CN107605509A - Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method - Google Patents
Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method Download PDFInfo
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- CN107605509A CN107605509A CN201711090976.2A CN201711090976A CN107605509A CN 107605509 A CN107605509 A CN 107605509A CN 201711090976 A CN201711090976 A CN 201711090976A CN 107605509 A CN107605509 A CN 107605509A
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- 238000010276 construction Methods 0.000 title claims abstract description 37
- 238000009412 basement excavation Methods 0.000 title claims abstract description 29
- 238000000034 method Methods 0.000 title claims abstract description 29
- 230000008093 supporting effect Effects 0.000 title claims abstract description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 136
- 239000010959 steel Substances 0.000 claims abstract description 136
- 238000007569 slipcasting Methods 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 11
- 230000005641 tunneling Effects 0.000 claims abstract description 9
- 239000007921 spray Substances 0.000 claims abstract description 8
- 238000009434 installation Methods 0.000 claims abstract description 7
- 238000013461 design Methods 0.000 claims abstract description 6
- 239000002002 slurry Substances 0.000 claims description 21
- 239000000956 alloy Substances 0.000 claims description 12
- 229910045601 alloy Inorganic materials 0.000 claims description 12
- 239000011295 pitch Substances 0.000 claims description 12
- 241000209094 Oryza Species 0.000 claims description 10
- 235000007164 Oryza sativa Nutrition 0.000 claims description 10
- 235000009566 rice Nutrition 0.000 claims description 10
- 239000004115 Sodium Silicate Substances 0.000 claims description 8
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 8
- 210000005239 tubule Anatomy 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 210000004911 serous fluid Anatomy 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 102000002322 Egg Proteins Human genes 0.000 description 1
- 108010000912 Egg Proteins Proteins 0.000 description 1
- 240000004808 Saccharomyces cerevisiae Species 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 210000004681 ovum Anatomy 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000009527 percussion Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method.Some self-advancing type ductules and some spray of molten steel pipe constructions are used during construction, are comprised the following steps：(1) after the first Pin steel arch-shelfs installation and area face closure, steel floral tube is squeezed into face vault stratum and Grouting Consolidation；(2) the tunneling earthwork, excavation drilling depth is a Pin steel arch-shelf spacing, then closes face, installs the 2nd Pin steel arch-shelfs, after completing preliminary bracing by design, self-advancing type ductule is pierced in face vault stratum and the space of ductule surrounding is filled in slip casting；(3) the tunneling earthwork, excavation drilling depth is a Pin steel arch-shelf spacing, then face is closed, 3rd Pin steel arch-shelfs are installed, preliminary bracing is completed by design, then by step 1 construction upper strata steel floral tube, the advance support structure construction of repeat step one and step 2, eventually forms stable advance support structural system backward.
Description
Technical field
The present invention relates to a kind of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure, belong to tunnel
Technical field of construction.The invention further relates to the combined type in the construction method of above-mentioned advance support structure and construction is small in advance
Conduit.
Background technology
In recent years, to solve the problems, such as urban traffic congestion, each main cities in the whole nation have had started to building for track traffic
If the main construction method of wherein underground line engineering has shield method, cut and cover method and subsurface excavation method.Shield method is mainly used in geology bar
In the constructing tunnel that part is good, circuit is long, sweep is big.Cut and cover method is simple and easy, but to remove and repair substantial amounts of buried pipe
Net and above ground structure, normal operation and the development of traffic above-ground and business activity are influenceed to some extent, can give neighbouring resident
Bring many inconveniences.Subsurface excavation method is applied to the various stratum of unsuitable open-cut, especially transports busy, underground to city traffic
Pipeline gathers, and the shallow tunnel built to land subsidence requirement in the case of strict is more applicable.
