel pipe; 31: a first layer of grouting steel pipes; 32: a second layer of grouting steel pipes; 33: a third layer of grouting steel pipe; 40: sealing the bottom and grouting the steel pipe; a: a vertical shaft.
Detailed Description
The following detailed description refers to the accompanying drawings.
The invention provides a construction method of a vertical shaft of a bearing water layer based on no-drop drainage, which adopts a pre-reinforced and then excavated mode to carry out continuous operation, realizes that the vertical shaft passes through the bearing water layer and avoids the phenomenon of water and sand gushing caused by the effect of bearing water.
The principle of the invention is as follows: as shown in fig. 2, the water-blocking bottom reinforcement is realized by manual grouting, a manual water-blocking reinforcement structure is formed at the bottom of the shaft, and a closed longitudinal reinforcement structure is formed within the peripheral range of the shaft to realize water pressure resistance.
During non-excavation, gamma H 1＝γω H;
Wherein H 1 is the thickness of the impermeable layer after the vertical shaft is excavated, gamma is the gravity of the impermeable layer, gamma ω is the gravity of water, and H is the height of the pressure-bearing water head.
The thickness of the impervious layer after excavation of the foundation pit is
When the pressure-bearing water layer is deeply reinforced, the rock-soil weight is greatly increased, namely gamma is increased, thereby realizingCan meet the condition that the pit bottom does not surge. The continuous downward digging of the vertical shaft is realized through the construction operation steps of the repeatedly circulated bottom sealing reinforcing structure.
The invention provides a construction method of a bearing water layer vertical shaft based on no-drop drainage, which is shown in fig. 1 and comprises steps S1-S8. The invention also provides a construction method of the circulating type bearing water layer vertical shaft.
S1: setting a shaft temporary bottom sealing structure.
A temporary back cover structure 1 is provided at a first location above the affected formation of the pressurized water layer 11. The distance between the first position and the pressure-bearing water layer is not less than
Preferably, a temporary bottom sealing structure with a horizontal plane crossing the central axis of the vertical shaft is arranged by adopting I-steel. Optimally, the horizontal plane of the temporary bottom sealing structure and the central axis of the vertical shaft tend to be relatively vertical.
For example, the temporary bottom sealing structure 1 is a reinforcing structure which adopts I-steel to reinforce at the horizontal plane of the vertical shaft. The first position is a position at a vertical distance of not less than 1.5m from the bearing water layer affecting the stratum.
Preferably, the method for manufacturing the temporary bottom sealing structure 1 comprises the following steps: and adopting I-steel as a framework, and spraying ready-mixed concrete to complete the temporary bottom sealing structure of the vertical shaft. For example, the temporary back cover structure 1 has a thickness of 0.6m. The thickness of the temporary back cover structure is not limited to 0.6m, and can be other thickness easy to excavate.
As shown in fig. 4, the i-steel skeleton includes at least one first gusset 7, at least one second gusset 8 and other steel pipes disposed at the shaft angle. The first angle brace is a concrete angle brace, and the second angle brace is a I-steel angle brace, and the first angle brace and the second angle brace are both used for supporting the I-steel framework. For example, the cross-sectional shape of the shaft is rectangular with four corners, and on the horizontal plane where the temporary bottom sealing structure 1 is provided, one corner is provided with a first gusset 2, and the remaining 3 corners are provided with a second gusset.
S2: a transverse horizontal reinforcing structure is arranged.
And a horizontal reinforcing structure 2 for horizontal reinforcement is arranged at a second position above the first position of the temporary bottom sealing structure 1, so that the horizontal reinforcement of the periphery of the vertical shaft is realized. The 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 stopping wall is formed at the upper part of the excavation area, so that the formation of water channels among various areas is prevented, and the phenomenon that sand and soil at the upper part collapse along with water is avoided.
Preferably, the distance between the second position and the first position is not less than 1m. Preferably, the transverse horizontal reinforcing structure 2 is grouting-reinforced along the shaft wall periphery 3 m.
Preferably, the distance between the second location and the temporary package structure is 1.2m. Wherein the second location is above the pressurized water line.
