CN106321106B - A kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method - Google Patents
A kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method Download PDFInfo
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- CN106321106B CN106321106B CN201510384232.6A CN201510384232A CN106321106B CN 106321106 B CN106321106 B CN 106321106B CN 201510384232 A CN201510384232 A CN 201510384232A CN 106321106 B CN106321106 B CN 106321106B
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Abstract
The present invention provides a kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method, can safely, quickly construct into the similar construction operation in hole suitable for unfavourable geological tunnel weak surrounding rock, hazy bias location hole abutment.In the tunnel from before excavating driving perforation to hole outer vent direction in hole, in order to ensure entrance construction safety, certain length should be reserved in advance temporarily not to penetrate through, treat on the right side of hole after the completion of open cut tunnel Extended chemotherapy one and the backfill C25 concrete constructions of Extended chemotherapy two and vault, again from direction will illustrate left side light section base tunnel using the operational method of advanced small pilot tunnel and penetrate through in advance to outside hole in hole, create conditions for subsequent construction.
Description
Technical field
The present invention relates to a kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method.
Background technology
With the continuous development of society, control of the people to engineering indices requires also more and more high, especially safety
Control is considered as the most important thing, for unfavourable geological tunnel weak surrounding rock, hazy bias location hole abutment start tunneling peace
Full control is particularly important.For this reason, we finally determine the construction through serious analysis, summary and research in the construction process
Method, in order to which people skillfully can use and control in construction from now on.
The content of the invention
In order to overcome unfavourable geological tunnel weak surrounding rock, hazy bias location hole abutment start tunneling difficult and
The very big security risk present in construction, the present invention provide a kind tunnel weak surrounding rock, hazy bias location hole
Abutment into hole construction method, suitable for unfavourable geological tunnel weak surrounding rock, hazy bias location hole abutment into hole class
As construction operation, and can safely, effectively, be rapidly performed by constructing.
The technical solution adopted by the present invention is：
A kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method, it is characterised in that：It has
Body step is：
1）One position of barricade Extended chemotherapy on the right side of the abutment of open cut hole；
2）After completing one position of barricade Extended chemotherapy, two position of barricade Extended chemotherapy on the right side of the abutment of hole is applied；
3）After completing two position of barricade Extended chemotherapy, erect profile steel frame at two position of barricade Extended chemotherapy and lock foot is set
Anchor pole, to backfill vault C25 concrete position formwork erection and applies preliminary bracing, and backfill vault C25 concrete position is poured
Concrete；
4）After the completion of backfill vault C25 concrete position applies, from hole in outside hole direction using small excavation with guide pit driving
Method first the small excavation with guide pit in left side haunch position is penetrated through；
5）After the completion of haunch position applies, when tunnel perimeter country rock horizontal convergence speed is less than 0.2mm/d, vault sinking speed
When degree is less than 0.15mm/d, start to apply pile foundation position；
6）Pile foundation position applies completion, sets absolute altitude to abolish pile crown according to pile foundation top surface, and bracket is set on pile foundation top, and
Assembling reinforcement, to pile foundation joist position formwork erection and with concreting pile foundation joist position；
7）After the completion of pile foundation joist position applies, from hole in applied to outside hole by benching tunnelling method among arch crown part and tunnel
Excavate face in position；
8）After the perforation of top bar arch crown part excavation supporting, then excavate driving and get out of a predicament or an embarrassing situation tunnel middle part remainder；
9）After the completion of tunnel middle part applies, open cut tunnel section Foundation Pit of Abutment upper strata basis both sides position is excavated；When upper strata base
After the completion of being applied on the left of the position of plinth both sides, wall gunite concrete between stake is applied；
10）After the completion of upper strata basis both sides position applies, open cut tunnel section Foundation Pit of Abutment upper strata basis middle part is excavated, and add and face
When cross-brace；
11）After the completion of upper strata basis middle part applies, open cut tunnel section Foundation Pit of Abutment subfoundation both sides position is excavated；When lower floor's base
After the completion of being applied on the left of the position of plinth both sides, wall gunite concrete between stake is applied；
12）After the completion of subfoundation both sides position applies, excavate and held in the middle part of open cut tunnel section Foundation Pit of Abutment subfoundation to abutment
The elevation location that platform bottom surface is set；And after quarrel to inverted arch top side location is abandoned in interim compaction in layers backfill, position open cut tunnel section lining cutting platform
Car pours tunnel arch wall concrete；After arch wall lining concrete is constructed, lining trolley is removed, hole is removed and abandons temporarily
Quarrel, then abutment of constructing.
Step 4）In, when applying small base tunnel, the steelframe erected first with upper one circulation applies tunnel madial wall and surpasses
Preceding 42 ductule advance support of small base tunnel side wall, ductule joint length 3.5m, circumferential spacing 0.5m；Photoface exploision is used again
Method excavates haunch position.
Step 5）In apply complete pile foundation fore shaft in the case of, often excavate one circulation apply level-one concrete guard wall.
Step 8）Described in benching tunnelling method be positive benching tunnelling method.
Step 8）Described in benching tunnelling method be negative benching tunnelling method.
Beneficial effects of the present invention are：
In pile foundation construction, one will continue to strengthen working to the monitoring measurement of the base tunnel；Two will be in strict accordance with design requirement
In the case where ensureing pile foundation cross dimensions and applying completion pile foundation fore shaft, often excavate a circulation and apply level-one concrete guard wall,
Ensure the safety of construction personnel；Three will strengthen the control of the dose in pile foundation Excavation blasting, prevent since dosage is excessive and broken
The structure of bad periphery rock stratum, causes open cut tunnel section foundation bearing capacity to change and influence tunnel integrated model.
It is described in detail below with reference to attached drawing.
Brief description of the drawings
The cross-sectional view of Fig. 1 present invention.
In figure, brief description of the drawings, 1, barricade Extended chemotherapy one；2nd, barricade Extended chemotherapy two；3rd, vault C25 concrete section is backfilled
Position；4th, haunch；5th, pile foundation；6th, pile foundation joist portion；7th, vault；8th, tunnel middle part；9th, upper strata basis both sides；10th, upper strata base
In the middle part of plinth；11st, subfoundation both sides；12nd, in the middle part of subfoundation.
Embodiment
Embodiment 1：
Cannot be to unfavourable geological tunnel weak surrounding rock, hazy bias location hole abutment in existing construction in order to overcome
Carry out the construction of quick safety into hole, the present invention provide a kind of tunnel weak surrounding rock, hazy bias location hole abutment into
Cavity construction method, suitable for unfavourable geological tunnel weak surrounding rock, the hazy location hole abutment that biases into the similar construction in hole
Operation, and can safely, quickly construct.
A kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method, its technical solution are specific
It is divided into following steps：
1）One 1 position of barricade Extended chemotherapy on the right side of the abutment of open cut hole；
2）After completing barricade Extended chemotherapy one 1,22 position of barricade Extended chemotherapy on the right side of the abutment of hole is applied；
3）After completing 22 position of barricade Extended chemotherapy, erect profile steel frame at 22 position of barricade Extended chemotherapy and lock is set
Foot anchor pole, to 3 formwork erection of backfill vault C25 concrete position and applies preliminary bracing, and to backfill vault C25 concrete position 3
Casting concrete；
4）After the completion of backfill vault C25 concrete position 3 applies, from hole in outside hole direction using small excavation with guide pit driving
Method first the small excavation with guide pit in 4 position of left side haunch is penetrated through；
5）After the completion of 4 position of haunch applies, when tunnel perimeter country rock horizontal convergence speed is less than 0.2mm/d, vault sinking
When speed is less than 0.15mm/d, start to apply 5 position of pile foundation；
6）5 position of pile foundation applies completion, sets absolute altitude to abolish pile crown according to 5 top surface of pile foundation, sets and hold in the palm on 5 top of pile foundation
Frame, and assembling reinforcement, to 6 formwork erection of pile foundation joist position and with concreting pile foundation joist position 6；
7）After the completion of pile foundation joist position 6 applies, from hole in applied to outside hole by benching tunnelling method in 7 position of vault and tunnel
Between position 8 excavate face；
8）After the 7 position excavation supporting perforation of top bar vault, then excavate driving and get out of a predicament or an embarrassing situation 8 remainder of tunnel middle part
Point；
9）After the completion of tunnel middle part 8 applies, 9 position of open cut tunnel section Foundation Pit of Abutment upper strata basis both sides is excavated；Work as upper strata
After the completion of being applied on the left of basic 9 position of both sides, wall gunite concrete between stake is applied；
10）After the completion of 9 position of upper strata basis both sides applies, open cut tunnel section Foundation Pit of Abutment upper strata basis middle part 10 is excavated, and increase
If interim cross-brace；
11）After the completion of upper strata basis middle part 10 applies, 11 position of open cut tunnel section Foundation Pit of Abutment subfoundation both sides is excavated；Instantly
After the completion of being applied on the left of 11 position of the basic both sides of layer, wall gunite concrete between stake is applied；
12）After the completion of 11 position of subfoundation both sides applies, open cut tunnel section Foundation Pit of Abutment subfoundation middle part 12 is excavated to bridge
The elevation location that platform cushion cap bottom surface is set；And after quarrel to inverted arch top side location is abandoned in interim compaction in layers backfill, positioning open cut tunnel section lining
Platform building cart pours tunnel arch wall concrete；After arch wall lining concrete is constructed, lining trolley is removed, it is interim to remove hole
Quarrel is abandoned, then abutment of constructing.
In order to vividly describe the construction, now illustrated by taking xx tunnel exits as an example, in xx tunnel lines
Journey pile No. is DK359+729 ~ DK366+776, total length 7047m, is designed as double -coil output, line spacing 4.8m, designs speed per hour
For 250km/h and reserved certain speed-raising condition.Tunnel exit mileage pile No. for DK366+776 and with xxx jackshafts（1-80m systems
Bar encircles）It is connected, since bridge 0# platform platforms tail design mileage is DK366+773.25, abutment stretches into 2.75m in Tunnel.Tunnel
DK366+770 ~ DK366+776 sections of outlet is ears wall open cut tunnel, and open cut tunnel segment length is 6m.Cut and cover tunneling, geological conditions is poor,
Tunnel exit is in hazy form, therefore brings great difficulty to exit tunnel and abutment construction technology and security protection.
Method provided in this embodiment, can effectively, safety construct, xx tunnel exit open cut tunnel sections original place shape is half bright
Half dark form and be bias location, it is specific as shown in Figure 1, therefore, dug in the tunnel from being excavated to hole outer vent direction in hole
Into before perforation, in order to ensure entrance construction safety, certain length should be reserved in advance and is temporarily not penetrated through, treat that open cut tunnel expands on the right side of hole
Big basis 1 and Extended chemotherapy 22 and vault 7, after the completion of backfill C25 concrete section 3 is constructed, then from hole to outside hole direction
Left side light section is penetrated through in advance by using the operational method of advanced small pilot tunnel, is created conditions for subsequent construction.
Open cut hole abutment right side barricade Extended chemotherapy simultaneously applies one 1 position of right side barricade Extended chemotherapy, applies hole bridge
22 position of barricade Extended chemotherapy on the right side of platform；
Step 4）In, when applying small base tunnel, the steelframe erected first with upper one circulation applies tunnel madial wall and surpasses
Preceding 42 ductule advance support of small base tunnel side wall, ductule joint length 3.5m, circumferential spacing 0.5m；Photoface exploision is used again
Method excavates haunch（4）Position.
After the completion of being applied at backfill vault C25 concrete position 3, from hole in outside hole（Export direction）Led using small in direction
Perforation is first excavated in 4 position of haunch by the method that driving is excavated in hole.When applying small base tunnel, first with the steel of upper one circulation erection
Frame applies tunnel madial wall and advanced small 42 ductule advance support of base tunnel side wall, ductule joint length 3.5m, circumferential spacing
0.5m；4 position of haunch is excavated using photoface exploision method again, applies the preliminary bracing and gib on 4 position base tunnel periphery of haunch,
I.e. just the C25 concrete of spray 4cm thickness, laying reinforced mesh, mesh sheet use 8 reinforcement fabrications, and mesh sheet spacing is 20cm*20cm；And
The I20 profile steel frames and the interim profile steel frames of I18 that spacing is 0.6m are being erected, 4.5m long lock foot anchoring stocks and system anchor bolt are set
Afterwards, C25 concrete is sprayed again to design 28cm thickness.
In tunneling process is excavated, first to apply advanced tubule, when after the completion of advanced tubule applies again from hole to
Up/down steps are divided to excavate driving and supporting by Pin outside hole, up/down steps will keep the safe distance of 3 ~ 5m.
When applying completion 4 position of haunch, according to monitoring measurement of wall rock situation, in due course arrangement personnel apply 5 position of pile foundation.
In 5 position pile foundation construction of pile foundation, one will continue to strengthen working to the monitoring measurement of the base tunnel；Two will want in strict accordance with design
Ask in the case where ensureing pile foundation cross dimensions and applying completion pile foundation fore shaft, often excavate a circulation and applies level-one concrete shield
Wall, ensures the safety of construction personnel；Three will strengthen the control of the dose in pile foundation Excavation blasting, prevent since dosage is excessive and
The structure of periphery rock stratum is destroyed, causes open cut tunnel section foundation bearing capacity to change and influence tunnel integrated model.
After 5 position of completion pile foundation is applied, pile crown is abolished to designed elevation and according to joist design requirement construction stake base
Beam portion position 6.After the completion of pile foundation joist position 6 applies, from hole in vault 7 position, ductule advance support, with spray are excavated to outside hole
Concrete enclosing face is penetrated, and applies 7 site boundary preliminary bracing of vault, steelframe is erected and lock foot anchoring stock is set.
Embodiment 2：
On the basis of embodiment 1, benching tunnelling method tunneling middle part 8 in the present embodiment, the benching tunnelling method is adopted
Use positive benching tunnelling method.
Benching tunnelling method tunneling middle part 8, closes face with gunite concrete and applies steelframe.Although Core Soil increases
The strong stabilization of excavation face, but country rock will be subjected to repeatedly disturbing in excavating, and also section piecemeal is more, and supporting construction forms tunneling boring
The time length of closing, these are likely to increase surrouding rock deformation.Therefore, it will often combine auxiliary construction measure to excavating work
Face and its front rock mass carry out pre support or pre-reinforcement.
9 position of upper strata basis both sides is excavated, left side preliminary bracing is applied and pours wall concrete between stake.Excavate upper strata base
10 in the middle part of plinth, and gib is increased according to geological condition.Pour tunnel bottom inverted arch concrete；Excavate subfoundation both sides 11
Position, applies left side preliminary bracing and pours wall concrete between stake.Excavate 12 in the middle part of subfoundation, apply abutment and its basis.Tunnel
Road construction should adhere to the principle of " weak blast, short drilling depth, strong supporting, early closing, diligent measurement ".Noticing that mesospore is removed in construction should be
Carried out after preliminary bracing closing cyclization and stabilization.
The longitudinally connected reinforcing bar of steelframe should be connected firmly.When being monitored measurement, its supporting is adjusted in time according to monitoring result
Parameter.Billet is set at I18 interim steelframes termination and arch springing（240mm*200mm*16mm）.
In tunnel cutting, should be observed in time in excavating each time, the stratification that describes viewing surface stratum, joint, crack knot
Soft or hard degree of structure situation, rock mass etc., verification design geological condition, judge the stability of country rock.
Before photoface exploision or presplit blasting jewel hole, the position of borehole should be accurately marked according to hole blasting design figure, when drilling should
Spacing, depth and the angle of stringent controlled blasting eye are required according to hole blasting design.The eye mouth spacing and depth of snubber allow inclined
Difference is 5cm.The spacing tolerance of periphery hole is 5cm, and outer limb, which meets, bores leopard requirement, and eyeground should not exceed excavation contour line
15cm。
After tunnel bottom is excavated, tunnel bottom geological condition should be checked in time.When needing to carry out consolidation process, should meet design will
Ask.
Claims (3)
1. a kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method, it is characterised in that：Its is specific
Step is：
1）Barricade Extended chemotherapy one on the right side of the abutment of open cut hole（1）Position；
2）Complete barricade Extended chemotherapy one（1）Behind position, barricade Extended chemotherapy two on the right side of the abutment of hole is applied（2）Position；
3）Complete barricade Extended chemotherapy two（2）Behind position, in barricade Extended chemotherapy two（2）Position erects profile steel frame and sets lock
Foot anchor pole, to backfill vault C25 concrete position（3）Formwork erection simultaneously applies preliminary bracing, and to backfill vault C25 concrete position
（3）Casting concrete；
4）Backfill vault C25 concrete position（3）After the completion of applying, from hole in outside hole direction using small excavation with guide pit driving
Method is first by left side haunch（4）The small excavation with guide pit perforation in position；
5）Haunch（4）After the completion of position applies, when tunnel perimeter country rock horizontal convergence speed is less than 0.2mm/d, vault sinking speed
When degree is less than 0.15mm/d, start to apply pile foundation（5）Position；
6）Pile foundation（5）Position applies completion, according to pile foundation（5）Top surface sets absolute altitude to abolish pile crown, in pile foundation（5）Top sets support
Frame, and assembling reinforcement, to pile foundation joist position（6）Formwork erection and with concreting pile foundation joist position（6）；
7）Pile foundation joist position（6）After the completion of applying, from hole in vault is applied by benching tunnelling method to outside hole（7）In position and tunnel
Between position（8）Excavate face；
8）Top bar vault（7）After the perforation of position excavation supporting, then excavate driving and get out of a predicament or an embarrassing situation tunnel middle part（8）Remainder
Point；
9）Tunnel middle part（8）After the completion of applying, open cut tunnel section Foundation Pit of Abutment upper strata basis both sides are excavated（9）Position；Work as upper strata
Basic both sides（9）After the completion of being applied on the left of position, wall gunite concrete between stake is applied；
10）Upper strata basis both sides（9）After the completion of position applies, open cut tunnel section Foundation Pit of Abutment upper strata basis middle part is excavated（10）, and increase
If interim cross-brace；
11）Upper strata basis middle part（10）After the completion of applying, open cut tunnel section Foundation Pit of Abutment subfoundation both sides (11) position is excavated；Instantly
After the completion of being applied on the left of basic both sides (11) position of layer, wall gunite concrete between stake is applied；
12）After the completion of subfoundation both sides (11) position applies, open cut tunnel section Foundation Pit of Abutment subfoundation middle part (12) is excavated to bridge
The elevation location that platform cushion cap bottom surface is set；And after quarrel to inverted arch top side location is abandoned in interim compaction in layers backfill, positioning open cut tunnel section lining
Platform building cart pours tunnel arch wall concrete；After arch wall lining concrete is constructed, lining trolley is removed, it is interim to remove hole
Quarrel is abandoned, then abutment of constructing.
2. a kind of tunnel weak surrounding rock according to claim 1, hazy bias location hole abutment start tunneling side
Method, it is characterised in that：Step 4）In, when applying small base tunnel, the steelframe erected first with upper one circulation is applied on the inside of tunnel
Wall and advanced small 42 ductule advance support of base tunnel side wall, ductule joint length 3.5m, circumferential spacing 0.5m；Light is used again
Face blasting procedure excavates haunch（4）Position.
3. a kind of tunnel weak surrounding rock according to claim 1, hazy bias location hole abutment start tunneling side
Method, it is characterised in that：Step 5）In apply and complete pile foundation（5）In the case of fore shaft, often excavate a circulation and apply level-one concrete
Retaining wall.
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| CN201510384232.6A CN106321106B (en) | 2015-06-30 | 2015-06-30 | A kind of tunnel weak surrounding rock, hazy bias location hole abutment start tunneling method |
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| CN106321106B true CN106321106B (en) | 2018-05-15 |
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| CN108222976A (en) * | 2017-12-28 | 2018-06-29 | 中铁六局集团天津铁路建设有限公司 | Diversion tunnel pole weak surrounding rock section constructing method |
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| CN112127900B (en) * | 2020-09-07 | 2022-07-05 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
| CN112431599B (en) * | 2020-10-20 | 2022-10-28 | 中铁十九局集团第五工程有限公司 | Tunnel excavation method for upper soft and lower hard stratum |
| CN112663625A (en) * | 2020-12-29 | 2021-04-16 | 哈尔滨工业大学 | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region |
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