CN117432242A - In-situ demolition construction method for underground cavity structure - Google Patents
In-situ demolition construction method for underground cavity structure Download PDFInfo
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- CN117432242A CN117432242A CN202311293219.0A CN202311293219A CN117432242A CN 117432242 A CN117432242 A CN 117432242A CN 202311293219 A CN202311293219 A CN 202311293219A CN 117432242 A CN117432242 A CN 117432242A
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 62
- 239000002689 soil Substances 0.000 claims abstract description 56
- 239000012530 fluid Substances 0.000 claims abstract description 27
- 238000004140 cleaning Methods 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 238000006243 chemical reaction Methods 0.000 claims description 13
- 239000003795 chemical substances by application Substances 0.000 claims description 7
- 239000000956 alloy Substances 0.000 claims description 5
- 229910045601 alloy Inorganic materials 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 3
- 230000004888 barrier function Effects 0.000 description 16
- 230000008569 process Effects 0.000 description 11
- 238000009826 distribution Methods 0.000 description 7
- 238000004080 punching Methods 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 6
- 238000005520 cutting process Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000011435 rock Substances 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 241000282414 Homo sapiens Species 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000003466 anti-cipated effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/08—Wrecking of buildings
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses an in-situ demolition construction method of an underground cavity structure, which comprises the following steps: s1, distributing preceding holes and obstacle clearance holes according to the position of an underground cavity structure to be disassembled; s2, using a full-rotary drilling machine to drive the sleeve to break the underground cavity structure from the advanced hole position, and cleaning the structure inside the sleeve; s3, backfilling and compacting the inside of the underground cavity structure and the first-opened hole by using fluid solidified soil from the first-opened hole; s4, using a full-circle drilling machine to drive a sleeve to break the underground cavity structure according to the selected obstacle clearance hole position, cleaning the structure inside the sleeve, and performing obstacle clearance of the next obstacle clearance hole after backfilling holes generated by using fluid solidified soil until the underground cavity structure is cleared; the invention has the advantages of small vibration and disturbance, convenient construction and short construction period.
Description
Technical Field
The invention relates to the field of underground building demolition construction, in particular to an in-situ demolition construction method for an underground cavity structure.
Background
With urban development, the number of abandoned underground structures which need to be cleared is increasing. Such underground structures to be dismantled have deep burial depths, are difficult to determine in specific situations and have complex working conditions, and the dismantling of the underground building is usually carried out by using open cut dismantling construction.
Underground construction generally refers to a building built into a rock or earth layer. The product is a product of the high-speed development of modern cities, plays a role in relieving urban contradiction and improving living environment, and also opens up a new living field for human beings. Underground buildings can be functionally divided into military, civil, air-defense engineering, industrial, traffic and communication, warehouse and other buildings, and underground utilities.
In the prior art, the large-area open cut construction has the problems of large vibration and large disturbance to surrounding buildings and facilities, and the workload and disturbance of the excavation of the underground building with deeper burial depth are further increased; the problems of missing, difficult determination of specific conditions and complex working conditions of the long-term abandoned building drawings exist.
Disclosure of Invention
The invention aims at solving the problems existing in the prior art and provides an in-situ dismantling construction method for an underground cavity structure.
In order to achieve the above purpose, the invention adopts the following technical scheme: the in-situ demolition construction method of the underground cavity structure comprises the following steps:
s1, distributing preceding holes and obstacle clearance holes according to the position of an underground cavity structure to be disassembled;
s2, using a full-rotary drilling machine to drive the sleeve to break the underground cavity structure from the advanced hole position, and cleaning the structure inside the sleeve;
s3, backfilling and compacting the inside of the underground cavity structure and the first-opened hole by using fluid solidified soil from the first-opened hole;
s4, using the full-circle drilling machine to drive the sleeve to break the underground cavity structure according to the selected obstacle clearance hole position, cleaning the structure inside the sleeve, and performing obstacle clearance of the next obstacle clearance hole after backfilling holes generated by using fluid solidified soil until the underground cavity structure is cleared.
