CN112064675A - Excavation construction method for rock anchor beam of underground workshop in weak broken rock area - Google Patents
Excavation construction method for rock anchor beam of underground workshop in weak broken rock area Download PDFInfo
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- CN112064675A CN112064675A CN202010876174.XA CN202010876174A CN112064675A CN 112064675 A CN112064675 A CN 112064675A CN 202010876174 A CN202010876174 A CN 202010876174A CN 112064675 A CN112064675 A CN 112064675A
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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
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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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
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention discloses a construction method for excavating rock anchor beams of underground powerhouses in weak broken rock areas. Excavating and supporting an underground workshop in a cross section layering and partitioning manner: a top arch layer excavation support, an excavation layer excavation support above a rock platform protective layer and a rock anchor beam layer excavation support; the rock-anchored beam layer excavation support comprises a middle pull groove excavation, a side wall protective layer excavation support and a rock platform protective layer excavation support. Aiming at the rock mass broken, unfavorable combined structure and soft rock mass altered when the excavated part of the rock anchor beam meets, the invention adopts the following steps: reserving a protective layer more than 2m above the protective layer above the inflection point on the rock anchor beam; completing system supporting of the outer side wall of the protective layer area before the rock platform reserved protective layer is excavated; constructing a row of fore shaft anchor rods with base plates and two lower inflection point protection reinforcing steel bars at a position 10cm below a lower inflection point of a rock wall beam; adding a glass fiber anchor rod in a rock anchor beam and rock platform protection area, and adopting a process of anchoring firstly and then digging; personalized medicine packaging design; so as to ensure the stability and the forming quality of the surrounding rock of the rock platform and reduce the subsequent repairing and anchoring treatment of the rock platform.
Description
Technical Field
The invention belongs to the technical field of water conservancy and hydropower engineering, particularly belongs to the technical field of underground workshop excavation, and relates to an excavation construction method for rock anchor beams of underground workshops in weak broken rock areas.
Background
The rock anchor beam is a rock wall crane beam for short, a reinforced concrete beam body is firmly anchored on the rock by using a grouting long anchor rod with a certain depth, and the load borne by the rock anchor beam is transferred to the rock body through the friction force between the long anchor rod and the wall surface of the rock. Compared with the common cast-in-place beam, the cast-in-place beam is not provided with the upright column, and the bearing capacity of the surrounding rock is fully utilized. The rock anchor beam technology is a comprehensive construction technology integrating the light surface blasting, the presplitting blasting and the anchoring technology, the concrete technology and the stress, strain and displacement measuring technology, and has high technical requirements and great construction difficulty. The excavation layering is top arch layer excavation support, side wall excavation support above a rock platform protective layer and rock-anchored beam layer excavation support, wherein the rock-anchored beam layer excavation support is divided into middle pull groove excavation, side wall protective layer excavation support and rock platform protective layer excavation support.
The existing excavation technology is totally feasible for hard complete rock masses, but under the conditions of broken rock masses, unfavorable combined structures and altered weak rock masses, the rockfill is lost, the forming quality is poor, the subsequent repairing and anchoring engineering quantity is increased, and the construction period and the cost are increased.
Disclosure of Invention
In order to solve the problems, the invention discloses a construction method for excavating rock anchor beams of underground powerhouses in weak broken rock areas.
The invention is realized by the following technical scheme:
the excavation construction method of the rock anchor beam of the underground workshop in the weak broken rock area is characterized by comprising the following steps of: excavating and supporting an underground workshop in a cross section according to the following layering and subareas: a top arch layer excavation support, an excavation layer excavation support above a rock platform protective layer and a rock anchor beam layer excavation support; the rock anchor beam layer excavation support comprises middle pull groove excavation, side wall protective layer excavation support and bedrock protective layer excavation support; wherein;
the excavation layer above the top arch layer and the rock platform protective layer is divided into two layers; reserving a protective layer of more than 2-3 m above the protective layer above the inflection point on the rock anchor beam; the thickness of the side wall protection layer is reserved to be 2-4 m, the rock anchor beam layer is further excavated in multiple layers, and the height of each layer is 2-3 m;
after the completion is strutted in the excavation of side wall protective layer, before the excavation of the bedrock protective layer, carry out the bedrock and strut in advance, include: constructing a row of anchor rods with base plate locking openings and two lower inflection point protection reinforcing steel bars at a position which is 10cm below a lower inflection point of a rock wall beam; three rows of quincunx glass fiber anchor rods are additionally arranged in the region of the rock platform protective layer, one of the three rows of glass fiber anchor rods is perpendicular to the inclined plane of the rock platform, and the other two glass fiber anchor rods are perpendicular to the vertical plane of the rock platform.
And further when the top arch layer excavation support and the side wall excavation support above the rock platform protective layer are carried out, the initial spraying of the anchor rod of the side wall system is completed in time after the side wall excavation is completed, and the net hanging and the re-spraying of the side wall which is more than 1.5m away from the rock platform protective layer are carried out after the vertical light explosion hole drilling of the rock platform protective layer is completed.
Rock-anchored beam layer excavation is strutted includes:
(1) digging a middle pull groove: the method comprises the following steps that (1) the width of a pull groove is equal to the thickness of an excavation span-side wall protection layer, pre-splitting blasting is adopted on a temporary side wall in a pull groove area, bench blasting is adopted in a main blasting area of the pull groove, D7 hydraulic drilling is adopted on a pre-splitting hole and a main blasting hole, the drilling depth is 6-8 m, vertical bench blasting is adopted, and slag is discharged according to the excavation height of the protection layers on two sides in a layered mode;
(2) excavating and supporting a side wall protective layer: building a protective layer excavation sample frame before excavation, drilling a vertical hole by hand-air drill, performing smooth blasting to excavate the protective layer, excavating the protective layer and a groove area in a triangular shape, synchronously completing drilling a vertical blasting hole of a rock platform protective layer when drilling a first layer of a side wall protective layer, inserting a phi 40mm PVC pipe after drilling is completed, and timely completing system support after excavation of the side wall below a lower inflection point is completed;
(3) excavating a rock platform protective layer: after the advance support measures are completed, the following construction steps are carried out in sequence: the method comprises the steps of personalized blasting design, measurement and lofting according to the blasting design, sample frame erection and drilling, ultra-deep treatment of waste holes and hole depths, explosive charging and detonation, mucking, and rock platform cleaning, so as to finish excavation.
The measurement lofting according to the blasting design is as follows: setting up a layout for the rock platform excavation construction and the drilling sample frame, carrying out the measurement by adopting a total station instrument, setting out the layout according to the designed elevation and the position, and giving the elevation on the side wall at intervals of 3 m; and (4) measuring and setting out the light exploding holes one by one, determining the pile number of each hole, and marking the actual drilling depth of each hole.
The sample frame is set up and drilled: designing the contour line positions of the upper inflection point and the lower inflection point of the rock platform and adopting a mode of erecting a steel pipe sample frame for the inclined hole of the rock platform so as to control the drilling precision; the drilling sample frame is completely erected by adopting steel pipes and consists of a supporting pipe, a guide pipe and an operation platform steel pipe, the sample frame is erected by adopting the supporting steel pipe, the guide pipe and the operation platform steel pipe in sequence, and the steel pipes are connected by adopting fasteners; the vertical smooth blasting holes and the inclined plane smooth blasting holes of the rock platform are all controlled by drilling sample frames, and the smooth blasting holes are drilled in a mode of changing drill rods for 2-3 times.
The ultra-deep treatment of the waste holes and the hole depths comprises the following steps: the hole spacing deviation of the optical explosion holes at the position of the rock platform is not more than 3cm, the hole drilling deviation is not more than 1cm, the hole inclination deviation is not more than 3 degrees, and the hole depth deviation of the drilled holes is controlled within 3 cm; the vertical light explosion holes at the upper and lower inflection points of the same pile number position correspond to the rock platform inclined plane light explosion holes one by one; and for the waste holes and the ultra-deep parts of the drill holes with the deviation of the hole positions of the drill holes larger than an allowable value, adopting cement mortar to carry out backfill plugging 8 hours before detonation.
The explosive charge initiation is as follows: the designed contour line positions of the upper inflection point and the lower inflection point of the rock platform and the inclined plane position of the rock platform are all blasted by adopting YT28 hand-wind drill plain; charging and networking are carried out according to the blasting design result, and the blasting is initiated after the inspection and acceptance are qualified;
the mucking is as follows: excavating and discharging the slag by adopting a back shovel to cooperate with a dump truck;
the rock platform is cleaned: after the rock platform is excavated and formed, the local loose blocks and the underexcavated parts of the rock surface are manually cleaned.
The method aims at the rock mass, unfavorable combined structure and altered weak rock mass when the excavated part of the rock anchor beam meets broken rock mass, and adopts the following steps: reserving a protective layer more than 2m above the protective layer above the inflection point on the rock anchor beam; completing system supporting of the outer side wall of the protective layer area before the rock platform reserved protective layer is excavated; constructing a row of fore shaft anchor rods with base plates and two lower inflection point protection reinforcing steel bars at a position 10cm below a lower inflection point of a rock wall beam; adding a glass fiber anchor rod in a rock anchor beam and rock platform protection area, and adopting a process of anchoring firstly and then digging; personalized medicine packaging design; so as to ensure the stability and the forming quality of the surrounding rock of the rock platform and reduce the subsequent repairing and anchoring treatment of the rock platform.
Drawings
FIG. 1 is a schematic diagram of the excavation layering of the rock anchor beam layer and above of the underground powerhouse.
FIG. 2 is a schematic diagram of the excavation partition of the underground powerhouse rock anchor beam section.
Fig. 3 is a schematic diagram of the arrangement of the bedrock pre-support fiberglass bolts of the present invention.
In the figure, 1 is a top arch layer, 2 is an excavation layer above the protection of a rock anchor beam, 3 is a rock anchor beam layer, 4 is a glass fiber anchor rod, 5 is an inflection point locking notch anchor rod under a rock platform, 31 is a middle part pull groove, 32 is a rock platform protective layer, 33 is a side wall protective layer, 34 is an inflection point on the rock platform, and 35 is an inflection point under the rock platform.
Detailed Description
The present invention is further described below in conjunction with the following detailed description, which is intended to further illustrate the principles of the invention and is not intended to limit the invention in any way, but is equivalent or analogous to the present invention without departing from its scope.
With reference to the attached drawings.
The method of the present invention will be described below by taking the excavation of an underground factory building of a certain trench as an example.
1. Hierarchical partition design
The excavation layering is excavation supporting of the top arch layer 1 and the excavation layer 2 above the rock platform protective layer, and excavation supporting of the rock-anchored beam layer 3, wherein the rock-anchored beam layer 3 is divided into a middle pull groove 31, a rock platform protective layer 32 and a side wall protective layer 33.
(1) Combining with the design of a common underground factory building, the top arch layer 1 and the excavation layer 2 above the rock platform protective layer are generally divided into two layers.
(2) The excavation height of the rock anchor beam layer 3 comprehensively considers the excavation of a rock wall crane beam and a rock platform, the rock wall crane beam anchor rod construction and the later rock wall crane beam concrete construction requirement.
(3) And reserving a 2-3 m protective layer above the inflection point 34 on the rock anchor beam.
(4) The thickness of the side wall protection layer 33 is reserved to be 2-4 m, 4m is taken in the implementation, and the layering is refined according to the height of the rock anchor beam layer 3 and is 2-3 m.
2. Excavation support for top arch layer 1 and excavation layer 2 above rock platform protective layer
And (3) completing excavation and supporting of a roof arch and a side wall of the factory building, wherein supporting of a side wall system is completed in time after excavation is completed, and hanging a net and re-spraying the side wall more than 1.5m away from a rock platform protective layer are implemented after drilling of vertical light explosion holes of the rock platform protective layer is completed.
3. Rock anchor beam layer excavation support
(1) Middle pull groove 31: the trompil width b is L (excavation span) -a (side wall protective layer thickness), and the interim side wall in trompil district adopts the presplitting blasting, and the main district that explodes of trompil adopts the bench blasting, and presplitting hole and main hole of exploding adopt D7 hydraulic pressure to bore the hole, and drilling depth is 6 ~ 8m, and the blasting of perpendicular bench is slagged, and the high layering of both sides protective layer excavation is slagged slag.
(2) Excavating and supporting the side wall protection layer 33: the thickness of the side wall protective layer is reserved for 4m, layering is refined according to the height of a rock anchor beam layer, the layering height is 2-3 m, a middle pull groove is 30m ahead of two side protective layers, a protective layer excavation sample frame is set up, vertical drilling is performed through hand-blast drills, protective layer excavation is performed through smooth blasting, the protective layer and the pull groove area are tunneled in a shape like a Chinese character 'pin', when the first layer of the side wall protective layer is drilled, vertical blasting hole drilling of a rock platform protective layer is completed synchronously, a phi 40mm PVC pipe is inserted after drilling is completed, and system support is completed in time after side wall excavation below a lower inflection point.
(3) Bedrock protective layer excavation
1) Completing the advance support measure
A. And constructing a row of anchor rods 5 with base plate locking openings (phi 25, L is 3.0m, and the distance is 1.0m) and two lower inflection point protection reinforcing steel bars (phi 28) at a position 10cm below the lower inflection point of the rock wall beam.
B. Three rows of fiberglass bolts 4 (phi 25, L is 3.0m, spacing 1.5m) are added.
2) Personalized blasting design
A. The method comprises the steps of productivity test → bedrock drilling and blasting design → bedrock lateral protective layer excavation, if the situation of bedrock changes greatly, adjusting the blasting parameters of drilling holes → blasting effect analysis, optimizing the drilling and blasting parameters → drilling and blasting design personalization, and providing personalized blasting methods and data of special rock strata such as cracks, jointed rock surfaces, weak rock strata and the like, so that fine process control is achieved in the drilling and blasting design link.
B. According to the revelation of the excavated rock face, according to the field investigation of geological engineers, the surrounding rock category of each section of rock wall beam is marked on the wall surface, the segmented individualized blasting design is carried out aiming at different surrounding rock categories, and the surrounding rock of a special crushing section is excavated by adopting the blasting of an explosion wire.
3) Measuring and lofting: and (3) carrying out construction lofting of the rock platform excavation and lofting of a drilling sample frame by using a total station instrument, lofting according to the designed elevation and the designed position, and giving elevations on the side wall at intervals of 3 m. In order to ensure that three holes of the upper straight wall, the inclined plane and the lower straight wall are drilled in one line, the measurement is required to perform hole-by-hole lofting on the light exploding holes, the pile number of each hole is determined, and the actual drilling depth of each hole is marked.
4) Setting up a sample frame: the design contour line positions of the upper inflection point 34 and the lower inflection point 35 of the rock platform and the inclined hole of the rock platform need to adopt a mode of erecting a steel pipe sample frame so as to control the drilling precision. The drilling sample frame is completely erected by adopting phi 48 steel pipes and mainly comprises a supporting pipe, a guide pipe and an operating platform steel pipe, the sample frame is erected by adopting the supporting steel pipe, the guide pipe and the operating platform steel pipe in sequence, and the steel pipes are connected by adopting fasteners.
The sample frame guide pipe consists of an inner guide pipe and an outer guide pipe, wherein the inner guide pipe and the outer guide pipe are respectively a steel pipe with the length of A32-3 mm and A48-3 mm, and the length of the inner guide pipe is 80-100 cm; all sample racks must be firmly and reliably erected, and if the positioning rack is unstable, the sample racks can be welded and fixed with peripheral anchor rods or additionally provided with short steel dowels (C25, 50cm into rock).
5) Drilling: the vertical smooth blasting holes and the inclined plane smooth blasting holes of the rock platform are all controlled by drilling sample frames, and the smooth blasting holes are drilled in a mode of changing drill rods for 2-3 times.
The drill rod changing system is strictly executed by drilling at the position of the rock base light explosion hole, a short drill rod is adopted for primary drilling, a long drill rod is adopted for secondary drilling, and the length of a final hole drill rod is equal to the length of the light explosion hole design hole depth, the length of a guide pipe and the length of a drill rod tail.
6) And (3) ultra-deep treatment of waste holes and hole depths: the hole spacing deviation of the optical explosion holes at the position of the rock platform is not more than 3cm, the hole drilling deviation is not more than 1cm, the hole inclination deviation is not more than 3 degrees, and the hole depth deviation of the drilled holes is controlled within 3 cm; the light explosion holes are required to be parallel to each other, and the vertical light explosion holes at the upper and lower inflection points of the same pile number position correspond to the rock platform inclined plane light explosion holes one by one. And drilling and detecting are required to be carried out simultaneously, and the unqualified holes are required to be subjected to repair drilling in time. And for the waste holes and the ultra-deep parts of the drill holes with the deviation of the hole positions of the drill holes larger than an allowable value, adopting cement mortar to carry out backfill plugging 8 hours before detonation.
7) Explosive charging and initiation: and (4) adopting YT28 hand-wind drilling smooth blasting to blast the upper and lower inflection point design contour line positions of the rock platform and the inclined plane position of the rock platform. And charging and networking are carried out according to the individual blasting design result.
Before charging, all the drilled holes must be carefully checked and accepted according to the requirements of 'flatness, straightness and alignment' and well-checked and recorded. In order to protect the rock wall from being damaged as much as possible, the bamboo chips are arranged by being adhered to the reserved side rock wall. After the charging is finished, the artillery is responsible for detonating after the explosive is checked and accepted.
8) Mucking: and excavating and mucking by adopting a back shovel and matching with a dump truck.
9) Rock platform clearance: after the rock platform is excavated and formed, local loose blocks and underexcavated parts of the rock surface are manually cleaned, and blasting is strictly forbidden to be adopted for treatment.
Application example:
the underground power generation factory building system of a certain ditch is arranged in a straight line shape, a main factory building is arranged in the middle, and an auxiliary factory building and an installation field are respectively arranged on the left side and the right side of the main factory building. The excavation size of the main and auxiliary plant chambers is 230.00m multiplied by 30.00m multiplied by 75.57m (length multiplied by width multiplied by height). The method is characterized in that the method comprises the following steps of (1) excavating 9 layers from top to bottom, excavating the layers from top to bottom in layers by utilizing the existing designed grotto and the newly added construction branch tunnel, and excavating and supporting each layer in a partition mode.
Wherein the 3 rd layer is a rock wall beam layer, and the layering height is 11.2m (EL 2007.00-EL1995.80m). The excavation width above the rock wall beam is 30.0m, and the excavation width below the rock wall beam is 28.0 m. The rock-wall beam is arranged at the right 0+ 178.5-left 0+31.5 section of the plant, and the total length of the rock-wall beam is 210 m; the elevation of the upper inflection point is EL2004.128, the elevation of the lower inflection point is EL2002.70, and the width of the rock platform excavation is 1.0 m.
Due to the fact that the altered rock mass is uncovered on the rock anchor beam layer on the downstream side and the steep dip angle joint cracks develop, the construction method is adopted in construction, the excavation forming quality of the bedrock and the stability of surrounding rocks are effectively guaranteed, the excavation forming rate of the rock anchor beam is 90%, and follow-up repairing and anchoring treatment of the bedrock is reduced.
Claims (7)
1. A rock anchor beam excavation construction method for underground powerhouse in weak broken rock area is characterized by comprising the following steps: excavating and supporting an underground workshop in a cross section according to the following layering and subareas: a top arch layer excavation support, an excavation layer excavation support above a rock platform protective layer and a rock anchor beam layer excavation support; the rock anchor beam layer excavation support comprises middle pull groove excavation, side wall protective layer excavation support and bedrock protective layer excavation support; wherein;
the excavation layer above the top arch layer and the rock platform protective layer is divided into two layers; reserving a protective layer of more than 2-3 m above the protective layer above the inflection point on the rock anchor beam; the thickness of the side wall protection layer is reserved to be 2-4 m, the rock anchor beam layer is further excavated in multiple layers, and the height of each layer is 2-3 m;
after the completion is strutted in the excavation of side wall protective layer, before the excavation of the bedrock protective layer, carry out the bedrock and strut in advance, include: constructing a row of anchor rods with base plate locking openings and two lower inflection point protection reinforcing steel bars at a position which is 10cm below a lower inflection point of a rock wall beam; three rows of quincunx glass fiber anchor rods are additionally arranged in the region of the rock platform protective layer, one of the three rows of glass fiber anchor rods is perpendicular to the inclined plane of the rock platform, and the other two glass fiber anchor rods are perpendicular to the vertical plane of the rock platform.
2. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area according to claim 1, which is characterized in that: when the top arch layer excavation support and the side wall excavation support above the rock platform protective layer are carried out, the primary spraying of the anchor rod of the side wall system is completed in time after the side wall excavation is completed, and the secondary spraying is carried out after the vertical light blasting hole drilling of the rock platform protective layer is completed at the side wall net hanging distance of more than 1.5m from the rock platform protective layer.
3. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area according to claim 1, which is characterized in that: rock-anchored beam layer excavation is strutted includes:
(1) digging a middle pull groove: the method comprises the following steps that (1) the width of a pull groove is equal to the thickness of an excavation span-side wall protection layer, pre-splitting blasting is adopted on a temporary side wall in a pull groove area, bench blasting is adopted in a main blasting area of the pull groove, D7 hydraulic drilling is adopted on a pre-splitting hole and a main blasting hole, the drilling depth is 6-8 m, vertical bench blasting is adopted, and slag is discharged according to the excavation height of the protection layers on two sides in a layered mode;
(2) excavating and supporting a side wall protective layer: building a protective layer excavation sample frame before excavation, drilling a vertical hole by hand-air drill, performing smooth blasting to excavate the protective layer, excavating the protective layer and a groove area in a triangular shape, synchronously completing drilling a vertical blasting hole of a rock platform protective layer when drilling a first layer of a side wall protective layer, inserting a phi 40mm PVC pipe after drilling is completed, and timely completing system support after excavation of the side wall below a lower inflection point is completed;
(3) excavating a rock platform protective layer: after the advance support measures are completed, the following construction steps are carried out in sequence: the method comprises the steps of personalized blasting design, measurement and lofting according to the blasting design, sample frame erection and drilling, ultra-deep treatment of waste holes and hole depths, explosive charging and detonation, mucking, and rock platform cleaning, so as to finish excavation.
4. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area according to claim 3, wherein the measurement lofting according to the blasting design is as follows: setting up a layout for the rock platform excavation construction and the drilling sample frame, carrying out the measurement by adopting a total station instrument, setting out the layout according to the designed elevation and the position, and giving the elevation on the side wall at intervals of 3 m; and (4) measuring and setting out the light exploding holes one by one, determining the pile number of each hole, and marking the actual drilling depth of each hole.
5. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area according to claim 3, wherein the sample frame erection and drilling are as follows: designing the contour line positions of the upper inflection point and the lower inflection point of the rock platform and adopting a mode of erecting a steel pipe sample frame for the inclined hole of the rock platform so as to control the drilling precision; the drilling sample frame is completely erected by adopting steel pipes and consists of a supporting pipe, a guide pipe and an operation platform steel pipe, the sample frame is erected by adopting the supporting steel pipe, the guide pipe and the operation platform steel pipe in sequence, and the steel pipes are connected by adopting fasteners; the vertical smooth blasting holes and the inclined plane smooth blasting holes of the rock platform are all controlled by drilling sample frames, and the smooth blasting holes are drilled in a mode of changing drill rods for 2-3 times.
6. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area as claimed in claim 3, wherein the ultra-deep treatment of the waste hole and the hole depth comprises the following steps: the hole spacing deviation of the optical explosion holes at the position of the rock platform is not more than 3cm, the hole drilling deviation is not more than 1cm, the hole inclination deviation is not more than 3 degrees, and the hole depth deviation of the drilled holes is controlled within 3 cm; the vertical light explosion holes at the upper and lower inflection points of the same pile number position correspond to the rock platform inclined plane light explosion holes one by one; and for the waste holes and the ultra-deep parts of the drill holes with the deviation of the hole positions of the drill holes larger than an allowable value, adopting cement mortar to carry out backfill plugging 8 hours before detonation.
7. The excavation construction method for the rock anchor beam of the underground workshop of the weak broken rock area as claimed in claim 3, wherein:
the explosive charge initiation is as follows: the designed contour line positions of the upper inflection point and the lower inflection point of the rock platform and the inclined plane position of the rock platform are all blasted by adopting YT28 hand-wind drill plain; charging and networking are carried out according to the blasting design result, and the blasting is initiated after the inspection and acceptance are qualified;
the mucking is as follows: excavating and discharging the slag by adopting a back shovel to cooperate with a dump truck;
the rock platform is cleaned: after the rock platform is excavated and formed, the local loose blocks and the underexcavated parts of the rock surface are manually cleaned.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112922645A (en) * | 2021-02-26 | 2021-06-08 | 中国科学院地质与地球物理研究所 | Excavation construction method of high energy storage rock mass |
| CN112945035A (en) * | 2021-04-01 | 2021-06-11 | 中电建十一局工程有限公司 | Construction method for middle and lower layer presplitting blasting excavation of diversion tunnel |
| CN114810097A (en) * | 2022-05-27 | 2022-07-29 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining maximum fracture angle of brittle rock body in high or ultrahigh ground stress area |
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| CN111236240A (en) * | 2020-01-13 | 2020-06-05 | 中国水利水电第七工程局有限公司 | Narrow rock wall crane beam excavation method |
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| CN112922645A (en) * | 2021-02-26 | 2021-06-08 | 中国科学院地质与地球物理研究所 | Excavation construction method of high energy storage rock mass |
| CN112945035A (en) * | 2021-04-01 | 2021-06-11 | 中电建十一局工程有限公司 | Construction method for middle and lower layer presplitting blasting excavation of diversion tunnel |
| CN112945035B (en) * | 2021-04-01 | 2023-12-05 | 中电建十一局工程有限公司 | Construction method for pre-splitting blasting excavation of middle and lower layers of diversion tunnel |
| CN114810097A (en) * | 2022-05-27 | 2022-07-29 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining maximum fracture angle of brittle rock body in high or ultrahigh ground stress area |
| CN114810097B (en) * | 2022-05-27 | 2023-04-18 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining maximum fracture angle of brittle rock body in high or ultrahigh ground stress area |
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Application publication date: 20201211 |