CN114855809A - Hard rock excavation method - Google Patents
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- CN114855809A CN114855809A CN202210691698.0A CN202210691698A CN114855809A CN 114855809 A CN114855809 A CN 114855809A CN 202210691698 A CN202210691698 A CN 202210691698A CN 114855809 A CN114855809 A CN 114855809A
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- 239000011435 rock Substances 0.000 title claims abstract description 100
- 238000009412 basement excavation Methods 0.000 title claims abstract description 95
- 238000000034 method Methods 0.000 title claims abstract description 67
- 238000005553 drilling Methods 0.000 claims abstract description 63
- 238000010276 construction Methods 0.000 claims abstract description 22
- 238000004140 cleaning Methods 0.000 claims abstract description 15
- 239000012634 fragment Substances 0.000 claims abstract description 14
- 238000005422 blasting Methods 0.000 abstract description 7
- 101150054854 POU1F1 gene Proteins 0.000 description 9
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B1/00—Percussion drilling
- E21B1/38—Hammer piston type, i.e. in which the tool bit or anvil is hit by an impulse member
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F3/00—Dredgers; Soil-shifting machines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/30—Auxiliary apparatus, e.g. for thawing, cracking, blowing-up, or other preparatory treatment of the soil
- E02F5/305—Arrangements for breaking-up hard ground
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- Geochemistry & Mineralogy (AREA)
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Abstract
The invention provides a hard rock excavation method, which mainly comprises the steps of utilizing a down-the-hole hammer drill to carry out dense drilling in a current designated area, utilizing a hydraulic breaking hammer to carry out impact breaking on the dense drilling area after the dense drilling is finished, utilizing an excavator to clean fragments in an impact breaking area after the impact breaking is finished, carrying out groove expanding operation along the periphery of a formed excavation groove after the cleaning is finished, realizing transverse breaking excavation of hard rock in a foundation pit range along with the continuous operation of the groove expanding operation, and repeating the transverse breaking excavation process again if the depth of the excavation design of the foundation pit is not reached after one-time transverse breaking excavation so as to realize the longitudinal excavation of a hard rock stratum. Under the subway station construction environment without blasting construction conditions, the method can realize the high-efficiency crushing of hard rocks and further shorten the subway station construction period.
Description
Technical Field
The invention relates to the technical field of subway construction and construction, in particular to a hard rock excavation method.
Background
In some cities with developed economy and large population density, a subway is often built underground to buffer traffic pressure, and according to urban planning, a subway station is generally selected to be built in main passenger flow distribution points such as residential areas and commercial areas, so that convenience is brought to citizens to go out. At present, in the technical field of subway construction, an open cut construction method is often adopted for construction of a subway station, namely, excavation is directly started from the ground downwards during construction of the subway station, and finally a foundation pit capable of constructing the subway station is formed. In above-mentioned foundation ditch excavation process, when meetting the hard rock stratum, if according to peripheral geological environment, can use the blasting mode to carry out hard rock breakage, then generally all utilize the blasting method to realize the broken excavation of hard rock, when according to peripheral geological environment, when the mode of disallowing to use the blasting carries out hard rock breakage, the constructor generally adopts to dig soon and digs to excavate hard rock, because of the hardness of hard rock is higher, lead to digging soon to dig when boring hard rock, the excavation carries out very slowly to subway station construction cycle has been prolonged greatly. Therefore, under the condition that the hard rock is broken without using a blasting mode, how to realize the efficient breaking and excavation of the hard rock so as to shorten the construction period of the subway station is an urgent problem to be solved.
Disclosure of Invention
The invention aims to provide a hard rock excavation method, which can realize high-efficiency crushing of hard rock and further shorten the construction period of a subway station under the subway station construction environment without blasting construction conditions.