In the scheme, the prior holes and the barrier clearance hole distribution are determined in S1, the prior holes are required to be convenient for backfilling the underground cavity structure tightly, in S2, the full-rotation drilling machine drives the sleeve to rotate, the sleeve is cut and drilled downwards from the prior holes through the knife edge at the bottom of the sleeve, after the underground cavity structure is broken along the drilling direction, the structure on the inner side of the sleeve can be cleaned, in S3, after the sleeve is lifted upwards, the prior holes are backfilled with fluid solidified soil, so that the fluid solidified soil fills the underground cavity structure and the holes are opened firstly, the soil body above the underground cavity structure is ensured to achieve the bearing capacity, the ground collapse and collapse are avoided, the underground cavity structure is conveniently and sequentially backfilled in S4 by cutting and dividing the underground cavity structure through the sleeve for the barrier clearance hole, the divided parts are cleaned in the sleeve, the fluid solidified soil body is compact until the underground cavity structure is completed, and the disturbance to the adjacent building in the construction process is greatly reduced by avoiding large-area excavation.
And the perforating mode adopts a full-rotation drilling machine for perforating, steel sleeves with corresponding diameters are selected for perforation according to the range and the plan of the underground cavity structure to be dismantled, and the full-rotation drilling work is carried out after the equipment is in place and fixed. Because the full-rotary drilling machine has strong driving force, the steel sleeve is pressed down, and concrete and steel bars can be effectively cut.
The full-rotary drilling machine is divided into two stages of drilling and punching successively, wherein the first stage is used for drilling according to the position of the planned advance hole and breaking the top plate, the side wall, the bottom plate and the barrier below the bottom plate at the position corresponding to the structure to be disassembled; the second stage of full rotation is used for clearing obstacles one by one and removing obstacles below the top plate, the bottom plate and the bottom plate of the underground cavity structure to be disassembled. And after the top plate and the bottom plate of the underground cavity structure to be dismantled are perforated in advance, the whole underground cavity structure to be dismantled and the perforated holes are backfilled tightly by using fluid-state solidified soil from the advance holes. And in the second stage of obstacle clearance, the holes generated by obstacle clearance are backfilled and compacted by using fluid solidified soil, and then obstacle clearance construction of the next hole site is continued.
Further, after the structure inside the sleeve is cleaned, the time interval from the backfilling of the fluid-state solidified soil is not more than 1h, and the height of the sleeve gradually rises along with the backfilling of the fluid-state solidified soil.
And after the internal structure of the sleeve is cleaned, the fluid-state solidified soil is backfilled as soon as possible, so that the stability of the soil layer structure is ensured, and the sleeve height of the full-rotation drilling machine rises along with backfilling during backfilling, thereby playing a role in protecting the wall.
Further, after the sleeve breaks the underground cavity structure, the structure inside the sleeve is cleaned by using the punching grab bucket and the crushing equipment.
The broken underground cavity structure is broken and grabbed to the ground by using the punching grab bucket and the breaking equipment, so that the cleaning is convenient.
Further, the preceding holes at least comprise three holes which are equidistantly arranged along the length direction of the underground cavity structure.
Through setting up at least three hole along the underground cavity structure, make things convenient for with backfill and guarantee closely knit to the underground cavity structure, three hole is located the middle part and the both ends of underground cavity structure respectively, to the great condition of underground cavity structure, can increase the quantity of preceding hole according to actual condition.
Further, the radius of the obstacle clearance hole is R, and the circle center distance between adjacent obstacle clearance holes is 1.3R-1.5R.
When the distribution of subsequent obstacle-removing holes is determined, in order to ensure the obstacle-removing effect, the circle center distance of the obstacle-removing holes is set to reduce the cross area among the obstacle-removing holes as much as possible on the basis of ensuring the coverage of the underground cavity structure range.
