CN108868780A - A kind of method of mud-rock flow stratum tunnel excavation - Google Patents
A kind of method of mud-rock flow stratum tunnel excavation Download PDFInfo
- Publication number
- CN108868780A CN108868780A CN201810484099.5A CN201810484099A CN108868780A CN 108868780 A CN108868780 A CN 108868780A CN 201810484099 A CN201810484099 A CN 201810484099A CN 108868780 A CN108868780 A CN 108868780A
- Authority
- CN
- China
- Prior art keywords
- bracing members
- mud
- rock flow
- reinforcing bar
- arch
- 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
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- 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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to a kind of methods of mud-rock flow stratum tunnel excavation, the relative stability that this method utilizes mud-rock flow itself to have, the support of reinforcing bar frame and separation layer to mud-rock flow outside range is excavated is completed using a underpinning technique, the existing balance of mud-rock flow is not broken, so that the debris flow body other than tunnel excavation range is not disturbed or is disturbed less, is formed permeable impermeable（Mud）The separation layer of sand, one is easy for the draining of debris flow body, prevents ponding from mudstone being caused to slide, second is that preventing silt particle in debris flow body to be lost making somebody a mere figurehead between forming stone, to cause boulder and erratic boulder sliding generation impact force destruction canopy protection structure；Using second underpinning technology mainly for bracing members, the well whole force structure of the cyclic stress of closing is converted to by the temporary structure shored plus overhang.The present invention is using the support once underpined with second underpinning technology completion reinforcing bar frame and separation layer to mud-rock flow outside range is excavated, to move forward steadily the excavation of mud-rock flow stratum tunnel.
Description
Technical field
The present invention relates to Tunnel Engineering field more particularly to a kind of methods of mud-rock flow stratum tunnel excavation.
Background technique
Mud-rock flow is a kind of temporary mighty torrent containing a large amount of silt particles and stone occurred in mountain area.Mud-rock flow and general flood
The main distinction of stream is that this fluid is made of solid and liquid, and solid matter content is larger, solid under special circumstances
Body ingredient accounts for 80% or more, and severe is up to 23kN/m3.Its feature is：Outburst suddenly, energy is huge, lasts of short duration, recurrence
Frequently.Therefore, destructive power is huge.Slope surface landform is the main source of mud-rock flow solid matter, and the overwhelming majority is natural solid object
Source, solid material resource constitutes Clastic Stratum of Country Rocks exposed in predominantly region, the fragmentary soil covered on hillside, and is deposited in slope surface
Upper saprolite of varying thickness.Due to as long as the heaven and earth endure, four seasons weathering, clastic rock is presented soft and hard alternation mostly, rock mass also different journeys
Degree ground loosens removing, generates a large amount of rubble sillars, is unevenly covered on basement rock, encounters larger rainwater and come, easily quilt cover
Stream is washed away to be taken away with large area.Close to the deposit of side slope bold shore, erosion is washed in a pan by flood, easily formation avalanche increases mudstone again
The solid material resource of stream constitutes the main belongings of mud-rock flow.
Tunnel passes through mud-rock flow stratum, and the data that the special construction technology of maturation is reported in media both at home and abroad at present is less, and one
As be all to work out measures according to the specific geological characteristics of engineering and improved and supplemented again by groping, finds rule, formation phase
Engineering construction is used for perfect operational procedure, but construction speed to be slow, it is careless slightly to occur as soon as landslide phenomenon, such as Lan Yu Railway
The report of flax ridge construction of tunnel, difficulty of construction shocks common people, but its construction technology is asked mainly for special individually
Topic, and it is used to instruct the construction also impassable limitation of generality, such as advanced precipitation or grout curtain and this project institute
The stratum at place is not inconsistent, and construction reference is little.
Mud-rock flow slip mass stratum cavitation there are the problem of and risk：
1. in mud-rock flow stratum tunnel excavation, what is initially encountered is that moisture storage capacity is very big in stratum, in digging process, once to stratum
In water flow cannot be appropriate control, the flowing of water will carry silt particle and gushes out from work surface, in turn result in the stone in slip mass
Aerial, loosening, the slump and movement of stone form very big impact energy, destroy the bracing members of cavern excavation installation.
2. being destroyed to structure and almost being completed in moment, without bracing members reparation from sedimentation, deformation by the bracing members impacted
Breathing spell and time.
