CN108798684A - A kind of method of completely decomposed fine sand stratum tunnel excavation - Google Patents
A kind of method of completely decomposed fine sand stratum tunnel excavation Download PDFInfo
- Publication number
- CN108798684A CN108798684A CN201810689924.5A CN201810689924A CN108798684A CN 108798684 A CN108798684 A CN 108798684A CN 201810689924 A CN201810689924 A CN 201810689924A CN 108798684 A CN108798684 A CN 108798684A
- Authority
- CN
- China
- Prior art keywords
- bracing members
- tunnel
- fine sand
- excavation
- concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Abstract
The invention discloses a kind of methods of completely decomposed fine sand stratum tunnel excavation, the method of the completely decomposed fine sand stratum tunnel excavation of the present invention utilizes the relative stability that fine sand stratum itself has, the split support for digging range fine sand stratum of reinforcing bar frame is completed using a underpinning technique, balance before fine sand stratum being kept to excavate not excavated and broken under by frame by fine sand, when reaching excavation, disturbance or few disturbance are not generated to the stratum of reservation；Using second underpinning technology, the shaped steel to connect bracing members arranges fulcrum with Combination beam of steel and concrete, completes side and roof arch bracing members with inverted arch bracing members into ring seal；The method for providing a kind of completely decomposed fine sand stratum tunnel excavation of the safety problem of the solution shallow tunnel of fine sand stratum coating buried depth into hole safety and side slope in rainy season construction it is an object of the invention to overcome present in existing fine sand stratum tunnel excavation method the disadvantage that easily landslide, difficulty of construction are high.
Description
Technical field
The invention belongs to Tunnel Engineering field more particularly to a kind of methods of completely decomposed fine sand stratum tunnel excavation.
Background technology
Loose structure formation cementation is weak, and stability is poor, easily caves in construction.Tunnel passes through this kind of stratum
When, it need to reduce to country rock（Soil）Disturbance, generally take first to protect and dig afterwards, closed support, the closed construction principle when digging is necessary
Shi Caiyong pre-groutings improve the measures such as stratum and control underground water.Fine sand stratum cavitation there are the problem of and risk：
1. tunnel import side slope stable problem protrudes, tunnel tunnel-face side slope is by design 1:1.5 is (vertical：It is horizontal) when excavating, because carefully
Sand particle internal friction and natural angle of repose are too small and generate slump phenomenon, do not propose that respective handling is arranged into hole to tunnel because designing
It applies, therefore, open cut tunnel section combination advance support need to be increased to Tunnel slope supporting and retaining system, when preventing tunnel import from excavating, slope failure shadow
Tunnel is rung into hole safety.
2. in fine sand stratum tunnel excavation, it is the loose problem on stratum first, contains certain clay particle in fine sand layer
Though have certain consolidation, excavation face exposure duration be not easy it is long, once Wall Rock of Tunnel（Soil）Fine sand layer generates loosening,
Its wall caving effect occurs, and crossing senior general because of sand pressure at the top of bracing members makes the bracing members installed after cavern excavation be deformed or break
It is bad, so as to cause landslide.If loosely caused wall caving effect is happened at before bracing members or frame erection sand, Tunnel Collapse
It will be difficult to control, or even roof fall can be caused exceedingly high, and generate ground pitfall.
3. the problem of fine sand stratum tunnel excavation Second Problem is water, certain glue is contained in slightly wet fine sand stratum because of it
Grain has opposite self-stable ability, before enclosing the loose circle of soil and being formed, takes spray shield 3-5cm thickness concrete that can reach new in time
The purpose of method difficult to understand adds bracing members to reach relative equilibrium using its own stabilization plus spray shield concrete.But moist fine sand stratum,
Because water content is larger in stratum, stratum is without self-stable ability, once excavation face exposes, it is necessary to and closing measure is taken in time, prevents steel
Branch support, which is enclosed soil and loosened, to cause to cave in.
