CN113586076A - Non-blasting excavation method for hard rock of tunnel - Google Patents
Non-blasting excavation method for hard rock of tunnel Download PDFInfo
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- CN113586076A CN113586076A CN202110885003.8A CN202110885003A CN113586076A CN 113586076 A CN113586076 A CN 113586076A CN 202110885003 A CN202110885003 A CN 202110885003A CN 113586076 A CN113586076 A CN 113586076A
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 73
- 238000000034 method Methods 0.000 title claims abstract description 58
- 239000011435 rock Substances 0.000 title claims abstract description 56
- 238000005422 blasting Methods 0.000 title claims abstract description 41
- 238000005553 drilling Methods 0.000 claims abstract description 56
- 238000010276 construction Methods 0.000 description 13
- CURLTUGMZLYLDI-UHFFFAOYSA-N Carbon dioxide Chemical compound O=C=O CURLTUGMZLYLDI-UHFFFAOYSA-N 0.000 description 4
- 230000009931 harmful effect Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 229910002092 carbon dioxide Inorganic materials 0.000 description 2
- 239000001569 carbon dioxide Substances 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000003801 milling Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000007600 charging Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 230000001627 detrimental effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
- E21D9/106—Making by using boring or cutting machines with percussive tools, e.g. pick-hammers
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- Environmental & Geological Engineering (AREA)
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- Geology (AREA)
- Earth Drilling (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
The invention provides a tunnel hard rock non-blasting excavation method, which can realize the high-efficiency excavation of complete or more complete hard rock without adopting large-scale excavation equipment such as a heading machine and the like, and is characterized by comprising the following steps: step 1, drilling contour holes along a tunnel face contour line so as to determine a tunnel excavation range, determining a position for drilling holes into grooves according to the excavation range, and then arranging and drilling a plurality of cavity expansion holes at a position close to the position; step 2, drilling a plurality of rows of guide holes between the contour holes and the cavity expanding holes; step 3, drilling slotted holes which are mutually occluded and overlapped at the determined positions for drilling the drilled holes to form the slotted holes, and finally forming a slot cavity; step 4, carrying out impact crushing on the cavity expanding hole near the groove cavity, so as to expand and dig the groove cavity; step 5, according to a certain excavation sequence, starting from a guide hole close to the expanded and excavated groove cavity, carrying out impact crushing on the guide hole by using a hydraulic crushing hammer, thereby completing excavation of a main body part rock mass; and 6, carrying out impact crushing on the contour holes.
Description
Technical Field
The invention belongs to the field of tunnel excavation construction methods, and particularly relates to a non-blasting excavation method for complete and relatively complete hard rock of a tunnel.
Technical Field
The excavation of the tunnel rock mass is usually carried out by drilling and blasting. The drilling and blasting method, i.e. the method of excavating rock by drilling, charging and blasting, has great influence on the environment due to the harmful effects of vibration, noise, dust and the like generated by the drilling and blasting method. When the surrounding environment is complex, such as near populated areas, there are strict control requirements for the detrimental effects of blasting. Therefore, the drilling and blasting method adopted in the tunnel excavation of the section needing to strictly control the blasting harmful effect can not meet the construction requirement, and a non-blasting excavation method is required.
In the most adopted tunnel non-blasting excavation methods at present, a milling excavation method is an excavation method for cutting and excavating surrounding rock on a tunnel face by combining a milling excavator with a matched excavator, has the characteristics of low vibration, low noise, good safety and the like, but is generally only used for excavating a tunnel profile or rock strata with medium and low hardness; the tunnel excavator method is an excavation method which uses special large-scale cutting equipment to shear, squeeze and crush rocks and then transport the crushed rocks out through matched transportation equipment, has the characteristics of high construction speed, smooth excavation surface and the like, but is generally only used for sections with longer tunnels and little change of geological conditions; the hydraulic impact hammer method is a method of excavating contour line peripheral holes on a tunnel face and then excavating in sections by adopting a hydraulic impact hammer carried by an excavator, is generally suitable for excavating rock strata with medium and low hardness and can generate certain vibration; the carbon dioxide cracking method is a method for breaking rocks by utilizing high-pressure shock waves generated by instantly gasifying liquid carbon dioxide, has the characteristics of low vibration and noise, but has low production efficiency and can pollute the environment.
A tunnel non-blasting excavation construction method with the patent number of CN 102392650A firstly applies a coring hole-forming method to tunnel excavation construction, and the method firstly uses a water mill drill to drill split holes in the periphery of an excavation area, then uses a drilling coring technology to excavate contour lines at the periphery of the excavation area to form a face-to-face surface, and finally splits the split holes according to a certain sequence, thereby excavating a rock mass. The method firstly utilizes a drilling splitting method to excavate the tunnel rock mass, but the number of required drilling holes is large when the face is manufactured, and the construction efficiency is influenced.
The patent number "CN 104314574A" a hard rock non-blasting excavation blocking method machine construction method ", this method utilizes the technique of coring of drilling to excavate the face outline line and form and face the empty face and utilize the drilling hole to carry out the blocking to the face, excavate the tunnel through the hydraulic pressure splitter finally, this method procedure is complicated, and under the situation that the face is great, the required drilling number is very many, influence the efficiency of construction great.
Disclosure of Invention
The invention aims to solve the problems and provides a tunnel hard rock non-blasting excavation method, which can realize the high-efficiency excavation of complete or more complete hard rock without adopting large excavation equipment such as a heading machine and the like.
In order to achieve the purpose, the invention adopts the following scheme:
the invention provides a tunnel hard rock non-blasting excavation method which is characterized by comprising the following steps: step 1, drilling contour holes by adopting a drill rod at certain intervals along a tunnel face contour line so as to determine the tunnel excavation range, determining the positions of drilling holes to form grooves according to the excavation range, and then arranging and drilling a plurality of cavity expanding holes at the positions close to the positions; step 2, drilling a plurality of rows of guide holes between the contour holes and the cavity expanding holes by using a drill rod according to a certain interval, wherein the interval between the guide holes is larger than that between the cavity expanding holes; step 3, drilling a slotted hole at the determined position for drilling the slotted hole by using a large-diameter drill bit and a matched drilling machine, and finally forming a slotted cavity with certain width and depth, wherein adjacent slotted holes are mutually occluded and overlapped; step 4, carrying out impact crushing on the cavity expanding hole near the groove cavity by adopting a hydraulic crushing hammer, so as to expand and dig the groove cavity; step 5, according to a certain excavation sequence, starting from a guide hole close to the expanded and excavated groove cavity, carrying out impact crushing on the guide hole by using a hydraulic crushing hammer, thereby completing excavation of a main body part rock mass; the excavation sequence determination method comprises the following steps: ensuring that each guide hole has an adjacent blank surface when in impact crushing; and 6, carrying out impact crushing on the contour holes.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 1, profile holes with the diameter of 42 mm-76 mm are drilled according to the interval of 0.4 m-0.8 m, and the drilling depth of the profile holes is 1 m-5 m.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in step 1, the positions where the grooves are drilled should be taken to the lowest position in the tunnel face.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 1, the position of drilling the groove is at the position 1-2 times of the distance between the guide holes from the bottom of the tunnel face.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 1, cavity expanding holes with the diameter of 42 mm-76 mm are drilled at the interval of 0.3 m-0.5 m, and the drilling depth of the cavity expanding holes is 1 m-5 m.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 1, 2-3 rows of cavity expanding holes are drilled.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 2, guide holes are drilled between the contour holes and the cavity expanding holes in a horizontal direction row by row, the diameter of each guide hole is 42-76 mm, the drilling depth is 1-5 m, and the hole spacing is 0.4-0.8 m.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in the step 3, the diameter of the grooving hole is 76 mm-150 mm, the depth is 2 m-6 m, the adjacent drilling holes are mutually meshed to form a groove cavity with the width of 0.5 m-1.5 m.
Further, the tunnel hard rock non-blasting excavation method provided by the invention can also have the following characteristics: in step 5, each guide hole is ensured to have an adjacent face when the guide hole is crushed by impact, and the distance between the guide hole and the face should not exceed 0.8 m.
Action and Effect of the invention
Determining a cavity construction position according to a tunnel face excavation range, drilling mutually-meshed grooving holes to form a groove cavity at the cavity construction position by using a large-diameter drill rod, performing impact crushing by using a cavity expansion hole and a hydraulic crushing hammer to realize expanding excavation of the groove cavity, providing a free face for impact crushing of a main rock body, greatly reducing the number of drilled holes when the free face is constructed, and effectively solving the problem of manufacturing the free face in a complete and relatively complete hard rock tunnel face by adopting the mode of performing impact crushing by using the cavity expansion hole and the hydraulic crushing hammer to perform expanding excavation of the groove cavity; furthermore, drilling guide holes outside the cavity forming position at certain intervals, drilling the guide holes by adopting a drill rod, and performing impact crushing on the guide holes by utilizing a hydraulic crushing hammer; through the method, the complete and relatively complete tunnel hard rock can be efficiently crushed and excavated, so that the purpose of crushing the rock can be achieved by using relatively small force, the rock can be directly crushed, and secondary crushing of the rock is not needed; the method effectively overcomes the unfavorable blasting effect caused by a drilling and blasting method and the problems of high excavation cost, low efficiency, environmental pollution and the like of other non-blasting excavation methods, and does not need large excavation equipment such as a heading machine, thereby meeting the requirement of performing high-efficiency tunnel excavation in construction places with strict requirements on harmful effects such as vibration, noise and the like.
In conclusion, the tunnel hard rock non-blasting excavation method provided by the invention has the advantages of high excavation efficiency, low cost, simple construction process, obvious technical advantages and good application prospect.
Drawings
FIG. 1 is a schematic structural diagram of a tunnel hard rock constructed according to a non-blasting excavation method of the tunnel hard rock in the embodiment of the invention;
FIG. 2 is a cross-sectional view of FIG. 1;
in the figure: 1-tunnel face, 2-excavation contour line, 3-contour hole, 4-slotted hole, 5-groove cavity, 6-expanded cavity hole, 7-expanded groove cavity, 8-guide hole, 9, 10, 11, 12-four stages of excavation rock mass.
Detailed Description
The following describes in detail a specific embodiment of the non-blasting excavation method for hard rock of a tunnel according to the present invention with reference to the accompanying drawings.
As shown in figure 1, the span of a hard rock section of a certain engineering tunnel is 3.9m, the height is 3.9m, and the section area is 13.58m2The technical scheme of the invention is adopted for construction, and the concrete steps are as follows:
(1) the profile holes are drilled at a certain external insertion angle along the tunnel face profile line 2 and the tunnel axis to form profile holes 3 at a certain interval, so that the tunnel excavation range is determined, in the embodiment, the aperture of each profile hole 3 is 76mm, the drilling interval is 0.5m, and the drilling footage is 4 m.
(2) According to the excavation range, the position of the third last row in the figure 1 is selected as the position for drilling and grooving, and cavity expanding holes 6 are drilled nearby the position, wherein the hole diameter of each cavity expanding hole 6 is 76mm, the hole distance is 0.4m, and the drilling footage is 4 m.
(3) The positions of the selected drilled holes in the tunnel face are drilled into slotted holes 4 by using a large-diameter drill bit and a matched drilling machine, the adjacent drilled holes are mutually occluded and overlapped, and finally slotted cavities 5 with certain width and length are formed, wherein the aperture of each slotted hole 4 is 115mm, the spacing of the drilled holes is 90mm, the drilling footage is 4m, and the width (horizontal direction in figure 1) of each slotted cavity 5 is 1.285m in the embodiment.
(3) And drilling guide holes 8 in the tunnel face by using a drill rod at certain intervals, wherein the diameter of each guide hole 8 is 76mm, the drilling intervals are 0.8m, and the drilling footage is 4 m.
(4) The cavity expanding holes 6 are impacted and crushed by using the hydraulic breaking hammers in a certain sequence, so that the groove cavities are expanded and dug to form expanded and dug groove cavities 7 shown by dotted line rectangular frames in figure 1, the width of each expanded and dug groove cavity 7 is 1.676m, the length (in the vertical direction in figure 1) is 0.896m, the size of each hydraulic breaking hammer needs to be considered for the footage of each expanded cavity, and the next impact crushing is continued after enough space needs to be excavated for each expanded cavity hole.
(5) According to a certain sequence, starting from a guide hole 8 close to a groove cavity 7 after expanding excavation, impact crushing is carried out by using a hydraulic crushing hammer, and excavation of a main body part of rock mass is completed.
(6) The contour holes 3 are subjected to impact crushing, and in the embodiment, the undercut part where complete cracks cannot be formed between the contour holes 3 is treated by adopting a mechanical impact crushing method.
In the embodiment, the rock body is excavated by using the tensile strength and the shearing strength of the rock, which are lower than the compressive strength, and the destructive property of the rock body when the drilling impact is broken under the condition of a free face. For the drilling impact crushing footage in the step (4), the step (5) and the step (6), as shown in fig. 2, the guide hole needs to be subjected to impact crushing in the order of 9, 10, 11 and 12 due to the size limitation of the hydraulic crushing hammer.
The above embodiments are merely illustrative of the technical solutions of the present invention. The method for non-blasting excavation of the hard rock of the tunnel according to the present invention is not limited to the contents described in the above embodiments, but is subject to the scope defined by the claims. Any modification or supplement or equivalent replacement made by a person skilled in the art on the basis of this embodiment is within the scope of the invention as claimed in the claims.