3. the balance of mud-rock flow earth formation is once broken, it is equivalent to the bottleneck for opening Pan Gela spell, if made
Industry face water gushes out the prominent mud of initiation, gushes mud（Sand）Phenomenon, slip mass stone, erratic boulder, boulder after making somebody a mere figurehead will generate sliding, collapse
It falls, not only the existing support system of impact failure, but also the pressure of tunnel branch support is increased, the appearance of landslide just institute again
Inevitably, it is difficult to tidy up.
4. when the tunnel excavation of mud-rock flow stratum, the excavation working depth in chapelet face will be controlled suitably, once in chapelet face one
Secondary excavation height is excessive to cause chapelet face unstability, thus mud-rock flow generates, and not only mud-rock flow swallows up tunnel, work surface is forced back several
Rice, ten meters or tens of rice, and the completed steel shotcrete support system in front will be seriously damaged, and fight for " commanding elevation " again
Fight will be unfolded again, need the mud-rock flow cleared up in tunnel again, the bracing members removing deformation or destroying, the steel more renewed
Support, reaches new balance and stabilization.
5. slip mass earth formation is complicated, the existing block different greater than the boulder and slumping block partial size of hole diameter in stratum
Stone, also covered soil, sand are mixed with together, and content distribution is different, poor using well cementing mode preconsolidation effect,
Difficulty is big.
6. daguanpeng construction is restricted by formation condition and cavern's section, can not be unfolded.
Summary of the invention
It is an object of the invention to overcome the problems, such as existing mud-rock flow tunnel excavate present in above-mentioned risk and, one kind is provided
The method of mud-rock flow stratum tunnel excavation in the existing balance for not breaking mud-rock flow, makes mudstone other than tunnel excavation range
In the case that fluid is not disturbed or disturbed less, reinforcing bar frame and separation layer pair are completed with second underpinning technology using once underpining
The support for excavating the outer mud-rock flow of range, to move forward steadily the excavation of mud-rock flow stratum tunnel.
To achieve the goals above, the present invention adopts the following technical scheme that：A kind of side of mud-rock flow stratum tunnel excavation
Method, this method include：First the hole segment frame outside debris flow body sets 3-5 Pin arch bracing members, to close on the bracing members of debris flow body
As starting point, the reinforcing bar equidistantly arranged is inserted into debris flow body at the top of bracing members, reinforcing bar gos deep into mud-rock flow stratum, each
With bracing members firm welding, the upper end arcuate part of arch bracing members is provided with reinforcing bar, forms arch for the tail portion of root reinforcing bar
Reinforcing bar frame；The gap of reinforcing bar frame is connected using seepy material with reinforcing bar frame, and one of permeable impermeable mud is formed
Separation layer；When tunnel excavation, once discovery debris flow body, step-like as bearing pointdisposal by the bracing members for closing on debris flow body
Partition forms the space of different height by debris flow body barrier at stepped form, according to different spatial altitudes, first close
The bracing members two sides of debris flow body are respectively arranged outrigger, and the arch bracing members of overhanging are equidistantly set up on outrigger, arrange reinforcing bar
Frame and separation layer first install bracing members, then as long as space more than mud-rock flow surface layer is able to satisfy the installation of arch bracing members
Reinforcement placing frame and separation layer.
The reinforcing bar equidistantly arranged is used being close at the top of the mounted arch bracing members of face within the scope of entire arch
Reinforcing bar shed frame method is squeezed into, and reinforcing bar length is not less than 3.5m, is formed the reinforcing bar frame that spacing is 10 ~ 30cm, is goed deep into mud-rock flow stratum
2.5~3.3m。
The erection method of bracing members：1 Pin arch bracing members is first set up, layer 2-3 baffle is arranged vertically in face, to hole
Mud-rock flow is controlled at the face of room, gradually scarfing cinder, is allowed to have the space for installing next Pin vault bracing members, two adjacent
Arch bracing members between spacing be no more than 0.5 meter.
In the side wall direction of bracing members, multiple rows of dowel is arranged, and bracing members firm welding, to facilitate on the outside of bracing members
Concrete back plate or the lumps of wood are installed and close side wall, backfill it is closely knit, prevent mud-rock flow flowed sideways by bracing members excavated it is molding
In tunnel.
