CN110219666A - Method for tunnel construction and loess tunnel - Google Patents
Method for tunnel construction and loess tunnel Download PDFInfo
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- CN110219666A CN110219666A CN201910498828.7A CN201910498828A CN110219666A CN 110219666 A CN110219666 A CN 110219666A CN 201910498828 A CN201910498828 A CN 201910498828A CN 110219666 A CN110219666 A CN 110219666A
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- 238000010276 construction Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 27
- 238000002955 isolation Methods 0.000 claims abstract description 77
- 238000009412 basement excavation Methods 0.000 claims description 25
- 238000012544 monitoring process Methods 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 21
- 238000005553 drilling Methods 0.000 claims description 13
- 238000005266 casting Methods 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 4
- 210000003205 muscle Anatomy 0.000 claims description 3
- 239000002689 soil Substances 0.000 abstract description 13
- 239000010410 layer Substances 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000000243 solution Substances 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 241000208340 Araliaceae Species 0.000 description 2
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 2
- 235000003140 Panax quinquefolius Nutrition 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 235000008434 ginseng Nutrition 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention provides a kind of method for tunnel construction and loess tunnels, are related to technical field of tunnel construction, and method for tunnel construction provided by the invention is the following steps are included: judge whether spacing is less than 10m between the first tunnel and the second tunnel；If spacing is less than 10m between the first tunnel and the second tunnel, isolation pile is set between the first tunnel and the second tunnel.Method for tunnel construction provided by the invention can prevent movement load in the first tunnel from the soil property in the second tunnel being caused to loosen and collapse, and then be conducive to improve working security.
Description
Technical field
The present invention relates to technical field of tunnel construction, more particularly, to a kind of method for tunnel construction and loess tunnel.
Background technique
Parallel tunnels usually are built by existing tunnel for increased transport capacity, however are closed on train load in tunnel
It influences, the difficulty of construction of newly built tunnels increases.In addition, the Canal in Loess Area soft in soil property, small-pitch parallel tunnels construction
Safety is difficult to ensure.In practice, parallel tunnels construction lacks specific construction reference, is influenced by train operation in existing tunnel,
There are very big security risks for newly built tunnels construction.
Summary of the invention
The purpose of the present invention is to provide a kind of method for tunnel construction and loess tunnels, to reduce parallel tunnels work progress
In security risk.
In a first aspect, method for tunnel construction provided by the invention is the following steps are included: judge the first tunnel and the second tunnel
Between spacing whether be less than 10m；If spacing is less than 10m between first tunnel and second tunnel, described first
Isolation pile is set between tunnel and second tunnel.
With reference to first aspect, the present invention provides the first possible embodiments of first aspect, wherein the tunnel
Construction method include: excavate stake holes downwards from earth's surface, and make the stake holes be located at first tunnel and second tunnel it
Between；Into the stake holes, casting concrete is to form the isolation pile.
The possible embodiment of with reference to first aspect the first, second the present invention provides first aspect are possible
Embodiment, wherein the stake holes basal surface position height be lower than the second tunnel basal surface position height, and difference in height be greater than etc.
In 5m.
The possible embodiment of with reference to first aspect the first, the third the present invention provides first aspect are possible
Embodiment, wherein the position height of the isolation pile top surface is higher than the first tunnel roof position height, and difference in height is big
In equal to 5m；Alternatively, the isolation pile extends to earth's surface from the stake holes bottom.
With reference to first aspect, the present invention provides the 4th kind of possible embodiments of first aspect, wherein along described
The extending direction in one tunnel is equipped at intervals with multiple isolation piles, the distance between isolation pile described in arbitrary neighborhood range be 2m~
3m。
With reference to first aspect, the present invention provides the 5th kind of possible embodiments of first aspect, wherein the isolation
The diameter range of stake is 0.5m~1m.
With reference to first aspect, the present invention provides the 6th kind of possible embodiments of first aspect, wherein the tunnel
Construction method further include: the default extending direction along second tunnel, which is segmented, to be excavated, to form second tunnel；Wherein,
Tunnel support is carried out after the completion of one section of excavation, and carries out next section of excavation after the completion of tunnel support.
