CN-115596447-B - Ultra-deep shaft jacking construction method

CN115596447BCN 115596447 BCN115596447 BCN 115596447BCN-115596447-B

Abstract

The invention provides an ultra-deep shaft jacking construction method which comprises the steps of performing MJS high-pressure jet grouting reinforcement on undisturbed soil in a shaft construction area to a first preset depth, arranging a pulling-resistant member at the middle part of the reinforcement area of the MJS reinforcement area to a second preset depth, installing a vertical pipe-jacking tunneling machine in the vertical direction in the shaft construction area, lifting a jack of the vertical pipe-jacking tunneling machine to drive the pulling-resistant member to bear force in the vertical direction, and providing jacking reverse thrust of the vertical pipe-jacking tunneling machine by tensile force generated between the pulling-resistant member and the MJS reinforcement area, installing a pipe joint at the inner wall of the shaft after the vertical pipe-jacking tunneling machine is jacked vertically downwards by a preset distance, and removing the vertical pipe-jacking tunneling machine and performing bottom sealing construction. According to the invention, soil mass in a shaft construction area is reinforced by MJS high-pressure jet grouting, so that the influence of construction on surrounding environment is reduced, the construction period is greatly shortened, and the construction procedure is simpler and more convenient than the current construction method, and the cost is lower.

Inventors

LI SHUHAI
YU XINGFU

Assignees

上海长地工程技术合伙企业(有限合伙)
上海土盾装备科技有限公司
上海土盾隧道建设有限公司

Dates

Publication Date: 20260505
Application Date: 20221025

Claims (9)

1. The ultra-deep shaft jacking construction method is characterized by comprising the following steps of: performing MJS high-pressure jet grouting reinforcement on undisturbed soil in a well bore construction area to form an MJS reinforcement area, wherein the MJS reinforcement area is reinforced to a first preset depth below the design depth of the well bore; setting a pull-out resistant member in the MJS reinforcing area to a second preset depth below the design depth of the shaft, wherein the central axis of the pull-out resistant member coincides with the central axis of the MJS reinforcing area, and the second preset depth is smaller than the first preset depth; A vertical pipe jacking tunneling machine is arranged in the vertical direction in a shaft construction area, a jack of the vertical pipe jacking tunneling machine stretches to drive a pulling-resistant member to move upwards in the vertical direction, friction force generated between the pulling-resistant member and an MJS reinforcing area provides reverse thrust for jacking the vertical pipe jacking tunneling machine, and a cutter head of the vertical pipe jacking tunneling machine continuously cuts soil body by taking the pulling-resistant member as a central shaft to form a shaft while jacking the vertical pipe jacking tunneling machine; After the vertical pipe-jacking tunneling machine vertically jacks up downwards for a preset distance, a pipe joint is arranged at the inner wall of a shaft, the pipe joint gradually moves downwards under the action of gravity while the vertical pipe-jacking tunneling machine continues jacking up, after the vertical pipe-jacking tunneling machine moves downwards again for a preset distance, the pipe joint is arranged again, and the steps are repeated until the vertical pipe-jacking tunneling machine reaches the design depth of the shaft; and removing the vertical pipe-jacking tunneling machine, hanging out, and performing bottom sealing construction.
2. The ultra-deep shaft jacking construction method of claim 1, wherein the mode that the jack of the vertical pipe jacking machine stretches to drive the anti-pulling member to move vertically upwards is that the stretching end of the jack of the vertical pipe jacking machine is connected with a lantern ring through a connecting piece, and the lantern ring is connected to the anti-pulling member through a locking piece.
3. The method of construction of ultra-deep well bore jacking according to claim 2, wherein after the vertical jacking is performed to a preset distance, before the vertical pipe jacking machine moves down again to the preset distance, the jack of the vertical pipe jacking is contracted, the locking piece is released, and the collar moves to a set position below the anti-pulling member and is locked by the locking piece.
4. The method of construction of extra-deep wellbore jack-in of claim 1 wherein the setting of the pull-out resistant member in the MJS reinforcement zone to a second predetermined depth below the design depth of the wellbore further comprises: And (3) hole guiding is carried out in the reinforced area, wherein the central axis of the hole guiding is coincident with the central axis of the reinforced area, a pulling-resistant member is arranged through the hole guiding to a second preset depth below the design depth of the shaft, and a gap between the pulling-resistant member and the MJS reinforced area is filled by grouting.
5. The ultra-deep wellbore jacking construction method of claim 1, wherein the lifting out of the vertical pipe-jacking tunneling machine and performing bottom sealing construction further comprises: Removing the vertical pipe-jacking tunneling machine from the anti-pulling member, and hanging the vertical pipe-jacking tunneling machine out of the shaft through a crane; Cutting the anti-pulling member exceeding the design depth of the well bore, and then performing bottom sealing construction on the bottom of the well bore.
6. The ultra-deep wellbore jacking construction method of claim 1, wherein the MJS reinforcement area covers the entire wellbore construction area when the wellbore construction area is weak soil with poor mechanical properties.
7. The ultra-deep wellbore jacking construction method of claim 1, wherein the anti-pulling member is an anti-pulling anchor cable, an anti-pulling anchor rod or an anti-pulling pile.
8. The ultra-deep wellbore jacking construction method according to claim 1, wherein the first preset depth below the design depth of the wellbore is 10-30 m below the design depth of the wellbore.
9. The ultra-deep wellbore jacking construction method according to claim 1, wherein the second preset depth below the designed depth of the wellbore is 5-25 m below the designed depth of the wellbore.

Description

Ultra-deep shaft jacking construction method Technical Field The invention relates to the technical field of civil engineering construction methods, in particular to an ultra-deep shaft jacking construction method. Background The shaft engineering is one of main chain engineering projects of mine construction, the shaft engineering amount is generally about 5 percent of the shaft and roadway engineering amount of the mine, the construction period is 40 percent to 50 percent of the total construction period of the mine, the construction period is long, and the like, and the shaft construction in China is mainly performed by using reinforced concrete to tunnel along with the shaft driving surface to perform lining at present, however, the construction mode of the structure after excavation is long in construction period, large in influence on surrounding environment and low in cost, besides the problems, the shaft is applied to non-soft soil areas and also can be applied to soft soil areas, and the requirement of the ultra-deep shaft on environmental control is higher. Disclosure of Invention Aiming at the defects in the prior art, the invention aims to provide an ultra-deep shaft jacking construction method. The invention provides an ultra-deep shaft jacking construction method, which comprises the following steps of: performing MJS high-pressure jet grouting reinforcement on undisturbed soil in a well bore construction area to form an MJS reinforcement area, wherein the MJS reinforcement area is reinforced to a first preset depth below the design depth of the well bore; setting a pull-out resistant member in the MJS reinforcing area to a second preset depth below the design depth of the shaft, wherein the central axis of the pull-out resistant member coincides with the central axis of the MJS reinforcing area, and the second preset depth is smaller than the first preset depth; Installing a vertical pipe jacking machine in the vertical direction in a shaft construction area, stretching a jack of the vertical pipe jacking machine to drive a pulling-resistant member to move upwards in the vertical direction, and enabling friction force generated between the pulling-resistant member and an MJS reinforcing area to provide reverse pushing force for jacking the vertical pipe jacking machine; After the vertical pipe-jacking tunneling machine vertically jacks up downwards for a preset distance, installing a pipe joint at the inner wall of the shaft, gradually downwards moving the pipe joint under the action of gravity while the vertical pipe-jacking tunneling machine continuously jacks up, and after the vertical pipe-jacking tunneling machine downwards moves down again for the preset distance, installing the pipe joint again, and repeating the steps until the vertical pipe-jacking tunneling machine reaches the design depth of the shaft; and removing the vertical pipe-jacking tunneling machine, hanging out, and performing bottom sealing construction. Optionally, the mode that the jack of the vertical pipe jacking tunneling machine stretches to drive the anti-pulling component to move vertically upwards is that the stretching end of the jack of the vertical pipe jacking tunneling machine is connected with the lantern ring through the connecting piece, and the lantern ring is connected to the anti-pulling component through the locking piece. Optionally, after the vertical jack-up reaches a preset distance, before the vertical pipe jacking tunneling machine moves down again by the preset distance, the jack of the vertical pipe jacking contracts, the locking piece is released, and the collar moves to a set position below the anti-pulling component and is locked through the locking piece. Optionally, setting the pull-out resistant member in the MJS reinforced region to a second preset depth below the wellbore design depth, further comprising: setting the pull-out resistant member in the MJS consolidation zone to a second predetermined depth below the wellbore design depth, further comprising: and (3) hole guiding is carried out in the reinforced area, wherein the central axis of the hole guiding is coincident with the central axis of the reinforced area, the anti-pulling member is punched through the hole guiding to a second preset depth below the design depth of the shaft, and the gap between the anti-pulling member and the MJS reinforced area is filled by grouting. Optionally, the vertical pipe jacking tunneling machine is lifted out and the back cover construction is performed, and the method further comprises: Removing the vertical pipe-jacking tunneling machine from the anti-pulling component, and hanging the vertical pipe-jacking tunneling machine out of the shaft through a crane; Cutting the anti-pulling member exceeding the design depth of the well bore, and then performing bottom sealing construction on the bottom of the well bore. Alternatively, where the construction zone of the wellbore is weak soil with poor