3 Pin arch bracing members are at least installed on every outrigger.
For prevent arch bracing members set up after, because top load greatly caused by bracing members integral sinking, arrangement bracing members or
When reinforcing bar frame, 10 ~ 20cm of settling amount is preset, i.e., hole top is digged and is higher by 10 ~ 20cm of design section.
Cross-brace is welded in the two sides bottom end at every Pin bracing members arch position, fulcrum is located on the outrigger of overhanging,
1-2 root fashioned iron column is arranged in the axial location at the bracing members arch position of overhanging, and column lower part is supported with precast concrete pedestal.
After the completion of shield top work, by gradually scarfing cinder in the extroversion hole of hole, the hole section that first will be far from mud-rock flow is excavated to tunnel bottom
Plate elevation installs concrete prefabricated cushion block by bracing members lower leg portion spreading, and in bottom plate, is located in bracing members supporting leg
On concrete prefabricated cushion block, the complete bracing members of a ring are formed, remove fashioned iron column.
The good effect that technical solution of the present invention generates is as follows：The method of mudstone laminar sublayer tunnel excavation of the invention,
The relative stability having using mud-rock flow itself completes reinforcing bar frame and separation layer to excavation range using a underpinning technique
The support of outer mud-rock flow does not break the existing balance of mud-rock flow, disturbs the debris flow body other than tunnel excavation range not
Or few disturbance；It is formed permeable impermeable（Mud）The separation layer of sand, one is easy for the draining of debris flow body, prevents ponding from causing mudstone sliding
It is dynamic, second is that preventing silt particle in debris flow body to be lost making somebody a mere figurehead between forming stone, to cause boulder and erratic boulder sliding generation impact
Power destroys canopy protection structure.Second underpinning technology mainly for bracing members, by shore plus the temporary structure of overhanging be converted to closing at
The good whole force structure of ring stress.
Under the premise of keeping mud-rock flow metastable, it is isolated excavating in range with the debris flow body of reservation.Make to excavate
When mud-rock flow in range is removed, the carrying contact surface of top mud-rock flow is undertaken by the slider underpined, and slider is able to satisfy
The bearing requirements of the debris flow body of reservation, and reach draining it is unimpeded, avoid the formation of ponding cause debris flow.By reinforcing bar frame
Tail end weld together with bracing members, and with go deep into mud-rock flow reinforcing bar frame front end formed simple beam structure, by hole with
The mud-rock flow on hole top separates, and completes reinforcing bar frame, bracing members system and underpins work to what the above mud-rock flow stratum was pushed up in hole.Top arch
Rigid frame is taken at position, and side wall is declined using precast concrete block gear shield with excavation height, convenient installation in time.To ensure
Cantilevered structure safety, it is desirable that every outrigger must connect the complete bracing members of three Pin or more, i.e. formation " three choose one " pattern.It formulates
Mud-rock flow propping of subterranean formations, support system conversion once underpin, second underpinning operating technology measure, it is ensured that mud is not disturbed in construction
Rock glacier has certain self-stable ability and supporting system using the internal friction and movement angle of repose of mud-rock flow stratum internal structure
Common stress keeps the relatively stable of mud-rock flow and balance.
Detailed description of the invention
Fig. 1 is the primary side structure schematic diagram underpined with the reinforcing bar frame of second underpinning of the present invention.
Fig. 2 is the structural schematic diagram of arch bracing members of the present invention.
Fig. 3 is the arch bracing members schematic diagram that the present invention overhangs.
It is labeled as in figure：1, arcuate part；2, supporting leg；3, reinforcing bar；4, separation layer；5, backboard；6, dowel；7, it laterally props up
Support；8, outrigger；9, baffle；10, concrete prefabricated cushion block；11, bottom plate；12, fashioned iron column；13, connecting plate；14, concrete
Native pedestal；15, mudstone flowing liquid coboundary；16, mudstone flowing liquid lower boundary.
Specific embodiment
Combined with specific embodiments below and attached drawing makees the technical solution of the method for mud-rock flow stratum of the present invention tunnel excavation
Further elucidated above and explanation.
