CN117146667A - Shock-absorbing blasting method for ultra-deep foundation pit - Google Patents
Shock-absorbing blasting method for ultra-deep foundation pit Download PDFInfo
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- CN117146667A CN117146667A CN202311121982.5A CN202311121982A CN117146667A CN 117146667 A CN117146667 A CN 117146667A CN 202311121982 A CN202311121982 A CN 202311121982A CN 117146667 A CN117146667 A CN 117146667A
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- 238000005422 blasting Methods 0.000 title claims abstract description 79
- 238000000034 method Methods 0.000 title claims abstract description 31
- 230000006835 compression Effects 0.000 claims abstract description 34
- 238000007906 compression Methods 0.000 claims abstract description 34
- 238000013016 damping Methods 0.000 claims abstract description 29
- 239000010720 hydraulic oil Substances 0.000 claims abstract description 14
- 239000012530 fluid Substances 0.000 claims abstract description 11
- 239000003921 oil Substances 0.000 claims abstract description 8
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 238000007599 discharging Methods 0.000 claims abstract description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 34
- 238000005474 detonation Methods 0.000 claims description 14
- 238000012544 monitoring process Methods 0.000 claims description 13
- 230000003068 static effect Effects 0.000 claims description 11
- 230000035939 shock Effects 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 9
- 239000011435 rock Substances 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 6
- 230000009467 reduction Effects 0.000 claims description 6
- 238000004880 explosion Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 230000007246 mechanism Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 8
- 230000000694 effects Effects 0.000 description 9
- 238000005516 engineering process Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 239000000428 dust Substances 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 210000000080 chela (arthropods) Anatomy 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 239000002360 explosive Substances 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 239000011295 pitch Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000005281 excited state Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000008400 supply water Substances 0.000 description 1
Classifications
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
- F42D1/04—Arrangements for ignition
- F42D1/045—Arrangements for electric ignition
- F42D1/05—Electric circuits for blasting
- F42D1/055—Electric circuits for blasting specially adapted for firing multiple charges with a time delay
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D5/00—Safety arrangements
- F42D5/04—Rendering explosive charges harmless, e.g. destroying ammunition; Rendering detonation of explosive charges harmless
- F42D5/045—Detonation-wave absorbing or damping means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01H—MEASUREMENT OF MECHANICAL VIBRATIONS OR ULTRASONIC, SONIC OR INFRASONIC WAVES
- G01H17/00—Measuring mechanical vibrations or ultrasonic, sonic or infrasonic waves, not provided for in the preceding groups
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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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The application relates to the technical field of blasting construction, and particularly discloses an ultra-deep foundation pit damping blasting method, which comprises a crushing head for crushing a pile body, wherein the crushing head is placed in a cylinder body, the periphery of the crushing head is in sliding sealing connection with the inner wall of the cylinder body, a transverse end plate is arranged on the inner wall of the upper part of the cylinder body, a compression cavity for pushing the crushing head is arranged between the bottom end of the end plate and the top end of the crushing head, meanwhile, one-way valves for filling and discharging compressed fluid into the compression cavity are respectively arranged on the end plate, the compressed fluid is hydraulic oil, and through holes communicated with external oil supply equipment are transversely formed in the outer walls of two sides of the cylinder body. The purpose of this patent is solved when carrying out the blasting construction to deep basal pit, and the produced impact of blasting breaks and can influence the safety of building around, and the blasting is difficult to the problem of control simultaneously.
Description
Technical Field
The application relates to the technical field of blasting construction, in particular to an ultra-deep foundation pit damping blasting method.
Background
With the continuous advancement of urban construction, the development of urban underground space is attracting more and more attention. Because urban underground space development has the characteristics of large engineering quantity, complex geological conditions, high technical difficulty, high safety risk and the like, a series of special technologies are required to be adopted to ensure the safety and stability of engineering. Among them, the ultra-deep foundation pit blasting technique is one of them.
The ultra-deep foundation pit blasting has the following effects:
1. increasing the blasting range: ultra-deep blasting can increase the range of blasting because when the depth of the drilled hole increases, the explosive can release crushing energy in a larger range at the same time, thereby realizing crushing of a larger area;
2. improving the blasting effect: the deeper the hole depth drilled by ultra-deep blasting, the more energy the explosive releases. Therefore, more rocks can be crushed in a short time, so that a better crushing effect is achieved;
3. solves the mining difficulty: the continuous deep mining makes the conventional shallow hole blasting difficult to cope with, and the ultra-deep blasting can effectively solve the problem. By properly designing the drilling depth and position, more ore resources can be obtained in a shorter time.
The ultra-deep foundation pit blasting technology is developed on the basis of the common foundation pit blasting technology, and rock is blasted through blasting engineering, so that an ultra-deep foundation pit is formed. The common foundation pit blasting technology is mainly used for the construction of earth and stone engineering and comprises the procedures of grooving, leveling, slope repairing and the like. In ultra-deep foundation pit engineering, the number of earthwork to be blasted is large, and the safety of the surrounding environment and the building needs to be considered, so that finer and more complex blasting control technology needs to be adopted.
The current blasting mode used for excavating the deep foundation pit has a drilling and blasting method, and the drilling and blasting method has the characteristics of economy, high efficiency and strong adaptability, can flexibly change and shorten the construction period in the construction of urban deep foundation pit engineering with a short construction period, but when drilling and blasting are carried out, the impact wave generated by explosion can influence surrounding buildings, so that a building main body or a foundation is damaged. Therefore, a blasting method capable of effectively reducing the influence of blasting on the surrounding environment and the building and guaranteeing the safety and stability of engineering is needed.
Disclosure of Invention
Aiming at the defects of the prior art, the application provides an ultra-deep foundation pit damping blasting method, which solves the problems that the safety of surrounding buildings is affected by impact burst generated by blasting and the blasting is difficult to monitor when the deep foundation pit is blasted.
In order to solve the problems, the application adopts the following technical scheme:
a shock absorption blasting method for an ultra-deep foundation pit comprises the following steps:
and S1, supporting a foundation pit slope by using anchor cable row piles, wherein part of pile-leading rock mass is reserved in the process of excavation, and the pile-leading rock mass refers to 1-2 piles which firstly enter a face and is used for determining parameters such as axes, hole distances, drilling depths and the like. On the premise of protecting the pile-collar rock mass, the blasting operation can be performed more safely and efficiently, and the influence on the surrounding environment can be reduced. After the pile body reaches the design strength and the anchor cable gradually applies prestress, crushing and removing by using crushing equipment;
s2, setting a blasting area and a static crushing area, dividing a delay detonation blasthole in the blasting area, putting an electronic detonator with a delay function into the delay blasthole, wherein the blasthole is not less than 2 rows, and not less than 2 delay blastholes are combined into a group to form a detonation network;
s3, excavating a vibration reduction ditch near a nearby building, drilling vibration reduction holes of not less than 1 row at the position, which is close to one side of the building, of a foundation pit side line, and arranging a static crushing area between the blasting area and the vibration reduction holes;
and S4, setting vibration monitoring points on the blasting site, monitoring the vibration monitoring points by using a vibration sensor, and simultaneously analyzing the vibration generated during blasting by using a test system.
The principle of the scheme is as follows:
during blasting, a detonation network is arranged, a delay detonator is used for the detonation network, vibration generated in the blasting process is weakened through the vibration damping groove and the vibration damping hole, and meanwhile, a vibration detection point is arranged on the blasting site to monitor the vibration generated during blasting.
The beneficial effect that this scheme produced is:
1. in the scheme of the application, the blastholes are combined to form the detonation network, and the delay electronic detonator is used, so that the arbitrary property of delay setting of the electronic detonator is fully utilized when the electronic detonator is used for detonating the network, the blastholes in the groups are detonated by hole in a short delay manner, the superposition effect of vibration is avoided due to long delay between groups, the duration of single vibration is reduced, and the vibration influence on nearby buildings is reduced.
2. In the scheme of the application, the vibration generated in blasting can be reduced and transmitted to the building by arranging the vibration damping holes and the vibration damping grooves, so that the attenuation of vibration waves is accelerated, and the damage of the building is reduced.
In the step S2, the interval of the blast holes is 3.0m, the interval of the blast hole rows is 2.5m, the blast holes in the groups are 45ms short delay, 1500ms long delay is adopted between the groups, 5 rows of blast holes with diameters of 165mm are adopted as damping holes, the depths of the damping holes are 40m, the hole pitches are 500mm, the row pitches are 500mm, and the damping holes are arranged in a crossed mode; the top of the vibration damping hole is plugged by inserting a PVC pipe, so that sediment and debris are prevented from falling into the vibration damping hole; the detonation network uses PHED-1 electronic detonators, the delay time can be freely set within 0-16000 ms, and after the multi-group electronic detonator network detonates once, the detonators in the holes among groups are all in an excited state.
Further, in the step S4, the radial direction of the vibration sensor is consistent with the explosion source direction, the sensor is fixed by using the clamp, and the sensor and the ground are required to be connected into a whole when the vibration sensor is fixed, so that firm connection of the vibration sensor is ensured.
Further, in the step S1, the crushing equipment comprises a crushing head for crushing the pile body, the crushing head is placed in the cylinder body, the periphery of the crushing head is in sliding sealing connection with the inner wall of the cylinder body, a transverse end plate is arranged on the inner wall of the upper part of the cylinder body, a compression cavity for pushing the crushing head is arranged between the bottom end of the end plate and the top end of the crushing head, meanwhile, one-way valves for filling and discharging compressed fluid into the compression cavity are respectively arranged on the end plate, the compressed fluid is hydraulic oil, and through holes for communicating external oil supply equipment are transversely formed in the outer walls of the two sides of the cylinder body; when the pile body needs to be crushed, the bottom ends of the crushing heads are contacted with the position, which is required to be crushed, of the pile body, a plurality of crushing heads can be used for forming a circular ring shape around the pile body, hydraulic oil is filled into the compression cavity through the oil pipe at the moment, and under the action of the one-way valve, the hydraulic oil continuously enters the compression cavity, so that the crushing heads are pushed out, the crushing heads of all the crushing devices are simultaneously pushed out and are extruded towards the pile body, and the crushing function of the pile body is realized by the bottom ends of the crushing heads.
Further, a first pipeline is transversely arranged at the top of the cylinder body, one side of the first pipeline is connected with water supply equipment, a section of narrow throat is arranged in the first pipeline, a rotatable centrifugal fan is arranged at the throat of the first pipeline, a turntable is fixed at the top of the centrifugal fan, the turntable and the center of the centrifugal fan are positioned on the same axis, a connecting rod is eccentrically hinged to the surface of the turntable, one end of the connecting rod extends towards the inside of the cylinder body and is hinged with a sliding block, and the bottom end of the sliding block is fixed with the top of the crushing head; the water supply equipment supplies water to the first pipeline, at this moment, due to the fact that a section of narrow throat is arranged in the pipeline, when water enters the throat, the flow speed of the water can be increased, and then the centrifugal fan can be pushed to rotate, the centrifugal fan in a rotating state can rotate with the rotary table, the rotary table rotates, meanwhile, the connecting rod can be driven to eccentrically rotate around the center of the rotary table, at this moment, the sliding block can drive the crushing head to vertically reciprocate under the driving of the connecting rod, and impact crushing is conducted on the pile body.
Further, the compressed fluid in the compression cavity is high-pressure water, a buffer cavity is arranged above the compression cavity in the cylinder body, an L-shaped second pipeline communicated with the compression cavity is arranged on one side of the cylinder body, one end of the second pipeline faces to the bottom of the crushing head, and meanwhile, a through hole communicated with the buffer cavity is formed in the other side of the cylinder body; the water supply equipment supplies water to the first pipeline and simultaneously supplies water to the through holes intermittently, at this time, the water enters the buffer cavity of the cylinder body, the water flows through the one-way valve arranged in the compression cavity to further push the crushing head to reciprocate up and down, the water in the compression cavity is discharged to the second pipeline through the one-way valve on the other side of the compression cavity, and the water discharged from the second pipeline cleans particles and dust generated when the surface of the pile body is crushed, and meanwhile cleans the surface of the pile body by using flowing water.
Further, a three-way valve is arranged at one side of the through hole of the compression cavity and the first pipeline, the water inlet end of the three-way valve is connected with water supply equipment, and the three-way valve can simultaneously supply water to the first water channel and the side surface of the buffer cavity without using separate equipment for water supply; and a throttle valve is arranged on the second pipeline and used for adjusting the water discharge.
Further, the inside slide that supplies the vertical slip of slider that is provided with of barrel, slide, connecting rod, slider and carousel form slider-crank mechanism, and the stopper of avoiding broken head roll-off is installed to the inner wall of barrel simultaneously, because the existence of slide has restricted the slider and can only reciprocate from top to bottom, avoids the slider to appear the condition of lateral displacement and produces.
Drawings
FIG. 1 is a schematic view of the location of a vibration damping orifice according to the present application;
FIG. 2 is a schematic diagram of an embodiment of the present application;
FIG. 3 is a schematic diagram of a second embodiment of the present application;
FIG. 4 is a schematic view of a turntable and a centrifugal fan in a second embodiment of the present application;
FIG. 5 is a schematic diagram of the delay of the initiation circuit of the electronic detonator of the present application;
FIG. 6 is a schematic diagram of a monitoring scheme of the present application.
Reference numerals in the drawings of the specification include:
the device comprises a cylinder body 1, a through hole 1-1, a limiting block 1-2, a crushing head 2, a compression cavity 3, a spring 3-1, a sliding block 4, an end plate 5, a one-way valve 5-1, a first pipeline 6, a throat part 6-1, a rotary disc 7, a centrifugal fan 7-1, a connecting rod 7-2, a buffer cavity 8, a second pipeline 9 and a vibration damping hole 10.
Detailed Description
The following is a further detailed description of the embodiments:
taking fig. 2 as an example, the doors of the one-way valve 5-1 in fig. 2 are uniformly distributed on the left side and the right side of the inner wall of the cylinder body 1, and the direction reference is taken as the direction reference.
Embodiment one is substantially as shown in fig. 1 and 2:
ultra-deep foundation pit blasting is carried out in a foundation pit excavated in advance and is used for pushing the excavation of the foundation pit, the periphery of the foundation pit can be increased along with the increase of the excavation depth of the foundation pit, sedimentation can be larger and larger, and anchor cable pile rows are required to be poured in the foundation pit to support the foundation pit.
The background foundation pit is an urban comprehensive engineering foundation, the width of the foundation pit is about 120m, the maximum section length exceeds 260m, and the maximum excavation depth reaches 42m. The upper layer of the foundation pit rock mass is weathered, and the lower layer is harder.
A shock absorption blasting method for an ultra-deep foundation pit comprises the following steps:
s1: and supporting the foundation pit slope by using anchor cable row piles, wherein part of pile-leading rock mass is reserved in the excavation process, namely 1-2 piles which firstly enter the face are used for determining parameters such as axes, hole distances, drilling depths and the like. On the premise of protecting the pile-collar rock mass, the blasting operation can be performed more safely and efficiently, and the influence on the surrounding environment can be reduced. After the pile body reaches the design strength and the anchor cable gradually applies prestress, crushing and removing by using crushing equipment;
in ultra-deep foundation pit blasting, the purpose of breaking and cleaning the pile body and the anchor cable support is to ensure the stability and the safety of the foundation pit. The support not being cleared may have the following effects on the blasting operation:
1. the blasting effect is affected, if the supporting structure is not cleaned, part of the blasting energy can be absorbed, and the blasting effect is reduced;
2. destroying the structural stability, if the supporting structure is not cleaned, the blasting may destroy the structural stability, thereby causing safety risks;
3. potential safety hazards are generated, and if the supporting structure is not cleaned, the supporting structure can be blasted to generate potential safety hazards, such as flying stones, vibration and the like.
Therefore, in ultra-deep foundation pit blasting, supports such as pile bodies, anchor cable piles and the like must be crushed and removed to ensure the safety and smooth performance of blasting operation.
Crushing equipment that can use at present is hydraulic pressure crushing pincers and carries out the breakage to the pile body, but hydraulic pressure crushing pincers need many times operation just can accomplish the breakage of pile body, and crushing efficiency is lower relatively.
In the step S1, the pile body is crushed and removed by adopting a crushing device, wherein the crushing device is a cylindrical barrel 1, a crushing head 2 capable of moving up and down is arranged in the barrel 1, the periphery of the crushing head 2 is connected with the inner wall of the barrel 1 in a sliding and sealing manner, an end plate 5 is transversely fixed above the crushing head 2, a compression cavity 3 is arranged between the end plate 5 and the top end of the crushing head 2, compressed fluid is filled in the compression cavity 3, the compressed fluid is hydraulic oil, a spring 3-1 is vertically arranged in the compression cavity 3, one end of the spring 3-1 is fixed with the end plate 5, the other end of the spring 3-1 is fixedly connected with the top end of the crushing head 2, and the spring 3-1 is symmetrically arranged along the middle part of the crushing head 2.
The inside vertical installation of barrel 1 has the slide, and the slide is provided with two, and the slide is fixed with the inner wall of barrel 1, and sliding seal is connected with slider 4 between two slides, and the bottom of slider 4 is fixed with the top of broken head 2.
The upper side of the compression cavity 3 is provided with a buffer cavity 8, the buffer cavity 8 is two independent cavities, the side surfaces of the buffer cavity 8 are respectively provided with through holes 1-1 communicated with the outside, as shown in figure 2, the through holes 1-1 are respectively connected with oil supply pipelines, the oil supply pipelines are not drawn in the figure, hydraulic oil is filled into the compression cavity 3 from the through holes 1-1 on the right side of the cylinder body 1 through the oil supply pipelines, at the moment, the surface of the end plate 5 is respectively provided with one-way valves 5-1 used for communicating the compression cavity 3 with the buffer cavity 8, the two one-way valves 5-1 respectively control hydraulic oil to enter the compression cavity 3 from the buffer cavity 8 and hydraulic oil to enter the buffer cavity 8 from the compression cavity 3 and be discharged, and the flow direction of the hydraulic oil is shown by an arrow direction in figure 2.
Hydraulic oil is supplied to the buffer cavity 8 through the oil supply pipeline, meanwhile, hydraulic oil in the buffer cavity 8 is filled into the compression cavity 3 under the action of the one-way valve 5-1, the left one-way valve 5-1 is stored in a closed state, so that the hydraulic oil is continuously filled into the compression cavity 3, the crushing head 2 is pushed to move towards the bottom of the cylinder body 1, the extrusion of the pile body is realized, the crushing of the pile body is completed, after the pile body is crushed, the left one-way valve 5-1 is in a closed state, the right one-way valve 5-1 is in a closed state, the hydraulic oil in the compression cavity 3 is discharged from the left one-way valve 5-1, and at the moment, the crushing head 2 contracts inwards the cylinder body 1.
The crushing device can be multiple according to the size of the pile body, the multiple crushing devices are fixed around the pile body, and the crushing heads 2 of the multiple crushing devices simultaneously extrude the pile body to crush the pile body.
S2: setting a blasting area and a static crushing area, wherein the blasting area and the static crushing area are both arranged in a foundation pit, the static crushing area is arranged at the periphery far away from the center of the blasting area, the blasting area and the static crushing area are arranged as shown in a figure 1, the blasting area places electronic detonators with delay functions into blastholes, and 5-6 blastholes are combined into a group to form a detonation network; the detonation network simultaneously controls the single duration of vibration on the premise of ensuring the blasting time of the blastholes to be mutually independent and avoiding vibration superposition, and implements blasthole differential short delay 45ms and inter-group long delay 1500ms in the group, and the detonation network is shown in figure 5.
The detonation network adopts PHED-1 electronic detonators, and performs multiple detonations in groups, so that the arbitrary property of delay setting of the electronic detonators is fully utilized when the electronic detonator detonation network is used, short-delay hole-by-hole detonations are performed on blastholes in groups, long-delay between groups avoids vibration superposition effects, single vibration duration is reduced, and vibration to a building is reduced.
S3: digging a vibration damping ditch near a building, simultaneously drilling vibration damping holes 10 of not less than 1 row at the position, which is near one side of the building, of a foundation pit side line, and arranging a static crushing area between a blasting area and the vibration damping holes 10; the blasting area is shown in figure 1, one side of the blasting area, which is close to the building direction, is sequentially provided with a static crushing area and vibration damping holes 10, the width of the static crushing area is 10m, the aperture of the vibration damping holes 10 is 1665mm, and the hole depth is 40m. The hole distance is 500mm, the row distance is 500mm, the vibration damping holes 10 are 5 rows, two adjacent rows of vibration damping holes 10 are arranged in a crossing way, a PVC pipe is inserted into the top of each vibration damping hole 10, and the PVC pipe is not drawn in the drawing and is used for preventing sediment and fragments from entering the vibration damping holes 10; the vibration damping hole 10 is formed with a vibration damping groove toward the building direction, the vibration damping groove is 4m deep, 4m wide at the upper part and 3m wide at the bottom.
S4: vibration monitoring points are arranged on the blasting site, the vibration monitoring points are monitored by using vibration sensors, and meanwhile vibration generated during blasting is analyzed by using a test system, as shown in fig. 6.
2 monitoring points are arranged on site, one monitoring point is located at a building, the other monitoring point is located at a supporting structure of the step S1, the X direction (radial direction) of the intelligent sensor of the vibration meter is adjusted to be consistent with the explosion source direction, the sensor is connected with the ground or the wall surface of a supporting pile into a whole by a clamp, the instrument level is centered, and meanwhile the connection firmness is guaranteed. And setting parameters of the vibration meter by controlling the analyzer, pressing the acquisition on the vibration meter, and carrying out vibration data monitoring test.
The second embodiment is basically as shown in fig. 3 and fig. 4:
in contrast to the first embodiment described above, the crushing device cylinder 1 mentioned in step S1 is provided with a first transverse pipe 6 at the upper part thereof, the first pipe 6 being arranged transversely, the direction of the arrow in fig. 3 being the direction of flow of water in the pipe, water entering from the right side of the first pipe 6 and exiting from the left side of the first pipe 6.
The middle part of the first water channel is provided with a narrow throat part 6-1, a centrifugal fan 7-1 is arranged in the throat part 6-1, as shown in figure 4, a rotary table 7 which can coaxially rotate with the centrifugal fan 7-1 is arranged above the centrifugal fan 7-1, the top end surface of the rotary table 7 is eccentrically hinged with a transverse connecting rod 7-2, and the other end of the connecting rod 7-2 extends to the sliding block 4 and is hinged with the sliding block 4; when water enters the throat part 6-1 of the first water channel, the space is narrowed, the water flow speed is increased at the moment, and the water with larger flow speed blows the centrifugal fan 7-1 to rotate, so that the turntable 7 is driven to synchronously rotate. The turntable 7, the connecting rod 7-2 and the sliding block 4 form a crank sliding block 4 mechanism, so that the reciprocating motion of the crushing head 2 is realized, and the pile body is crushed.
The fluid in the compression cavity 3 is water, a three-way valve is arranged at the position of a right through hole 1-1 of the cylinder body 1, the three-way valve is not drawn in the drawing, meanwhile, the other end of the three-way valve is communicated with the right side of the first pipeline 6, a water inlet of the three-way pipeline is communicated with a water pump, water flow enters the first pipeline 6 and the buffer cavity 8 at the same time, an electric valve capable of intermittently supplying water to the buffer cavity 8 is arranged on the side, connected with the compression cavity 3, of the three-way valve, and the electric valve is not drawn in the drawing.
A vertical second pipeline 9 is fixed on the left side of the cylinder 1, the second pipeline 9 is L-shaped, one end of the second pipeline 9 is communicated with the buffer cavity 8 on the left side of the cylinder 1, the other end of the second pipeline 9 extends to the lower part of the cylinder 1, and the outlet end of the second pipeline 9 faces the outer side wall of the crushing head 2; the sliding block 4 is driven to reciprocate up and down through the connecting rod 7-2, water in the compression cavity 3 is driven to do work, the up-and-down movement of the auxiliary crushing head 2 is effectively realized, stronger power is provided for the crushing pile body of the crushing head 2, meanwhile, water discharged by the compression cavity 3 can blow away particles and dust generated when the pile body surface is crushed, if the particles and dust on the pile body surface are not blown away, the crushing head 2 can directly contact the crushed particles, and the crushing head cannot directly contact the pile body, so that the crushing efficiency is further influenced; and when the crushing head 2 is crushed, the temperature of the surface of the crushing head 2 is higher, and at the moment, the water discharged by the second pipeline 9 can cool the surface of the crushing head 2, so that the continuous operation time of the crushing head 2 is prolonged.
The foregoing is merely exemplary embodiments of the present application, and specific structures and features that are well known in the art are not described in detail herein. It should be noted that modifications and improvements can be made by those skilled in the art without departing from the structure of the present application, and these should also be considered as the scope of the present application, which does not affect the effect of the implementation of the present application and the utility of the patent. The protection scope of the present application is subject to the content of the claims, and the description of the specific embodiments and the like in the specification can be used for explaining the content of the claims.
Claims (8)
1. The shock absorption blasting method for the ultra-deep foundation pit is characterized by comprising the following steps of:
s1, supporting a foundation pit slope by using anchor cable row piles, reserving part of pile-leading rock mass in the excavation process, and crushing and removing by using crushing equipment after the pile body reaches the design strength and the anchor cable gradually applies prestress;
s2, setting a blasting area and a static breaking area, wherein the blasting area is used for placing electronic detonators with delay functions into blastholes, and the number of blastholes is not less than 2 and is a group, so that a detonation network is formed by combination;
s3, excavating a vibration reduction ditch near a nearby building, drilling vibration reduction holes of not less than 1 row at the position, which is close to one side of the building, of a foundation pit side line, and arranging a static crushing area between the blasting area and the vibration reduction holes;
and S4, setting vibration monitoring points on the blasting site, monitoring the vibration monitoring points by using a vibration sensor, and simultaneously analyzing the vibration generated during blasting by using a test system.
2. The ultra-deep foundation pit shock absorbing blasting method according to claim 1, wherein the method comprises the following steps: in the step S2, the interval of the blast holes is 3.0m, the interval of the blast hole rows is 2.5m, the short delay of 45ms is adopted between adjacent blast holes, the long delay of 1500ms is adopted between groups, the damping holes are 5 rows of blast holes with the diameter of 165mm, the depth of the damping holes is 40m, the hole pitch is 500mm, the row pitch is 500mm, and the damping holes are arranged in a crossed mode.
3. The ultra-deep foundation pit shock absorbing blasting method according to claim 1, wherein the method comprises the following steps: and S4, the radial direction of the vibration sensor in the step is consistent with the explosion source direction, and the sensor is fixed by using a clamp.
4. The ultra-deep foundation pit shock absorbing blasting method according to claim 1, wherein the method comprises the following steps: the crushing equipment in the S1 step comprises a crushing head used for crushing the pile body, the crushing head is placed in the cylinder body, the periphery of the crushing head is in sliding sealing connection with the inner wall of the cylinder body, a transverse end plate is installed on the inner wall of the upper portion of the cylinder body, a compression cavity used for pushing the crushing head is arranged between the bottom end of the end plate and the top end of the crushing head, meanwhile, one-way valves used for filling and discharging compressed fluid into the compression cavity are respectively arranged on the end plate, the compressed fluid is hydraulic oil, and through holes used for communicating external oil supply equipment are transversely formed in the outer walls of the two sides of the cylinder body.
5. The ultra-deep foundation pit shock absorbing blasting method of claim 4, wherein the method comprises the following steps: the top of barrel transversely installs first pipeline, and one side of first pipeline is connected with water supply equipment, is equipped with one section narrow throat in the first pipeline, installs rotatable centrifugal fan in the throat department of first pipeline, and the top of centrifugal fan is fixed with the carousel, and the carousel is in same axis with the centre of a circle of centrifugal fan, and the eccentric articulated connecting rod that has in surface of carousel, the one end of connecting rod is to barrel inside extension and articulated have the slider, and the bottom of slider is fixed with the top of broken head.
6. The ultra-deep foundation pit shock absorbing blasting method of claim 4, wherein the method comprises the following steps: the compressed fluid in the compression cavity is high-pressure water, a buffer cavity is arranged above the compression cavity in the cylinder body, an L-shaped second pipeline communicated with the cavity is arranged on one side of the cylinder body, one end of the second pipeline faces the bottom of the crushing head, and a through hole communicated with the buffer cavity is formed in the other side of the cylinder body.
7. The ultra-deep foundation pit shock absorbing blasting method of claim 6, wherein the method comprises the steps of: and a three-way valve is arranged at one side of the through hole of the compression cavity and the first pipeline, and the inlet end of the three-way valve is connected with water supply equipment.
8. The ultra-deep foundation pit shock absorbing blasting method of claim 4, wherein the method comprises the following steps: the inside slide that supplies the vertical slip of slider that is provided with of barrel, slide, connecting rod, slider and carousel form slider-crank mechanism, and the stopper of avoiding broken head roll-off is installed to the inner wall of barrel simultaneously.
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