As shown in fig. 4, the transverse horizontal reinforcement structure 2 is formed by deep-hole grouting of a plurality of transverse grouting steel pipes 20. The lateral grouting steel pipes 20 include long steel pipes and short steel pipes. Wherein, the transverse horizontal reinforcement structure 2 performs deep hole grouting in a batch grouting mode. Grouting the first batch of deep holes, and grouting water stop by adopting chemical double-liquid slurry; and (5) in the second batch, performing double-liquid cement slurry reinforcement.
Preferably, as shown in fig. 4, at the periphery of the shaft in the second position, the long steel pipes and the short steel pipes are in a quincuncial distribution shape with the shaft as the center and staggered in length. The longitudinal and transverse spacing between the long steel pipe and the short steel pipe is 30-40cm. The length of the long steel pipe is 2-2.5m, and the length of the short steel pipe is 1.5-2m. For a vertical shaft with a rectangular cross section, at least one long steel pipe and at least one short steel pipe which are arranged at one end of a long side and/or a short side of the rectangle are obliquely arranged towards the angular bending direction, so that the long steel pipes and the short steel pipes which are distributed near the right angle of the vertical shaft are distributed in a quincuncial shape or a radial shape around the right angle. Preferably, for a shaft having a rectangular cross section, long steel pipes are provided at both ends of each side of the rectangle, so that the long steel pipes provided at both right-angle sides of each right angle are adjacent and opposite in inclination direction, respectively. 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: at least one position between the first position and the third position of the shaft periphery is provided with a longitudinal reinforcing structure 3 extending longitudinally down to a specified depth.
Preferably, the longitudinal reinforcement depth is 6m extending vertically downward from the third position. Preferably, the transverse reinforcement of the longitudinal reinforcement structure 3 is in the range of 2m.
Preferably, the longitudinal reinforcement structure 3 provided at the periphery of the shaft is formed in a deep hole grouting manner obliquely downward along the side wall of the shaft a. The longitudinal reinforcement structure 3 can enable grouting radius ranges of grouting points to overlap each other, and a reinforcement body is formed on the peripheral side wall of the vertical shaft so as to resist the pressure of the pressure-bearing water layer.
Preferably, deep hole grouting is performed on the vertical grouting steel pipes 30 at the third position, the fourth position and/or the fifth position above the elevation position of the temporary bottom sealing structure 1 along the side wall of the shaft at an inclined angle, so that a vertical reinforcing structure 3 is formed, and vertical reinforcement of the side wall of the shaft is realized.
The longitudinal grouting steel pipes 30 include a first layer of grouting steel pipes 31 disposed at a third position, a second layer of grouting steel pipes 32 disposed at a fourth position, and a third layer of grouting steel pipes 33 disposed at a fifth position. The set 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 in an inclined manner around the periphery of the shaft at the positions.
Any one, any two or all of the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and the third layer of grouting steel pipes 33 can be arranged between the first position and the second position. The intervals among the third position, the fourth position and the fifth position can be set according to the need, and the invention is not limited.
The first layer of grouting steel pipes at the third position 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, so that part or all of the longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft is formed.
And the second layer of grouting steel pipes at the fourth position 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, so that part or all of the longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft is formed.
And the third layer of grouting steel pipes at the 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 longitudinal reinforcing structure 3 for longitudinally reinforcing the side wall of the vertical shaft.
If the first angle, the second angle and the third angle are the same, slurry is easy to accumulate in the same transverse range in the grouting process, and uniform pouring of the slurry is not facilitated. In the present invention, when 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 grouting steel pipe, the second-layer grouting steel pipe, and the third-layer grouting steel pipe are sequentially increased. The setting of angle taper is favorable to in-process of slip casting, and the thick liquids is with horizontal layering mode to the slip casting of shaft lateral wall, is favorable to the thick liquids to form the slip casting of horizontal thickening from inside to outside at the shaft lateral wall, forms the vertical reinforced structure 3 that reaches preset thickness and preset 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, orthographic projections of the second layer grouting steel pipe and the first layer grouting steel pipe on the same horizontal plane are distributed in a dislocation mode without intersecting each other. Orthographic projections of the second-layer grouting steel pipe and the third-layer grouting steel pipe on the same horizontal plane are distributed in a staggered mode without intersecting each other. For example, the petals are arranged in a layered and staggered manner.