4. it is external scientific investigations showed that：When fine sand stratum includes clay amount more than 8%, it cannot reach pre- using cement grout
Phase containing consolidated sand effect；Clay content is up to 12% or more in this engineering fine sand, therefore, cement grout containing consolidated sand scheme is taken to be denied.
And ihrigising is taken to reinforce sand foundation or other chemical grouting modes, construction cost is high, and effect is also difficult to ensure.
5. taking deep-well precipitation scheme, well depth depth capacity to need to occupy though difficulty of construction is little up to 40m on ground
The hillside fields of resident industrial crops, it is not only of high cost, and also Cheng Jinghou requires the suitable close purpose filtering material of selection to meet well casing mistake
Water requirement, prevents stratum medium-fine sand particle to be lost in again.If when precipitation pump drainage, fine grained is carried out in draining, not only stratum
In fine grain loss will increase ground settlement, and surge shaft and surge shaft march into the arena road may therefore settle, initiation of cracking
Safety problem.
6. Application of light well point precipitation scheme in tunnel is taken, when light well point lag face arrangement, to excavating face
Improvement it is limited, second is that with face excavate follow-up construction light well point, increase working procedure so that excavate circulation time add
It is long, seriously affect construction speed.Tunnel section size is smaller, can also cause the inconvenience of Construction Arrangement.
7. in excavated section 4.8m*4.8m（Gateway opening adds the inverted arch of 0.5m sagitta）Tunnel in arrange daguanpeng construction,
It is not only of high cost, but also because fine sand is aqueous, it is still desirable to closing early could effectively.If mixed using spray again after excavation face exposure
Solidifying soil realizes that the effect of New Austrian Tunneling Method, the advantage of steel tube shed will not exist, and construction cost increases instead.
Invention content
It is an object of the invention to overcome easily to cave in, construct present in above-mentioned existing fine sand stratum tunnel excavation method
The high disadvantage of difficulty and provide a kind of shallow tunnel of solution fine sand stratum coating buried depth into hole safety and side slope in rainy season construction
The method of the completely decomposed fine sand stratum tunnel excavation of safety problem.
To achieve the goals above, the present invention adopts the following technical scheme that：A kind of completely decomposed fine sand stratum tunnel excavation
Method, this method comprises the following steps：
Step 1：On fine sand stratum into before hole, the reinforcing bar of two rows of diameter of phi 25~32, reinforcing bar are first squeezed into other than tunnel contour line
10~20cm of spacing is close to slope surface and pours tunnel open cut tunnel section, the tail end of two placing of reinforcements is poured into open cut tunnel section, open cut tunnel section headroom ruler
Very little identical as tunnel excavation cross dimensions, open cut tunnel abutment wall, crown concrete thickness are 40~60cm, and open cut tunnel section floor length is 3
~5m, side and roof arch position are shored closely connected with fine sand side slope；
Step 2：One of intercepting ditch is arranged at 3~5m other than the above slope excavating sideline of hole face, using cement sand plaster, and
Longitudinal drainage ditch is set and is connected to the gutter that hole road side is arranged, prevents slope surface rainwater catchment from causing to wash away to hole；
Step 3：Reinforced mesh is taken to add spray shield concrete branch in the side slope face more than the open cut tunnel floor elevation at open cut tunnel hole excavated
Shield, and arrange anchor pole fixed steel bars mesh sheet, anchor pole gos deep into 2~3m of fine sand stratum；
Step 4：Open arch hole section concrete intensity reaches 75% or more, carries out tunnel portal excavation, joins on tunnel top and open cut tunnel
Place sets up the first Pin bracing members, and bracing members bottom sets concrete prefabricated cushion block and increases bracing members power transmission to the contact surface on fine sand stratum
Product is sunk after control bracing members carrying；
Step 5：Within the scope of the bracing members arch portion 180 degree of installation, 25~32 reinforcing bars of Φ of length 3.5m, bar spacing are squeezed into
It is controlled by 10-20cm, reinforcing bar tail portion welds together with bracing members, forms the reinforcing bar frame with overhanging ability；
Step 6：Slotting excavation is carried out in the middle and upper part of tunnel using excavation equipment, excavation cyclic advance is 0.5-1.0m, tunnel