Embodiment one：The power station Nepal Yi Lamu diversion tunnel case
Nepal's Yi Lamu diversion and power station diversion tunnel is about 3500m, and tunnel excavation section 2.5m*2.5m, tunnel is city gate
Hole shape, tunnel outlet hole section, which need to pass through, is about 400m slip mass；A branch hole need to pass through the slip mass of nearly 200m.This area's underground water
Position is high, and during tunnel excavation, slip mass is because rich water, stratum are unstable, after the completion of supporting, because of water burst, gushes mud（Sand）Cause slope
Product object activity causes tunnel repeatedly to cave in.After tunnel outlet hole section is excavated and completes bracing members strong supporting about 100m, chapelet face goes out
Existing threadiness discharge orifice is closed not in time, is caused mud-rock flow and is swallowed up 100m tunnel, and cause roof fall, ground forms length and width about 20*40m
Hole of collapsing.Water diversion tunnel project occurs when passing through intensive landslide stratum and crack, fault belt and coombe position
Size landslide more than 100 times, more than 30000 side of landslide total amount, landslide total amount is close to a newly-increased same size tunnel (that is, complete
At the excavated volume of two design tunnels).
The tunnel excavation is carried out with second underpinning technology using of the invention once underpining, specific step is as follows：
1. first the hole segment frame outside debris flow body sets 3-5 Pin arch bracing members, arch bracing members include 1 He of arcuate part on top
The supporting leg 2 of lower part, spacing is 0.5m between adjacent bracing members, to close on the bracing members of debris flow body as starting point, along bracing members
32 reinforcing bar 3 of Φ that length is not less than 3.5m is squeezed into using reinforcing bar shed frame method into debris flow body in top, entire bracing members top
Arcuate part is inserted into reinforcing bar, forms the reinforcing bar frame that bar spacing is 20cm, and to ceiling using seepy materials such as geotextiles
It carries out closing and forms permeable impermeable mud（Sand）Separation layer 4, reach not and occur gushing mud, gush sand phenomenon；By controlling frame top
Mud in mudstone flow structure（Sand）Flowing is not generated, is reached and is not generated aerial phenomenon inside control mud-rock flow stratum, avoids because generating
Aerial phenomenon causes the boulder in mud-rock flow stratum, block stone slides and movement forms impact force；By the tail end and steel of reinforcing bar frame
Supporting welding together, and forms simple beam structure with the reinforcing bar frame front end for going deep into mud-rock flow, by the mudstone in hole with hole top
Stream separates, and completes reinforcing bar frame, bracing members system pushes up the primary of the above mud-rock flow stratum to hole and underpins work；
The method for setting up arch bracing members is as follows：First set up 1 Pin（Hole is high）Arch bracing members, in the vertical cloth of face
Layer 2-3 baffle is set, mud-rock flow at cavern's face is controlled, is formed on mudstone flowing liquid coboundary 15 and mudstone flowing liquid
Boundary 16, gradually scarfing cinder are allowed to have the space for installing next Pin bracing members arcuate part, two adjacent arch bracing members it
Between spacing be 0.5 meter；During scarfing cinder, observation hole top reinforcing bar frame and bracing members stress condition, bracing members arch position
Can a step be installed in place, also visual vault support upper pressure situation and space size, are installed in place in two times, i.e. completion steel branch
Support the installation of the whole or half height at arch position.
The production at bracing members arch position forms in processing factory in such a way that broken line is at arc, generally presses axial length 50-
60cm or so is a broken line, this engineering is made of 16 I-steel, takes 16 I-steel length=2.5*3.14m blanking, make to make
The outer arc length of the bracing members of work is equal with the arc length of cavern excavation section, presses（2.5m*3.14/0.56m=14 breaks are by I-shaped
Steel work done in the manner of a certain author is that the one side of inner arc is cut with gas welding, and notch is cut into " V ", and it is 3.14* that each " V " shape notch, which cuts off width suitable for reading,
0.16/14=3.5-3.6cm, then the notch manual adjustment of I-steel, which is healed up, to be put into the mold that bracing members make fixes,
Again the gap firm welding of notch is completed by the bending production of a Pin bracing members segmental arc using electric welding mode.For convenience
Segmental arc bracing members are disconnected at middle part, then connecting plate 13 are respectively welded by the installation of bracing members segmental arc at the scene, are divided into two parts
Whole arch is linked to be using bolt after installation.
2. arrange multiple rows of dowel 6 in the side wall direction of bracing members, and bracing members firm welding, to facilitate in bracing members
Concrete back plate 5 is installed in outside, and backfill is closely knit, is prevented mud-rock flow from being flowed sideways by bracing members and has been excavated in molding tunnel.
3. when tunnel excavation, once discovery debris flow body, keeps off by the bracing members for closing on debris flow body as bearing pointdisposal
Plate 9 forms the space of different height by debris flow body barrier at stepped form, according to different spatial altitudes, first close to mud
The bracing members two sides of rock glacier body are respectively arranged outrigger 8, and outrigger is welded on the supporting leg of bracing members, equidistantly set up on outrigger outstanding
The arcuate part for the arch bracing members chosen, and by the bracing members firm welding of outrigger and overhanging forms and attacks and occupies the of mudstone stratum
One layer of shield pushes up cantilevered structure, and outrigger is i-beam structure；To ensure cantilevered structure safety, it is desirable that every outrigger must connect three Pin
The above complete bracing members, i.e. formation " three choose one " pattern form reinforcing bar scaffolding structure, steel then by the requirement of step 1 again
Muscle frame tail end and the bracing members of overhanging weld together, and form second reinforcing bar frame simply supported beam and underpin system.
4. cross-brace 7 is welded in the two sides bottom end at every Pin bracing members arch position, fulcrum is located at the outrigger of overhanging
On, in the axial location of the arch bracing members of overhanging, 1-2 root fashioned iron column 12, column lower part precast concrete pedestal 14 are set
Support.
5. repeating 3 and 4 steps, the arch bracing members of installation the 2nd Pin overhanging complete the second layer and attack and occupy mud-rock flow stratum
Shield top cantilevered structure；As long as space more than mud-rock flow surface layer is able to satisfy the installation of arch bracing members, i.e., bracing members to be installed, so
Reinforcement shed frame and separation layer are set up afterwards.
6. after the completion of above-mentioned work, by gradually scarfing cinder in the extroversion hole of hole, the hole section that first will be far from mud-rock flow is excavated to tunnel
After floor elevation, concrete prefabricated cushion block 10 is installed by the lower leg portion spreading of arch bracing members, and in bottom plate 11, makes steel
Support leg is located on concrete prefabricated cushion block, forms the complete bracing members of a ring, removes fashioned iron column.
7. gradually removing supporting section mud-rock flow slag charge, Vault Steel Construction of Supporting is pushed ahead on one side, completes steel branch on one side
The supporting leg of support is installed（1-2 step is divided to complete）, followed by this ring and gradually push ahead operation；In work progress, strict control mud-rock flow
Slope angle in hole is stablized, and it is bottomed to floor elevation gradually to remove hole slag；Precast concrete is used immediately to the side of bracing members
Block filling, completes complete steel shotcrete support system.Excavation is moved forward steadily according to above-mentioned operational procedure, up through debris flow body
Hole section.
Under normal circumstances, it is unfolded to construct generally according to above-mentioned 7 steps, when such as inserting piling reinforcing bar, encounters boulder and erratic boulder is invaded
Excavated section is accounted for, needs to take control slagging measure, slides boulder and erratic boulder to hole, unless the boulder volume is big, completely
Cavern excavation section is blocked, before vault bracing members are installed, it is small to carry out Blow-Up Solutions；Generally it is less than excavated section in boulder volume
When, before not influencing bracing members integral installation, as far as possible after bracing members form entirety, then carry out blowing out the small removing of solution.Under boulder
During dropping down onto excavated section, using necessary assistance is manually carried out, guarantee that lonely, erratic boulder does not influence installing for bracing members.
After preventing bracing members from setting up, because top load greatly caused by bracing members integral sinking, in arrangement bracing members or reinforcing bar
When frame, settling amount 20cm is preset, i.e., hole top is digged and is higher by design section 20cm.
It takes and once underpins with second underpinning, do not disturb（Few disturbance）It is subsequent in mudstone since the construction technology of mud-rock flow
Only occurs very small-scale landslide twice during stream stratum tunnel excavation, it is logical that the sump remedy time is no more than 15 days i.e. safety
It crosses, mud-rock flow stratum tunnel excavation can keep 15m/ drill footage per month to stablize promoting, and highest drill footage per month reaches 25m/ month, her drawing of Nepal
Nurse diversion and power station engineering obtains Nepal king gold medal.
Embodiment two：One phase of 8.2 Middle Line Project For Transferring Water From South To North Engineering Through the Yellow River case
One phase of Middle Line Project For Transferring Water From South To North Engineering Through the Yellow River water-break building, which is located at, wears yellow tunnel downstream, and main shaft is handed over yellow canal axes are worn
9.9947 ° of angle is made of, axial length 1019.21m inducer, water-break hole, the outlet buildings such as stilling pond and drain tank.It moves back
Water buildings by water-break pierce more Mangshan Mountain and will wear yellow tunnel import to be connected to the Yellow River, and main function is to wear the yellow tunnel for overhaul phase
Between, the extra water of general main canal is discharged into the Yellow River；It has concurrently in succession to the Yellow River moisturizing effects simultaneously.
Water-break hole overall length 790m, import floor elevation 110.5m export floor elevation 94.0m, longitudinal slope 2.09%.Tunnel lining
Section is the gateway opening type with inverted arch, cross dimensions 4.20m*5.80m afterwards（Wide * high）, excavated section 5.80m*7.50m（Wide *
It is high）.Wherein Portal Section is transition, long 20m, concrete lining thickness 80cm；Standard barrel section abutment wall and crown concrete lining
Thickness 50cm is built, underplate concrete lining thickness is 60cm.Water-break hole engineering geology be configured to alluvium Loessial silt loam,
Ancient soil and the alternate layered distribution of silt loam layer, practical level of ground water are higher than 29.5 meters of hole bottom plate, and the big portion of the soil body is in soft modeling shape.
Since on June 25th, 2007 since construction, because of geologic structure complexity, engineering occurs 8 times compared with landslip, successively attempts to take platform
Excavation technologies and the engineering method such as the interim inverted arch method of pilot tunnel method, three steps, open type shield method under rank method, double side wall.
Three benching tunnelling methods are taken " 9 hole cavitation " method, first after middle drift, digged in two sides under canal axes location arrangements
Completion tunnel is got out of a predicament or an embarrassing situation and inverted arch construction（The arch bracing members of first Pin overhanging are installed）, then lower pilot tunnel in excavation, then two sides
It digs, using steel support structure of getting out of a predicament or an embarrassing situation as interim inverted arch, bench excavation in completion（The arch steel branch of 2nd Pin overhanging is installed
Support）, finally upper pilot tunnel, two sides dig in excavation, and step bracing members are completed top bar and excavated as interim inverted arch in（Peace
Fill the arch bracing members of the 3rd Pin overhanging）, it is finally that three layers of step bracing members welding of tunnel are integral, cut off interim inverted arch steel branch
Support forms along hole week closed cyclic annular arch steel support structure is excavated, completes full face tunneling and support work.Three steps are interim
Inverted arch method cooperates advance support that scaffolding structure is taken to guarantee not to soft modeling to reduce face excavation working depth and span
The shape soil body generates disturbance, by increasing the excavation for underpining number and completing tunnel big cross section, manages with Nepal's mud-rock flow tunnel excavation
Thought plays the same tune on different musical instruments, drill footage per month can by the 15m/ month steadily promote, successfully solve under the conditions of weak soil rich water build subterranean tunnel this
One construction difficult problem, it is ensured that water-break hole engineering safety perforation.
Claims (8)
1. a kind of method of mud-rock flow stratum tunnel excavation, it is characterised in that：This method includes：The first hole section outside debris flow body
3-5 Pin arch bracing members are set up, to close on the bracing members of debris flow body as starting point, along bracing members top to debris flow body interpolation
Enter the reinforcing bar equidistantly arranged, reinforcing bar gos deep into mud-rock flow stratum, the tail portion of each reinforcing bar with bracing members firm welding, arch
The upper end arcuate part of bracing members is provided with reinforcing bar, forms the reinforcing bar frame of arch；The gap of reinforcing bar frame uses pervious material
Material is connected with reinforcing bar frame, forms the separation layer of permeable impermeable mud together；When tunnel excavation, once discovery debris flow body,
It is formed as the step-like partition of bearing pointdisposal by debris flow body barrier at stepped form by the bracing members for closing on debris flow body
The space of different height is first respectively arranged outrigger in the bracing members two sides close to debris flow body according to different spatial altitudes,
The arch bracing members of overhanging are equidistantly set up on outrigger, reinforcing bar frame and separation layer are arranged, as long as sky more than mud-rock flow surface layer
Between be able to satisfy the installations of arch bracing members, bracing members are first installed, then reinforcement placing frame and separation layer.
2. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：Equidistantly arrange
Reinforcing bar is squeezed into using reinforcing bar shed frame method being close at the top of the mounted arch bracing members of face within the scope of entire arch, and reinforcing bar is long
Degree is not less than 3.5m, forms the reinforcing bar frame that spacing is 10 ~ 30cm, gos deep into 2.5 ~ 3.3m of mud-rock flow stratum.
3. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：The erection of bracing members
Method：1 Pin arch bracing members is first set up, layer 2-3 baffle is arranged vertically in face, mud-rock flow at cavern's face is carried out
Control, gradually scarfing cinder is allowed to have the space for installing next Pin vault bracing members, between two adjacent arch bracing members between
Away from for no more than 0.5 meter.
4. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：In the side of bracing members
Multiple rows of dowel is arranged in wall direction, and with bracing members firm welding, concrete back plate or the lumps of wood are installed on the outside of bracing members to facilitate
Side wall is closed, backfill is closely knit, prevents mud-rock flow from being flowed sideways by bracing members and has excavated in molding tunnel.
5. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：Every outrigger up to
3 Pin arch bracing members are installed less.
6. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：To prevent arch steel
After support is set up, because top load greatly caused by bracing members integral sinking, arranging bracing members or when reinforcing bar frame, presetting settling amount
Hole top is digged and is higher by 10 ~ 20cm of design section by 10 ~ 20cm.
7. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：In every Pin steel branch
Cross-brace is welded in the two sides bottom end for supportting arch position, and fulcrum is located on the outrigger of overhanging, at the bracing members arch position of overhanging
Axial location be arranged 1-2 root fashioned iron column, column lower part with precast concrete pedestal support.
8. a kind of method of mud-rock flow stratum tunnel excavation according to claim 1, it is characterised in that：Shield top work is completed
Afterwards, by gradually scarfing cinder in the extroversion hole of hole, the hole section that first will be far from mud-rock flow is excavated to tunnel floor elevation, by bracing members lower part branch
Leg section spreading, and concrete prefabricated cushion block is installed in bottom plate, it is located in bracing members supporting leg on concrete prefabricated cushion block, is formed
The complete bracing members of one ring remove fashioned iron column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810484099.5A CN108868780B (en) | 2018-05-19 | 2018-05-19 | A kind of method of mud-rock flow stratum tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810484099.5A CN108868780B (en) | 2018-05-19 | 2018-05-19 | A kind of method of mud-rock flow stratum tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108868780A true CN108868780A (en) | 2018-11-23 |
| CN108868780B CN108868780B (en) | 2019-12-03 |
Family
ID=64334058
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810484099.5A Active CN108868780B (en) | 2018-05-19 | 2018-05-19 | A kind of method of mud-rock flow stratum tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108868780B (en) |
Cited By (1)
| 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 |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1419020A (en) * | 2002-12-26 | 2003-05-21 | 北京城建设计研究院有限责任公司 | Method and structure for preventing and protecting near structure settlement by tunnel and isolation piling wall method |
| JP2005002671A (en) * | 2003-06-12 | 2005-01-06 | Kajima Corp | Underpinning method and viaduct |
| JP2005016106A (en) * | 2003-06-25 | 2005-01-20 | Ohbayashi Corp | Method for preventing settlement of viaduct |
| CN201962615U (en) * | 2011-01-24 | 2011-09-07 | 中铁西北科学研究院有限公司 | Reinforcing net capable of actively preventing debris flow |
| RU2013114879A (en) * | 2013-04-02 | 2014-10-10 | Никол Григорьевич Давтян | METHOD FOR CONSTRUCTING TWO-VALVE DEPTH LAYOUT METRO STATION |
| CN105625269A (en) * | 2015-12-26 | 2016-06-01 | 黄禹尧 | Double-trench three-wall ship-form transverse trench with river damming, sediment retaining and canal protecting functions |
| CN206035505U (en) * | 2016-08-29 | 2017-03-22 | 长江勘测规划设计研究有限责任公司 | Stride across hangar tunnel structure of debris flow gully |
| CN106758895A (en) * | 2016-12-27 | 2017-05-31 | 广西交通科学研究院有限公司 | A kind of shed hole structure and its construction method for preventing and treating High Side Slope of Highway disease |
-
2018
- 2018-05-19 CN CN201810484099.5A patent/CN108868780B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1419020A (en) * | 2002-12-26 | 2003-05-21 | 北京城建设计研究院有限责任公司 | Method and structure for preventing and protecting near structure settlement by tunnel and isolation piling wall method |
| JP2005002671A (en) * | 2003-06-12 | 2005-01-06 | Kajima Corp | Underpinning method and viaduct |
| JP2005016106A (en) * | 2003-06-25 | 2005-01-20 | Ohbayashi Corp | Method for preventing settlement of viaduct |
| CN201962615U (en) * | 2011-01-24 | 2011-09-07 | 中铁西北科学研究院有限公司 | Reinforcing net capable of actively preventing debris flow |
| RU2013114879A (en) * | 2013-04-02 | 2014-10-10 | Никол Григорьевич Давтян | METHOD FOR CONSTRUCTING TWO-VALVE DEPTH LAYOUT METRO STATION |
| CN105625269A (en) * | 2015-12-26 | 2016-06-01 | 黄禹尧 | Double-trench three-wall ship-form transverse trench with river damming, sediment retaining and canal protecting functions |
| CN206035505U (en) * | 2016-08-29 | 2017-03-22 | 长江勘测规划设计研究有限责任公司 | Stride across hangar tunnel structure of debris flow gully |
| CN106758895A (en) * | 2016-12-27 | 2017-05-31 | 广西交通科学研究院有限公司 | A kind of shed hole structure and its construction method for preventing and treating High Side Slope of Highway disease |
Non-Patent Citations (3)
| Title |
|---|
| 乐美玉: "基于矿山工程特点的地质灾害危险性评估应用研究", 《中国优秀硕士学位论文全文数据库 基础科学辑》 * |
| 周宏益: "山区泥石流堆积体渗流特性及其工程应用研究", 《中国优秀硕士学位论文全文数据库 基础科学辑》 * |
| 周怀春: "大五山隧洞13 号施工支洞地下泥石流灾害处理", 《人民长江》 * |
Cited By (2)
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108868780B (en) | 2019-12-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN104047623B (en) | A kind of big across cavern excavation construction method | |
| CN102852525B (en) | Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel | |
| CN110905530B (en) | Stability control construction method for water-rich soft rock tunnel penetrating fault fracture zone | |
| CN105839643A (en) | Tunnel in-hole construction method adopting foundation pit support | |
| CN105257301A (en) | Method for reinforcing collapse of weak surrounding rock of shallow embedded and mining tunnel | |
| CN107060771A (en) | Middle short tunnel is unidirectionally appeared excavation method | |
| CN110924959B (en) | Construction method of water-rich weak surrounding rock tunnel penetrating fault fracture zone | |
| AU2021355609B2 (en) | Method for mining by filling and caving | |
| CN109611103B (en) | Method for reinforcing shield section suspended boulder group | |
| CN108412503A (en) | Bias shallow tunnel entrance construction safeguard structure and its construction method | |
| CN107288642A (en) | PBA construction technologies | |
| CN108797641A (en) | A kind of structure and its construction method of Underground Subway Station construction period full station sealing | |
| CN108049896A (en) | A kind of fully mechanized coal face gob-side entry retaining method | |
| CN109441456A (en) | A kind of the tunnel structure and its construction method of weakness Facility-sliding strata | |
| CN111365020A (en) | Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions | |
| CN110905536A (en) | Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel | |
| CN109610481A (en) | A kind of supporting improvement construction method for tunnel portal concordant strong-weathered rock matter high gradient slope | |
| CN105909262B (en) | A kind of bored tunnel driving method | |
| CN108868780B (en) | A kind of method of mud-rock flow stratum tunnel excavation | |
| CN209195412U (en) | A kind of tunnel structure suitable for weak Facility-sliding strata | |
| CN217518646U (en) | Barrier removing tunnel structure for passing through existing station | |
| CN216765941U (en) | Tunnel decompression load shedding structure under bias voltage state | |
| CN109538219A (en) | The enlarging large section in situ and partial excavation method in crushing hard rock tunnel | |
| CN1419020A (en) | Method and structure for preventing and protecting near structure settlement by tunnel and isolation piling wall method |
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 | ||
| 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. |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |