CN107165661A - A kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method - Google Patents
A kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method Download PDFInfo
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- CN107165661A CN107165661A CN201710433964.9A CN201710433964A CN107165661A CN 107165661 A CN107165661 A CN 107165661A CN 201710433964 A CN201710433964 A CN 201710433964A CN 107165661 A CN107165661 A CN 107165661A
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- 239000011435 rock Substances 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 claims abstract description 27
- 238000004873 anchoring Methods 0.000 claims abstract description 11
- 241001074085 Scophthalmus aquosus Species 0.000 claims abstract description 5
- 238000007569 slipcasting Methods 0.000 claims description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 238000005553 drilling Methods 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 9
- 230000000977 initiatory effect Effects 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000009434 installation Methods 0.000 abstract description 6
- 230000015572 biosynthetic process Effects 0.000 abstract description 4
- 230000000452 restraining effect Effects 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 230000006378 damage Effects 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 235000014121 butter Nutrition 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
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- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/006—Anchoring-bolts made of cables or wires
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method, under the conditions of high-ground stress weak broken wall rock, bias and large section tunnel, carry out anchor cable construction, in anchor cable construction technique, after anchor cable hole being got out using drill bit, bottom brill anchorage zone of the drill bit from anchor cable hole is replaced using enlarged footing, the cross-sectional area of described anchorage zone is more than the cross-sectional area of anchor cable hole.The beneficial effects of the invention are as follows：The constructing tunnel that the present invention is used under the conditions of high-ground stress weak broken wall rock, bias and large section tunnel, the installation strength of anchor cable can be put forward by the anchorage zone of formation, and increase the frictional force between anchoring body and rock stratum, so as to improve restraining force of the anchor cable to rock stratum, with the deformation of this only reduces rock stratum, the self-stability energy of country rock is improved.
Description
Technical field
It is a kind of high-ground stress weak surrounding rock large deformation tunnel overlength specifically the present invention relates to constructing tunnel field
Enlarged footing anchor cable construction method.
Background technology
Influence of the high-ground stress to Geotechnical Engineering is significant, particularly with passing through great burying weak surrounding rock underground engineering,
Such as Rail Highway tunnel, buried mining tunnel.As China railways, highway construction are continued to develop, Tunnel Engineering warp-wise
Grow up, buried direction is developed.Therefore, in recent years, pass through High Ground Stress Areas and the severe weak surrounding rock of geological environment is grown up tunnel
Road engineering is continued to bring out, such as Lan Yu Railway 8.5km filoplume mountain tunnel, the 9.2km tunnel of new city, 19.1km Mu Zhai ridges tunnel
Road.
The country rock crimp after excavation supporting of high-ground stress weak surrounding rock large deformation tunnel is strong, can cause the just big face of branch
The problems such as product destruction, gunite concrete cracking, steelframe distortion bad break, abutment wall invade limit.And high-ground stress is in Support System in Soft Rock Tunnels
Release often one long-term slow engineering again, cause early stage ready-made two lining cracking constantly occurs in the later stage, it is necessary to
Re-start trimming of doing over again.Therefore, rock crusher, crustal stress be larger and causes constructing tunnel deformation receipts the problems such as long deenergized period
Hold back big, process conversion plan becomes frequent, construction production is discontinuous, effect is low, serious puzzlement constructing aims and construction safety.
The content of the invention
Be conducive to making rock stratum keep stable it is an object of the invention to provide one kind, avoid rock stratum from occurring compared with large deformation shadow
Ring the high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method of engineering construction.
The present invention is achieved through the following technical solutions：A kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor
Rope construction method, under the conditions of high-ground stress weak broken wall rock, bias and large section tunnel, carries out anchor cable construction,
In anchor cable construction technique, after getting out anchor cable hole using drill bit, replace drill bit using enlarged footing and bored from the bottom of anchor cable hole and anchor
Region, the cross-sectional area of described anchorage zone is more than the cross-sectional area of anchor cable hole.
Including following steps：
Step S1：Preparation of construction, configuration stretch-draw jack, high-pressure oil pump, rig, anchor cable, the first-class device of expansion, and carry out anchor cable
The positioning measurement in hole, to be ready for boring anchor cable hole, and the hypothesis on location preliminary bracing structure designed according to anchor cable hole；
Step S2：Brill anchor cable hole is carried out using rig, drilling to anchorage zone initiating terminal takes out drilling rod and changes enlarged footing, then makes
Enlarged footing drills to anchorage zone end from anchorage zone initiating terminal；
Step S3：Some steel strand wires are bundled into progress and compile beam anchor cable, after compiling beam well, anchor cable is arranged on anchor cable hole
It is interior, and Grouting Pipe is entered with anchor cable in anchor cable hole, Grouting Pipe is extend into anchorage zone；
Step S4：Slip casting is carried out to anchorage zone；
Step S5：Anchor cable is carried out tensioning fixation to apply prestressing force；
Step S6：Slip casting is carried out to anchor cable hole；
Step S7：Sealing off and covering anchorage.