Bottom centre retains fine sand Core Soil, the sand of 2.0m~3.0m high, for stablizing face, and is generated after preventing bracing members stress
Ground swell phenomenon；
Step 7：When mechanical excavation is away from design profile 30~50cm of line, coordinated using artificial chamfered edge；
Step 8：Bracing members are installed by spacing 50cm, by connecting reinforcement welding between bracing members, in the side directions of bracing members
Reinforced mesh is installed, reinforced mesh and bracing members, to connect reinforcement welding secured；
Step 9：The secondary concrete that fills spray integrally covers bracing members, completes the once lining of bracing members vault and bracing members side wall
Support work；
Step 10：Tunnel excavation gateway opening shape remaining core soil in advance, sand；
Step 11：Osculum is bored on the concrete of spray shield, it will be in the drainpipe embedment osculum using geotextiles sealing；
Step 12：5-11 steps are repeated, after 6~8 Pin bracing members are installed, bracing members bottom is excavated to precast concrete cushion block top
Portion pours shaped steel together and Combination beam of steel and concrete using bracing members dowel and bracing members, is arranged in the side of combination beam
Gutter is arranged in side wall barricade, the beams of concrete face between bracing members side wall and side wall barricade, convenient for the discharge hole that will catchment in hole
Outside；
Step 13：After 50~60m of tunnel drilling depth, tunnel excavation lower part inverted arch position；It is whole with Combination beam of steel and concrete in shaped steel
Body lower part sets fulcrum, and the cyclization and spray shield concrete enclosing of crown bracing members and inverted arch bracing members are completed by Pin；
Step 14：Road surface is formed completing the closed position backfill ballast aggregate of bracing members cyclization, continues the excavation of next hole section, until
Complete fine sand location tunnel excavation and once lining supporting construction.
When top kerf is excavated to apart from 30~50cm of frame, manually formed smooth along excavation contour line chamfered edge with spade
The vault excavation face of smooth-going.
Gutter is arranged in concrete combination beam beam face, will be catchmented in hole outside discharge hole, and side wall is arranged in the outside in gutter
Barricade.
After the completion of remaining core soil in advance position side and roof arch excavates, to excavating the country rock surface of exposure outside tunnel Core Soil using spray
Concrete enclosing, on moist fine sand stratum with chamfered edge in time by precast concrete backboard bracing members dowel fixed closed,
Prevent fine sand wall caving from sliding, plain 3~5cm of pneumatically placed concrete is thick.
The good effect that the above-mentioned technical proposal of the present invention generates is as follows：The completely decomposed fine sand stratum tunnel excavation of the present invention
Method utilize the relative stability that has of fine sand stratum itself, the split digging range of reinforcing bar frame is completed using a underpinning technique
The support on fine sand stratum, that is, the balance before keeping fine sand stratum to excavate not excavated and broken under by frame by fine sand, that is, is reached out
When digging, disturbance or few disturbance are not generated to the stratum of reservation.Using second underpinning technology, to connect the shaped steel and reinforcing bar of bracing members
Concrete combination beam arranges fulcrum, completes side and roof arch bracing members with inverted arch bracing members into ring seal；The arrangement and method for construction of the present invention
Ensure not disturbing fine sand stratum in construction have using the Nei Mochali and movement angle of repose of fine sand stratum internal structure certainly steady
Ability keeps the stabilization and balance on stratum with the common stress of supporting system, by the way that tunnel excavation is reduced or avoided to retaining stratum
Disturbance achievees the purpose that New Austrian Tunneling Method " egg shell packet egg " to close early.In Specific construction, technical solution using the present invention
Fine sand stratum tunnel excavation drilling depth is moved forward steadily according to the 45m/ months, and cave in accident together does not occur, and fine sand stratum tunnel construction takes
Obtained good technical economic benefit.
After completing once lining supporting, osculum is arranged on the concrete surface of supporting, gos deep into fine sand stratum 0.2-
0.5m introduces the water in fine sand stratum in tunnel, reduces the soil pressure load outside supporting concrete.