Shallow burial hidden digging is on the basis of New Austrian Tunneling Method, is grown up for the characteristics of city underground engineering, by dividing
The auxiliary methods such as excavation and advance support are walked to ensure safety for tunnel engineering, at present Tunnels in Shallow Buried subsurface excavation method advanced support method master
There are steel tube shed or advanced tubule supporting scheme.Sand-pebble layer small curve radius shallow tunnel advance support exists larger
Risk and construction difficult problem：One is due to that tunnel sweep is small, with the increase of pipe canopy length, pipe canopy deviate tunnel vault away from
From gradual increase, so as to limit the supporting length of steel tube shed；And daguanpeng construction Xu Guan canopies operating room, opened in shallow tunnel
Wa Guan canopies operating room, due to increasing excavated section so as to add the risk of tunnel excavation, so being propped up in advance using steel tube shed
Shield scheme is applied in small curve radius shallow tunnel has larger limitation and security risk；Second, surpass in sand-pebble layer
It is big that preceding ductule throws difficulty of construction into, is such as thrown into using paddle type mill, due to the presence of major diameter cobble, paddle type mill, which is thrown into, to be hit
Crushed gravel is so as to cause conduit to throw limited length into, and steel pipe easily rebounds so as to aggravate the disturbance to stratum, it is easier to causes
Landslide；Such as use drawing hole construction technique, the easy collapse hole of sandy gravel after drilling rod is extracted and ductule is not headed into；Such as use sleeve pipe
Follow up construction technology, needs larger construction space because equipment is larger, in narrow-bore tunnel using be limited, and cost it is higher,
Construction speed is slow.Therefore, existed in sand-pebble layer small curve radius shallow tunnel using ductule advance support scheme larger
Difficulty of construction and security risk.
At present, tried one's best in sandy gravel area shallow tunnel and avoid being designed to small curve radius, but some areas are by peripheral ring
Border influences, and Chinese yeast line shallow tunnel inevitably occurs, surpasses at present in sand-pebble layer small curve radius shallow tunnel
Preceding supporting there is no ripe, stable technical scheme.
The content of the invention
For the above-mentioned problems in the prior art, the invention provides a kind of efficiency of construction height, construction safety, stably
Property is good, intensity is high, the good sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure of advance support effect.
The technical solution adopted for the present invention to solve the technical problems is：A kind of sand-pebble layer small curve radius shallow embedding tunnel
Road subsurface excavation method advance support structure, it is characterized in that：Using some self-advancing type ductules squeeze into tunnel tunnel face vault front end compared with
Deep stratum forms self-advancing type ductule layer, and formation spray of molten steel tube layer in tunnel vault stratum is squeezed into using some steel floral tubes, described
Spray of molten steel tube layer is located at the top of the self-advancing type ductule layer, and the steel floral tube and the self-advancing type ductule are staggeredly spaced cloth
Put, vault stratum is noted by injecting the double slurries of cement-sodium silicate into the self-advancing type ductule and the steel floral tube
Slurry reinforcing forms advance support structure；The self-advancing type ductule includes steel pipe and the alloy installed in the steel pipe front end bores
Head, the stomata connected with the steel pipe is provided with the alloy bit, the steel floral tube includes steel pipe body, the steel pipe sheet
The front end of body is in cone-shaped, and the afterbody of the steel pipe body is welded with reinforcement, is drilled with the tube wall of the steel pipe body some
Individual injected hole, the afterbody of the steel pipe body are provided with only slurry section, and the length of the self-advancing type ductule is more than the steel floral tube
Length.
Further, it is the consolidation effect that ensures supporting construction, the length of the self-advancing type ductule is 3-6 rice, extrapolation
Angle is 11-17 °, and horizontal * longitudinal pitches are 0.35*1m；The length of the steel floral tube is 2-3 rice, and outer limb is 14-20 °, horizontal
It is 0.35*1m to * longitudinal pitches.
Further, it is guarantee grouting consolidation effect, the injected hole on the steel floral tube is in quincuncial arrangement.
Present invention also offers a kind of the compound of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support
Formula advanced tubule, it is characterized in that：Including self-advancing type ductule and steel floral tube, the self-advancing type ductule includes steel pipe and installation
Alloy bit in the steel pipe front end, the stomata connected with the steel pipe, the steel floral tube are provided with the alloy bit
Including steel pipe body, the front end of the steel pipe body is in cone-shaped, and the afterbody of the steel pipe body is welded with reinforcement, the steel
Several injected holes are drilled with the tube wall of tube body, the afterbody of the steel pipe body is provided with only slurry section, the self-advancing type ductule
Length be more than the steel floral tube length.
Further, the injected hole on the steel floral tube is in quincuncial arrangement, a diameter of 10mm of injected hole.
Further, the length of the only slurry section is the afterbody 0.5-1m away from steel pipe body.
Present invention also offers above-mentioned sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure
Construction method, it is characterized in that：Comprise the following steps：(1) after the first Pin steel arch-shelfs installation and area face closure, utilize
The split type jumbolter of ZSY-50 types squeezes into steel floral tube in face vault stratum, and the outer limb of the steel floral tube is 14-
20 °, horizontal * longitudinal pitches are 0.35*1m, then carry out the disposable grouting and reinforcing sand-pebble layer of complete opening by steel floral tube (3),
Grouting serous fluid is the double slurries of cement-sodium silicate；(2) after the slip casting in step 1 is completed and reaches intensity, tunneling soil
Side, excavation drilling depth is a Pin steel arch-shelf spacing, then closes face, installs the 2nd Pin steel arch-shelfs, by design completion branch at initial stage
After shield, self-advancing type ductule is pierced in face vault stratum using ZSY-50 types split type jumbolter, then by certainly
The stomata entered on the drill bit of formula ductule front end carries out the space of reverse slip casting filling ductule surrounding, and grouting serous fluid is cement-water
The double slurries of glass, the outer limb of the self-advancing type ductule is 11-17 °, and horizontal * longitudinal pitches are 0.35*1m；(3) step is treated
After self-advancing type grouting with small pipe in two is completed and reaches intensity, the tunneling earthwork, excavation drilling depth is a Pin steel arch-shelf spacing,
Then face is closed, the 3rd Pin steel arch-shelfs are installed, preliminary bracing is completed by design, then by the step 1 construction upper strata spray of molten steel
Pipe, the advance support structure construction of repeat step one and step 2, eventually forms stable advance support structural system backward.
In the present invention, lower floor squeezes into face vault front end layer deeper using longer self-advancing type ductule, to meet
There is enough " anchoring " length advanced tubule front end, and upper strata carries out grouting and reinforcing using shorter steel floral tube to vault stratum,
Vault sandy gravel is consolidated, the two is combined forms the protective casing that stability is good, intensity is higher in tunnel vault, reaches advanced branch
The purpose of shield.Wherein, self-advancing type ductule carries alloy bit due to front end, can be relatively easily small by self-advancing type using rig
Conduit is pierced in sand-pebble layer, is solved ductule and is thrown difficulty into sandy gravel, throws the problem of limited length into, and leads to
The stomata crossed on the drill bit of self-advancing type ductule front end carries out the space of reverse slip casting filling ductule surrounding, can improve self-advancing type
The adhesion strength of ductule and sand-pebble layer.And steel floral tube can then make up slip casting of the self-advancing type ductule in sand-pebble layer
The defects of ineffective, the two mutual supplement with each other's advantages form combined type advanced tubule supporting construction, and supporting construction stability is good, supporting
Effect is good.
Further, a diameter of 38-50mm of the self-advancing type ductule, length are 3-6 rice；The diameter of the steel floral tube
For 38-42mm, length is 2-3 rice.
Further, the length of the only slurry section on the steel floral tube is the afterbody 0.5-1m away from steel pipe body.
The beneficial effects of the invention are as follows：
1st, the present invention using self-advancing type ductule solve ductule thrown into sandy gravel difficulty, throw limited length into
Problem, the defects of slip casting effect of the self-advancing type ductule in sand-pebble layer is bad is compensate for by using steel floral tube, utilized
The mutual supplement with each other's advantages of the two, form stable advance support system；
2nd, the present invention is applicable not only to the advance support of sand-pebble layer small curve radius shallow tunnel, is also applied for various
The advance support in stratum stratum small curve radius tunnel；
3rd, efficiency of construction of the present invention is high, and advance support effect is good, is advantageous to shorten the duration；
4th, the present invention construction strong operability, cost after simple training are cheap, have higher practicality.
Brief description of the drawings
Fig. 1 is the front elevation of the advance support structure in the present invention；
Fig. 2 is that supporting construction in the present invention is longitudinally arranged schematic diagram；
Fig. 3 is the structural representation of the self-advancing type ductule in the present invention；
Fig. 4 is the structural representation of the steel floral tube in the present invention；
In figure, 1, Tunnel, 2, tunnel double-lining, 3, steel floral tube, 4, self-advancing type ductule, 5, steel arch-shelf, 6, the palm
Sub- face, 7, steel pipe, 8, alloy bit, 9, drill bit stomata, 10, muscle of putting more energy into, 11, steel pipe body, 12, injected hole, 13, only slurry section.
Embodiment
The present invention is further illustrated by way of example and in conjunction with the accompanying drawings：
As shown in drawings, a kind of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure, it is used
Some self-advancing type ductules 4 squeeze into tunnel tunnel face vault front end, and layer forms self-advancing type ductule layer deeper, and use is some
Root steel floral tube 3 squeezes into formation spray of molten steel tube layer, the spray of molten steel tube layer in tunnel vault stratum and is located at the self-advancing type ductule layer
Top, the steel floral tube 3 and the self-advancing type ductule 4 interlock arranged for interval, by the self-advancing type ductule 4 and described
The double slurries of injection cement-sodium silicate carry out grouting and reinforcing to vault stratum and form advance support structure in steel floral tube 3.It is described to enter certainly
Formula ductule 4 and the steel floral tube 3 are used as combined type advanced tubule.The self-advancing type ductule 4 includes steel pipe 7 and is arranged on
The alloy bit 8 of the front end of steel pipe 7, the stomata 9 connected with the steel pipe 7, the steel pipe are provided with the alloy bit 8
Injected hole is not opened on 7.The steel floral tube 3 includes steel pipe body 11, and the front end of the steel pipe body 11 is in cone-shaped, the steel pipe
The afterbody of body 11 is welded with reinforcement 10, and several injected holes 12, the steel pipe are drilled with the tube wall of the steel pipe body 11
The afterbody of body 11 is provided with only slurry section 13, only starches and is not provided with injected hole in section 13, the length of the self-advancing type ductule 4 is more than institute
State the length of steel floral tube 3.
Preferably, a diameter of 38-50mm of the self-advancing type ductule 4, length are 3-6 rice, and outer limb is 11-17 °,
Horizontal * longitudinal pitches are 0.35*1m；A diameter of 38-42mm of the steel floral tube 3, length are 2-3 rice, and outer limb is 14-20 °,
Horizontal * longitudinal pitches are 0.35*1m.
Preferably, two φ 10mm injected hole 12 is bored every 150mm on the steel floral tube 3, injected hole 12 is in plum blossom
Shape arranges that steel pipe body afterbody 0.5-1m does not drill as only slurry section.
The construction method of above-mentioned sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure is：Including
Following steps：(1) after the installation of the first Pin steel arch-shelfs 5 and area face closure, the split type jumbolter of ZSY-50 types is utilized
Steel floral tube 3 is squeezed into face vault stratum according to shown in Fig. 1 and Fig. 2, the outer limb of the steel floral tube 3 is 14-20 °, horizontal
It is 0.35*1m to * longitudinal pitches, the disposable grouting and reinforcing sand-pebble layer of complete opening, grouting serous fluid is then carried out by steel floral tube 3
For the double slurries of cement-sodium silicate；Because steel floral tube 3 is shorter, steel floral tube 3, in case of that can not be thrown into compared with cobble stone, boulder, can pull out when throwing into
Go out the injection again of somewhat adjustment position or angle；(2) after the slip casting in step 1 is completed and reaches intensity, tunneling soil
Side, excavations drilling depth be a Pin steel arch-shelfs spacing (50cm), then closing face 6, the 2nd Pin steel arch-shelfs 5 of installation, by having designed
Into after preliminary bracing, self-advancing type ductule 4 is pierced into area as shown in Fig. 1 and Fig. 2 using the split type jumbolter of ZSY-50 types
In the vault stratum of face, pierce after depth meets the requirements, then carried out instead by the stomata 9 on the front end drill bit of self-advancing type ductule 4
To the space of slip casting filling ductule surrounding, to improve the adhesion strength of self-advancing type ductule 4 and sand-pebble layer, grouting serous fluid
For the double slurries of cement-sodium silicate, the outer limb of the self-advancing type ductule 4 is 11-17 °, and horizontal * longitudinal pitches are 0.35*1m；
(3) after the slip casting of self-advancing type ductule 4 in step 2 is completed and reaches intensity, the tunneling earthwork, excavation drilling depth is a Pin
Steel arch-shelf spacing (50cm), face 6 is then closed, the 3rd Pin steel arch-shelfs 5 are installed, completed preliminary bracing by design, then press
Step 1 construction upper strata steel floral tube, the advance support structure construction of repeat step one and step 2, eventually forms stabilization backward
Advance support structural system.
For prior art, concrete structure will not be repeated here the split type jumbolter of ZSY-50 types used in the present invention.
The rig jointed rod part separates with operating platform, is easy to operate in small space, using flexible, it is small to be not only suitable for self-advancing type
The drilling of conduit, it is applied to throwing into for steel floral tube again.When self-advancing type ductule is crept into, when cobble content is low or particle diameter is small, impact
Work(more greatly, mainly by percussion drilling；When running into cobble stone, boulder, turn pricker speed height, ballistic work is smaller, and ovum is drilled mainly by drill bit
Stone, reduce conduit bounce-back.Steel floral tube is thrown into be thrown into mainly by ballistic work hammering.
Other parts in the embodiment of the present invention use known technology, will not be repeated here.
Claims (9)
1. a kind of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure, it is characterized in that：Using some
Self-advancing type ductule (4) squeezes into tunnel tunnel face vault front end, and layer forms self-advancing type ductule layer deeper, using some steel
Floral tube (3) squeezes into formation spray of molten steel tube layer, the spray of molten steel tube layer in tunnel vault stratum and is located at the upper of the self-advancing type ductule layer
Portion, the steel floral tube (3) and the self-advancing type ductule (4) interlock arranged for interval, by the self-advancing type ductule (4) and
The double slurries of injection cement-sodium silicate carry out grouting and reinforcing to vault stratum and form advance support structure in the steel floral tube (3)；Institute
Stating self-advancing type ductule (4) includes steel pipe (7) and the alloy bit (8) installed in the steel pipe (7) front end, the alloy bit
(8) stomata (9) connected with the steel pipe (7) is provided with, the steel floral tube (3) includes steel pipe body (11), the steel pipe
The front end of body (11) is in cone-shaped, and the afterbody of the steel pipe body (11) is welded with reinforcement (10), the steel pipe body
(11) be drilled with several injected holes (12) on tube wall, the afterbody of the steel pipe body (11) is provided with only slurry section (13), it is described from
The length for entering formula ductule (4) is more than the length of the steel floral tube (3).
2. sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure according to claim 1, it is special
Sign is：The length of the self-advancing type ductule (4) is 3-6 rice, and outer limb is 11-17 °, and horizontal * longitudinal pitches are 0.35*1m；
The length of the steel floral tube (3) is 2-3 rice, and outer limb is 14-20 °, and horizontal * longitudinal pitches are 0.35*1m.
3. sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure according to claim 1, it is special
Sign is：Injected hole (12) on the steel floral tube (3) is in quincuncial arrangement.
4. a kind of combined type advanced tubule of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support, it is special
Sign is：Including self-advancing type ductule (4) and steel floral tube (3), the self-advancing type ductule (4) includes steel pipe (7) and installed in institute
The alloy bit (8) of steel pipe (7) front end is stated, the stomata (9) connected with the steel pipe (8) is provided with the alloy bit (8),
The steel floral tube (3) includes steel pipe body (11), and the front end of the steel pipe body (11) is in cone-shaped, the steel pipe body (11)
Afterbody be welded with reinforcement (10), several injected holes (12), the steel pipe are drilled with the tube wall of the steel pipe body (11)
The afterbody of body (11) is provided with only slurry section (13), and the length of the self-advancing type ductule (4) is more than the length of the steel floral tube (3)
Degree.
5. the combined type of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support according to claim 4
Advanced tubule, it is characterized in that：Injected hole (2) on the steel floral tube (3) is in quincuncial arrangement, injected hole (12) it is a diameter of
10mm。
6. the combined type of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support according to claim 4
Advanced tubule, it is characterized in that：The length of the only slurry section (13) is the afterbody 0.5-1m away from steel pipe body (11).
7. a kind of sand-pebble layer small curve radius shallow tunnel subsurface excavation method advance support structure as claimed in claim 1 is applied
Work method, it is characterized in that：Comprise the following steps：(1) after the first Pin steel arch-shelfs (5) installation and area face closure, utilize
The split type jumbolter of ZSY-50 types squeezes into steel floral tube (3) in face vault stratum, and the outer limb of the steel floral tube (3) is
14-20 °, horizontal * longitudinal pitches are 0.35*1m, then by steel floral tube (3) with carrying out the disposable grouting and reinforcing sandy gravel of complete opening
Layer, grouting serous fluid are the double slurries of cement-sodium silicate；(2) after the slip casting in step 1 is completed and reaches intensity, tunneling
Cubic metre of earth, excavations drilling depth be a Pin steel arch-shelf spacing, then closes face, the 2nd Pin steel arch-shelfs of installation, by designing completion initial stage
After supporting, self-advancing type ductule (4) is pierced in face vault stratum using ZSY-50 types split type jumbolter, Ran Houtong
The stomata (9) crossed on the drill bit of self-advancing type ductule (4) front end carries out the space of reverse slip casting filling ductule surrounding, grouting serous fluid
For the double slurries of cement-sodium silicate, the outer limb of the self-advancing type ductule (4) is 11-17 °, and horizontal * longitudinal pitches are 0.35*
1m；(3) after self-advancing type ductule (4) slip casting in step 2 is completed and reaches intensity, the tunneling earthwork, drilling depth is excavated
For a Pin steel arch-shelf spacing, face is then closed, the 3rd Pin steel arch-shelfs are installed, preliminary bracing is completed by design, then by step
Rapid construction upper strata steel floral tube, the advance support structure construction of repeat step one and step 2, eventually forms stable surpass backward
Preceding supporting structure system.
8. construction method according to claim 7, it is characterized in that：A diameter of 38- of the self-advancing type ductule (4)
50mm, length are 3-6 rice；A diameter of 38-42mm of the steel floral tube (3), length are 2-3 rice.
9. construction method according to claim 7, it is characterized in that：The length of only slurry section (13) on the steel floral tube (3)
For the afterbody 0.5-1m away from steel pipe body (11).
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| CN201711090976.2A CN107605509A (en) | 2017-11-08 | 2017-11-08 | Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method |
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| CN201711090976.2A CN107605509A (en) | 2017-11-08 | 2017-11-08 | Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109578027A (en) * | 2019-01-14 | 2019-04-05 | 中铁十局集团有限公司 | Upper-soft lower-hard ground tunnel excavation support structure and tunnel excavation construction method |
| CN112253185A (en) * | 2020-10-21 | 2021-01-22 | 福建江夏学院 | Protection mechanism for water-rich sand fault tunnel and construction method |
| CN112360524A (en) * | 2020-11-09 | 2021-02-12 | 紫金矿业集团股份有限公司 | Advanced support method for plate-bonded residual ore pile roadway |
| CN112855172A (en) * | 2021-01-14 | 2021-05-28 | 中铁二十局集团第三工程有限公司 | Tunnel advanced support structure and construction method |
| CN115030165A (en) * | 2022-05-13 | 2022-09-09 | 中交一公局第四工程有限公司 | Ultra-shallow buried tunnel underpass highway structure and construction method |
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| CN101899838A (en) * | 2010-04-27 | 2010-12-01 | 河海大学 | Bottom-grouting-enlarged small-diameter prestressed tubular pile composite foundation construction method |
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