The 6th kind of possible embodiment with reference to first aspect, the 7th kind the present invention provides first aspect are possible
Embodiment, wherein the method for tunnel construction further include: according to formula u=u1-u2Calculate the deformation ginseng in second tunnel
Number；Wherein, u is deformation parameter, unit m；u1For the settling height of second tunnel top monitoring point, unit m；u2For
The settling height of the second tunnel upper earth's surface, unit m；The opposite sinking of vault is determined according to Grades of Surrounding Rock and edpth of tunnel
Ratio value；According to formula u0=ah calculates datum of deformation value；Wherein, u0For datum of deformation value, unit m；A is vault phase
To the ratio value of sinking；H is the height dimension in second tunnel, unit m；If u <u0/ 3, the excavation in second tunnel
Drilling depth range is 2.8m~3.2m；If u0/3≤u<u0/ 2, the excavation drilling depth range in second tunnel is 1.4m~1.6m；If
u0/2≤u<u02/3, the excavation drilling depth range in second tunnel is 0.7m~0.8m.
Second aspect, loess tunnel provided by the invention, comprising: the first tunnel, the second tunnel and isolation pile；Described first
Tunnel and second tunnel are along equidirectional extension, and the distance between first tunnel and second tunnel are less than 10m；
The isolation pile is arranged between first tunnel and second tunnel.
In conjunction with second aspect, the present invention provides the first possible embodiments of second aspect, wherein the isolation
Stake is formed by concreting, and the isolation pile is equipped with the second reinforcing rib of more first reinforcing ribs and Duo Gen；Described in more
First reinforcing rib is parallel to the axis of the isolation pile, and being provided at circumferentially spaced around the isolation pile；More described second add
Strengthening tendons extend along the circumferencial direction of the isolation pile respectively, and are arranged along the axially spaced-apart of the isolation pile.
The embodiment of the present invention brings following the utility model has the advantages that by judging between the first tunnel and the second tunnel whether is spacing
Less than 10m, if between the first tunnel and the second tunnel spacing be less than 10m, between the first tunnel and the second tunnel setting every
From stake, the vibration between the first tunnel and the second tunnel is obstructed by isolation pile and is transmitted, and then can prevent from transporting in the first tunnel
Dynamic loading causes the soil property in the second tunnel to loosen and collapse, and then is conducive to improve working security.
To enable the above objects, features and advantages of the present invention to be clearer and more comprehensible, preferred embodiment is cited below particularly, and cooperate
Appended attached drawing, is described in detail below.
Detailed description of the invention
Technical solution in order to illustrate more clearly of the specific embodiment of the invention or in the related technology, below will be to specific
Attached drawing needed in embodiment or description of Related Art is briefly described, it should be apparent that, it is described below
Attached drawing is some embodiments of the present invention, for those of ordinary skill in the art, before not making the creative labor
It puts, is also possible to obtain other drawings based on these drawings.
Fig. 1 is the flow chart of method for tunnel construction provided in an embodiment of the present invention；
Fig. 2 is the cross-sectional view one of loess tunnel provided in an embodiment of the present invention；
Fig. 3 is the cross-sectional view two of loess tunnel provided in an embodiment of the present invention；
Fig. 4 is the schematic diagram one in the second tunnel of loess tunnel provided in an embodiment of the present invention；
Fig. 5 is the schematic diagram two in the second tunnel of loess tunnel provided in an embodiment of the present invention；
Fig. 6 is the cross-sectional view in the second tunnel of loess tunnel provided in an embodiment of the present invention；
Fig. 7 is the schematic diagram of the isolation pile of loess tunnel provided in an embodiment of the present invention.
Icon: the first tunnel 1-；The second tunnel 2-；Monitoring point at the top of 201-；202- earth's surface monitoring point；The first side 203- prison
Measuring point；204- second side monitoring point；21- top bar；211- vault；22- gets out of a predicament or an embarrassing situation；221- inverted arch；23- Core Soil；3- isolation
Stake；The first reinforcing rib of 31-；The second reinforcing rib of 32-；321- supporting rib；322- stirrup.