In described step S2, described rig uses RPD-150C tunnels ore-rock rig, and is bored using special cylindrical type
Head is drilled, and drilling diameter is more than or equal to 150mm, during drilling, is followed up and drilled using D150mm steel sleeve.
In described step S3, the length of described anchor cable is more than the length sum of the length and anchor cable hole of anchorage zone.
In described step S3, described Grouting Pipe is formed using several φ 25mm fastener for connection, described slip casting
Length of tube is in the range of 2 ~ 4m.
Described anchor cable when mounted, makes the diameter of anchor cable conllinear with the diameter of anchor cable hole.
Described step S4 includes following two steps：
Step S41：First time slip casting, common pressure grouting is carried out using the anti-slurry processes of bottom hole, and grouting pressure is 0.5 ~ 0.8MPa, works as anchor cable
Hole aperture occur overflow slurry and the duration be more than or equal to 5 minutes after, stop slip casting；
Step S42：Second of slip casting, using high pressure split the law, after 4 ~ 5h of first time slip casting, the cement that first time slip casting is formed
Consolidating strength is reached after 5MPa, carries out fracture grouting to anchoring section using M35 pure water cement mortar, grouting pressure is more than or equal to
2MPa。
In described step S5, after step S4 is completed, slurry intensity reaches 70%, recycles hydraulic jack to anchor
Suo Jinhang tensioning, described tensioning includes following steps;
Step S51：Tensioning is carried out using every steel strand wires of ZEP18 types jack pair, 5% design stretching force is stretched to；
Step S52：Tensioning is carried out using YCW100-200 type jack anchor cable, it includes following steps：
Step S521：With the pre- tensioning of 10% ~ 20% design stretching force 1 ~ 2 time, make anchor cable totally straight；
Step S522：By 10% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S523：By 20% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S524：By 50% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S525：By 75% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S526：By 100% tensioning 15 minutes of design stretching force, and record the stretch value of anchor cable；
Step S527：By 110% tensioning 15 minutes of design stretching force, and record lock anchor after the stretch value of anchor cable, tensioning
Rope；
Step S53：After step S527 completions, stretching force are stable, the ultra stretching power pair more than design stretching force 10% ~ 15% is utilized
Anchor cable carries out tensioning, and tensioning locks anchor cable after completing.
Described design stretching force is the 70% of YCW100-200 type jack total stretching forces.
In described step S6, the process to anchor cable hole slip casting is identical to the process of anchorage zone slip casting with step S4.
The present invention compared with prior art, with advantages below and beneficial effect：
The constructing tunnel that the present invention is used under the conditions of high-ground stress weak broken wall rock, bias and large section tunnel, can
The installation strength of anchor cable is put forward by the anchorage zone of formation, and increases the frictional force between anchoring body and rock stratum, so as to improve anchor
Rope, with the deformation of this only reduces rock stratum, improves the self-stability energy of country rock to the restraining force of rock stratum.
Embodiment
The present invention is described in further detail with reference to embodiment, but the implementation of the present invention is not limited to this.
Embodiment 1：
In the present embodiment, a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method should on highland
Under the conditions of power weak broken wall rock, bias and large section tunnel, anchor cable construction technique is used to carry out anchor cable construction to reduce
The deformation of rock stratum, in anchor cable construction technique, after getting out anchor cable hole using drill bit, drill bit is replaced from anchor cable hole using enlarged footing
Bottom get out anchorage zone, described anchorage zone and anchor cable hole are coaxial and cross-sectional area of anchorage zone is more than anchor cable hole
Cross-sectional area.In the subsequent step of anchor cable construction technique, anchor cable is extend into anchorage zone, and to anchorage zone slip casting,
Because the cross-sectional area of anchorage zone is more than the cross-sectional area of anchor cable hole, when in anchorage zone after theing cement solidifies, anchor cable and
The cement of anchorage zone can not depart from, so as to increase anchor cable installation strength and increase anchor cable can provide it is pre- should
Power, can just increase constraint of the anchor cable to rock stratum with this, and play a part of reducing rock deformation, displacement.The present invention is used for height
Constructing tunnel under the conditions of crustal stress weak broken wall rock, bias and large section tunnel, can be by the anchorage zone of formation
Domain puies forward the installation strength of anchor cable, and increases the frictional force between anchoring body and rock stratum, so that restraining force of the anchor cable to rock stratum is improved,
With the deformation of this only reduces rock stratum, the self-stability energy of country rock is improved.Quickly and effectively it can be carried using enlarged footing to rock around hole
For stable support force, prevent what landslide, first branch deformation intrusion tunnel boundary from causing to do over again, additionally it is possible to reduce the lining of later stage two and change
Number of times, it is ensured that the safety of constructing tunnel, saves engineering cost.Because the release of high-ground stress is a slow long-term process,
The anchor cable after anchor cable construction is carried out by using this programme and can play dignified continuous deformation good support and reinforce to make
With, prevent country rock from occurring larger crimp, and appearance just branch extensive damage, gunite concrete are ftractureed, steelframe distortion is wrong
The problems such as disconnected, abutment wall invades limit.
Embodiment 2：
On the basis of above-described embodiment, in the present embodiment, following steps are specifically included：
Step S1：Preparation of construction, configuration stretch-draw jack, high-pressure oil pump, rig, anchor cable, the first-class device of expansion, and carry out anchor cable
The positioning measurement in hole, to be ready for boring anchor cable hole, and the position designed according to anchor cable hole sets up preliminary bracing structure.
Step S2：Brill anchor cable hole is carried out using rig, described rig is used, RPD-150C tunnels ore-rock rig, drilling
Shi Caiyong D150mm steel sleeves follow-up drilling, the drilling diameter of described anchor cable hole is more than or equal to 150mm.Drill to specified depth
Degree reaches anchorage zone initiating terminal, and the depth of drilling is calculated by calculating the drilling rod quantity pierced in anchor cable hole.Anchor cable hole drill
After complete, take out drilling rod and change enlarged footing, then enlarged footing is drilled from anchorage zone initiating terminal to anchorage zone end.This implementation
In example, described enlarged footing is prior art, and skilled artisan knows its concrete structure and application method, this programme
The improvement also no longer structure of enlarged footing in itself, therefore its concrete structure is not repeated.After drilling is completed, high-pressure blast is used
Landwaste complete liquidation in hole is clean.
Step S3：Some steel strand wires are bundled into progress and compile beam anchor cable.Due to anchor cable body length and again, to linearity
It is required that higher, it is necessary to using hand haulage, so the volume beam Active workings of anchor cable should be close proximity to erecting bed, to reduce transport
Difficulty.
Compile before beam, it should be ensured that the arrangement of each steel strand wires is uniform, straight, does not turn round and does not pitch, mechanical damage and corrosion are serious
It should reject, be derusted the need for slightly getting rusty.
Compile beam when, several are set to medium-height trestle, by steel strand wires colligation on to medium-height trestle, it is two neighboring to medium-height trestle it
Between steel strand wires bundled, described primarily served to medium-height trestle makes steel strand wires keeping parallelism degree and make anchor cable from each other
Keep the effect of linearity.In the present embodiment, the length of described anchor cable is more than the length of the length and anchor cable hole of anchorage zone
Sum, its specific length reference anchoring depth, tensioning length, outer anchor head length with staying length sum to be calculated outside.Its
Middle anchoring depth is the length for extending into anchorage zone, and tensioning length is carries out tensioning to anchor cable in anchor cable technique, anchor cable is real
Now extend to provide the effective length of pretightning force, outer anchor head length with staying length to be to be reserved in the length outside anchor cable hole outside.
After compiling beam well, anchor cable is arranged in anchor cable hole.Before installation, one layer of butter is smeared in anchor cable free end, and close is wrapped up in
Plastic cloth, sleeving plastic flexible pipe is simultaneously fastened.Grouting Pipe and anchor cable are bundled, and entered with anchor cable in anchor cable hole, makes Grouting Pipe
It extend into anchorage zone, the outlet of Grouting Pipe is apart from 50 ~ 100mm of anchorage zone bottom.During installation, make anchor cable same with anchor cable hole
Axle, and keep coaxial after installing.Described Grouting Pipe is formed using several φ 25mm fastener for connection, described
Slip casting length of tube is in the range of 2 ~ 4m, the general Grouting Pipe from 3m length.