The technical scheme adopted by the invention for solving the technical problems is as follows: a hard rock excavation method comprises the following construction steps:
s1, selecting drilling equipment, excavating and cleaning equipment and crushing equipment, wherein the diameter of a drill rod of the drilling equipment is phi 1, the excavating and cleaning equipment is an excavator, the crushing equipment is a hydraulic crushing hammer, the front end of a drill rod of the hydraulic crushing hammer is conical, the diameter of the drill rod is larger than the diameter phi 1 of the drill rod by delta phi, and the delta phi is larger than or equal to 1mm and smaller than or equal to 2 mm;
s2, a worker delimits a square area on the surface of the hard rock stratum, wherein the square area is matched with the size of a bucket of the excavator, so that the bucket can penetrate into the square area when the bucket is used for excavating the square area;
s3, carrying out intensive drilling operation in a square area by using the drilling equipment, wherein the drilling depth is H, the distance between two adjacent first drilled holes formed by drilling is L, and L is more than or equal to 20cm and less than or equal to 40 cm;
s4, after the drilling equipment completes the intensive drilling task in the square area, crushing hard rocks in the square area by using a hydraulic crushing hammer; during crushing operation, firstly, a propping crushing process is carried out, and the propping crushing process is as follows: the position of the hydraulic breaking hammer is controlled, so that the drill rod can be aligned to the hole opening of each drill hole one by one to impact continuously, and the drill rod is larger than the inner diameter of the drill hole, so that the side wall of the drill hole is burst and broken when the drill rod impacts the drill hole; after finishing the cracking and crushing operation of all drill holes, carrying out secondary crushing by using a hydraulic crushing hammer, wherein the secondary crushing process comprises the following steps: the hydraulic breaking hammer is controlled to enable the drill rod to continuously and repeatedly impact the propped and broken hard rock, and the upper rock stratum in the square area is broken in the repeated impact process;
s5, after the crushing work is finished, a cleaning process is carried out, namely, an excavator is used for cleaning rock fragments formed after crushing;
s6, after the rock fragments are cleaned, sequentially and circularly repeating the expanding and crushing process, the secondary crushing process and the step S5 in the step S4 until the excavation depth of the square area reaches the drilling depth H;
s7, after the excavation of the H depth of the square area is completed, forming an excavation groove in the square area, and after the excavation groove is formed, performing groove expanding operation, wherein the groove expanding operation flow is as follows: drilling one or two rows of second drill holes at the periphery of the excavation groove by using drilling equipment, wherein the depth of the second drill holes is the same as that of the first drill holes, the distance between the center of each second drill hole and the side wall of the excavation groove is L1, L1 is more than or equal to 20cm and less than or equal to 30cm, the distance between every two adjacent second drill holes is L2, and L2 is more than or equal to 30cm and less than or equal to 50 cm; after drilling is completed, sequentially and circularly repeating the opening crushing process, the secondary crushing process and the step S5 in the step S4 until the groove expanding depth reaches the drilling depth H;
s8, after the first slot expanding operation flow is completed, repeatedly and circularly performing the slot expanding operation flow in the step 7 until the first transverse crushing excavation of the hard rock in the excavation range is realized;
and S9, when the first horizontal crushing excavation work of the hard rock is finished and the longitudinal depth of the hard rock excavation required by the foundation pit is not reached, sequentially and circularly repeating the steps S2-S9, so that the longitudinal crushing excavation of the hard rock is realized, and when the requirement of the excavation depth of the foundation pit is reached, the continuous excavation of the hard rock is stopped, so that the whole excavation process of the hard rock in the foundation pit is completed.
Preferably, when the depth H1 of the hard rock to be excavated is less than the depth H of the drill hole during the whole excavation process, the depth of the drill hole may be set to H1.
Furthermore, the numerical range of the drilling depth H is more than or equal to 80cm and less than or equal to 100 cm.
Preferably, the drilling apparatus is a down-the-hole hammer drill.
Preferably, the value of Φ 1 is 12mm and the diameter of the drill rod of the hydraulic breaking hammer is 13 mm.
The invention has the beneficial effects that: when the method is used for carrying out rock crushing, the method has no vibration influence on the surrounding geological environment, so that the method can replace a blasting mode to carry out hard rock crushing and excavation, can ensure the smooth operation of subway construction, and can relatively effectively shorten the subway construction period; when the hydraulic breaking hammer is used for carrying out fracture breaking of the drill hole, the diameter of the drill rod is 1-2 mm larger than that of the drill hole, when the drill rod impacts the drill hole, the drill rod can be guaranteed to be smoothly extruded into the drill hole, after the drill rod is smoothly extruded into the drill hole, the side wall of the drill hole is extruded and broken through the side wall of the drill rod, when the fracture breaking of the drill hole is carried out, the inner side and the outer side of the side wall of the drill hole are in a hollow state, so that when the drill rod breaks the side wall, a release space is provided for breaking the side wall, and the side wall of the drill hole is favorably moved outwards to break; after the broken flow of propping up splits is accomplished, bore the hard rock stratum region that has a plurality of drilling and form a fretwork region, when the reuse borer pole strikes the fretwork region and breaks, because of there is hard rock dislocation removal space in the fretwork region to can make the borer pole very easy realization fretwork of hard rock in the fretwork region once more, the broken back of accomplishing of hard rock, utilize the excavator to carry out the clearance of rock fragment, accomplish the hard rock excavation work in a stage then.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are part of the preferred embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic diagram of a foundation pit excavated in subway station construction;
FIG. 2 is a schematic view of a state after densely drilling holes in a square area;
FIG. 3 is a schematic view of the state after drilling holes around the excavated slot during slot expanding operation;
FIG. 4 is a schematic view of the drill rod about to enter the borehole;
FIG. 5 is an enlarged view taken at A in FIG. 4;
FIG. 6 is a schematic view of the drill rod entering the borehole;
FIG. 7 is an enlarged view of FIG. 6 at B;
fig. 8 is a schematic view showing a state where upper hard rock in a square region is primarily crushed;
in the figure: 1 digging a foundation pit, 2 hard rock layers, 21 square areas, 211 a first drilling hole, 22 digging grooves, 23 a second drilling hole, 24 rock fragments, 3 hydraulic breaking hammers, 31 drill rods and 101 cracks.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the specific embodiments and accompanying drawings 1 to 8, and it is obvious that the described embodiments are only a part of the preferred embodiments of the present invention, and not all embodiments. Those skilled in the art can make similar modifications without departing from the spirit of the invention, and therefore the invention is not limited to the specific embodiments disclosed below.
The invention provides a hard rock excavation method, which comprises the following construction steps:
s1, selecting drilling equipment, excavating and cleaning equipment and crushing equipment, wherein the types of the drilling equipment are more in the technical field of rock drilling at present, and in order to meet the construction progress of the method, the drilling equipment is selected to be a down-the-hole hammer drilling machine which adopts hydraulic power to perform drilling operation, so that the drilling depth is large, and the drilling operation efficiency is high; the excavation cleaning equipment is common excavator in the market, the crushing equipment is hydraulic breaking hammer 3, the hydraulic breaking hammer 3 adopts hydraulic power to carry out impact crushing, the impact crushing strength is high, the crushing efficiency is high, the hydraulic breaking hammer 3 generally adopts an excavator mechanism matched with the hydraulic breaking hammer 3 to carry out crushing operation, the diameter of a drill rod of a down-the-hole hammer drill is set to be phi 1, the front end of a drill rod 31 of the hydraulic breaking hammer 3 is conical, the diameter of the drill rod 31 is larger than the diameter phi 1 by delta phi, the diameter of the drill rod 31 is larger than or equal to 1mm and smaller than or equal to 2mm, in the specific embodiment, the value of phi 1 can be set to be 12mm, the value of delta phi is set to be 1mm, and the diameter of the drill rod 31 is 13mm after the value of delta phi is set to be 1 mm; after the equipment is selected, the relevant equipment is allocated to the position near the foundation pit 1 which begins to be excavated, so that the hard rock stratum 2 can be quickly crushed and excavated.
S2, a worker delimits a square area 21 on the surface of the hard rock stratum 2, the square area 21 can be delimited on the surface of the hard rock stratum 2 by lime powder, and the size of the square area 21 is matched with that of a bucket of the excavator, so that the bucket can penetrate into the square area 21 when the bucket is used for excavating the square area 21. In the subsequent crushing process, the rock fragments need to be cleaned by an excavator, if the square area 21 is too small, the excavator bucket cannot penetrate into the bottom of the square area 21 when the bucket is used for cleaning the fragments in the square area 21, so that the crushed stones cannot be thoroughly cleaned, and the smooth crushing work is hindered. Therefore, when the square region 21 is defined, the square region 21 must be defined according to the size of the bucket of the excavator on site so that the square region 21 is only larger than the bucket but not smaller than the bucket.
S3, performing intensive drilling operation (as shown in FIG. 2) in the square area 21 by using the down-the-hole hammer drill, wherein the drilling depth is H, the drilling depth can be set according to engineering requirements and the drilling performance of the down-the-hole hammer drill, the general drilling depth can be kept between 80cm and H and 100cm, in the specific embodiment, the value of the drilling depth H is set to 100cm, the distance between two adjacent first drill holes 211 formed by drilling is L, and the distance between 20cm and L is less than or equal to 40 cm; in terms of the density of the drilled hole, the higher the density of the drilled hole, the easier the rock crushing by the hydraulic breaker 3 in the later period, but the higher the density of the drilled hole, the more frequent the drilling construction period is, and therefore, the value of L is set to 30cm in combination with the drilling efficiency and the easiness of crushing.
S4, after the down-the-hole hammer drill completes the intensive drilling task in the square area 21, crushing the hard rock in the square area 21 by the hydraulic crushing hammer 3; during crushing operation, firstly, a propping crushing process is carried out, and the propping crushing process is as follows: the position of the hydraulic breaking hammer 3 is controlled, so that the drill rod 31 can be aligned to each drill hole one by one to impact continuously, and because the diameter of the drill rod 31 is larger than the inner diameter of the drill hole, the side wall of the drill hole is burst and broken when the drill rod 31 impacts and enters the drill hole, and at the moment, a crack 101 can appear on the side wall of the drill hole; after finishing the propping and breaking operation of all the drill holes, the hydraulic breaking hammer 3 is utilized to carry out secondary breaking, and the secondary breaking process comprises the following steps: the hydraulic breaking hammer 3 is controlled to enable the drill rod 31 to continuously and repeatedly impact the expanded and broken hard rock, and the upper rock stratum in the square area is broken in the repeated impact process; the drill rod 31 can realize the burst and crushing principle of the side wall of the drill hole as follows: because the diameter of the drill rod 31 is about 1mm larger than the diameter of the drill hole, when the drill rod 31 impacts the drill hole, the drill rod 31 can be ensured to be smoothly extruded into the drill hole because the front end of the drill rod 31 is conical, after the drill rod 31 is smoothly extruded into the drill hole, the side wall of the drill hole is extruded and crushed by the side wall of the drill rod 31, namely, the drill hole can generate cracks 101 under the impact of the drill rod 31, and the subsequent crushing process can be conveniently realized when the rocks generate the cracks 101; in the actual crushing process, the axis of the drill rod 31 cannot be ensured to be on the same vertical line with the axis of the drill hole, so that the drill rod 31 actually keeps a certain inclination to impact and enter the drill hole, and the drill rod 31 keeps a certain inclination to impact the drill hole, so that the burst crushing effect on the drill hole can be improved; in the secondary crushing process, the principle of the drill rod 31 for realizing rock crushing is as follows: the area of the hard rock layer 2 drilled with a plurality of drill holes forms a hollow area, when the drill rod 31 is reused to impact and crush the hollow area, the hard rock moving space is staggered in the hollow area, so that the drill rod 31 can easily realize the re-crushing of the hard rock in the hollow area, and during the secondary crushing, the impact angle of the drill rod 31 is not required, and the impact and crushing can be carried out at any angle.
And S5, after the crushing work is finished, performing a cleaning process, namely digging out the rock fragments from the crushing area by using an excavator and placing the rock fragments on the broken stone transportation equipment, and further realizing the cleaning of the rock fragments in the crushing area and the cleaning and transportation of the rock fragments.
And S6, after the rock fragments are cleaned, sequentially and circularly repeating the expanding and crushing process, the secondary crushing process and the step S5 in the step S4 until the excavation depth of the square area 21 reaches the drilling depth H.
S7, after the excavation of the H depth of the square area 21 is completed, the square area 21 forms an excavation groove 22, the existence of the excavation groove 22 is equivalent to that a crushing opening is opened on the hard rock layer 2, the excavation groove 22 can be subsequently used for continuing the excavation, that is, the groove expanding operation can be performed along the periphery of the excavation groove 22, and the groove expanding operation flow is: a down-the-hole hammer drill is used for respectively drilling one row or two rows of second drill holes 23 (as shown in figure 3) on the periphery of the excavation groove 22, the depth of each second drill hole 23 is the same as that of the first drill hole 211, the distance between the center of each second drill hole 23 and the side wall of the excavation groove 22 is L1, L1 is more than or equal to 20cm and less than or equal to 30cm, the distance between every two adjacent second drill holes 23 is L2, L2 is more than or equal to 30cm and less than or equal to 50cm, and the excavation groove 22 is in a hollow state, so when the side wall rocks of the excavation groove 22 are pushed to move towards the center direction of the excavation groove 22 to be staggered, the side wall rocks are easy to crush due to no resistance. In order to improve the slot expansion efficiency, the values of L1 and L2 are set to be 25cm and 40cm, respectively; after the drilling is completed, the expanding and crushing process, the secondary crushing process and the step S5 in the step S4 are sequentially and circularly repeated until the groove expanding depth reaches the drilling depth H, which corresponds to the distance of L1+ L2 that the side wall of the excavation groove 22 is outwardly expanded.
And S8, after the first groove expanding operation process is completed, repeatedly and circularly performing the groove expanding operation process in the step 7 until the first transverse crushing excavation of the hard rock in the excavation range is realized, namely the excavation groove 22 is continuously expanded in the transverse direction, so that the transverse excavation of the hard rock layer 2 is gradually realized.
And S9, when the first horizontal crushing excavation work of the hard rock is finished and the longitudinal depth of the hard rock excavation required by the foundation pit 1 is not reached, sequentially and circularly repeating the steps S2-S9, so that the longitudinal crushing excavation of the hard rock is realized, and when the requirement of the excavation depth of the foundation pit 1 is reached, the continuous excavation of the hard rock is stopped, so that the whole excavation process of the hard rock in the foundation pit 1 is completed.
In an actual excavation process, when the depth H1 of hard rock to be excavated is smaller than the depth H of the drill hole, the depth of the drill hole may be set to H1. For example, the following steps are carried out: assuming that the excavation design depth of the foundation pit 1 is 20m, when the excavation is normally carried out to 19.5m, the excavation depth requirement is 50cm away from the hard rock stratum 2, when the hard rock stratum 2 is excavated by using the method, the drilling depth can be directly set to 50cm, the excavation depth design requirement of the foundation pit 1 can be completed by only carrying out transverse crushing excavation on the hard rock stratum once by using the method, and thus the longitudinal crushing excavation on the hard rock stratum 2 is not required to be carried out any more; when the excavation design depth of the foundation pit 1 is 20m, the hard rock stratum 2 is encountered when the excavation is normally carried out to 17.5m, the distance between the excavation depth and the hard rock stratum 2 is 2.5m, when the method is used for carrying out excavation of the hard rock stratum 2, the drilling depth is set to 1m, then the method is used for carrying out transverse crushing excavation and longitudinal crushing excavation of the hard rock stratum 2, after the second transverse crushing excavation process is finished, the distance between the excavation depth and the 20m of the foundation pit 1 is 50cm, at the moment, the third transverse crushing excavation process is required, when the third transverse crushing excavation process is carried out, the drilling depth can be directly set to 50cm, then, the transverse crushing excavation process of the hard rock stratum is carried out according to the drilling depth, and the excavation depth design requirement of the foundation pit 1 can be completed.
In addition to the technical features described in the specification, the technology is known to those skilled in the art.
While the preferred embodiments and examples of the present invention have been described in detail, it will be apparent to those skilled in the art that the invention is not limited thereto, and that various changes and modifications may be made without departing from the spirit and scope of the invention.
Claims (5)
1. The hard rock excavation method is characterized by comprising the following construction steps:
s1, selecting drilling equipment, excavating and cleaning equipment and crushing equipment, wherein the diameter of a drill rod of the drilling equipment is phi 1, the excavating and cleaning equipment is an excavator, the crushing equipment is a hydraulic crushing hammer, the front end of a drill rod of the hydraulic crushing hammer is conical, the diameter of the drill rod is larger than the diameter phi 1 of the drill rod by delta phi, and the delta phi is larger than or equal to 1mm and smaller than or equal to 2 mm;
s2, a worker delimits a square area on the surface of the hard rock stratum, wherein the square area is matched with the size of a bucket of the excavator, so that the bucket can penetrate into the square area when the bucket is used for excavating the square area;
s3, carrying out intensive drilling operation in a square area by using the drilling equipment, wherein the drilling depth is H, the distance between two adjacent first drilled holes formed by drilling is L, and L is more than or equal to 20cm and less than or equal to 40 cm;
s4, after the drilling equipment completes the intensive drilling task in the square area, crushing hard rocks in the square area by using a hydraulic crushing hammer; during crushing operation, firstly, a propping crushing process is carried out, and the propping crushing process is as follows: the position of the hydraulic breaking hammer is controlled, so that the drill rod can be aligned to the hole opening of each drill hole one by one to impact continuously, and the drill rod is larger than the inner diameter of the drill hole, so that the side wall of the drill hole is burst and broken when the drill rod impacts the drill hole; after the propping and breaking operations of all the drill holes are completed, the hydraulic breaking hammer is utilized to carry out secondary breaking, and the secondary breaking process comprises the following steps: the hydraulic breaking hammer is controlled to enable the drill rod to continuously and repeatedly impact the propped and broken hard rock, and the upper rock stratum in the square area is broken in the repeated impact process;
s5, after the crushing work is finished, a cleaning process is carried out, namely, an excavator is used for cleaning rock fragments formed after crushing;
s6, after the rock fragments are cleaned, sequentially and circularly repeating the expanding and crushing process, the secondary crushing process and the step S5 in the step S4 until the excavation depth of the square area reaches the drilling depth H;
s7, after the excavation of the H depth of the square area is completed, forming an excavation groove in the square area, and after the excavation groove is formed, performing groove expanding operation, wherein the groove expanding operation flow is as follows: drilling one or two rows of second drill holes at the periphery of the excavation groove by using drilling equipment, wherein the depth of the second drill holes is the same as that of the first drill holes, the distance between the center of each second drill hole and the side wall of the excavation groove is L1, L1 is more than or equal to 20cm and less than or equal to 30cm, the distance between every two adjacent second drill holes is L3, and L2 is more than or equal to 30cm and less than or equal to 50 cm; after drilling is completed, sequentially and circularly repeating the opening crushing process, the secondary crushing process and the step S5 in the step S4 until the groove expanding depth reaches the drilling depth H;
s8, after the first slot expanding operation flow is completed, repeatedly and circularly performing the slot expanding operation flow in the step 7 until the first transverse crushing excavation of the hard rock in the excavation range is realized;
and S9, when the first horizontal crushing excavation work of the hard rock is finished and the longitudinal depth of the hard rock excavation required by the foundation pit is not reached, sequentially and circularly repeating the steps S2-S9, so that the longitudinal crushing excavation of the hard rock is realized, and when the requirement of the excavation depth of the foundation pit is reached, the continuous excavation of the hard rock is stopped, so that the whole excavation process of the hard rock in the foundation pit is completed.
2. A method as claimed in claim 1, wherein the depth of the bore hole is set to H1 when the depth of the hard rock to be excavated H1 is less than the depth of the bore hole H during the whole excavation process.
3. The method of excavating hard rock of claim 2 wherein the depth of the borehole H is within the range 80cm H100 cm.
4. A method of hard rock excavation according to claim 1, wherein the drilling apparatus is a down-the-hole hammer drill.
5. A method of excavating a hard rock according to claim 1 wherein the value of Φ 1 is 12mm and the diameter of the drill rod of the hydraulic breaker is 13 mm.
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| CN202311348898.7A CN117418773A (en) | 2022-06-17 | 2022-06-17 | Hard rock excavation method |
| CN202210691698.0A CN114855809A (en) | 2022-06-17 | 2022-06-17 | Hard rock excavation method |
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2022
- 2022-06-17 CN CN202210691698.0A patent/CN114855809A/en active Pending
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Application publication date: 20220805 |