Based on the combined actions of different heights, different angles and staggered arrangement of the first-layer grouting steel pipes 31, the second-layer grouting steel pipes 32 and the third-layer grouting steel pipes 33, the first-layer grouting steel pipes 31, the second-layer grouting steel pipes 32 and the third-layer grouting steel pipes 33 integrally form inverted plum blossom distribution shapes which take a vertical shaft as a center and are staggered in layers. The first layer grouting steel pipe 31, the second layer grouting steel pipe 32 and the third layer grouting steel pipe 33 perform plum blossom type grouting every time when performing shaft side wall grouting, so that the overlapping formation of the influence radiuses of each grouting can be ensured, and the occurrence of grouting gaps is avoided.
One embodiment of the present invention in which the longitudinal reinforcing structure 3 is provided 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. The grouting steel pipes at all positions can be uniformly grouting in the longitudinal direction, and the longitudinal reinforcing structure 3 with uniform thickness is formed.
Preferably, the first layer of grouting steel pipes 31 at the third position makes a first angle of 40-50 degrees with the side wall of the shaft at the third position and is circumferentially arranged along the side wall of the shaft, so that deep hole grouting of 40-50 degrees is performed. The length of the first layer grouting steel pipe 31 is 2-2.5 m. The first lateral spacing between the first sub-grouting steel pipes 61 is 50 to 60cm.
The second layer of grouting steel pipes 32 are disposed at a second angle of 20-25 deg. to the shaft sidewall and circumferentially along the shaft sidewall at a fourth location, thereby performing deep hole grouting of 20-25 deg.. The length of the second layer grouting steel pipe 32 is 4-4.5 m. The second lateral spacing between the second layer of grouting steel pipes 32 is 50-60 cm. On the horizontal projection plane, the second layer of grouting steel pipes 32 are arranged in a staggered manner relative to the first layer of grouting steel pipes 31. Namely, the second layer of grouting steel pipes 32 and the first layer of grouting steel pipes 11 are arranged in a plum blossom type staggered manner.
The third layer grouting steel pipe 33 is arranged at a third angle of 1-15 degrees with the side wall of the vertical shaft at the fifth position, so that deep hole grouting of 10-15 degrees is performed. The length of the third layer grouting steel pipe 33 is 6-7 m. The second lateral distance between the third layer of grouting steel pipes 33 is 50-60 cm. The third layer of grouting steel pipes 33 are arranged in a staggered manner relative to the second layer of grouting steel pipes 32 on the horizontal projection plane. Namely, the third layer grouting steel pipe 33 and the second layer grouting steel pipe 32 are arranged in a plum blossom type staggered manner.
S4: a water-proof seal bottom structure 4 is provided.
As shown in fig. 3 to 6, bottom hole vertical deep hole grouting is performed at a sixth position below the first position of the temporary bottom sealing structure 1, so as to form a waterproof reinforcement structure 4 which can be connected with the vertical reinforcement structure 3 into a whole. Wherein the distance between the first position and the sixth position is not less than 4m. Preferably, the sixth position is 4.5m below the first position. According to the invention, the water-proof reinforcing structure is arranged at the sixth position, so that the capacity of the pit bottom for resisting the surge of the pressure-bearing water can be increased, and a closed reinforcing body is formed on the outer wall of the vertical shaft to separate internal and external hydraulic connection.
As shown in fig. 8, the present invention adopts a back-off grouting method to control grouting positions. The deep hole grouting mode at the sixth position comprises two modes:
The first way is: grouting is carried out on the bottom-sealed grouting steel pipe 40 vertically downwards, and the grouting depth ranges from 4.5 m to 6m.
The second mode is as follows: deep hole grouting is performed downwards in an inclined manner by the bottom sealing grouting steel pipe 40, which is 1.5m away from the inner wall of the vertical shaft, and the inclined angle is 3-5 degrees, so that a part of bottom sealing structure which can be connected with the longitudinal reinforcing structure 3 is formed on the side face of the bottom sealing of the vertical shaft, and the longitudinal reinforcing structure 3 is connected with the waterproof reinforcing structure 4 to form a complete closed reinforcing body.
The water-proof 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 of the invention. Preferably, the grouting pressure of the bottom sealing grouting steel pipe 40 is O.5-1 MPa. The waterproof reinforcement structure 4 is reinforced by double-liquid cement slurry, and the grouting depth is 1.5m. The longitudinal and transverse spacing of grouting holes of the bottom-sealed grouting steel pipe 40 is 1.5m.
Through the steps S1-S4, the longitudinal reinforcing structure 3 and the water-proof reinforcing structure 4 are connected to form a complete shaft-shaped waterproof reinforcing body, and the water pressure of the pressure-bearing water layer can be resisted. The soil in the vertical shaft cannot be stamped by the water pressure of the bearing water layer during excavation, water can only slowly infiltrate, and the problem of water gushing and sand flowing caused by the pressure of the bearing water layer to stratum excavation is effectively avoided.
S5: breaking the temporary back cover structure 1.
The temporary bottom sealing structure 1 is broken away, and preparation is made for excavation of the vertical shaft.
S6: and (5) vertically excavating the vertical shaft A.
The vertical shaft excavation is carried out by adopting a reverse hanging well wall method. And in the process of excavation, pumping and draining the open water in the well. As shown in fig. 6, the shaft primary lining structure 5 is applied every 50 cm.
S7: and (3) performing the construction of the steps S2 to S6 again after excavating 4m until the stratum with the pressure-bearing water passes through the position of the stratum.
After the temporary bottom sealing structure 1 is broken, sectional excavation is carried out in construction penetrating through the confined water stratum, each section is excavated, reinforcement is carried out once according to steps S2-S6, and the excavation is circulated until the construction of the confined water stratum vertical shaft 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-steel is used as a steel skeleton, concrete is poured to pour the bottom sealing of the bottom plate of the vertical shaft, and a permanent bottom sealing structure 6 is formed.
According to the construction method of the bearing water layer vertical shaft based on the non-drop drainage, the pre-reinforcement and then excavation mode is adopted, so that the problem of water and sand gushing caused by the effect of bearing water in the vertical shaft construction process can be effectively prevented, the potential safety hazard of the construction of the vertical shaft with water is solved, and the safety instability is avoided.
It should be noted that the above-described embodiments are exemplary, and that a person skilled in the art, in light of the present disclosure, may devise various solutions that fall within the scope of the present disclosure and fall within the scope of the present disclosure. It should be understood by those skilled in the art that the present description and drawings are illustrative and not limiting to the claims. The scope of the invention is defined by the claims and their equivalents. The description of the invention encompasses multiple inventive concepts, such as "preferably," "according to a preferred embodiment," or "optionally," all means that the corresponding paragraph discloses a separate concept, and that the applicant reserves the right to filed a divisional application according to each inventive concept.
Claims (8)
1. The construction method for preventing surging based on the temporary back cover structure is characterized by at least comprising the following steps:
before arranging the waterproof reinforcement structure (4), arranging at least one temporary bottom sealing structure (1) which is preset to be matched with the size of the vertical shaft at a first position which is not influenced by the pressure-bearing water layer, wherein the distance between the first position and the pressure-bearing water layer is not less than ; Wherein/>Is the water impermeable layer weight,/>Is the gravity of water,/>Is the height of the pressure-bearing water head;
The second position is arranged above the first position, a transverse horizontal reinforcing structure (2) extending along the periphery of the shaft wall within a specified range is arranged at the second position so as to transversely and horizontally reinforce the periphery of the shaft, and the transverse horizontal reinforcing structure (2) forms a horizontal slurry stopping wall at the upper part of an excavation area, so that the formation of water channels between various floors is prevented;
arranging a longitudinal grouting steel pipe (30) between the first position and the second position to form a longitudinal reinforcing structure (3) which longitudinally extends downwards to a specified depth and is distributed along the side wall of the vertical shaft, and carrying out bottom hole vertical deep hole grouting at a sixth position below the first position of the temporary bottom sealing structure (1) to form a waterproof reinforcing structure (4) which can be connected with the longitudinal reinforcing structure (3) into a whole, wherein the waterproof reinforcing structure (4) and the longitudinal reinforcing structure (3) form a waterproof reinforcing layer of the profile of the vertical shaft, so that the sealing reinforcing body formed by reinforcing the waterproof reinforcing structure (4) and the longitudinal reinforcing structure (3) cuts off internal and external hydraulic connection, and the capacity of the bottom of the vertical shaft pit for resisting pressure water surge is increased;
After the waterproof reinforcement structure (4) is arranged, excavating a vertical shaft in a sectional manner until a preset distance which does not penetrate through the waterproof reinforcement structure (4) is reserved under the condition that the temporary bottom sealing structure (1) is broken, and excavating the vertical shaft in a sectional manner in a mode that the temporary bottom sealing structure (1), the transverse horizontal reinforcement structure (2) and the waterproof reinforcement layer are circularly arranged so as to form a vertical shaft structure penetrating through the bearing water layer;
the distance between the first position and the sixth position is not smaller than 4m, the distance between the second position and the first position is not smaller than 1m, and the second position is located above the water level line of the pressure-bearing water.
2. The construction method for preventing surging based on a temporary back cover structure according to claim 1, wherein the method for disposing the longitudinal reinforcement structure (3) between the first position and the second position comprises: at least one layer of longitudinal grouting steel pipes (30) which are distributed along the side wall of the vertical shaft in an inclined way is arranged,
The longitudinal grouting steel pipes (30) are grouted obliquely downwards in a deep hole grouting mode to form the longitudinal reinforcing structures (3) distributed along the side wall of the vertical shaft.
3. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein,
A transverse grouting steel pipe (20) comprising a long steel pipe and a short steel pipe is horizontally arranged along the side wall of the vertical shaft at a second position, the long steel pipe and the short steel pipe are arranged at intervals in a long-short staggered mode,
And the transverse grouting steel pipe (20) is poured in a horizontal deep hole grouting mode to form a transverse horizontal reinforcing structure (2).
4. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein the method further comprises:
After the temporary bottom sealing structure (1) is arranged and before the waterproof reinforcing structure is arranged, the transverse horizontal reinforcing structure (2) is reinforced and formed in a horizontal deep hole grouting mode within the range of 3m along the periphery of the shaft wall.
5. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein,
Under the condition that the profile of the transverse cross section of the vertical 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) form diffusion arrangement in a manner of inclining to the sides, wherein the two long steel pipes at the two intersecting ends are adjacently arranged.
6. A construction method for preventing surging based on a temporary back cover structure according to claim 3, wherein the method for providing the longitudinal reinforcement 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 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 respectively carried out in a manner of inclining around the periphery of the vertical shaft at the positions;
The first layer grouting steel pipe (31) is arranged at a first angle along the circumferential direction of the side wall of the vertical shaft and is used for deep hole grouting;
the second layer grouting steel pipes (32) are arranged at a second angle along the circumferential direction of the side wall of the vertical shaft and are used for deep hole grouting;
The third-layer grouting steel pipe (33) is circumferentially arranged at a third angle along the side wall of the vertical shaft and is used for deep hole grouting;
The first angle, the second angle and the third angle are sequentially reduced, so that in the grouting process, the slurry is used for grouting the side wall of the vertical shaft in a transverse layering mode, and the slurry forms transverse thickened grouting on the side wall of the vertical shaft from inside to outside, so that a longitudinal reinforcing structure (3) reaching a preset thickness and a preset longitudinal depth is formed.
7. The construction method for preventing surging based on a temporary back cover structure according to claim 1, wherein the method for providing a water-proof reinforcing structure (4) further comprises:
Deep hole grouting is performed downwards in an inclined manner, which is 1.5m away from the inner wall of the vertical shaft, by the bottom sealing grouting steel pipe (40), wherein the inclined angle is 3-5 degrees, so that a part of bottom sealing structure which can be connected with the longitudinal reinforcing structure (3) is formed on the bottom sealing side surface of the vertical shaft, and the longitudinal reinforcing structure (3) is connected with the water-proof reinforcing structure (4) to form a complete closed reinforcing body.
8. The construction method for preventing surging based on the temporary back cover structure according to claim 1, wherein,
At least one primary lining structure (5) is arranged on the inner wall of the vertical shaft in the process of downwards excavating along the excavation surface 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.
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| Application Number | Priority Date | Filing Date | Title |
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| 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 |
|---|---|---|---|
| CN202010958047.4A CN112081176B (en) | 2020-09-11 | 2020-09-11 | Pressure-bearing water layer vertical shaft construction method based on non-dewatering drainage |
| 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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| 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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| 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 |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN114703921A (en) | 2022-07-05 |
| CN114687747A (en) | 2022-07-01 |
| CN112081176B (en) | 2022-02-01 |
| CN114704262A (en) | 2022-07-05 |
| CN112081176A (en) | 2020-12-15 |
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