CN114320303A - Method for excavating vertical shaft flood discharge tunnel body support - Google Patents
Method for excavating vertical shaft flood discharge tunnel body support Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 29
- 239000010410 layer Substances 0.000 claims abstract description 87
- 238000010276 construction Methods 0.000 claims abstract description 73
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 239000011241 protective layer Substances 0.000 claims abstract description 4
- 238000005422 blasting Methods 0.000 claims description 55
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 34
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- 238000011010 flushing procedure Methods 0.000 claims description 3
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Abstract
The invention provides a method for excavating a tunnel body support of a vertical shaft flood discharge tunnel, which comprises the following steps: step 1: the method comprises the steps of designing a shaft flood discharge tunnel body in advance to be excavated and layered, and dividing the shaft flood discharge tunnel body into an upper layer, a middle layer and a lower layer; the lower layer of the tunnel body of the shaft flood discharge tunnel is a bottom plate protective layer; step 2: dividing the upper-layer hole body into a middle section and left and right sides, excavating the middle section of the upper-layer hole body, and then excavating the left and right sides of the upper-layer hole body; then carrying out support construction on the excavated upper-layer hole body; and step 3: excavating the middle layer hole body; then carrying out support construction on the dug middle-layer hole body; and 4, step 4: excavating the lower-layer hole body; and then carrying out supporting construction on the excavated lower-layer tunnel body. The design of the shaft body of the shaft flood discharge tunnel and the excavation supporting method are provided through the arrangement, and the adaptive construction requirements of more different terrains are met.
Description
Technical Field
The invention belongs to the technical field of flood discharge tunnel building construction, and particularly relates to a method for excavating a tunnel body support of a vertical shaft flood discharge tunnel.
Background
The flood storage capacity of a reservoir is not endless, the water volume in the reservoir area can rapidly increase in the flood season, and the water in the reservoir must be drained in time in order to ensure the safety of a dam.
Besides regulating the water quantity by controlling the opening of a gate on a spillway, the method also has another special flood discharging mode, namely a flood discharging tunnel.
The flood discharge hole can not regulate water quantity, when the water in the reservoir reaches a certain height, the water can overflow into the hole with the horn mouth, so as to ensure that the water in the reservoir area can not exceed the height of the flood discharge hole all the time. Its structure is also very simple, and the hole is directly communicated with downstream of dam.
Along with the construction of large-scale water conservancy and hydropower engineering in southwest areas of China, engineering characteristics such as 'high water head, large flow, narrow river valley' and the like are outstanding, and the discharge capacity is large under general conditions. In order to meet the requirement of flood discharge flow and increase the flexibility of flood discharge, flood discharge holes are arranged in mountain bodies at both sides in many projects to participate in flood discharge. In order to meet the condition of water intake at the inlet, the inlet of a common flood discharge tunnel is provided with a shore tower type water inlet tower structure, an accident access door is arranged in the water inlet tower, and the door machine at the top of the tower is utilized to open and close.
In consideration of the compactness of a hub arrangement pattern, the flood discharge hole axis at the inlet part of the flood discharge hole is generally in oblique crossing with the natural terrain, and the common arrangement form of the flood discharge hole water inlet tower mainly comprises an independent water inlet tower and a side-by-side water inlet tower, and is mainly characterized in that:
(1) independent water inlet tower structure
The independent water inlet tower structure is characterized in that a relatively independent water inlet tower is uniformly distributed at the inlet of each flood discharge tunnel, and a set of door machine is required to be arranged at the top of each water inlet tower to meet the opening and closing requirements of the accident access door. Because the water inlet towers are mutually independent, the range of the single water inlet tower foundation is smaller, the corresponding water inlet tower foundation slope height is lower, the excavation supporting engineering quantity is relatively less, but a plurality of sets of portal crane equipment are required to be equipped, and the portal crane equipment investment is obviously increased.
(2) Side-by-side water inlet tower structure
The side-by-side water inlet tower structure is characterized in that the water inlet towers of the flood discharge tunnel are arranged side by side to form a whole, a door machine track is laid at the top, all accident access doors share one door machine, so that the engineering investment can be relatively saved, the operation management of the door machines and the accident access doors is facilitated, however, the water inlet towers are arranged side by side, the water inlet tower foundation range is large, the corresponding water inlet tower foundation side slope height is high, and the excavation supporting engineering quantity is relatively large.
Disclosure of Invention
The invention provides a method for excavating a shaft flood discharge tunnel body support in order to meet different terrain requirements, provides a method for designing a shaft flood discharge tunnel body and excavating a support, and meets the adaptive construction requirements of more different terrains.
The specific implementation content of the invention is as follows:
the invention provides a method for excavating a tunnel body support of a vertical shaft flood discharge tunnel, which comprises the following steps:
step 1: the method comprises the steps of designing a shaft flood discharge tunnel body in advance to be excavated and layered, and dividing the shaft flood discharge tunnel body into an upper layer, a middle layer and a lower layer; the lower layer of the tunnel body of the shaft flood discharge tunnel is a bottom plate protective layer;
step 2: dividing the upper-layer hole body into a middle section and left and right sides, excavating the middle section of the upper-layer hole body, and then excavating the left and right sides of the upper-layer hole body; then carrying out support construction on the excavated upper-layer hole body;
and step 3: excavating the middle layer hole body; then carrying out support construction on the dug middle-layer hole body;
and 4, step 4: excavating the lower-layer hole body; and then carrying out supporting construction on the excavated lower-layer tunnel body.
In order to better implement the present invention, further, the specific operations of step 2 are:
step 2.1: excavating the middle section of the upper layer hole body by adopting full-section smooth blasting construction;
step 2.2: adopting smooth blasting construction to excavate the left side and the right side of the upper layer hole body;
step 2.3: and after the middle section and the left and right sides of the upper-layer tunnel body are dug, performing supporting construction.
In order to better implement the invention, further, in step 2.1, when the middle section of the upper-layer hole body is subjected to full-section smooth blasting construction, blasting holes are parallel to the axis of the hole, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last auxiliary eye, peripheral eye and bottom eye.
In order to better implement the invention, further, in step 2.2, when smooth blasting construction is performed on the left side and the right side of the upper-layer hole body, blasting holes are parallel to the axis of the hole, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last to dig the slot hole, assist the hole, circumference hole, end hole.
In order to better implement the method, in step 2.1, the middle section of the upper-layer hole body is excavated by advancing by 80m, and then, in step 2.2, the left and right sides of the upper-layer hole body are excavated.
In order to better implement the present invention, further, the specific operations of step 3 are:
step 3.1: adopting pre-splitting blasting construction to form excavation contour lines on the side walls at the two sides of the middle layer hole body;
step 3.2: excavating the middle section of the middle layer hole body by adopting stepped differential blasting construction;
step 3.3: and carrying out supporting construction on the middle-layer hole body after the excavation construction is finished.
In order to better implement the method, further, when presplitting blasting is adopted in the step 3.1, the hole distance of the presplitting holes is 80cm, and the distance between the presplitting holes and the buffer holes is 1.8 m;
when the bench blasting construction is adopted in the step 3.2, the bench blasting hole is a main blasting hole of presplitting blasting
In order to better implement the present invention, further, the specific operations of step 4 are:
step 4.1: adopting horizontal light blasting hole construction to carry out excavation construction on the lower-layer hole body;
step 4.2: and carrying out supporting construction on the excavated lower-layer tunnel body.
In order to better implement the invention, further, the concrete operation flow for the supporting construction is as follows:
firstly, measuring and lofting, and arranging holes according to design;
secondly, drilling according to hole distribution design;
then, the drilled hole is flushed by blowing air and water flushing;
then, grouting is carried out in the drill hole;
then, inserting the anchor rod into the grouted drill hole;
and finally, completing the construction of the support frame.
In order to realize the present invention more preferably, the construction distance of the corresponding face does not exceed 20m after the construction of the timbering.
The invention has the following beneficial effects:
the invention provides a construction excavation and supporting method of a shaft type flood discharge tunnel, which is used for meeting construction requirements of different terrains.
Drawings
FIG. 1 is a schematic view of a supporting construction process;
fig. 2 is a schematic view of the operation of the bolting apparatus.
Detailed Description
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it should be understood that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and therefore should not be considered as a limitation to the scope of protection. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Example 1:
the embodiment provides a method for supporting and excavating a body of a vertical shaft flood discharge tunnel, which comprises the following steps:
step 1: the method comprises the steps of designing a shaft flood discharge tunnel body in advance to be excavated and layered, and dividing the shaft flood discharge tunnel body into an upper layer, a middle layer and a lower layer; the lower layer of the tunnel body of the shaft flood discharge tunnel is a bottom plate protective layer; the height of the upper layer hole body is about 8-9 m, the height of the middle layer hole body is about 5-6 m, and the height of the lower layer hole body is about 2-3 m.
Step 2: dividing the upper-layer hole body into a middle section and left and right sides, excavating the middle section of the upper-layer hole body, and then excavating the left and right sides of the upper-layer hole body; then carrying out support construction on the excavated upper-layer hole body;
and step 3: excavating the middle layer hole body; then carrying out support construction on the dug middle-layer hole body;
and 4, step 4: excavating the lower-layer hole body; and then carrying out supporting construction on the excavated lower-layer tunnel body.
Example 2:
in this embodiment, on the basis of the above embodiment 1, in order to better implement the present invention, further, the specific operations of step 2 are:
step 2.1: excavating the middle section of the upper layer hole body by adopting full-section smooth blasting construction;
step 2.2: adopting smooth blasting construction to excavate the left side and the right side of the upper layer hole body;
step 2.3: and after the middle section and the left and right sides of the upper-layer tunnel body are dug, performing supporting construction.
Further, in the step 2.1, when the middle section of the upper-layer hole body is subjected to full-section smooth blasting construction, blasting holes are parallel to the axis of the hole, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last auxiliary eye, peripheral eye and bottom eye.
The specific parameters are shown in the following table 1:
TABLE 1 blasting parameter table of upper tunnel middle section
Further, in the step 2.2, when smooth blasting construction is performed on the left side and the right side of the upper layer hole body, blasting holes are parallel to the axis of the hole, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last to dig the slot hole, assist the hole, circumference hole, end hole.
The specific blasting parameters are shown in table 2 below:
TABLE 2 blasting parameters of the left and right sides of the upper tunnel
Further, in the step 2.1, the middle section of the upper-layer hole body is excavated by advancing by 80m, and then the step 2.2 is performed to excavate the left side and the right side of the upper-layer hole body.
Other parts of this embodiment are the same as those of embodiment 1, and thus are not described again.
Example 3:
in this embodiment, on the basis of any one of the above embodiments 1-2, in order to better implement the present invention, further, the specific operation of step 3 is:
step 3.1: adopting pre-splitting blasting construction to form excavation contour lines on the side walls at the two sides of the middle layer hole body;
step 3.2: excavating the middle section of the middle layer hole body by adopting stepped differential blasting construction;
step 3.3: and carrying out supporting construction on the middle-layer hole body after the excavation construction is finished.
Further, when presplitting blasting is adopted in the step 3.1, the hole distance of the presplitting holes is 80cm, and the distance between the presplitting holes and the buffer holes is 1.8 m;
and 3.2, when the bench blasting construction is adopted, the bench blasting hole is a main blasting hole of presplitting blasting.
The specific presplitting blasting parameters are shown in the following table 3:
TABLE 3 parameters of the presplitting blasting
The specific parameters of the bench differential blasting construction are shown in the following table 4:
TABLE 4 parameters of the stepped differential blasting
Other parts of this embodiment are the same as any of embodiments 1-2 described above, and thus are not described again.
Example 4:
in this embodiment, on the basis of any one of the above embodiments 1 to 3, in order to better implement the present invention, further, the specific operation of step 4 is:
step 4.1: adopting horizontal light blasting hole construction to carry out excavation construction on the lower-layer hole body;
step 4.2: and carrying out supporting construction on the excavated lower-layer tunnel body.
Other parts of this embodiment are the same as any of embodiments 1 to 3, and thus are not described again.
Example 5:
in this embodiment, based on any one of the above embodiments 1 to 4, as shown in fig. 1 and 2, in order to better implement the present invention, further, a specific operation flow for performing the supporting construction includes:
firstly, measuring and lofting, and arranging holes according to design;
secondly, drilling according to hole distribution design;
then, the drilled hole is flushed by blowing air and water flushing;
then, grouting is carried out in the drill hole;
then, inserting the anchor rod into the grouted drill hole;
and finally, completing the construction of the support frame.
The working principle is as follows: construction preparation: measuring and lofting, arranging holes according to design, and marking the positions of anchor rod holes on the rock wall by using red paint; the three-arm drill, the YT-28 drilling machine and the constructor are ready; the wind, water and electricity are connected, the air compressor is started to supply air, the water pump is started to supply water, and the power supply is started to provide illumination.
Drilling construction: drilling the anchor rod by using a three-arm drill and a YT-28 drilling machine; the hole diameter of the mortar anchor rod is larger than the diameter of the anchor rod, and the requirement of construction drawings is met. When the construction drawing is not specified, the diameter of the drill bit is more than 15mm larger than that of the anchor rod for grouting.
And (3) mounting and grouting of an anchor rod: before the anchor rod is installed or grouted, high-pressure wind and water are used to wash the anchor rod hole to ensure no stone powder left in the hole. Grouting by adopting a professional high-pressure grouting pump; the inserted bar is manually matched with the inserted bar of a crane, and finally a backing plate is installed and is firmly fixed by a nut. In order to ensure the grouting quality effect, the grouting process of the anchor rod is determined by a grouting compactness experiment.
As for the inserted link: the grouting pipe is inserted to a position 50-100 mm away from the bottom of the hole, the grouting pipe is slowly pulled out at a constant speed along with the injection of mortar, and the rod is inserted immediately after the mortar is fully injected.
Other parts of this embodiment are the same as any of embodiments 1 to 4, and thus are not described again.
Example 6:
in this embodiment, in addition to any one of embodiments 1 to 5, in order to further improve the present invention, the working distance of the face corresponding to the delay of the timbering work is not more than 20m at the time of the timbering work.
The working principle is as follows:
the principle of the system support of the tunnel body is that the system support closely follows a tunnel face, in a better surrounding rock tunnel section, in order to accelerate the construction progress, the system support can lag the tunnel face for a certain distance, and in principle, the system support does not exceed 20m, can be unfolded and excavated to be operated in parallel, but the longer distance of the tunnel face after the system support lags should be avoided.
Other parts of this embodiment are the same as any of embodiments 1 to 5, and thus are not described again.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and all simple modifications and equivalent variations of the above embodiments according to the technical spirit of the present invention are included in the scope of the present invention.
Claims (10)
1. A method for supporting and excavating a shaft body of a vertical shaft flood discharge tunnel is characterized by comprising the following steps:
step 1: the method comprises the steps of designing a shaft flood discharge tunnel body in advance to be excavated and layered, and dividing the shaft flood discharge tunnel body into an upper layer, a middle layer and a lower layer; the lower layer of the tunnel body of the shaft flood discharge tunnel is a bottom plate protective layer;
step 2: dividing the upper-layer hole body into a middle section and left and right sides, excavating the middle section of the upper-layer hole body, and then excavating the left and right sides of the upper-layer hole body; then carrying out support construction on the excavated upper-layer hole body;
and step 3: excavating the middle layer hole body; then carrying out support construction on the dug middle-layer hole body;
and 4, step 4: excavating the lower-layer hole body; and then carrying out supporting construction on the excavated lower-layer tunnel body.
2. The method for excavating the shaft spillway tunnel body support according to claim 1, wherein the concrete operation of the step 2 is as follows:
step 2.1: excavating the middle section of the upper layer hole body by adopting full-section smooth blasting construction;
step 2.2: adopting smooth blasting construction to excavate the left side and the right side of the upper layer hole body;
step 2.3: and after the middle section and the left and right sides of the upper-layer tunnel body are dug, performing supporting construction.
3. The shaft flood discharge tunnel body support excavation method of claim 2, wherein in the step 2.1, when full-face smooth blasting construction is performed on the middle section of the upper layer tunnel body, blasting holes are parallel to the tunnel axis, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last auxiliary eye, peripheral eye and bottom eye.
4. The shaft flood discharge tunnel body support excavation method of claim 2, wherein in the step 2.2, when smooth blasting construction is performed on the left side and the right side of the upper layer tunnel body, blasting holes are parallel to the tunnel axis, and the distance between the peripheral holes is 40 cm; the distance between the auxiliary eyes arranged in the inner rings of the peripheral eyes is 78-80 cm; the bottom holes are slag turning blast holes, and the distance is 70-80 cm;
the peripheral holes are filled with bamboo chips at intervals and are connected through detonating cords, and the filling amount is 20% of the depth of the blast hole;
the loading of the auxiliary hole is 60% of the depth of the blast hole;
the charge of the bottom hole is 80% of the depth of the blast hole;
the blasting sequence is from first to last to dig the slot hole, assist the hole, circumference hole, end hole.
5. The method for excavating the shaft spillway tunnel body support of claim 2, 3 or 4, wherein in the step 2.1, the middle excavation of the upper-layer tunnel body is advanced by 80m, and then the step 2.2 of excavating the left side and the right side of the upper-layer tunnel body is carried out.
6. The method for excavating the shaft spillway tunnel body support according to claim 1, wherein the concrete operation of the step 3 is as follows:
step 3.1: adopting pre-splitting blasting construction to form excavation contour lines on the side walls at the two sides of the middle layer hole body;
step 3.2: excavating the middle section of the middle layer hole body by adopting stepped differential blasting construction;
step 3.3: and carrying out supporting construction on the middle-layer hole body after the excavation construction is finished.
7. The method for excavating the body support of the shaft flood discharge tunnel according to claim 6, wherein when the pre-splitting blasting is adopted in the step 3.1, the hole distance of the pre-splitting holes is 80cm, and the distance from the buffer holes is 1.8 m;
and 3.2, when the bench blasting construction is adopted, the bench blasting hole is a main blasting hole of presplitting blasting.
8. The method for excavating the shaft spillway tunnel body support according to claim 1, wherein the specific operation of the step 4 is as follows:
step 4.1: adopting horizontal light blasting hole construction to carry out excavation construction on the lower-layer hole body;
step 4.2: and carrying out supporting construction on the excavated lower-layer tunnel body.
9. The method for excavating the shaft spillway tunnel body support of claim 1, 2, 3, 4, 6, 7 or 8, wherein the concrete operation flow for performing the support construction is as follows:
firstly, measuring and lofting, and arranging holes according to design;
secondly, drilling according to hole distribution design;
then, the drilled hole is flushed by blowing air and water flushing;
then, grouting is carried out in the drill hole;
then, inserting the anchor rod into the grouted drill hole;
and finally, completing the construction of the support frame.
10. The method for excavating the shaft flood discharge tunnel body support according to claim 9, wherein the construction distance of the corresponding tunnel face does not exceed 20m after the construction of the support.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115828757A (en) * | 2022-12-12 | 2023-03-21 | 福建中锐汉鼎数字科技有限公司 | Flood discharge hysteresis characteristic construction and selection method for basin water level prediction |
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