Description of the drawings
Fig. 1 is fine sand stratum tunnel excavation import open cut tunnel supporting schematic diagram of the present invention.
Fig. 2 is the schematic diagram that face of the present invention excavates.
Fig. 3 is the cut-away illustration of bracing members of the present invention, combination beam.
Fig. 4 is osculum distribution schematic diagram of the present invention.
Fig. 5 is that the present invention excavates inverted arch cyclization rear end structure schematic diagram.
It is labeled as in figure：1, bracing members；2, reinforcing bar frame；3, reinforced mesh；4, concrete prefabricated cushion block；5, open cut tunnel hole
Mouthful；6, combination beam；7, inverted arch bracing members；8, bracing members connect reinforcing bar；9, side wall barricade；10, gutter；11, bracing members side wall；
12, osculum；13, drainpipe；14, geotextiles；15, intercepting ditch；16, slope excavating sideline；17, open cut tunnel crown；18, open cut tunnel bottom
Plate.
Specific implementation mode
Below in conjunction with the accompanying drawings and specific embodiment is to the technical side of the method for completely decomposed fine sand of the present invention stratum tunnel excavation
Case is further elaborated and illustrates.
A kind of method of completely decomposed fine sand stratum tunnel excavation, this method use is in Baoshan, Yunnan Supa River basin Wu Nihe
Power station water diversion tunnel project penstock horizontal segment is located in the horizontal tunnel after surge shaft, and tunnel is across fineness modulus
Thin silt between 1.2 ~ 1.6, fine sand are light yellow, yellow；Tunnel exports the holes 8-10m section stratum for slightly wet fine sand
Layer, the nearly slope buried depth of tunnel are more than the fine sand stratum that 10m is moist, and fine sand density of earth formations is close in being/closely knit, and chiltern is impure, contains more
Clay or platelets（Thickness about 10cm）, part is mutual stratiform, and sorting is good, and particle is uniform；Hand rubbing, which occasionally has, sticks together sense；Rock core
In bulk, local pie.The wide * high of tunnel excavation section=4.8m*4.8m（Gateway opening adds the inverted arch of 0.5m sagitta）, design is once
Lining cutting uses linked network（Bar diameter Φ 6.5mm, grid spacing 10cm*10cm）Spray protect concrete, spray shield concrete thickness
15cm, secondary lining use armored concrete, lining thickness 0.6m.
As shown in Figure 1, 2, 3, the step of this method is constructed is as follows：
Step 1., into before hole, first squeezes into two rows of length 3.5m, 25~32 steel of diameter of phi on fine sand stratum other than tunnel contour line
Then muscle 6,10~20cm of bar spacing, array pitch 40cm are close to slope surface and pour tunnel open cut tunnel Duan Cheng, the tail end of two placing of reinforcements is poured
Enter in open cut tunnel section；Open cut tunnel section headroom size is identical as tunnel excavation cross dimensions, open cut tunnel abutment wall, 17 concrete thickness of open cut tunnel crown
It is controlled by 40~60cm；Open cut tunnel section floor length controls 3~5m, and side and roof arch position is shored closely connected with fine sand side slope, is prevented bright
When excavating slope surface inclined-plane in hole, slope surface slump；
Step 2. arranges one of intercepting ditch 15 other than the above slope excavating sideline 16 of hole face at 3~5m, is smeared using cement mortar
Face, and longitudinal drainage ditch is set and is connected to the gutter that hole road side is arranged, prevent slope surface rainwater catchment from causing to rush to hole
Brush；
Step 3. takes reinforced mesh 3 plus spray shield concrete to the side slope more than 18 elevation of open cut tunnel bottom plate at open cut tunnel hole 5 excavated
Supporting, and arrange anchor pole fixed steel bars mesh sheet, anchor pole gos deep into 2~3m of fine sand stratum；
After step 4. open arch concrete strength reaches 75%, tunnel portal excavation is carried out, the is set up with open cut tunnel junction on hole top
One Pin crowns bracing members 1（Hereinafter referred to as bracing members）, bracing members bottom sets the concrete prefabricated cushion block 4 of 20cm*20cm thickness 12cm