Further, the strength of the fluid state solidified soil is in the range of 0.4MPa-0.5MPa, and the mixing amount of the curing agent is not less than 110kg/m 3 。
The mixing amount parameter of the curing agent ensures the strength performance of the fluid curing soil, the strength of the fluid curing soil at least reaches 0.4MPa, the bearing stability of the underground structure is ensured, and the subsequent barrier-removing drilling operation is convenient because the mixing amount parameter of the curing agent is not more than 0.5 MPa.
Further, in the step S4, a hole-jumping mode is adopted to select a next hole for removing the obstacle for construction.
The construction in the hole-jumping mode can be adopted to backfill the whole underground cavity structure, the backfill gap during the backfill of the advance hole is complemented, the compactness of the soil layer is ensured, and the bearing capacity is improved.
Further, the sleeve comprises a plurality of steel sleeves which are connected in a detachable mode in sequence, and an alloy tooth cutter head is arranged at the bottom end of the sleeve.
Through a plurality of steel casing detachable connection, be convenient for in the degree of depth of adjusting the drilling, the alloy tooth tool bit of sleeve pipe bottom is used for carrying out the gyration cutting to underground structure.
Further, when the full-circle drilling machine works, the full-circle drilling machine is arranged above the advance hole or the obstacle clearance hole, the full-circle drilling machine is connected with the reaction frame, and the end part of the reaction frame is pressed by using the crane.
The full-circle drilling machine is positioned above the advance hole or the obstacle clearance hole to conveniently control the sleeve to drill, the reaction frame is arranged to prevent the full-circle drilling machine from twisting in the drilling process, and the reaction frame is pressed and positioned through the crane.
Further, the crane is used for the working of the impact grab and the crushing equipment and the installation of the sleeve.
The crane cooperates with the grab bucket and the crushing equipment to carry out obstacle clearing work and cooperates with the sleeve to install and position.
Compared with the prior art, the invention has the beneficial effects that:
1. when the invention is constructed, firstly, the advance holes are opened, the top plate, the side wall, the bottom plate and the barriers below the bottom plate of the underground cavity structure are locally broken, the barriers are cleared one by one and backfilled one by one after backfilling from the advance holes to the natural ground, thus realizing the in-situ dismantling of the underground cavity structure, reducing the vibration caused in the construction process and the disturbance to surrounding soil to the greatest extent, and being particularly suitable for the construction working conditions of adjacent subways and other protected buildings;
2. the construction process does not need large-area excavation, full-rotation construction is directly carried out on the ground, the construction is convenient, and the space-time effect on surrounding soil and buildings caused by long-time exposure of an underground cavity structure due to open excavation is avoided;
3. the method is not influenced by complex working conditions in the underground cavity structure, omits redesign and construction supporting procedures, is convenient to construct, realizes in-situ cracking on site elevation, and saves construction period to the greatest extent.
Drawings
FIG. 1 is a general flow chart of an in-situ demolition construction method for an underground cavity structure of the present invention;
FIG. 2 is a schematic diagram showing the distribution of the preceding holes in embodiment 1 of the present invention;
FIG. 3 is a schematic view showing the general distribution of the pilot holes and the clearance holes in example 1 of the present invention;
FIG. 4 is a schematic view showing a construction sequence of the clearance hole in example 1 of the present invention;
FIG. 5 is a second schematic view of the construction sequence of the clearance hole in example 1 of the present invention;
in the figure: 10. an underground cavity structure; 11. a leading hole; 12. clearance hole.
Detailed Description
The following description of the embodiments of the present invention will be made more apparent and fully hereinafter with reference to the accompanying drawings, in which some, but not all embodiments of the invention are shown. All other embodiments, which can be made by one of ordinary skill in the art without undue burden on the person of ordinary skill in the art based on embodiments of the present invention, are within the scope of the present invention. In the description of the present invention, it should be noted that, the terms front, rear, left, right, and the like indicate an azimuth or a positional relationship based on that shown in the drawings, or an azimuth or a positional relationship conventionally put in use of the inventive product, are merely for convenience of describing the present invention or simplifying the description, and do not indicate or imply that the apparatus or element to be referred to must have a specific azimuth, be configured or operated in a specific azimuth, and thus should not be construed as limiting the present invention.