Step S4：Slip casting is carried out to anchorage zone, it specifically includes following two steps：
Step S41：First time slip casting, common pressure grouting is carried out using the anti-slurry processes of bottom hole, and grouting pressure is 0.5 ~ 0.8MPa, works as anchor cable
Hole aperture occur overflow slurry and the duration be more than or equal to 5 minutes after, stop slip casting, mortar require it is full closely knit, it is complete in slip casting
After finishing, mortar solidification shrinkage is waited, benefit slurry is carried out to eating dishes without rice or wine；
Step S42：Second of slip casting, using high pressure split the law, after 4 ~ 5h of first time slip casting, the cement that first time slip casting is formed
Consolidating strength is reached after 5MPa, carries out fracture grouting to anchoring section using M35 pure water cement mortar, grouting pressure is more than or equal to
2MPa。
Step S5：Tensioning fixation is carried out to anchor cable to apply prestressing force, after step S4 is completed, slurry intensity reaches
70%, recycle hydraulic jack to carry out tensioning to anchor cable, described tensioning includes following steps：
Step S51：Tensioning is carried out using every steel strand wires of ZEP18 types jack pair, 5% design stretching force is stretched to, it is described
It is the 70% of YCW100-200 type jack total stretching forces to design stretching force；
Step S52：Tensioning is carried out using YCW100-200 type jack anchor cable, it includes following steps：
Step S521：With the pre- tensioning of 10% ~ 20% design stretching force 1 ~ 2 time, make anchor cable totally straight；
Step S522：By 10% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S523：By 20% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S524：By 50% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S525：By 75% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S526：By 100% tensioning 15 minutes of design stretching force, and record the stretch value of anchor cable；
Step S527：By 110% tensioning 15 minutes of design stretching force, and record lock anchor after the stretch value of anchor cable, tensioning
Rope；
Step S53：After step S527 completions, stretching force are stable, the ultra stretching power pair more than design stretching force 10% ~ 15% is utilized
Anchor cable carries out tensioning, and tensioning locks anchor cable after completing.
Step S6：Slip casting, the anchorage grouting port slip casting used from anchor cable technique, from anchor cable technique are carried out to anchor cable hole
Use blast pipe exhaust, until blast pipe outflow can be sealed with injection end concentration identical slurries, its specific step and
The step of in step S4 to anchorage zone slip casting, is identical.
Step S7：Sealing off and covering anchorage, steel strand wires are cut off with abrasive wheel cutting machine at outer anchor head 5cm, with anchor outside C25 grades of concrete enclosings
Head.Described outer anchor head is the free end of anchor cable.In the present embodiment, other parts not described and the content phase of above-described embodiment
Together, therefore do not repeat.
Embodiment 3：
In described step S4, when anchor cable is installed, in piece wire of afterbody system of anchoring section anchor cable, and make wire with insulating tape
Insulation is separated with steel strand wires, wire stretches out anchor cable hole and external universal meter positive pole with anchor cable, and steel strand wires are connected to universal meter negative pole, ten thousand
Ohms range is adjusted to table, after in mortar note to anchoring section, wire can pass through mortar formation loop, universal meter with steel strand wires
Mortar is filled in indicators turn and proof anchoring section.In the present embodiment, other parts not described and the content of above-described embodiment
It is identical, therefore do not repeat.
It is described above, be only presently preferred embodiments of the present invention, any formal limitation not done to the present invention, it is every according to
According to the present invention technical spirit above example is made any simple modification, equivalent variations, each fall within the present invention protection
Within the scope of.
Claims (10)
1. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method, in high-ground stress weak broken
Under the conditions of country rock, bias and large section tunnel, anchor cable construction is carried out, it is characterised in that：In anchor cable construction technique, utilize
Drill bit is got out after anchor cable hole, and bottom brill anchorage zone of the drill bit from anchor cable hole, described anchorage zone are replaced using enlarged footing
Cross-sectional area be more than anchor cable hole cross-sectional area.
2. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 1
Method, it is characterised in that：Including following steps：
Step S1：Preparation of construction, configuration stretch-draw jack, high-pressure oil pump, rig, anchor cable, the first-class device of expansion, and carry out anchor cable
The positioning measurement in hole, to be ready for boring anchor cable hole, and the hypothesis on location preliminary bracing structure designed according to anchor cable hole；
Step S2：Brill anchor cable hole is carried out using rig, drilling to anchorage zone initiating terminal takes out drilling rod and changes enlarged footing, then makes
Enlarged footing drills to anchorage zone end from anchorage zone initiating terminal；
Step S3：Some steel strand wires are bundled into progress and compile beam anchor cable, after compiling beam well, anchor cable is arranged on anchor cable hole
It is interior, and Grouting Pipe is entered with anchor cable in anchor cable hole, Grouting Pipe is extend into anchorage zone；
Step S4：Slip casting is carried out to anchorage zone；
Step S5：Anchor cable is carried out tensioning fixation to apply prestressing force；
Step S6：Slip casting is carried out to anchor cable hole；
Step S7：Sealing off and covering anchorage.
3. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：In described step S2, described rig uses RPD-150C tunnels ore-rock rig, and uses special circle
Column type drill bit is drilled, and drilling diameter is more than or equal to 150mm, during drilling, is followed up and drilled using D150mm steel sleeve.
4. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：In described step S3, the length of described anchor cable is more than the length of the length and anchor cable hole of anchorage zone
Sum.
5. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：In described step S3, described Grouting Pipe is formed using several φ 25mm fastener for connection, described
Slip casting length of tube in the range of 2 ~ 4m.
6. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing according to any one of claim 2,4,5
Anchor cable construction method, it is characterised in that：Described anchor cable when mounted, makes the diameter of anchor cable conllinear with the diameter of anchor cable hole.
7. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：Described step S4 includes following two steps：
Step S41：First time slip casting, common pressure grouting is carried out using the anti-slurry processes of bottom hole, and grouting pressure is 0.5 ~ 0.8MPa, works as anchor cable
Hole aperture occur overflow slurry and the duration be more than or equal to 5 minutes after, stop slip casting；
Step S42：Second of slip casting, using high pressure split the law, after 4 ~ 5h of first time slip casting, the cement that first time slip casting is formed
Consolidating strength is reached after 5MPa, carries out fracture grouting to anchoring section using M35 pure water cement mortar, grouting pressure is more than or equal to
2MPa。
8. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：In described step S5, after step S4 is completed, slurry intensity reaches 70%, recycles hydraulic jack
Top carries out tensioning to anchor cable, and described tensioning includes following steps;
Step S51：Tensioning is carried out using every steel strand wires of ZEP18 types jack pair, 5% design stretching force is stretched to；
Step S52：Tensioning is carried out using YCW100-200 type jack anchor cable, it includes following steps：
Step S521：With the pre- tensioning of 10% ~ 20% design stretching force 1 ~ 2 time, make anchor cable totally straight；
Step S522：By 10% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S523：By 20% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S524：By 50% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S525：By 75% tensioning 5 minutes of design stretching force, and record the stretch value of anchor cable；
Step S526：By 100% tensioning 15 minutes of design stretching force, and record the stretch value of anchor cable；
Step S527：By 110% tensioning 15 minutes of design stretching force, and record lock anchor after the stretch value of anchor cable, tensioning
Rope；
Step S53：After step S527 completions, stretching force are stable, the ultra stretching power pair more than design stretching force 10% ~ 15% is utilized
Anchor cable carries out tensioning, and tensioning locks anchor cable after completing.
9. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 8
Method, it is characterised in that：Described design stretching force is the 70% of YCW100-200 type jack total stretching forces.
10. a kind of high-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction side according to claim 2
Method, it is characterised in that：In described step S6, to the process of anchor cable hole slip casting with step S4 to the process of anchorage zone slip casting
It is identical.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109252517A (en) * | 2018-10-31 | 2019-01-22 | 五冶集团上海有限公司 | A kind of anchorage pile anchorage and its application method |
| CN109339838A (en) * | 2018-08-15 | 2019-02-15 | 福建陆海工程勘察设计有限公司 | A kind of reinforcement means of prestressed anchor |
| CN109538265A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | Tunnel overlength enlarged footing anchor cable and its method for protecting support |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109538265A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | Tunnel overlength enlarged footing anchor cable and its method for protecting support |
| CN109555548A (en) * | 2017-09-27 | 2019-04-02 | 吴占瑞 | A kind of supporting construction that high-ground stress Support System in Soft Rock Tunnels is formed using overlength enlarged footing anchor cable |
| CN109555545A (en) * | 2017-09-27 | 2019-04-02 | 吴占瑞 | High-ground stress weak surrounding rock large deformation tunnel overlength enlarged footing anchor cable construction method |
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| CN111894635A (en) * | 2020-08-13 | 2020-11-06 | 高军 | Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification |
| CN114233350A (en) * | 2021-12-20 | 2022-03-25 | 西南交通大学 | Mechanical rapid construction method of prestressed anchoring system in soft rock tunnel |
| CN114233350B (en) * | 2021-12-20 | 2022-07-19 | 西南交通大学 | Mechanical rapid construction method of prestressed anchoring system in soft rock tunnel |
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Application publication date: 20170915 |