CN114278304A - Large-diameter ultra-deep shaft well body construction method - Google Patents
Large-diameter ultra-deep shaft well body construction method Download PDFInfo
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Abstract
The invention relates to the technical field of tunnel engineering, in particular to a large-diameter ultra-deep shaft well body construction method. The method comprises the following steps of 1, construction preparation; step 2, constructing a locking collar; step 3, installing the hanging scaffold assembly and the sealing plate; step 4, lining the well body for one time; and 5, performing well body secondary lining, namely after the well body primary lining formwork construction is performed to the designed elevation of the well bottom in the step 4, performing synchronous construction from bottom to top by adopting a hydraulic slip form, and performing well body secondary lining and a middle partition plate to the designed elevation of the well head. The short-excavation short-lining method for the well body one-step lining can flexibly adapt to various complex landforms, has low risk of the construction technology, and can be used for forming the main tunnel ventilation channel as soon as possible and relieving the main tunnel ventilation pressure. The well body secondary lining and the middle partition plate are synchronously and quickly constructed by adopting the hydraulic slip form from bottom to top, so that the construction period is saved, the working surface of the main hole can be formed as early as possible, the working procedure is simple, the construction period is shortened, the cost is saved, and the method is suitable for the construction of the large-diameter ultra-deep ventilation vertical shaft.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a large-diameter ultra-deep shaft well body construction method.
Background
In the existing long and large tunnel construction, the construction period of the tunnel is usually shortened, the construction working face of the main tunnel is increased, or the chimney effect of the vertical shaft is utilized, the ventilation pressure of the main tunnel is relieved, and the foul air in the tunnel in the construction and operation processes of the long and large tunnel is eliminated. The typical shaft construction situation in China from 2005 to 2020, the shaft forming mode comprises a positive shaft method and a negative shaft method, the diameter of the shaft is gradually enlarged to 11.2m from 3.5m, the lining form of the shaft body is mostly composite lining, primary support and secondary lining are operated in parallel, the support process is complex, the construction period is increased, the construction risk is increased, the shaft forming construction speed is low, and simultaneously the positive hole construction cannot be assisted or the ventilation pressure of the positive hole cannot be relieved.
In the construction experience of the hydroelectric engineering, the ultra-deep vertical shaft is generally constructed by adopting a raise-shaft method, the deep large vertical shaft of the highway tunnel also continues the construction method of the raise-shaft method of the ultra-deep vertical shaft of the hydroelectric engineering, and a front hole ventilation channel can be formed, but the main hole is constructed to the position of the vertical shaft in advance under the precondition that the construction period of the vertical shaft cannot meet the requirement. Therefore, the construction of the deep and large vertical shaft with the ventilation effect on the long and large tunnel is convenient to operate by adopting the main shaft method, the safety risk is small, the operation can be carried out in advance, the restriction factor of the construction period is less, the main tunnel ventilation channel can be formed as early as possible, and the ventilation pressure of the main tunnel is relieved. In combination with a 22.13 km-grade extra-long tunnel in Xinjiang and in a high-cold high-altitude area, the ventilation function of a main tunnel in a construction period and an operation period needs to be considered, and a plurality of reaming processes for reverse well construction need to be avoided.
In view of the above circumstances, it is urgently needed to research a construction method for a large-diameter ultra-deep shaft well body, which can effectively avoid the restriction on construction time and space of main tunnel drilling explosion, can flexibly adapt to various complicated topographic geology, and has low construction technical risk.
Disclosure of Invention
The invention aims to provide a construction method of a large-diameter ultra-deep shaft well body, which is used for forming a main tunnel ventilation channel as early as possible and relieving the ventilation pressure of the main tunnel.
The invention is realized by the following technical scheme:
a construction method for a large-diameter ultra-deep shaft well body comprises the following steps: step 1, construction preparation, namely reinforcing a derrick foundation, a main lifting foundation, an auxiliary lifting foundation and a sinking winch foundation; step 2, constructing a fore shaft ring, excavating a fore shaft ring foundation pit, binding reinforcing steel bars, installing a steel template, pouring fore shaft ring concrete, backfilling the fore shaft ring concrete, then carrying out layered ground assembly on a derrick assembly, installing a main lift, an auxiliary lift, the derrick assembly, a winch group head sheave and a steel wire rope after the construction is finished, and carrying out fore shaft section tunneling after the installation is finished; step 3, installing a hanging scaffold assembly and a sealing plate, hanging the hanging scaffold assembly after the wellhead section is tunneled for 30m in the step 2, installing a lifting, ventilating, draining, water supplying, transporting, monitoring and controlling system, a signal communication system, a ground slag discharging system, a compressed air system and a power supply system after the hanging is finished, and performing bedrock section tunneling of the well body after the installation and the calibration; step 4, lining the well body for the first time, and constructing the well body for the first time by lining the molded concrete by adopting a short digging and short lining construction method; and 5, performing well body secondary lining, namely after the well body primary lining formwork construction in the step 4 is performed to a designed shaft bottom elevation, performing construction to a designed shaft bottom elevation, after the ingate secondary lining construction is completed, performing synchronous construction from bottom to top by adopting a hydraulic slip form, and performing synchronous construction of the well body secondary lining and a middle partition plate to a designed shaft top elevation. In the prior art, in the construction experience of hydropower engineering, an ultra-deep vertical shaft is generally constructed by adopting a raise-boring method, a deep large vertical shaft of a highway tunnel continues the construction method of the ultra-deep vertical shaft raise-boring method, and a main tunnel ventilation channel can be formed, but a main tunnel is constructed to the position of the vertical shaft in advance under the precondition that the construction period of the vertical shaft cannot meet the requirement. In view of the above situation, the applicant provides a large-diameter ultra-deep shaft well bore construction method, which is not limited by the construction time and space of main tunnel drilling and blasting compared with a raise-shaft method, can flexibly adapt to various complex landforms and landforms, and has low construction technical risk. The second well body lining and the middle partition plate are synchronously and quickly constructed from bottom to top by adopting the hydraulic slip form, so that the construction period is saved, the working surface of the main hole can be formed as early as possible, the working procedure is simple, the construction period is shortened, the cost is saved, and the method is suitable for the construction of the large-diameter ultra-deep ventilation vertical well.
Further, step 2 specifically includes: the main lift, the auxiliary lift, the derrick and the winch are installed in groups, and the main lift and the auxiliary lift respectively comprise 2 mine hoists for deslagging and umbrella drill lifting; the main lifting device and the auxiliary lifting device are respectively provided with 2 steel wire ropes. It should be noted that the steel wire rope of the main lifting assembly is two 18 × 7+ FC-phi 43-1870 steel wire ropes; the auxiliary lifting component is two 18 multiplied by 7+ FC-phi 34-1870 steel wire ropes. The lifting head sheave comprises a wind and water pipe lifting head sheave, a hanging scaffold assembly lifting head sheave, a one-step lining telescopic hydraulic integral steel formwork lifting head sheave, an umbrella drill lifting head sheave, a central rotary grab lifting head sheave and the like.
Further, the step 3 specifically includes: the diameter of platform sling subassembly is less than the design diameter of one lining cutting in step 4 to adopt four stands to connect, the outer peripheral face of platform sling subassembly uses No. 20 channel-section steels as the collar tie beam, lays the reticulation steel sheet on the collar tie beam, and the platform sling subassembly includes: the safety disc and the working disc are arranged from top to bottom, the drainage water tank is placed in the safety disc, and the horizontal pump is installed on the working disc. In order to ensure the stability of the hanging scaffold assembly, a stable disc device is arranged on the safety disc and the working disc. The hanging scaffold assembly is suspended by 6 sinking winches. In order to protect the steel wire rope, the steel wire rope sliding sleeve adopts a nylon structure, so that the abrasion of the sliding sleeve on the steel wire rope is reduced.
Still further, step 3 specifically includes: the top opening of the locking collar is provided with a beam nest for mounting 56b I-steel, the sealing disc is arranged on the upper portion of the top surface of the 56b I-steel, the sealing disc is of a steel structure, and the disc surface is paved by anti-skidding reticulated steel plates.
And 3, in the well body bedrock tunneling, the drilled slot holes are straight holes, the umbrella drill holes are drilled 10 cm-20 cm outside the maximum excavation contour line of the hard rock, and the soft rock blastholes are distributed within 10 cm-20 cm of the excavation contour line. The hole is drilled by an umbrella drill 10-20 cm outside the maximum excavation contour line of hard rock, and the blast hole of soft rock is arranged within 10-20 cm of the excavation contour line so as to reduce overbreak caused by well blasting.
Preferably, during the well bed rock tunneling, one wall seat is arranged at the interval of 50m and at the change position of the well surrounding rock. For supporting the driving of the bedrock section of the well.
Preferably, the primary lining vertical stressed steel bars in the step 4 are connected by straight thread sleeves. To satisfy a high end-face joint ratio.
Preferably, in the step 5, after the sliding form is assembled, the hydraulic system is started to perform at least one to two no-load tests on the climbing rods of the full template.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. the short-excavation short-lining method for the well body one-step lining can flexibly adapt to various complex landforms, has low risk of the construction technology, and can be used for forming the main tunnel ventilation channel as soon as possible and relieving the main tunnel ventilation pressure.
2. The invention adopts the well body second lining and the middle partition plate to synchronously and quickly construct from bottom to top by adopting the hydraulic slip form, saves the construction period, can form the working surface of the main hole as early as possible, has simple working procedures, shortens the construction period, saves the cost and is suitable for the construction of the large-diameter ultra-deep ventilation vertical shaft.
3. The invention can artificially and actively control the safety technical risk in the construction process, achieve intrinsic safety, realize daily high-efficiency tunneling, has daily well completion efficiency as high as 2.4m, greatly improves the construction efficiency of the deep and large vertical well and shortens the well construction period.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a schematic vertical sectional view of a short digging short liner in step 4 of the present invention, FIG. 1;
FIG. 2 is a schematic vertical cross-sectional view of the stub bushing of step 4 of the present invention, as shown in FIG. 2;
FIG. 3 is a schematic vertical cross-sectional view of the stub bushing of step 4 of the present invention, as shown in FIG. 3;
FIG. 4 is a schematic vertical cross-sectional view of the stub bushing of step 4 of the present invention;
FIG. 5 is a schematic vertical sectional view of the secondary lining in step 5 of the present invention;
fig. 6 is a schematic plan view of the arrangement of the construction suspension apparatus of the present invention.
Reference numbers and corresponding part names in the drawings:
1-a derrick foundation, 2-a derrick assembly, 3-a hoisting head sheave, 4-a steel wire rope, 5-a secondary lifting foundation, 6-a secondary lifting assembly, 7-a primary lifting foundation, 8-a primary lifting assembly, 9-a sinking winch foundation, 10-a sinking winch assembly, 11-a sealing plate, 12-a locking ring, 13-a hanging plate assembly hanging, 14-an umbrella drill, 15-a primary section high blasting tunneling, 16-a slag body, 17-a bucket, 18-a secondary section high blasting tunneling, 19-a vertical drainage pipe, 20-a vertical stressed steel bar, 21-a circumferential stressed steel bar, 22-a primary lining telescopic hydraulic integral steel template, 23-an ash sliding pipe, 24-concrete, 25-a window, 26-an attached vibrator and 27-a rock wool heat insulation board, 28-center rotary grab, 29-excavator, 30-rock wall, 31-slag turning platform, 32-dump truck, 33-tunnel face, 34-primary lining face, 35-slip form, 36-secondary lining face, 37-middle partition, 38-wall seat and 39-rubber water stop.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention. It should be noted that the invention has been developed and utilized in a practical and practical stage,
example (b):
referring to fig. 1 to 6 together, as shown in the drawings, a method for constructing a large-diameter ultra-deep shaft well bore includes the following steps: step 1, construction preparation, namely reinforcing a derrick foundation 1, a main lifting foundation 7, an auxiliary lifting foundation 5 and a sinking winch foundation 9; step 2, constructing a locking collar 12, excavating a foundation pit of the locking collar 12, binding reinforcing steel bars, installing a steel template, pouring concrete 24 of the locking collar 12, backfilling the concrete 24 of the locking collar 12, assembling a layered ground of the derrick assembly 2, installing a main lifting assembly 8, an auxiliary lifting assembly 6, the derrick assembly 2, a winch group head sheave and a steel wire rope 4 after the construction is finished, and performing well mouth section tunneling after the installation is finished; step 3, installing a hanging scaffold assembly and a sealing plate 11, hanging 13 the hanging scaffold assembly after the wellhead section is tunneled for 30m in the step 2, installing a lifting, ventilating, draining, water supplying, transporting, monitoring and signal communication system, a ground slag discharging system, a wind pressing system and a power supply system after the hanging is finished, and performing bedrock section tunneling of the well body after the installation and the verification; step 4, primary lining of the well body, and construction of the primary lining molded concrete 24 of the well body adopts a short digging and short lining construction method; and 5, performing secondary lining on the shaft, and after the primary lining molded concrete 24 of the shaft is constructed to the designed elevation of the shaft bottom in the step 4, synchronously constructing from bottom to top by adopting a hydraulic slip form 35, and performing secondary lining on the shaft and a middle partition plate 37 to the designed elevation of the shaft top.
The step 2 specifically comprises the following steps: the main lifting assembly 8, the auxiliary lifting assembly 6, the derrick assembly 2 and the winch group are installed, and the main lifting assembly 8 and the auxiliary lifting assembly 6 respectively comprise 2 mine hoists for deslagging and lifting an umbrella drill 14; the steel wire ropes 4 of the main lifting assembly 8 and the auxiliary lifting assembly 6 are 2. The step 3 specifically includes: the diameter of platform sling subassembly is less than the design diameter of one lining cutting in step 4 to adopt four stands to connect, the outer peripheral face of platform sling subassembly uses No. 20 channel-section steels as the collar tie beam, lays the reticulation steel sheet on the collar tie beam, and the platform sling subassembly includes: the safety disc and the working disc are arranged from top to bottom, the drainage water tank is placed in the safety disc, and the horizontal pump is installed on the working disc. The step 3 specifically comprises the following steps: a beam nest is arranged at the top opening of the locking opening ring 12 and used for mounting 56b I-steel, the sealing disc 11 is arranged on the upper portion of the top surface of the 56b I-steel, the sealing disc 11 is of a steel structure, and the disc surface is paved by adopting an anti-skid reticulated steel plate. In the step 3, in the well body bedrock tunneling, the slotted holes are drilled to be straight holes, the umbrella drill 14 drills holes 10 cm-20 cm outside the maximum excavation contour line of the hard rock, and the soft rock blastholes are arranged within 10 cm-20 cm of the excavation contour line. During the well bed rock tunneling, a wall seat 38 is arranged at the interval of 50m and at the change position of the well surrounding rock. And 4, connecting the primary lining vertical stressed steel bars 20 by adopting a straight thread sleeve. In the step 5, after the sliding form 35 is assembled, the hydraulic system is started to perform at least one to two no-load tests on the climbing rod of the full template.
It should be noted that, in the prior art, the ultra-deep shaft is generally constructed by a raise-shaft method, the deep and large shaft of the highway tunnel also continues the construction method of the raise-shaft method of the ultra-deep shaft in the hydroelectric engineering, and a front hole ventilation channel can be formed as early as possible, but a slag discharging channel cannot be formed at the bottom of the shaft, and the requirement of the shaft construction period cannot be met. In view of the above situation, the applicant provides a large-diameter ultra-deep shaft well bore construction method, which is not limited by the construction time and space of main tunnel drilling and blasting compared with a raise-shaft method, can flexibly adapt to various complex landforms and landforms, and has low construction technical risk. The second well body lining and the middle partition plate 37 are synchronously and quickly constructed from bottom to top by adopting the hydraulic slip form 35, so that the construction period is saved, the working surface of the main hole can be formed as early as possible, the working procedure is simple, the construction period is shortened, the cost is saved, and the method is suitable for the construction of the large-diameter ultra-deep ventilation vertical well. The steel wire rope 4 of the main lifting assembly 8 is two 18 multiplied by 7+ FC-phi 43-1870 steel wire ropes 4; the auxiliary lifting component 6 is two 18 multiplied by 7+ FC-phi 34-1870 steel wire ropes 4. The hoisting head sheave 3 comprises a wind and water pipe hoisting head sheave 3, a hanging scaffold assembly hoisting head sheave 3, a one-time lining telescopic hydraulic integral steel template 22 hoisting head sheave 3, an umbrella drill 14 hoisting head sheave 3, a central rotary grab loader 28 hoisting head sheave 3 and the like. The hanging scaffold assembly is suspended by 6 sinking winches. In order to protect the steel wire rope 4, the steel wire rope 4 sliding sleeve adopts a nylon structure, so that the abrasion of the sliding sleeve on the steel wire rope 4 is reduced. The hole is drilled by the umbrella drill 14 10 cm-20 cm outside the maximum excavation contour line of hard rock, and the soft rock blast hole is arranged within 10 cm-20 cm of the excavation contour line, so that overbreak caused by well blasting is reduced. Preferably, during the well bedrock excavation, one wall seat 38 is arranged at the interval of 100m and at the position where the well surrounding rock changes. For supporting the driving of the bedrock section of the well. Preferably, the primary lining vertical stressed steel bars 20 in the step 4 are connected by adopting a straight thread sleeve. To maintain a high face joint ratio. Preferably, in step 5, the sliding form 35 is an empty load test which is performed at least once to twice on the climbing rod of the full template by starting a hydraulic system after the assembly is completed.
It should also be noted that a more detailed description of the steps of the present invention is:
the method is characterized in that complete mechanical sinking equipment is adopted, construction is carried out by a top-down shaft erecting method, one-time excavation is carried out until the designed contour line is formed, a construction process of short digging and short lining is adopted for the one-time lining molded concrete 24, and a second lining of the shaft body and a middle partition plate 37 are synchronously constructed by a hydraulic slip form 35 from bottom to top, so that the large-diameter ultra-deep shaft is quickly formed into a shaft, a front hole ventilation channel is formed in advance, and the ventilation pressure of double main holes is relieved. The method specifically comprises the following steps: s1, construction preparation: the method comprises the following steps of reinforcing the foundations of important sinking equipment such as a derrick foundation 1, a main lifting foundation 7, an auxiliary lifting foundation 5, a sinking winch foundation 9 and the like; s2, construction of a vertical shaft locking ring 12: excavating a foundation pit with the locking ring 12, binding reinforcing steel bars, installing a steel template, pouring concrete 24 of the locking ring 12, backfilling stone concrete 24 in a certain range around the locking ring 12, and assembling the derrick on the ground layer by layer; s3, installing a main lifting assembly 8, an auxiliary lifting assembly 6, a derrick assembly 2 and a winch group: after the construction of the shaft locking collar 12 in the step S2 is completed, a main lifting assembly 8, an auxiliary lifting assembly 6, a derrick assembly 2, a winch group, a lifting Tianlun and a steel wire rope 4 are installed; s4, tunneling at a wellhead section: excavating by a small excavator 29, discharging slag by a central rotary grab 28, and transporting to a slag disposal site by a dump truck 32; s5, hanging the hanging scaffold assembly 13 and installing the sealing plate 11: and after the S4 well head section is tunneled to 30m, hanging 13 by the hanging scaffold assembly. After the hanging of the hanging scaffold assembly 13 is finished, a lifting, ventilating, water discharging, water supplying, transporting, monitoring and signal communication system, a ground slag discharging system and a compressed air and power supplying system are installed; s6, tunneling a bedrock section of the well body: drilling by the umbrella drill 14, discharging slag by the central rotary grab 28, and transporting the dump truck 32 to a slag disposal site; s7, constructing well body one-step lining mold-built concrete 24: the well body primary lining molded concrete 24 construction adopts a short digging short lining construction method; s8, constructing a second well body lining and a middle partition plate 37 hydraulic sliding mould 35: and S7, after the shaft primary lining molded concrete 24 is constructed to the designed elevation of the shaft bottom, synchronously constructing a shaft secondary lining and a middle clapboard 37 to the designed elevation of the shaft top from bottom to top by adopting a hydraulic sliding mould 35.
S7, the well body one-step lining molded concrete 24 construction method adopts a short digging short lining construction method and comprises the following steps:
s71, performing one-stage high-blasting tunneling 15: drilling the umbrella drill 14, manually charging and blasting, ventilating, inspecting a blind gun, discharging slag by the central rotary grab 28, and transporting the dump truck 32 to a slag abandoning site;
s72, secondary high-blasting tunneling 18: after the construction of the step S71 is completed, drilling the umbrella drill 14, manually charging and blasting, ventilating and blind shot checking, and deslagging by the central rotary grab 28 to reach the bottom elevation of the primary lining telescopic integral hydraulic steel template;
s73, installing a once lining wall rear shaft drain pipe: after the construction in the step S72 is completed, the vertical drain pipe 19 is installed, the vertical drain pipe 19 is closely connected with the upper section of the rock wall 30, and the outer side of the vertical drain pipe is wrapped with non-woven fabrics;
s74, binding of primary lining reinforcing steel bars: and D, after the construction in the step S73 is completed, binding the lining steel bars for the first time. The vertical stress steel bars 20 and the annular stress steel bars 21 are transported to a tunnel face 33 by a shaft sinking winch and are bound manually;
s75, installing a primary lining hydraulic telescopic integral steel template: and after the construction in the step S74 is completed, hoisting and lowering the block to the tunnel face 33 by adopting a shaft sinking winch to be spliced into a whole. A plug template of a construction joint rubber waterstop 39 is arranged at the lower end of the primary lining hydraulic telescopic integral steel template, and the rubber waterstop 39 at the construction joint is fixed;
s76, pouring the once lining mold concrete 24 into the mold one by one: the primary lining concrete 24 is lowered to an ash sliding pipe 23 with a funnel at the top of a platform sling in the well through a bucket 17, the concrete is symmetrically poured into the mold layer by layer through a pouring window 25 of the primary lining hydraulic telescopic integral steel template concrete 24, an attached vibrator 26 vibrates densely until the pouring is finished, and short excavating short linings are sequentially and circularly constructed to the designed elevation of the well bottom from top to bottom.
S8 construction of a second lining of a well body and a middle clapboard 37 sliding mould 35 adopts a small section of high hydraulic sliding mould 35 to be synchronously constructed from bottom to top to a designed elevation of the well head, and comprises the following steps:
s81, binding the two lining steel bars: transporting the reinforcing steel bars to a construction site by adopting a shaft sinking winch, and manually binding;
s82, mounting and calibrating the sliding die 35: the hydraulic slip form 35 is transported to the shaft bottom by a sinking winch in blocks and is placed on a once lining mold building concrete 24 shaft wall, a system truss beam lever piece is supported in the lower part for assembly, and the height of the formwork is 1.5 m-2.0 m;
s83, lengthening the climbing rod: when the sliding distance of the jack to the top end of the climbing rod is less than 350mm, the climbing rod is lengthened, one end of the joint is polished into a wave-shaped opening by an angle grinder, the lower part of the joint is butted, the joint is aligned, the joint is firmly welded and ground flat, the jack is ensured to smoothly pass through the climbing rod, and the climbing rod is connected with the annular rib for welding and reinforcing;
s84, pouring and maintaining the concrete 24: concrete 24 is put down to an ash chute 23 with a funnel at the top of an in-well hanging scaffold through a hanging bucket 17 and is symmetrically filled into a mold in a layered mode, the middle partition wall is poured symmetrically and uniformly at the periphery, the concrete is vibrated and compacted until the pouring is finished, water is sprayed for maintenance, and the concrete is circularly constructed to a wellhead from bottom to top in sequence;
s85, sliding form 35 climbs: after the concrete 24 reaches the strength, the slip form 35 can be lifted. In the climbing process, the sliding forms 35 on the two sides of the partition 37 are synchronously carried out, and a specially-assigned person commands to constantly observe the indentation and the stress state on the climbing rod and the levelness of the central line of the sliding forms 35 and the operating panel;
and S86, binding the second lining steel bars according to the steps S81-S84, installing and calibrating the slip form 35, climbing the rod for lengthening, constructing the concrete 24 pouring and maintaining construction sequence to the wellhead, and finishing the construction of the second lining of the whole shaft and the middle partition plate 37.
It should be further noted that in the step 5, in the construction method of the shaft secondary lining and the middle partition 37 by the sliding form 35, in the installation and calibration of the sliding form 35 of S82, the sliding form 35 is an integrated template of the shaft secondary lining and the middle partition 37, wherein the shaft secondary lining is constructed by the sliding form 35 on one side, and the middle partition 37 is constructed by the sliding form 35 on both sides; step 5, in the construction method of the well bore secondary lining and the middle partition plate 37 slip form 35, during the installation and calibration of the S82 slip form 35, the assembly of the slip form 35 is completed, and a hydraulic system is started to carry out a no-load test on the climbing rod of the whole template; in the construction process of the second well liner and the middle partition 37 sliding form 35 in the step S82, when the sliding form 35 climbs S85, the sliding form 35 is shifted by the unidirectional climbing of a climbing rod by a hydraulic jack in the climbing process; in the step 5, in the construction method of the second well liner and the middle clapboard 37 by the sliding form 35, the S85 sliding form 35 is controlled by climbing a middle central line: respectively hanging 60kg hammer balls on the central points of the two sets of templates by using thin steel wire ropes 4 to perform central auxiliary control; and when the hammer climbs, the deviation condition of the hammer ball conical point is observed at any moment. And a level ruler is adopted to control the levelness of the top surface of the sliding mould 35.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. A large-diameter ultra-deep shaft well body construction method is characterized by comprising the following steps: the method comprises the following steps:
step 1, construction preparation, namely reinforcing a derrick foundation (1), a main lifting foundation (7), an auxiliary lifting foundation (5) and a sinking winch foundation (9);
step 2, constructing a locking ring (12), excavating a foundation pit of the locking ring (12), binding reinforcing steel bars, installing a steel template, pouring concrete (24) of the locking ring (12), backfilling the concrete (24) of the locking ring (12), assembling a derrick assembly (2) on the layered ground after backfilling, installing a main lifting assembly (8), an auxiliary lifting assembly (6), the derrick assembly (2), a winch group head sheave and a steel wire rope (4) after assembling, and performing well mouth section tunneling after installing;
step 3, installing a hanging scaffold assembly and a sealing plate (11), hanging the hanging scaffold assembly (13) after the wellhead section is tunneled for 30m in the step 2, installing a lifting, ventilating, draining, water supplying, transporting, monitoring and signal communication system, a ground slag discharging system, a compressed air system and a power supply system after the hanging is finished, and performing the tunneling of the bedrock section of the well body after the installation and the verification;
step 4, primary lining of the well body, and construction of the primary lining molded concrete (24) of the well body adopts a short digging and short lining construction method;
and 5, performing well body secondary lining, namely after the well body primary lining formwork concrete (24) is constructed to the designed elevation of the shaft bottom and the ingate secondary lining construction is finished in the step 4, synchronizing the well body secondary lining and the middle partition plate (37) from bottom to top by adopting a hydraulic slip form (35), and performing synchronous construction to the designed elevation of the shaft top.
2. The construction method of the large-diameter ultra-deep shaft well body according to claim 1, characterized in that: the step 2 specifically comprises the following steps: the main lifting assembly (8), the auxiliary lifting assembly (6), the derrick assembly (2) and the winch group are installed, and the main lifting assembly (8) and the auxiliary lifting assembly (6) respectively comprise 2 mine hoists for deslagging and hoisting an umbrella drill (14); the steel wire ropes (4) of the main lifting component (8) and the auxiliary lifting component (6) are 2.
3. The construction method of the large-diameter ultra-deep shaft well body according to claim 1, characterized in that: the step 3 specifically includes: the diameter of platform sling subassembly is less than the design diameter of one lining cutting in step 4 to adopt four stands to connect, the outer peripheral face of platform sling subassembly uses No. 20 channel-section steels as the collar tie beam, lays the reticulation steel sheet on the collar tie beam, and the platform sling subassembly includes: the safety disc and the working disc are arranged from top to bottom, the drainage water tank is placed in the safety disc, and the horizontal pump is installed on the working disc.
4. The construction method of the large-diameter ultra-deep shaft well body according to claim 3, characterized in that: the step 3 specifically comprises the following steps: a beam nest is arranged at the top opening of the locking opening ring (12) and used for mounting 56b I-steel, the sealing disc (11) is arranged on the upper portion of the top surface of the 56b I-steel, the sealing disc (11) is of a steel structure, and the disc surface is laid by anti-skid reticulated steel plates.
5. The construction method of the large-diameter ultra-deep shaft well body according to claim 2, characterized in that: in the step 3, during the excavation of the bedrock of the well body, the excavated slot holes are straight-hole excavated, the umbrella drill (14) drills holes 10 cm-20 cm outside the maximum excavation contour line of the hard rock, and the soft rock blast holes are arranged within 10 cm-20 cm of the excavation contour line.
6. The construction method of the large-diameter ultra-deep shaft well body according to claim 5, characterized in that: during the excavation of the bedrock of the well body, a wall seat (38) is arranged at the interval of 50m and at the change position of the surrounding rock of the well body.
7. The construction method of the large-diameter ultra-deep shaft well body according to claim 1, characterized in that: and (4) connecting the primary lining vertical stressed steel bars (20) by adopting a straight thread sleeve.
8. The construction method of the large-diameter ultra-deep shaft well body according to claim 7, characterized in that: and 5, after the sliding die (35) is assembled, starting a hydraulic system to perform at least one to two no-load tests on the climbing rod of the whole template.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210105061.9A CN114278304A (en) | 2022-01-28 | 2022-01-28 | Large-diameter ultra-deep shaft well body construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210105061.9A CN114278304A (en) | 2022-01-28 | 2022-01-28 | Large-diameter ultra-deep shaft well body construction method |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8137033B1 (en) * | 2009-08-03 | 2012-03-20 | J.H. Fletcher & Co. | Mesh handling system for an underground mining machine and related methods |
| CN110984999A (en) * | 2019-11-24 | 2020-04-10 | 中铁十九局集团第二工程有限公司 | Tunnel shaft construction method |
| CN113338340A (en) * | 2021-07-26 | 2021-09-03 | 中建七局安装工程有限公司 | Reverse construction method for vertical shaft ensuring normal use of existing pipeline |
| CN113530551A (en) * | 2021-08-30 | 2021-10-22 | 河南科技大学 | Vertical shaft excavation method adaptive to geology and vertical shaft heading machine supporting system thereof |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8137033B1 (en) * | 2009-08-03 | 2012-03-20 | J.H. Fletcher & Co. | Mesh handling system for an underground mining machine and related methods |
| CN110984999A (en) * | 2019-11-24 | 2020-04-10 | 中铁十九局集团第二工程有限公司 | Tunnel shaft construction method |
| CN113338340A (en) * | 2021-07-26 | 2021-09-03 | 中建七局安装工程有限公司 | Reverse construction method for vertical shaft ensuring normal use of existing pipeline |
| CN113530551A (en) * | 2021-08-30 | 2021-10-22 | 河南科技大学 | Vertical shaft excavation method adaptive to geology and vertical shaft heading machine supporting system thereof |
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