Specific embodiment
Technical solution of the present invention is clearly and completely described below in conjunction with attached drawing, it is clear that described implementation
Example is a part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, ordinary skill
Personnel's every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that term " center ", "upper", "lower", "left", "right", "vertical",
The orientation or positional relationship of the instructions such as "horizontal", "inner", "outside" be based on the orientation or positional relationship shown in the drawings, merely to
Convenient for description the present invention and simplify description, rather than the device or element of indication or suggestion meaning must have a particular orientation,
It is constructed and operated in a specific orientation, therefore is not considered as limiting the invention.In addition, term " first ", " second ",
" third " is used for descriptive purposes only and cannot be understood as indicating or suggesting relative importance.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
To be mechanical connection, it is also possible to be electrically connected；It can be directly connected, can also can be indirectly connected through an intermediary
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood at this with concrete condition
Concrete meaning in invention.
Embodiment one
As depicted in figs. 1 and 2, method for tunnel construction provided in an embodiment of the present invention, comprising the following steps: judge the first tunnel
Whether spacing is less than 10m between road 1 and the second tunnel 2；If spacing is less than 10m between the first tunnel 1 and the second tunnel 2,
Isolation pile 3 is set between first tunnel 1 and the second tunnel 2.
Specifically, the first tunnel 1 is original tunnel, and the second tunnel 2 is the newly built tunnels parallel with the first tunnel 1；Alternatively,
First tunnel 1 and the second tunnel 2 are the newly built tunnels of concurrent construction.When distance is less than between the first tunnel 1 and the second tunnel 2
When 10m, the vibration that movement load generates in the first tunnel 1 is transferred in the second tunnel 2, thus easily causes the second tunnel in construction
Road 2 collapses.By taking the soft Canal in Loess Area of soil property as an example, when distance is less than 10m between the first tunnel 1 and the second tunnel 2, then the
By pouring or pre-buried isolation pile 3 between one tunnel 1 and the second tunnel 2, and prolong the axis of isolation pile 3 along plummet direction
It stretches, to be supported by isolation pile 3 to soil between the first tunnel 1 and the second tunnel 2, to avoid in the first tunnel 1
The soil property that movement load causes the second tunnel 2 loosens.
In embodiments of the present invention, method for tunnel construction includes: to excavate stake holes downwards from earth's surface, and stake holes is made to be located at first
Between tunnel 1 and the second tunnel 2；Into stake holes, casting concrete is to form isolation pile 3.Specifically, the first tunnel 1 and the second tunnel
Multiple stake holes are excavated at interval between road 2, and pour isolation pile 3 respectively in multiple stake holes；The isolation pile 3 formerly poured gradually coagulates
Gu so that preset structure intensity is gradually approached, when the isolation pile 3 when formerly pour reaches the 70% of preset structure intensity, with one
Set a distance is that next stake holes is excavated at interval, and constructs isolation pile 3 by concreting.
Further, stake holes basal surface position height is lower than 2 basal surface position height of the second tunnel, and difference in height is more than or equal to
5m.Wherein, after the completion of stake holes excavation, surface dust inside stake holes, and the casting concrete into stake holes is removed, isolation pile thus can be made
3 basal surface position is lower than 2 basal surface position of the second tunnel.Along plummet direction, the lower end of isolation pile 3 is lower than 2 bottom surface of the second tunnel, and
Distance is more than or equal to 5m, increases isolation pile 3 and pours depth, reinforces soil by isolation pile 3, so as to further increase the
The stability of soil layer construction between one tunnel 1 and the second tunnel 2, and then improve the working security in the second tunnel 2.
Further, the position height of 3 top surface of isolation pile is higher than 1 top side location height of the first tunnel, and difference in height is greater than
Equal to 5m；Alternatively, isolation pile 3 extends to earth's surface from stake holes bottom.Specifically, if 1 top surface of the first tunnel is located at below earth's surface greatly
In 5m, after the completion of pouring isolation pile 3, can banket into stake holes to bury isolation pile 3；If between 1 top surface of the first tunnel and earth's surface
Away from 5m is less than, then pours to the top surface of isolation pile 3 and be in the same plane with earth's surface.It, can for the structural strength for improving isolation pile 3
In handling steel reinforcement cage to stake holes, ensure that concrete and rebar cage comes into full contact with by vibrating during casting concrete.
Further, into stake holes, casting concrete uses placement layer by layer mode, and along stake holes axial direction, every layer pours size model
It encloses for 1.4m~1.6m.By taking every layer pours 1.5m as an example, after lower-layer concrete solidification, continue to pour above the concrete of solidification
It builds, so on circulate until pouring to preset height.
As shown in figure 3, the extending direction along the first tunnel 1 is equipped at intervals with multiple isolation piles 3, arbitrary neighborhood isolation pile 3 it
Between distance range be 2m~3m.Multiple stake holes are excavated at extending direction interval along the first tunnel 1, and are poured respectively into stake holes
Concrete is to form multiple isolation piles 3.Axis spacing between adjacent stake holes may be set to 2.2m, 2.5m or 2.7m, in soil property
Soft Canal in Loess Area can reduce the axis spacing between adjacent stake holes, by improving the concentration of isolation pile 3, Jin Erzeng
The stability of strong soil texture.
Further, the diameter range of isolation pile 3 is 0.5m~1m.Specifically, stake holes diameter range is 0.5m~1m, stake
The isolation pile 3 of diameter range 0.5m~1m is formed in hole full of concrete.Wherein, the diameter of isolation pile 3 may be set to
0.6m, 0.8m or 0.9m.
Further, method for tunnel construction further include: the default extending direction along the second tunnel 2, which is segmented, to be excavated, to be formed
Second tunnel 2；Wherein, tunnel support is carried out after the completion of one section of excavation, and carries out next section of excavation after the completion of tunnel support.
As shown in Figure 5 and Figure 6, the default extending direction along the second tunnel 2 is excavated using benching tunneling method segmentation, top bar
21 height value is 5m, and the size range that digs into of top bar 21 is 3m~5m；Get out of a predicament or an embarrassing situation 22 height value range be 3m~
4m, get out of a predicament or an embarrassing situation 22 dig into size range be 2m~3m；23 height of Core Soil is 3m.The default extending direction in the second tunnel 2 with
The extending direction in the first tunnel 1 is parallel.After the completion of one section of excavation, it is to the inner-wall spraying strength grade in the second tunnel 2 first
The concrete of C25, concrete thickness are more than or equal to 50mm；Then the hollow grouting anchor for installing 3m long, if distance is small between tunnel
When 3m, then rock-bolt length, pressure injection cement mortar, grouting pressure 0.5Mpa~1.0Mpa are adjusted according to actual range；Meanwhile pacifying
Steel mesh and spacing are filled as the bracing members of 75cm；Finally, multiple pneumatically placed concrete, guarantees that steel mesh spray concrete cover thickness is big after multiple spray
In being equal to 2cm, bracing members outer rim protective layer thickness is more than or equal to 4cm, and inner edge protective layer thickness is more than or equal to 2cm.To tunnel branch
After the completion of shield, start next section of digging operation.
As shown in Figure 4 and Figure 5, method for tunnel construction further include: according to formula u=u1-u2Calculate the deformation in the second tunnel 2
Parameter；Wherein, u is deformation parameter, unit m；u1For the settling height of 2 top monitoring point 201 of the second tunnel, unit m；u2
For the settling height of 2 top earth's surface monitoring point 202 of the second tunnel, unit m；Earth's surface monitoring point 202 is equipped with multiple, and is adjacent to
202 spacing 2m~5m of table monitoring point.The ratio value of the opposite sinking of vault 211 is determined according to Grades of Surrounding Rock and edpth of tunnel；According to
Formula u0=ah calculates datum of deformation value；Wherein, u0For datum of deformation value, unit m；A is the ratio of the opposite sinking of vault 211
Example value；H is the height dimension in the second tunnel 2, unit m；If u <u0/ 3, the excavation drilling depth range in the second tunnel 2 be 2.8m~
3.2m；If u0/3≤u<u0/ 2, the excavation drilling depth range in the second tunnel 2 is 1.4m~1.6m；If u0/2≤u<u02/3, second
The excavation drilling depth range in tunnel 2 is 0.7m~0.8m.The height dimension in the second tunnel 2 is top monitoring point 201 and 221 bottom of inverted arch
The distance between portion.
Specifically, according to Grades of Surrounding Rock and edpth of tunnel by the value range for available datum of deformation value of tabling look-up, for
For the constructing tunnel of Canal in Loess Area, datum of deformation value should choose bigger numerical or level off to the upper limit of value range.It constructed
After the completion of one section of constructing tunnel monitoring point, monitoring certain time deformation ginseng can be arranged in this section of tunnel top and earth's surface in Cheng Zhong
Number, and next section of excavation drilling depth is adjusted according to deformation parameter.For example, working as u <u0/ 3, the excavation drilling depth in the second tunnel 2 takes
Value 1.5m；Work as u0/3≤u<u0/ 2, the excavation drilling depth value 3m in the second tunnel 2；Work as u0/2≤u<u02/3, the second tunnel 2
Excavate drilling depth value 0.75m.
As shown in Figure 4 and Figure 5, in the horizontal direction, 211 bottom of vault in the second tunnel 2 be equipped with the first side monitoring point 203 with
And second side monitoring point 204 opposite with the first side monitoring point 203, between the first side monitoring point 203 and second side monitoring point 204
Distance is tunnel width.Deformation parameter should also be converted according to the spacing between monitoring point and excavation face multiplied by certain proportion coefficient,
When distance is equal to one times of tunnel width between monitoring point and excavation face, proportionality coefficient value is 0.65, i.e. u0=0.65
u0；When distance is equal to two times of tunnel width between monitoring point and excavation face, proportionality coefficient value is 0.9, i.e. u0=0.9
u0；When between monitoring point and excavation face distance farther out, such as between monitoring point and excavation face distance be greater than three times tunnel width
When, proportionality coefficient value is 1.
Embodiment two
As shown in Figures 2 and 3, loess tunnel provided in an embodiment of the present invention, comprising: the first tunnel 1,2 and of the second tunnel
Isolation pile 3；First tunnel 1 and the second tunnel 2 are along equidirectional extension, and the distance between the first tunnel 1 and the second tunnel 2 are less than
10m；Isolation pile 3 is arranged between the first tunnel 1 and the second tunnel 2.Wherein, the axis of isolation pile 3 is arranged along plummet direction, and
Isolation pile 3 is equipped with multiple, the multiple interval of isolation piles 3 2m~3m, to divide through the first tunnel 1 of reinforcing of isolation pile 3 and the second tunnel
Soil between road 2.
As shown in fig. 7, isolation pile 3 is formed by concreting, and isolation pile 3 is equipped with more first reinforcing ribs 31 and more
The second reinforcing rib of root 32；More first reinforcing ribs 31 are parallel to the axis of isolation pile 3, and being provided at circumferentially spaced around isolation pile 3；
More second reinforcing ribs 32 extend along the circumferencial direction of isolation pile 3 respectively, and are arranged along the axially spaced-apart of isolation pile 3.Wherein,
One reinforcing rib 31 selects the HRB400 reinforcing bar of diameter 25mm, is provided at circumferentially spaced 28 along isolation pile 3；Second reinforcing rib 32 packet
Include: supporting rib 321 and stirrup 322, supporting rib 321 is annular in shape, and more first reinforcing ribs 31 are arranged in and enclose in the region set, binds round
Muscle 322 is set in 31 outside of more first reinforcing ribs；Multiple supporting ribs 321 are spaced along isolation pile 3 to be arranged, and adjacent supports muscle
321 spacing 150cm, supporting rib 321 select the HRB400 reinforcing bar of diameter 20mm；Multiple stirrups 322 are spaced along isolation pile 3 to be arranged,
And adjacent 322 spacing 25cm of stirrup, stirrup 322 select the HRB300 reinforcing bar of diameter 25cm.It can be by the first reinforcing rib by binding
31, supporting rib 321 and the connection of stirrup 322 form steel reinforcement cage, are fixed on steel reinforcement cage inside isolation pile 3 by concreting,
To improve the structural strength of isolation pile 3.
Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention., rather than its limitations；To the greatest extent
Pipe present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: its according to
So be possible to modify the technical solutions described in the foregoing embodiments, or to some or all of the technical features into
Row equivalent replacement；And these are modified or replaceed, various embodiments of the present invention technology that it does not separate the essence of the corresponding technical solution
The range of scheme.
Claims (10)
1. a kind of method for tunnel construction, which comprises the following steps:
Judge whether spacing is less than 10m between the first tunnel (1) and the second tunnel (2)；
If spacing is less than 10m between first tunnel (1) and second tunnel (2), in first tunnel (1) and institute
State setting isolation pile (3) between the second tunnel (2).
2. method for tunnel construction according to claim 1, which is characterized in that the method for tunnel construction includes:
Stake holes is excavated downwards from earth's surface, and makes the stake holes between first tunnel (1) and second tunnel (2)；
Into the stake holes, casting concrete is to form the isolation pile (3).
3. method for tunnel construction according to claim 2, which is characterized in that the stake holes basal surface position height is lower than described
Second tunnel (2) basal surface position height, and difference in height is more than or equal to 5m.
4. method for tunnel construction according to claim 2, which is characterized in that the position height of isolation pile (3) top surface
Higher than the first tunnel (1) top side location height, and difference in height is more than or equal to 5m；
Alternatively, the isolation pile (3) extends to earth's surface from the stake holes bottom.
5. method for tunnel construction according to claim 1, which is characterized in that along the extending direction of first tunnel (1)
Multiple isolation piles (3) are equipped at intervals with, the distance between isolation pile (3) described in arbitrary neighborhood range is 2m~3m.
6. method for tunnel construction according to claim 1, which is characterized in that the diameter range of the isolation pile (3) is
0.5m~1m.
7. method for tunnel construction according to claim 1, which is characterized in that the method for tunnel construction further include:
It is segmented and excavates along the default extending direction of second tunnel (2), to form second tunnel (2)；
Wherein, tunnel support is carried out after the completion of one section of excavation, and carries out next section of excavation after the completion of tunnel support.
8. method for tunnel construction according to claim 7, which is characterized in that the method for tunnel construction further include:
According to formula u=u1-u2Calculate the deformation parameter of second tunnel (2)；Wherein, u is deformation parameter, unit m；u1
For the settling height of the top monitoring point (201) of second tunnel (2), unit m；u2Above second tunnel (2)
The settling height of earth's surface, unit m；
The ratio value of vault (211) opposite sinking is determined according to Grades of Surrounding Rock and edpth of tunnel；
According to formula u0=ah calculates datum of deformation value；Wherein, u0For datum of deformation value, unit m；A is vault (211) phase
To the ratio value of sinking；H is the height dimension of second tunnel (2), unit m；
If u <u0/ 3, the excavation drilling depth range of second tunnel (2) is 2.8m~3.2m；
If u0/3≤u<u0/ 2, the excavation drilling depth range of second tunnel (2) is 1.4m~1.6m；
If u0/2≤u<u02/3, the excavation drilling depth range of second tunnel (2) is 0.7m~0.8m.
9. a kind of loess tunnel characterized by comprising the first tunnel (1), the second tunnel (2) and isolation pile (3)；
First tunnel (1) and second tunnel (2) are along equidirectional extension, and first tunnel (1) and described second
The distance between tunnel (2) is less than 10m；
The isolation pile (3) is arranged between first tunnel (1) and second tunnel (2).
10. loess tunnel according to claim 9, which is characterized in that the isolation pile (3) is formed by concreting,
And the isolation pile (3) is equipped with more first reinforcing rib (31) the second reinforcing ribs of He Duogen (32)；More described first are reinforced
Muscle (31) is parallel to the axis of the isolation pile (3), and being provided at circumferentially spaced around the isolation pile (3)；More described second
Reinforcing rib (32) extends along the circumferencial direction of the isolation pile (3) respectively, and is arranged along the axially spaced-apart of the isolation pile (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910498828.7A CN110219666A (en) | 2019-06-10 | 2019-06-10 | Method for tunnel construction and loess tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910498828.7A CN110219666A (en) | 2019-06-10 | 2019-06-10 | Method for tunnel construction and loess tunnel |
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| Publication Number | Publication Date |
|---|---|
| CN110219666A true CN110219666A (en) | 2019-09-10 |
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| CN201910498828.7A Pending CN110219666A (en) | 2019-06-10 | 2019-06-10 | Method for tunnel construction and loess tunnel |
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Cited By (1)
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Application publication date: 20190910 |