Bracing members power transmission is increased to the contact area on fine sand stratum, is sunk after control bracing members carrying；
Step 5. 180 degree range at the top of the bracing members of installation squeezes into 25~32 reinforcing bars of Φ of length 3.5m, and it is 10 to form spacing
The reinforcing bar frame 2 of~20cm, reinforcing bar tail portion weld together with bracing members, form the reinforcing bar frame with overhanging ability；It is i.e. sharp
Reinforcing bar rod piece and fine sand engaging portion force power to do one's bidding after squeezing into fine sand stratum with reinforcing bar, and the hardened fine sand containing clay is made not generate wall caving
It slides；Second, the formation using reinforcing bar frame overhangs ability, and when preventing excavation face from slump occur, the overhanging ability of frame
Prevent the slump of top fine sand；
Step 6：Slotting excavation is carried out in the middle and upper part of tunnel using excavation equipment, cyclic advance is excavated and is controlled by 0.5-1.0m,
Tunnel floor center retains the fine sand Core Soil of 2.0m~3.0m high, for stablizing face, and is produced after preventing bracing members stress
The grand phenomenon of Radix Rehmanniae；
Step 7：When mechanical excavation is away from design profile 30~50cm of line, the vault that smooth smooth-going is cooperatively formed using artificial chamfered edge is opened
Digging face;After the completion of remaining core soil in advance position side and roof arch excavates, to excavating the country rock of exposure outside tunnel Core Soil（Soil）Surface uses
Pneumatically placed concrete is closed, and the poor exposure of stability increases concrete prefabricated backboard protection, and plain 3~5cm of pneumatically placed concrete is thick.
Step 8：Pin bracing members are installed by spacing 50cm, and reinforced mesh is installed, reinforced mesh connects with bracing members, bracing members
It is secured to connect reinforcement welding；
Step 9：The secondary concrete that fills spray integrally covers bracing members, and bracing members vault and bracing members side wall 11 complete once lining
Support work；
Step 10：Tunnel excavation gateway opening shape remaining core soil in advance（Sand）;
Step 11. bores osculum 12 on spray shield concrete, will be in the drainpipe embedment osculum 13 that sealed using geotextiles 14;
Step 12. repeats 5-11 processes, and after installing 6-8 Pin bracing members, bracing members bottom is excavated to precast concrete cushion block top
Portion pours a road width * high=20cm*20cm shaped steel and armored concrete at the top of cushion block using bracing members dowel 8 and bracing members
Combination beam 6 ensures mounted bracing members composite entity stress, setting side wall barricade 9, bracing members side wall in the side of combination beam
Gutter 10 is arranged in beams of concrete face between side wall barricade, convenient for will catchment in hole outside discharge hole;
After step 13. tunnel drilling depth 50-60m, depending on traffic maintenance cost situation in hole, tunnel excavation lower part inverted arch position, in type
Steel and reinforced beam entirety lower part appropriate location set fulcrum, by Pin complete even crown bracing members and inverted arch bracing members 7 at
Ring and spray shield concrete enclosing;
Step 14. completes the closed position backfill ballast aggregate formation road surface of bracing members cyclization, continues the excavation for excavating next hole section,
Until completing fine sand location tunnel excavation and once lining supporting construction;
Step 15. clears up inverted arch and backfills ballast aggregate, carries out concrete secondary liner construction.
Construction personnel's strict implement construction requirement ensures that the bracing members top rebars frame lap of splice is not less than 1.5m, and presses
Above-mentioned steps implement measures, and fine sand stratum tunnel excavation drilling depth, which realizes, to be moved forward steadily the 45m/ months, and tunnel is with passing through fine sand
Enter rock hole section after layer length about 90m, tunnel does not occur cave in accident together when passing through fine sand stratum, creates preferable
Technical economic benefit.