Claims (9)
1. A non-blasting excavation method for hard rock of a tunnel is characterized by comprising the following steps:
step 1, drilling contour holes by adopting a drill rod at certain intervals along a tunnel face contour line so as to determine the tunnel excavation range, determining the positions of drilling holes to form grooves according to the excavation range, and then arranging and drilling a plurality of cavity expanding holes at the positions close to the positions;
step 2, drilling a plurality of rows of guide holes between the contour holes and the cavity expanding holes by using a drill rod according to a certain interval, wherein the interval between the guide holes is larger than that between the cavity expanding holes;
step 3, drilling a slotted hole at the determined position for drilling the slotted hole by using a large-diameter drill bit and a matched drilling machine, and finally forming a slotted cavity with certain width and depth, wherein adjacent slotted holes are mutually occluded and overlapped;
step 4, carrying out impact crushing on the cavity expanding hole near the groove cavity by adopting a hydraulic crushing hammer, so as to expand and dig the groove cavity;
step 5, according to a certain excavation sequence, starting from a guide hole close to the expanded and excavated groove cavity, carrying out impact crushing on the guide hole by using a hydraulic crushing hammer, thereby completing excavation of a main body part rock mass; the excavation sequence determination method comprises the following steps: ensuring that each guide hole has an adjacent blank surface when in impact crushing;
and 6, carrying out impact crushing on the contour holes.
2. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in the step 1, profile holes with the diameter of 42-76 mm are drilled at the interval of 0.4-0.8 m, and the drilling depth of the profile holes is 1-5 m.
3. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in step 1, the positions of the drilled holes and the grooves are measured at the middle lower part of the tunnel face.
4. The non-blasting excavation method for the hard rock of the tunnel according to claim 3, wherein:
in the step 1, the position of drilling the hole to form the groove is at a position 1-2 times of the distance between the guide holes from the bottom of the tunnel face.
5. The non-blasting excavation method for the hard rock of the tunnel according to claim 3, wherein:
in the step 1, cavity expanding holes with the diameter of 42-76 mm are drilled at the interval of 0.3-0.5 m, and the drilling depth of the cavity expanding holes is 1-5 m.
6. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in the step 1, 2-3 rows of cavity expanding holes are drilled.
7. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in the step 2, guide holes are drilled between the contour holes and the cavity expanding holes in a horizontal direction row by row, the diameter of each guide hole is 42-76 mm, the drilling depth is 1-5 m, and the hole spacing is 0.4-0.8 m.
8. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in the step 3, the diameter of the grooving hole is 76 mm-150 mm, the depth is 2 m-6 m, and the adjacent drilling holes are mutually occluded to form a groove cavity with the width of 0.5 m-1.5 m.
9. The non-blasting excavation method for the hard rock of the tunnel according to claim 1, characterized in that:
in step 5, adjacent blank surfaces of each guide hole are ensured to exist during impact crushing, and the distance between each guide hole and each blank surface is not more than 0.8 m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110885003.8A CN113586076A (en) | 2021-08-03 | 2021-08-03 | Non-blasting excavation method for hard rock of tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110885003.8A CN113586076A (en) | 2021-08-03 | 2021-08-03 | Non-blasting excavation method for hard rock of tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855809A (en) * | 2022-06-17 | 2022-08-05 | 山东曼凯机械化工程有限公司 | Hard rock excavation method |
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| CN109681223A (en) * | 2018-12-20 | 2019-04-26 | 中铁二局集团有限公司 | A kind of hard rock stratum tunnel non-explosive excavation construction method |
| CN109736825A (en) * | 2018-12-24 | 2019-05-10 | 中铁三局集团有限公司 | Super hard rock tunnel water drilling cooperates hydraulic splitting excavation construction method |
| CN112610224A (en) * | 2021-01-07 | 2021-04-06 | 云南路桥股份有限公司 | Steep wall tunnel core hole digging construction process |
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2021
- 2021-08-03 CN CN202110885003.8A patent/CN113586076A/en not_active Withdrawn
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194200A (en) * | 2016-08-31 | 2016-12-07 | 徐州徐工基础工程机械有限公司 | A kind of efficient construction of hard rock tunnel |
| CN108240227A (en) * | 2018-01-24 | 2018-07-03 | 贵州桥梁建设集团有限责任公司 | The non-explosion hydraulic pressure thunderbolt excavation method in tunnel |
| CN109026019A (en) * | 2018-08-03 | 2018-12-18 | 中水电第十工程局（郑州）有限公司 | The method that water mill bores non-blasting rock move hole excavation construction |
| CN109296378A (en) * | 2018-10-23 | 2019-02-01 | 中交二航局第二工程有限公司 | Hidden hole drilling cooperates quartering hammer digging excavation construction method |
| CN109681223A (en) * | 2018-12-20 | 2019-04-26 | 中铁二局集团有限公司 | A kind of hard rock stratum tunnel non-explosive excavation construction method |
| CN109736825A (en) * | 2018-12-24 | 2019-05-10 | 中铁三局集团有限公司 | Super hard rock tunnel water drilling cooperates hydraulic splitting excavation construction method |
| CN112610224A (en) * | 2021-01-07 | 2021-04-06 | 云南路桥股份有限公司 | Steep wall tunnel core hole digging construction process |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855809A (en) * | 2022-06-17 | 2022-08-05 | 山东曼凯机械化工程有限公司 | Hard rock excavation method |
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Application publication date: 20211102 |