Example 1
The present embodiment includes an underground passage to be cleared, and the underground cavity structure 10 to be cleared is formed by partially clearing and discarding the underground passage during construction of the subway line, which is immediately adjacent to the normal operation subway line.
As shown in fig. 1-5, a method of in situ demolition of an underground cavity structure 10 adjacent a building includes the steps of:
s1, distributing the preceding holes 11 and the obstacle clearance holes 12 according to the position of the underground cavity structure 10 to be disassembled;
s2, using a full-circle drilling machine to drive the sleeve to break the underground cavity structure 10 from the position of the advance hole 11, and cleaning the structure inside the sleeve;
s3, backfilling and compacting the inside of the underground cavity structure 10 and the first-opened holes by using fluid solidified soil from the first-opened holes 11;
s4, using a full-circle drilling machine to drive a sleeve to break the underground cavity structure 10 according to the position of the selected obstacle clearance hole 12, cleaning the structure inside the sleeve, and performing obstacle clearance of the next obstacle clearance hole 12 after backfilling holes generated by using fluid solidified soil until the underground cavity structure 10 is cleared.
In the above scheme, S1 determines that the preceding holes 11 and the barrier removing holes 12 are distributed, the distribution of the preceding holes 11 is convenient for the backfilling compaction of the underground cavity structure 10, in S2, the full-circle drilling machine drives the sleeve to rotate, the sleeve is cut and drilled downwards from the preceding holes 11 through the knife edge at the bottom of the sleeve, after the underground cavity structure 10 is broken along the drilling direction, the structure inside the sleeve can be cleaned, in S3, after the sleeve is lifted upwards, the fluid-state solidified soil is backfilled into the preceding holes 11, so that the fluid-state solidified soil fills the underground cavity structure 10 and the first holes, thereby ensuring the soil body above the underground cavity structure 10 to achieve the bearing capacity, avoiding the collapse and collapse of the ground, facilitating the subsequent barrier removing by ensuring the integral positioning of the underground cavity structure 10, in S4, the subsequent cutting and cutting of the underground cavity structure 10 through the barrier removing holes 12 one by one, cleaning the separated parts inside the sleeve, and the fluid-state solidified soil compacting the soil until the underground cavity structure 10 is removed, and the disturbance caused to the adjacent building in the construction process is greatly reduced by avoiding the large-area excavation.
In the step S1, the hole site can be determined by referring to the existing structural drawing, and the sleeve can be lifted completely at one time or lifted with backfill sections. The underground cavity structure 10 is a closed basement structure, and if the underground passage is a local underground passage, the boundary between the removed portion and the undetached portion of the underground passage needs to be plugged.
And the perforating mode adopts a full-rotation drilling machine for perforating, steel sleeves with corresponding diameters are selected for perforation according to the range and the plan of the underground cavity structure to be dismantled, and the full-rotation drilling work is carried out after the equipment is in place and fixed. Because the full-rotary drilling machine has strong driving force, the steel sleeve is pressed down, and concrete and steel bars can be effectively cut.
The full-rotary drilling machine is divided into two stages of drilling and punching successively, wherein in the first stage, drilling is carried out according to the position of the planned advance hole 11, and the top plate, the side wall, the bottom plate and the barrier below the bottom plate at the corresponding position of the structure to be disassembled are broken; the second stage of full rotation clears obstacles one by one from the top plate, the bottom plate and the obstacles below the bottom plate of the underground cavity structure 10 to be disassembled. After the top plate and the bottom plate of the underground cavity structure 10 to be dismantled are perforated in advance, the whole underground cavity structure 10 to be dismantled and the perforated holes are backfilled and compacted by using fluid solidified soil from the advance holes 11. And in the second stage of obstacle clearance, the holes generated by obstacle clearance are backfilled and compacted by using fluid solidified soil, and then obstacle clearance construction of the next hole site is continued.
The pile cleaning principle of the full rotary drilling machine is as follows: the steel sleeve is driven to rotate by utilizing the downward pressure and torque generated by the full-rotation equipment, the sleeve is drilled into the ground by utilizing the cutting action of the high-strength tool bit at the pipe orifice on the soil body, the rock stratum, the reinforced concrete and other barriers, the barriers in the sleeve are removed, and finally the soil body is backfilled into the sleeve and the sleeve is pulled out section by section. The whole process of casing drilling and casing jacking are key to the whole construction. The construction method is characterized in that the sleeve can be drilled into a soil layer with rock stratum or high-strength barrier, the sleeve plays a role of protecting the wall, and barrier removal is carried out in the sleeve. The sleeve has two functions: on the one hand, torque and pressing force provided by the top driving device are transmitted to the tool bit, and meanwhile, the tool bit also plays a role in supporting the hole wall in the drilling process and preventing the hole wall from collapsing. The sleeve is of a steel barrel structure with the thickness of 48mm, a plurality of sections with different lengths are divided according to the depth condition of drilling required, and the cutter heads are arranged at the pipe orifice. Steel sleeve selection: the pulling equipment adopts an RT260H type full-circle drilling machine, the diameter of a steel sleeve is 1500mm/2000mm, the length of the steel sleeve is 6m for two sections, and the running mass of the full-circle drilling machine is 65t-70t. And is equipped with an 80-ton crane to cooperate with obstacle clearing and pile pulling.
During backfilling, backfilling in the first stage: before demolishing, the solidified soil is utilized to backfill and densify the street crossing channel, so that the influence on the surrounding environment during demolishing construction is prevented. And (2) backfilling in the second stage: and after all the obstacles in the holes are removed, the steel sleeve is removed, and the fluid solidified soil with the strength grade of S0.5 is backfilled.
Specifically, in the first stage of backfilling the underground cavity structure 10 to be dismantled, the tank truck is stopped on the natural ground, and the inside of the structure is backfilled and compacted by using the fluid solidified soil from the position of the hole in advance until the structure is backfilled to the natural ground.
As a preferred embodiment of the present invention, it should be noted that, the purpose of the backfilling is to convert the underground cavity structure 10 with a damaged part of the structure into an underground solid structure, so as to avoid the risk of accidents such as road collapse and collapse, which may occur due to overlarge ground load in the subsequent obstacle clearing process, so that the strength grade of the fluid solidified soil used for backfilling should meet the requirement of the bearing capacity required by the subsequent full-circle machine for obstacle clearing. In addition, when backfilling this time, the full-circle drilling machine sleeve should be pulled out to wait to tear open above the cavity structure roof in order to guarantee that the flow state solidified soil can be according to anticipated free flow, evenly, closely knit to fill up whole wait to tear open the cavity structure.
In this embodiment, as shown in fig. 4-5, after the underground cavity structure 10 to be removed and the holes of the preceding openings are backfilled and compacted by using the fluid-state solidified soil, the full-rotation obstacle clearance is performed in the sequence of 1→2→3→4→5→6→ … …. If the position of the obstacle clearance hole site 12 coincides with that of the preceding hole 11, skipping to the next hole site, specifically, when the obstacle clearance of the hole site 1 is completed by using the full-circle drilling machine, backfilling the hole site by using fluid solidified soil. It should be noted that, when backfilling this time, the full-circle drilling machine sleeve plays the dado effect, should pull out one section of later, every backfill one section of sleeve height, pulls out one section of sleeve to prevent collapsing the hole.
After the hole site 1 is cleared and backfilled, the full rotary drilling machine is shifted to the hole site 2 to repeat the above operation, and the punching sequence shown in fig. 4 and 5 is repeated until the clearing is completed, and the details are not repeated here.
Preferably, before drilling, pipeline distribution in the obstacle clearance range is ascertained, and pipeline relocation work is performed in advance to avoid pipeline damage risks possibly generated in the obstacle clearance process; in the obstacle clearing process, the monitoring of the settlement, displacement and surrounding environment of the N-side subway is encrypted, and when the change amplitude is increased or the change quantity is larger than the limit value, the construction is stopped immediately.
According to the construction method, the top plate of the underground cavity structure 10 to be disassembled is broken by using the full-circle drilling machine, fragments are taken out, the inside of the underground cavity structure 10 to be disassembled is backfilled and compacted by using the fluid-state solidified soil from the hole site to be disassembled, then the full-circle drilling machine is used for formally removing barriers, and the next hole site is removed after the current hole site is backfilled by using the fluid-state solidified soil, so that the technical problem of disassembling the underground cavity structure 10 of the subway and other protected buildings is effectively solved, the full-circle drilling machine is used for removing barriers and the fluid-state solidified soil backfilling, only one hole is formed in the natural ground at any moment after the barrier removal is performed, the disturbance to the subway line adjacent to the ground is reduced to the maximum extent, the space-time effect of long-time exposure to the subway caused by open excavation is avoided, redesign and construction support is omitted, and the in-situ breaking on the site elevation is realized, and the construction period is saved to the maximum extent.
Further, after the structure inside the sleeve is cleaned, the time interval from the backfilling of the fluid-state solidified soil is not more than 1h, and the height of the sleeve gradually rises along with the backfilling of the fluid-state solidified soil.
And after the internal structure of the sleeve is cleaned, the fluid-state solidified soil is backfilled as soon as possible, so that the stability of the soil layer structure is ensured, and the sleeve height of the full-rotation drilling machine rises along with backfilling during backfilling, thereby playing a role in protecting the wall.
Further, after the casing breaks the underground cavity structure 10, the structure inside the casing is cleaned using a grab and breaking device.
The broken underground cavity structure 10 is broken and grabbed to the ground by using the punching grab bucket and the breaking equipment, so that the cleaning is convenient.
The crushing equipment comprises a heavy hammer, the heavy hammer and the punching grab bucket can be matched with a crane for use, and when the structure in the sleeve is inconvenient to grasp, the crushing equipment can crush through the heavy hammer, so that the grabbing is convenient.
Further, the preceding holes 11 at least include three holes equidistantly disposed along the length direction of the underground cavity structure 10.
By arranging at least three holes along the underground cavity structure 10, backfilling and compaction of the underground cavity structure 10 are facilitated, the three holes are respectively positioned in the middle and at the two ends of the underground cavity structure 10, and the number of the preceding holes 11 can be increased according to actual conditions for the large situation of the underground cavity structure 10.
When determining the position of the preceding perforation, the number of hole sites in the width direction is determined according to the width of the underground cavity structure 10 in consideration of the backfill quality when the fluid solidified soil is used for the first time subsequently.
Further, the radius of the obstacle clearance hole 12 is R, and the center-to-center distance between adjacent obstacle clearance holes 12 is 1.3R-1.5R.
When the distribution of the subsequent obstacle clearance holes 12 is determined, in order to ensure the obstacle clearance effect, the circle center distance of the obstacle clearance holes 12 is set to reduce the cross area between the obstacle clearance holes 12 as much as possible on the basis of ensuring the coverage of the underground cavity structure 10.
Preferably, for the underground cavity structure 10 projected as a rectangle, the center-to-center spacing between two adjacent holes is 1.414R.
Further, the strength of the fluid state solidified soil is in the range of 0.4MPa-0.5MPa, and the mixing amount of the curing agent is not less than 110kg/m 3 。
The mixing amount parameter of the curing agent ensures the strength performance of the fluid curing soil, the strength of the fluid curing soil at least reaches 0.4MPa, the bearing stability of the underground structure is ensured, and the subsequent barrier-removing drilling operation is convenient because the mixing amount parameter of the curing agent is not more than 0.5 MPa.
Further, in S4, the next hole 12 for clearing obstacle is selected for construction by hole jumping.
By adopting the hole-jumping construction mode, the whole underground cavity structure 10 can be backfilled, the backfill gap when the advance hole 11 is backfilled is complemented, the soil layer compactness is ensured, and the bearing capacity is improved.
Further, the sleeve comprises a plurality of steel sleeves which are connected in a detachable mode in sequence, and an alloy tooth cutter head is arranged at the bottom end of the sleeve.
Through a plurality of steel casing detachable connection, be convenient for in the degree of depth of adjusting the drilling, the alloy tooth tool bit of sleeve pipe bottom is used for carrying out the gyration cutting to underground structure.
Further, when the full-circle drilling machine works, the full-circle drilling machine is arranged above the advance hole 11 or the obstacle clearance hole 12, the full-circle drilling machine is connected with a reaction frame, and the end part of the reaction frame is pressed by using a crane.
The full-circle drilling machine is positioned above the advance hole 11 or the obstacle clearance hole 12 to conveniently control sleeve drilling, a reaction frame is arranged to prevent the full-circle drilling machine from twisting in the drilling process, and the reaction frame is pressed and positioned through a crane.
Fixing the full-circle drilling machine above the center of the obstacle clearance pile hole, and connecting the drilling machine with the power box and the operation room; and then installing a reaction frame, and arranging 1 crawler crane at the other end of the reaction frame, wherein the crane crawler presses the reaction frame.
Further, the crane is used for the working of the impact grab and the crushing equipment and the installation of the sleeve.
The crane cooperates with the grab bucket and the crushing equipment to carry out obstacle clearing work and cooperates with the sleeve to install and position.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The in-situ demolition construction method for the underground cavity structure is characterized by comprising the following steps of:
s1, distributing preceding holes and obstacle clearance holes according to the position of an underground cavity structure to be disassembled;
s2, using a full-rotary drilling machine to drive the sleeve to break the underground cavity structure from the advanced hole position, and cleaning the structure inside the sleeve;
s3, backfilling and compacting the inside of the underground cavity structure and the first-opened hole by using fluid solidified soil from the first-opened hole;
s4, using the full-circle drilling machine to drive the sleeve to break the underground cavity structure according to the selected obstacle clearance hole position, cleaning the structure inside the sleeve, and performing obstacle clearance of the next obstacle clearance hole after backfilling holes generated by using fluid solidified soil until the underground cavity structure is cleared.
2. The method for in-situ demolishing of an underground cavity structure according to claim 1, wherein a time interval from when the structure inside the casing is cleaned to when the fluid solidified soil is backfilled is not more than 1h, and the height of the casing is gradually increased along with the backfilling of the fluid solidified soil.
3. The method for in-situ demolition of an underground cavity structure according to claim 1, wherein after the casing breaks the underground cavity structure, the structure inside the casing is cleaned by using a grab and a crushing device.
4. The method according to claim 1, wherein the preceding holes comprise at least three holes arranged at equal intervals along the length direction of the underground cavity structure.
5. The in-situ demolition construction method of an underground cavity structure according to claim 1, wherein the radius of each obstacle clearance hole is R, and the center-to-center distance between adjacent obstacle clearance holes is 1.3R-1.5R.
6. The method for in-situ demolition construction of an underground cavity structure according to claim 1, wherein the strength of the fluid-state solidified soil is in the range of 0.4MPa to 0.5MPa, and the mixing amount of the solidifying agent is not less than 110kg/m 3 。
7. The method for in-situ demolition construction of an underground cavity structure according to claim 1, wherein in the step S4, a hole-jumping mode is adopted to select a next hole for construction.
8. The in-situ demolition construction method of an underground cavity structure according to claim 1, wherein the sleeve comprises a plurality of steel sleeves which are detachably connected in sequence, and an alloy tooth cutter head is arranged at the bottom end of the sleeve.
9. The method for in-situ demolition construction of an underground cavity structure according to claim 3, wherein the full-circle drilling machine is arranged above the advance hole or the obstacle clearance hole when the full-circle drilling machine works, the full-circle drilling machine is connected with the reaction frame, and the end part of the reaction frame is compacted by using the crane.
10. An in situ demolition method for an underground cavity structure according to claim 9, wherein the crane is used for the working of the impact grab and the crushing equipment and the installation of the sleeve.
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| CN202311293219.0A CN117432242A (en) | 2023-10-08 | 2023-10-08 | In-situ demolition construction method for underground cavity structure |
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