Claims (4)
1. a kind of method of completely decomposed fine sand stratum tunnel excavation, it is characterised in that：This method comprises the following steps：
Step 1：On fine sand stratum into before hole, the reinforcing bar of two rows of diameter of phi 25~32, reinforcing bar are first squeezed into other than tunnel contour line
10~20cm of spacing is close to slope surface and pours tunnel open cut tunnel section, the tail end of two placing of reinforcements is poured into open cut tunnel section, open cut tunnel section headroom ruler
Very little identical as tunnel excavation cross dimensions, open cut tunnel abutment wall, crown concrete thickness are 40~60cm, and open cut tunnel section floor length is 3
~5m, side and roof arch position are shored closely connected with fine sand side slope；
Step 2：One of intercepting ditch is arranged at 3~5m other than the above slope excavating sideline of hole face, using cement sand plaster, and
Longitudinal drainage ditch is set and is connected to the gutter that hole road side is arranged, prevents slope surface rainwater catchment from causing to wash away to hole；
Step 3：Reinforced mesh is taken to add spray shield concrete branch in the side slope face more than the open cut tunnel floor elevation at open cut tunnel hole excavated
Shield, and arrange anchor pole fixed steel bars mesh sheet, anchor pole gos deep into 2~3m of fine sand stratum；
Step 4：Open arch hole section concrete intensity reaches 75% or more, carries out tunnel portal excavation, joins on tunnel top and open cut tunnel
Place sets up the first Pin bracing members, and bracing members bottom sets concrete prefabricated cushion block and increases bracing members power transmission to the contact surface on fine sand stratum
Product is sunk after control bracing members carrying；
Step 5：Within the scope of the bracing members arch portion 180 degree of installation, 25~32 reinforcing bars of Φ of length 3.5m, bar spacing are squeezed into
It is controlled by 10-20cm, reinforcing bar tail portion welds together with bracing members, forms the reinforcing bar frame with overhanging ability；
Step 6：Slotting excavation is carried out in the middle and upper part of tunnel using excavation equipment, excavation cyclic advance is 0.5-1.0m, tunnel
Bottom centre retains fine sand Core Soil, the sand of 2.0m~3.0m high, for stablizing face, and is generated after preventing bracing members stress
Ground swell phenomenon；
Step 7：When mechanical excavation is away from design profile 30~50cm of line, coordinated using artificial chamfered edge；
Step 8：Bracing members are installed by spacing 50cm, by connecting reinforcement welding between bracing members, in the side directions of bracing members
Reinforced mesh is installed, reinforced mesh and bracing members, to connect reinforcement welding secured；
Step 9：The secondary concrete that fills spray integrally covers bracing members, completes the once lining of bracing members vault and bracing members side wall
Support work；
Step 10：Tunnel excavation gateway opening shape remaining core soil in advance, sand；
Step 11：Osculum is bored on the concrete of spray shield, it will be in the drainpipe embedment osculum using geotextiles sealing；
Step 12：5-11 steps are repeated, after 6~8 Pin bracing members are installed, bracing members bottom is excavated to precast concrete cushion block top
Portion pours shaped steel together and Combination beam of steel and concrete using bracing members dowel and bracing members, is arranged in the side of combination beam
Gutter is arranged in side wall barricade, the beams of concrete face between bracing members side wall and side wall barricade, convenient for the discharge hole that will catchment in hole
Outside；
Step 13：After 50~60m of tunnel drilling depth, tunnel excavation lower part inverted arch position；It is whole with Combination beam of steel and concrete in shaped steel
Body lower part sets fulcrum, and the cyclization and spray shield concrete enclosing of crown bracing members and inverted arch bracing members are completed by Pin；
Step 14：Road surface is formed completing the closed position backfill ballast aggregate of bracing members cyclization, continues the excavation of next hole section, until
Complete fine sand location tunnel excavation and once lining supporting construction.
2. a kind of method of completely decomposed fine sand stratum according to claim 1 tunnel excavation, it is characterised in that：Top kerf
When being excavated to apart from 30~50cm of frame, manually the vault excavation face of smooth smooth-going is formed along excavation contour line chamfered edge with spade.
3. a kind of method of completely decomposed fine sand stratum according to claim 1 tunnel excavation, it is characterised in that：In concrete
Gutter is arranged in combination beam beam face, will be catchmented in hole outside discharge hole, and side wall barricade is arranged in the outside in gutter.
4. a kind of method of completely decomposed fine sand stratum according to claim 1 tunnel excavation, it is characterised in that：Reserved core
After the completion of native position side and roof arch excavates, the country rock surface to excavating exposure outside tunnel Core Soil is closed using pneumatically placed concrete, in tide
Wet fine sand stratum, in time by precast concrete backboard bracing members dowel fixed closed, prevents fine sand wall caving from sliding with chamfered edge
It falls, plain 3~5cm of pneumatically placed concrete is thick.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810689924.5A CN108798684B (en) | 2018-06-28 | 2018-06-28 | A kind of method of completely decomposed fine sand stratum tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810689924.5A CN108798684B (en) | 2018-06-28 | 2018-06-28 | A kind of method of completely decomposed fine sand stratum tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108798684A true CN108798684A (en) | 2018-11-13 |
| CN108798684B CN108798684B (en) | 2019-12-03 |
Family
ID=64071101
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810689924.5A Active CN108798684B (en) | 2018-06-28 | 2018-06-28 | A kind of method of completely decomposed fine sand stratum tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108798684B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110030004A (en) * | 2019-05-29 | 2019-07-19 | 东华理工大学 | A kind of barrier lake aerial drainage tunnel excavation method |
| CN110344855A (en) * | 2019-06-27 | 2019-10-18 | 中国电建集团西北勘测设计研究院有限公司 | The supporting construction of diversion tunnel under a kind of large ground pressure |
| CN110552723A (en) * | 2019-09-16 | 2019-12-10 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN110940571A (en) * | 2019-12-09 | 2020-03-31 | 河北建筑工程学院 | Test device for simulating dynamic soil arch effect of shed frame structure |
| CN112031813A (en) * | 2020-09-08 | 2020-12-04 | 中交一公局第一工程有限公司 | Construction method for penetrating through clay loose tunnel collapsed body |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3523426A (en) * | 1967-04-13 | 1970-08-11 | Atlas Copco Mct Ab | Process and apparatus for driving tunnels in rock having zones differing in stability |
| CN1233311A (en) * | 1996-08-16 | 1999-10-27 | 塔胡斯股份有限公司 | Tunnelling process and device |
| CN103410524A (en) * | 2013-08-19 | 2013-11-27 | 葛洲坝新疆工程局（有限公司） | Soft rock tunnel construction method |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN105909263A (en) * | 2016-06-13 | 2016-08-31 | 中交第公路勘察设计研究院有限公司 | Eolian sand stratum highway tunnel structure and construction method thereof |
| CN106968692A (en) * | 2017-05-27 | 2017-07-21 | 中国水利水电第四工程局有限公司 | A kind of construction method of tunnel excavation support structure and the supporting construction |
-
2018
- 2018-06-28 CN CN201810689924.5A patent/CN108798684B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3523426A (en) * | 1967-04-13 | 1970-08-11 | Atlas Copco Mct Ab | Process and apparatus for driving tunnels in rock having zones differing in stability |
| CN1233311A (en) * | 1996-08-16 | 1999-10-27 | 塔胡斯股份有限公司 | Tunnelling process and device |
| CN103410524A (en) * | 2013-08-19 | 2013-11-27 | 葛洲坝新疆工程局（有限公司） | Soft rock tunnel construction method |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN105909263A (en) * | 2016-06-13 | 2016-08-31 | 中交第公路勘察设计研究院有限公司 | Eolian sand stratum highway tunnel structure and construction method thereof |
| CN106968692A (en) * | 2017-05-27 | 2017-07-21 | 中国水利水电第四工程局有限公司 | A kind of construction method of tunnel excavation support structure and the supporting construction |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110030004A (en) * | 2019-05-29 | 2019-07-19 | 东华理工大学 | A kind of barrier lake aerial drainage tunnel excavation method |
| CN110030004B (en) * | 2019-05-29 | 2024-01-23 | 东华理工大学 | Method for excavating barrier lake drainage tunnel |
| CN110344855A (en) * | 2019-06-27 | 2019-10-18 | 中国电建集团西北勘测设计研究院有限公司 | The supporting construction of diversion tunnel under a kind of large ground pressure |
| CN110552723A (en) * | 2019-09-16 | 2019-12-10 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN110552723B (en) * | 2019-09-16 | 2021-01-26 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN110940571A (en) * | 2019-12-09 | 2020-03-31 | 河北建筑工程学院 | Test device for simulating dynamic soil arch effect of shed frame structure |
| CN110940571B (en) * | 2019-12-09 | 2023-02-17 | 河北建筑工程学院 | Test device for simulating dynamic soil arch effect of shed frame structure |
| CN112031813A (en) * | 2020-09-08 | 2020-12-04 | 中交一公局第一工程有限公司 | Construction method for penetrating through clay loose tunnel collapsed body |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108798684B (en) | 2019-12-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108798684B (en) | A kind of method of completely decomposed fine sand stratum tunnel excavation | |
| CN105544460B (en) | Cast-in-place plant growing type eco-concrete slope protection construction method | |
| CN107762535B (en) | Cut-and-cover tunnel secretly does construction technology under complicated geological environment | |
| CN105887898B (en) | A kind of method and structure of protection swell-shrink characteristic ground cut slope | |
| CN104989425B (en) | A kind of tunneling is into hole supporting construction and its method for protecting support | |
| CN108412503B (en) | Bias shallow tunnel entrance construction safeguard structure and its construction method | |
| CN205999903U (en) | Environment-friendly type grass planting Concrete Highway protective slope structure | |
| CN103572765B (en) | Treatment and construction method of bridge site river bank expansive soil landslide positions | |
| CN207003499U (en) | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit | |
| CN109630127A (en) | A kind of construction method of rich water soft stratum ultra-deep shield vertical shaft | |
| CN110080254A (en) | Draining friction pile-water guide culvert structure and construction method for oblique slope reinforcement | |
| CN110159294A (en) | A kind of high steep landform tunnel immediately adjacent to bridge section spreading open cut tunnel construction method | |
| CN110258362A (en) | A kind of city underground engineering passes through the deformation control method of existing bridge | |
| CN109441456A (en) | A kind of the tunnel structure and its construction method of weakness Facility-sliding strata | |
| CN104895111B (en) | The construction method of integrated pipe canal in weak soil ground | |
| CN108385715A (en) | A kind of assembled stake arch combination retaining wall and its construction method | |
| CN103334450B (en) | Construction method of pile precast slab retaining wall with drainage ditch | |
| CN109898556A (en) | A kind of underground pipe gallery structure and sunk type construction method | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN209195412U (en) | A kind of tunnel structure suitable for weak Facility-sliding strata | |
| CN111042161A (en) | Slope collapse high slope flexible processing structure and construction method thereof | |
| CN110820756A (en) | Shield well and vertical shaft deep foundation pit excavation safety construction method | |
| CN212642730U (en) | Collapsible loess area tunnel passes people's air defense structure | |
| CN213625605U (en) | Dig deep basal pit structure of stake anchor and hanging net injection concrete soon | |
| CN211421139U (en) | Shield constructs well crown beam bearing structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information |
Address after: 450001 No. 59 Lianhua street, hi tech Development Zone, Henan, Zhengzhou Applicant after: China Power Construction Eleventh Bureau Engineering Co., Ltd. Applicant after: SINOHYDRO Bureau 11 Co., Ltd. Address before: 450001 No. 59 Lianhua street, hi tech Development Zone, Henan, Zhengzhou Applicant before: China Hydropower eleventh Engineering Bureau (Zhengzhou) Co., Ltd. Applicant before: SINOHYDRO Bureau 11 Co., Ltd. |
|
| CB02 | Change of applicant information | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |