CN107191206B - A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two - Google Patents

A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two Download PDF

Info

Publication number
CN107191206B
CN107191206B CN201710486125.3A CN201710486125A CN107191206B CN 107191206 B CN107191206 B CN 107191206B CN 201710486125 A CN201710486125 A CN 201710486125A CN 107191206 B CN107191206 B CN 107191206B
Authority
CN
China
Prior art keywords
unit
construction
excavation
bar
tunnel
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.)
Active
Application number
CN201710486125.3A
Other languages
Chinese (zh)
Other versions
CN107191206A (en
Inventor
孙志敏
王建平
刘勇斌
唐春宇
吴勇
王东里
李五红
赵香萍
李晓
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Railway 12th Bureau Group Co Ltd
2nd Engineering Co Ltd of China Railway 12 Bureau Group
Original Assignee
China Railway 12th Bureau Group Co Ltd
2nd Engineering Co Ltd of China Railway 12 Bureau Group
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by China Railway 12th Bureau Group Co Ltd, 2nd Engineering Co Ltd of China Railway 12 Bureau Group filed Critical China Railway 12th Bureau Group Co Ltd
Priority to CN201710486125.3A priority Critical patent/CN107191206B/en
Publication of CN107191206A publication Critical patent/CN107191206A/en
Application granted granted Critical
Publication of CN107191206B publication Critical patent/CN107191206B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • E21D11/18Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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

Abstract

The present invention relates to technical field of tunnel construction, specifically a kind of six step construction method of Shallow-buried Large-span Tunnel Unit two, solve the problems, such as to lack in existing full water area soft layer constructing tunnel a kind of simple process and meanwhile can be played in constructing tunnel it is certain separate and the engineering method of support action, including excavate upper unit top bar and apply preliminary bracing;Unit gets out of a predicament or an embarrassing situation and applies preliminary bracing on excavation;Crossbeam is installed in the separated place of upper cell cube and lower unit body and applies partition in concrete;Scaffold is installed on middle partition;It excavates lower unit top bar and applies preliminary bracing;Inverted arch and inverted arch filling are excavated and applied, the closing cyclization of face is completed.Reservoir water storage seepage flow is effectively prevented using this engineering method using engineering method of the present invention, had both protected reservoir surrounding enviroment, also ensures construction safety, and is constructed without putting into special installation, construction quality meets structural requirement, and it is convenient to operate, and has stronger generalization.

Description

A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two
Technical field
The present invention relates to technical field of tunnel construction, specifically a kind of six step construction method of Shallow-buried Large-span Tunnel Unit two.
Background technique
The tunnel of various geomorphic types is inevitably encountered in railway engineering, wherein difficulty of construction is in soft stratum Large cross-section tunnel is the most prominent.With the continuous renewal of social progress and Building technology, applied for what is used in large cross-section tunnel Work engineering method has arc leading pit provided core soil method, CD method, CRD method, single side heading method, two side-wall pilot tunnel, three steps, seven step The mature technologies such as excavating load.
When tunnel inevitably needs guiding through the underground engineerings such as the similar reservoir such as abundant water, features as poor geologic condition, apply Work security risk is big, is also easy to produce large deformation, is easy to happen the accidents such as landslide.It is worn in reservoir construction under tunnel, emphasis is to country rock Sealing, constructing tunnel and guarded drainage, monitoring measurement etc. content carry out control, supporting in construction especially to tunnel and fast More stringent requirements are proposed for speed closing cyclization etc..
Currently, soil, the rock combination surface construction for full water not can guarantee the saturation soil body along the collapsing for water base scar of satisfying, therefore often It is constructed using CRD method, i.e. the construction of intersection middle-wall method, it is a kind of method for tunnel construction suitable for soft stratum, special It is not to have good effect for control subsidence, is generally mainly used in the construction of urban subway.It is reserved using CRD method Large cross-section tunnel is divided into 4 relatively independent branches, small cavities and constructed by the method for Core Soil.CRD engineering method follow " small branch, The construction principle of short step, short circulation, fastly closing, diligent measurement, strong supporting ", from top to bottom, piecemeal cyclization, with digging with support, in time Carry out preliminary bracing.And after the Vault settlement of preliminary bracing structure and convergence are basicly stable, preliminary bracing is removed from top to bottom Interim median septum wall and interim inverted arch in structure, then construct.The applicable span of excavating of CRD method is larger, settles and becomes to country rock Shape control is stringent, is excavated using CRD method, and all each self-enclosed cyclization of each step of excavation has benching tunnelling method and two side-wall pilot tunnel concurrently The advantages of, be conducive to adjoining rock stability, guarantee construction safety.But although CRD engineering method can be good at guaranteeing the safety support in tunnel And excavation quality, but its construction cost is higher, progress is slow;Tunnel construction tunnel face is divided into four by CRD engineering method simultaneously Relatively independent cavity is easy to disturb country rock repeatedly during removing partition wall, partition in the later period, is unfavorable for the steady of tunnel structure It is fixed.
Patent CN104314571A discloses a kind of construction method of the ultrashort step of three steps, six step of large cross-section tunnel, packet It includes following steps: 1, being once divided into first part, second part, Part III and the 4th for the cross section in tunnel is again high to Low Point, then first part is excavated, then once apply advance support and the preliminary bracing of first part's barrel structure;2, when first The excavation of progress second part after point being excavated to N meter, and extend steelframe, then apply second part barrel structure preliminary bracing and Interim inverted arch supporting, then excavates Part III, and apply the preliminary bracing of Part III barrel structure;3, the 4th is excavated Point, and the preliminary bracing of Part IV barrel structure is applied, then apply the inverted arch of barrel within a preset time, apply arch in barrel Wall two serves as a contrast;4, steps 1 and 2 are repeated, 3 complete the excavation in tunnels into hole.From the point of view of content, the invention patent merely illustrates one kind Six Steps construction concept ideally, technological core is identical as three steps, seven step excavating load, avoid the later period remove partition, Repeatedly disturbance of the partition wall to tunnel surrounding, but its engineering method is not bound with specific condition of construction, if can not be done within the section time To the quick closure cyclization in tunnel, there are great security risks.
As it can be seen that a kind of engineering method that can have not only reduced construction procedure but also certain separation and support action can be played in constructing tunnel There is great directive significance for the soft layer constructing tunnel in water area of satisfying.
Summary of the invention
The present invention is in order to solve to lack in existing full water area soft layer constructing tunnel a kind of simple process while can The problem of centainly engineering method of separation and support action is played in constructing tunnel, provides a kind of two unit six of Shallow-buried Large-span Tunnel Walk construction method.
This engineering method wears reservoir, river under being suitable for, tunnel geology condition is poor, the public affairs that water content deforms greatly, easily, caves in Road, railway tunnel construction.The present invention is achieved through the following technical solutions: a kind of six step of Shallow-buried Large-span Tunnel Unit two construction Method is that tunnel is divided into two construction sections of upper cell cube and lower unit body along its cross-section radial from top to bottom, completes to construct After preparation, surveying and locating, tunnel lead pipe-shed support process, tunnel excavate and supporting construction, upper cell cube include upper Unit top bar and upper unit are got out of a predicament or an embarrassing situation, and lower unit body includes lower unit top bar and inverted arch and inverted arch filling, construction method Include the following steps:
Unit top bar and preliminary bracing is applied on S1, excavation;
Unit gets out of a predicament or an embarrassing situation and applies preliminary bracing on S2, excavation;
S3, crossbeam is installed in the separated place of upper cell cube and lower unit body and applies partition in concrete;
S4, scaffold is installed on middle partition;
S5, it excavates lower unit top bar and applies preliminary bracing;
S6, inverted arch and inverted arch filling are excavated and is applied, complete the closing cyclization of face.
Cross construction is carried out according to above-mentioned steps, until tunnel excavation support is completed, it can also be in excavation supporting a to fixed length Second Lining Construction is closely followed after degree.
Unit top bar on step S1 excavation excavates arc leading pit provided core soil method using circumferential direction, and Core Soil length is same Upper unit top bar length is consistent, and guarantees length no more than 3m, and width is the 1/3 ~ 1/2 of excavation width;Upper unit top bar It excavates ratio of rise to span and pneumatically placed concrete at the beginning of excavation face is further first installed into top bar steelframe after excavation not less than 0.3, and hung Net and concrete spray closing again.
Unit is got out of a predicament or an embarrassing situation on step S2 excavation, is symmetrically excavated using the left and right sides, after excavation immediately just pneumatically placed concrete, into one Step installation top bar steelframe, and carry out linked network and concrete and spray closing again.
Step S3 installs cross when upper unit gets out of a predicament or an embarrassing situation length greater than 3m, and in the separated place of upper cell cube and lower unit body Beam, crossbeam are fixed using I-steel and by spacer bar and supporting reinforcing bar, partition in further formwork and casting concrete, into One step excavates upper unit top bar Core Soil, and partition includes crossbeam and concrete slab in concrete.The effect of middle partition is to realize The small range in tunnel divides, and is conducive to face small range quick closure cyclization, while also as the construction operation of excavation mechinery Platform.
Step S4 installs scaffold on middle partition, after referring to interval board concrete final set, along upper cell cube lubrication groove Profile surface installs interim work steel arch-shelf, and 3 meters of work steel arch-shelf spacing, arch springing is fixed by bolts on middle partition.
Step S5 excavate lower unit top bar, symmetrically excavated using the left and right sides, after excavation immediately just pneumatically placed concrete, into one Step installation lower unit top bar steelframe, and carry out linked network and concrete and spray closing again.
Step S6 excavates and applies inverted arch and inverted arch filling refers to, is greater than 3m to lower unit top bar length and is less than 5m When, inverted arch is excavated, inverted arch is 3m/ times of length no more than, applies inverted arch preliminary bracing after excavation in time, and pour inverted arch and inverted arch is filled out It fills.
Preferably, steelframe is in its steelframe foot position, up 30 ~ 50cm height, abutting steelframe two sides are angled downward 30 ° set lock foot anchor tube, lock the long 4.5m of foot anchor tube, and with steelframe firm welding.
Preferably, crossbeam will be parallel to face setting, middle partition need to guarantee that its concrete cover is not less than 5cm, Interval board bottom portion will keep smooth, middle septum plate length is 5~10 meters.
Preferably, first pneumatically placed concrete and concrete spray closing again is all made of manipulator concrete injection device progress wet shot Operation.
Advantage and beneficial effect possessed by the present invention are:
Reservoir water storage seepage flow is effectively prevented using this engineering method, had both protected reservoir surrounding enviroment, also ensures construction Safety is constructed using this engineering method, and working space is big, construction equipment parallel operations may be implemented, work efficiency is high, with CD, CRD method phase Than having gib few, construction speed is fast etc., and advantages, average every linear meter(lin.m.) save more than 4000 yuan of gib cost.It utilizes Engineering method of the present invention is constructed, and without putting into special installation, construction quality meets structural requirement, and it is convenient to operate, and is had stronger Generalization.
Detailed description of the invention
Fig. 1 is the process flow chart of six step construction method of Unit two of the invention;
Fig. 2 is excavation structural schematic diagram of the invention;
Fig. 3 is the structural schematic diagram of upper cell cube;
Fig. 4 is the structural schematic diagram of lower unit body.
In figure: the upper cell cube of I-, II- lower unit body, the upper unit top bar of 1-, the upper unit of 2- are got out of a predicament or an embarrassing situation, partition in 3-, 4- Scaffold, 5- lower unit top bar, 6- inverted arch and inverted arch filling, A- Shed-pipe Advanced Support, B- Core Soil, C- crossbeam, D- concrete Plate.
Specific embodiment
In conjunction with Fig. 1-Fig. 4, the present invention will be further described, a kind of six step construction method of Shallow-buried Large-span Tunnel Unit two, It is that tunnel is divided into two construction sections of upper cell cube I and lower unit body II along its cross-section radial from top to bottom, it is quasi- completing construction After standby, surveying and locating, tunnel Shed-pipe Advanced Support A supporting process, excavation and supporting construction are carried out to tunnel, upper cell cube I includes upper Unit top bar 1 and upper unit get out of a predicament or an embarrassing situation 2, and lower unit body II includes lower unit top bar 5 and inverted arch and inverted arch filling 6, apply Work method includes the following steps:
Unit top bar 1 and preliminary bracing is applied on S1, excavation;
Unit, which is got out of a predicament or an embarrassing situation, on S2, excavation 2 and applies preliminary bracing;
S3, crossbeam C is installed in the separated place of upper cell cube I and lower unit body II and applies partition 3 in concrete;
S4, scaffold 4 is installed on middle partition 3;
S5, it excavates lower unit top bar 5 and applies preliminary bracing;
S6, inverted arch and inverted arch filling 6 are excavated and is applied, complete the closing cyclization of face.
Cross construction is carried out according to above-mentioned steps, until tunnel excavation support is completed, it can also be in excavation supporting a to fixed length Second Lining Construction is closely followed after degree.
Unit top bar 1 on step S1 excavation excavates arc leading pit provided core soil method, Core Soil B length using circumferential direction Ibid 1 length of unit top bar is consistent, and guarantees length no more than 3m, and width is the 1/3 ~ 1/2 of excavation width;Upper unit is appeared on the stage Rank 1 excavates ratio of rise to span and pneumatically placed concrete at the beginning of excavation face is further first installed top bar steelframe after excavation not less than 0.3, and carries out Linked network and concrete spray closing again.Unit gets out of a predicament or an embarrassing situation 2 on step S2 excavation, is symmetrically excavated using the left and right sides, after excavation immediately First pneumatically placed concrete further installs top bar steelframe, and carries out linked network and concrete and spray closing again.Step S3 waits for that unit is left office When 2 length of rank is greater than 3m, and crossbeam C is installed in the separated place of upper cell cube I and lower unit body II, crossbeam C uses I-steel simultaneously It is fixed by spacer bar and supporting reinforcing bar, partition 3 in further formwork and casting concrete.Step S4 pacifies on middle partition 3 Scaffold 4 is filled, after referring to middle 3 concrete final set of partition, interim work steel arch-shelf is installed along upper cell cube I lubrication groove profile surface, 3 meters of work steel arch-shelf spacing, arch springing are fixed by bolts on middle partition 3.Step S5 excavates lower unit top bar 5, using left and right two Side is symmetrically excavated, and first pneumatically placed concrete immediately after excavation further installs 5 steelframe of lower unit top bar, and carries out linked network and coagulation Native multiple spray closing.Step S6 excavates and applies inverted arch and inverted arch filling 6 refers to, is greater than 3m and small to 5 length of lower unit top bar When 5m, excavate inverted arch, inverted arch is 3m/ times of length no more than, inverted arch preliminary bracing is applied after excavation in time, and pour inverted arch and and Arch filling 6.In its steelframe foot position, up 30 ~ 50cm height, abutting steelframe two sides are angled downward 30 ° and set lock foot steelframe Anchor tube, lock the long 4.5m of foot anchor tube, and with steelframe firm welding.Crossbeam C will be parallel to face setting, and middle partition 3 need to guarantee it Concrete cover is not less than 5cm, and middle 3 bottom of partition will keep smooth, and middle 3 length of partition is 5~10 meters.First pneumatically placed concrete and Concrete sprays closing again and is all made of the progress wet shot operation of manipulator concrete injection device.
Embodiment: tall building depth railway plum forests tunnel is all fronts main projects, under DK499+100~DK499+170 sections of mileage Water diameter reservoir is worn, this section of buried depth 11m, geological conditions is from top to down: silty clay, completely weathered granite, strong weathered granite, Arch is silty clay, and tunnel bottom is one of plum forests tunnel construction security risk point in strong weathered granite.It is adopted before tunnel excavation With steel tube shed fracture grouting, fan-shaped protection blocking water ring together is formed, reservoir water storage seepage flow is prevented, jeopardizes tunnel structure safety;Root According to geological conditions feature, using two unit excavating loads, i.e., excavation face is divided into two cell cubes, upper cell cube I and lower unit body II, partition 3 plus scaffold 4 inhibit country rock convergence and sedimentation and deformation in utilization, and then blocking water ring is protected not to be destroyed.
It constructs within the scope of 120 ° of tunnel cross-section arch 89 super-front large pipe shed of Ф, pipe canopy 10m/ ring, longitudinal pitch 7m is circumferential Spacing 0.8m.Shed-pipe Advanced Support A is numbered, odd numbers pipe slip casting, even numbers pipe mends slurry.Dual slurry cement and silicate ratio 1:0.5, it is single Slurry ratio of mud 1:1, final grouting pressure are controlled in 3.5MPa.Slip casting starts first to block using dual slurry, then carries out single slurry pressure injection, Expand range of scatter.If pressure is not promoted after single fluid grouting carries out a period of time, dual slurry processing is carried out again.Dual slurry Gelling time control fills steel pipe with M7.5 cement mortar after 5min or so, slip casting.
Unit top bar 1 on excavation excavates arc leading pit provided core soil method using circumferential direction, and Core Soil B length is same as above single First 1 length of top bar is consistent, and guarantees length no more than 3m, and width is the 1/3 ~ 1/2 of excavation width;Upper unit top bar 1 is opened It digs ratio of rise to span and pneumatically placed concrete at the beginning of excavation face is further first installed into top bar steelframe after excavation not less than 0.3, and carry out linked network Spray closing again with concrete.More than steelframe foot at 30~50cm height, abutting steelframe two sides edge is angled downward 30 ° and sets Ф 50 lock foot anchor tubes, lock the long 4.5m of foot anchor tube, with steelframe firm welding.
Unit gets out of a predicament or an embarrassing situation 2 on excavation, is symmetrically excavated using the left and right sides, and first pneumatically placed concrete immediately after excavation is further pacified Step steelframe is loaded onto, and carries out linked network and concrete and sprays closing again.More than steelframe foot at 30~50cm height, it is close to steelframe two Side sets the lock foot anchor tube of Ф 50 along being angled downward 30 °, the long 4.5m of foot anchor tube is locked, with steelframe firm welding.
Crossbeam is installed when upper unit gets out of a predicament or an embarrassing situation 2 length greater than 3m, and in the separated place of upper cell cube I and lower unit body II C, crossbeam C are fixed using I-steel and by spacer bar and supporting reinforcing bar, partition 3 in further formwork and casting concrete, Middle 3 length of partition is 8 meters.Wherein, it is connected between crossbeam C and first branch steelframe, is longitudinally connected between every Pin crossbeam C with reinforcing bar It connects, then pours the C25 concrete of 30cm thickness.
After middle 3 concrete final set of partition, along first branch lubrication groove profile surface erector steel I18 scaffold 4, between scaffold 4 Away from 3 meters, arch springing is fixed by bolts in middle 3 concrete of partition, and is fixed on one with spacer bar and first branch reinforcing bar every 3 meters It rises, wherein spacer bar is implanted into just branch face 30cm.
Excavate lower unit top bar 5, symmetrically excavated using the left and right sides, after excavation immediately just pneumatically placed concrete, further pacify 5 steelframe of unit top bar is loaded, and carries out linked network and concrete and sprays closing again.
When 5 length of lower unit top bar is greater than 3m and is less than 5m, inverted arch is excavated, inverted arch is 3m/ times of length no more than, excavates It applies inverted arch preliminary bracing in time afterwards, and pours inverted arch and and arch filling 6.
Cross construction is carried out according to above-mentioned steps, until tunnel excavation support is completed, it can also be in excavation supporting a to fixed length Second Lining Construction is closely followed after degree.
It is to be noted that
When upper unit top bar 1 and lower unit top bar 5 are excavated, if there are percolation phenomenons for scar, radial height is carried out Pressure grouting blocks flowing water;
When applying middle partition 3, if the upper unit of appearance is got out of a predicament or an embarrassing situation, 2 faces slip phenomenon of collapsing, and Yao Caiyong bolt-spary supports reinforces the palm Top bar core B soil is stablized in sub- face.The middle construction of partition 3 finishes and reaches the 75% of concrete strength, can remove on unit The Core Soil B of step 1;
The connection of scaffold 4 is all made of high-strength bolt connection, and when construction pays attention to controlling high-strength bolt position, to facilitate support The installation and removal of arch 4;Scaffold 4, which is installed, wants strict control spacing, verticality etc., forbids to invade secondary lining, steelframe Connecting screw must it is enough, tighten, when gunite concrete, will be layered injection from bottom to top, guarantee that steelframe behind cannot there are skies Hole;
Safe step pitch must be controlled in cross construction, make secondary lining and inverted arch as close to face;
Every one measuring section of 5m cloth in tunnel, each section arranges that a vault sinking observation point and two levels are net Empty convergence clubs reference line.Headroom horizontal convergence measures and vault sinking measures and uses equal amount measured frequency, actual amount measured frequency Higher measurement frequency is selected according to deformation velocity and excavated surface distance from table.Vault settlement and horizontal convergence amount It surveys and is measured using laser cross section instrument, measuring point is installed rapidly as required after excavation and numbers, read initial value in 12h after excavation.Root According to measurement, displacement-time curve is drawn in time, is carried out regression analysis, is judged adjoining rock stability situation, guiding construction.
Excessive turbulence preliminary bracing structure is avoided in the demolishing process of middle partition 3 and scaffold 4.
After the construction of this engineering method, successfully solves the loss of reservoir water storage, tunnel sinks to deforming, completely weathered granite meets water At problems such as sand, it is ensured that construction safety, quality, progress meet owner's requirement, improve comprehensive benefit.

Claims (9)

1. a kind of six step construction method of Shallow-buried Large-span Tunnel Unit two, is that tunnel is divided into upper list along its cross-section radial from top to bottom Two construction sections of first body (I) and lower unit body (II) complete preparation of construction, surveying and locating, tunnel Shed-pipe Advanced Support (A) branch nurse After sequence, excavation and supporting construction are carried out to tunnel, it is characterised in that: upper cell cube (I) includes upper unit top bar (1) He Shangdan Member is got out of a predicament or an embarrassing situation (2), and lower unit body (II) includes lower unit top bar (5) and inverted arch and inverted arch filling (6), construction method include Following steps:
Unit top bar (1) and preliminary bracing is applied on S1, excavation;
Unit gets out of a predicament or an embarrassing situation (2) and applies preliminary bracing on S2, excavation;
S3, crossbeam (C) is installed in the separated place of upper cell cube (I) and lower unit body (II) and applies partition in concrete (3);
S4, scaffold (4) are installed on middle partition (3);
S5, lower unit top bar (5) are excavated and apply preliminary bracing;
S6, inverted arch and inverted arch filling (6) are excavated and is applied, complete the closing cyclization of face;
Cross construction is carried out according to above-mentioned steps, until tunnel excavation support is completed.
2. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S1 Arc leading pit provided core soil method is excavated using circumferential direction in unit top bar (1) on excavation, and Core Soil (B) length is same as above on unit Step (1) length is consistent, and guarantees length no more than 3m, and width is the 1/3 ~ 1/2 of excavation width;Upper unit top bar (1) is opened It digs ratio of rise to span and pneumatically placed concrete at the beginning of excavation face is further first installed into top bar steelframe after excavation not less than 0.3, and carry out linked network Spray closing again with concrete.
3. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S2 Unit is got out of a predicament or an embarrassing situation (2) on excavation, is symmetrically excavated using the left and right sides, and just pneumatically placed concrete, further installation are appeared on the stage immediately after excavation Rank steelframe, and carry out linked network and concrete and spray closing again.
4. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S3 Crossbeam is installed when upper unit gets out of a predicament or an embarrassing situation (2) length greater than 3m, and in the separated place of upper cell cube (I) and lower unit body (II) (C), crossbeam (C) is fixed using I-steel and by spacer bar and supporting reinforcing bar, further formwork and casting concrete interval Plate (3).
5. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S4 Scaffold (4) are installed on middle partition (3), after referring to middle partition (3) concrete final set, along upper cell cube (I) Internal periphery Interim work steel arch-shelf, 3 meters of work steel arch-shelf spacing are installed in face, and arch springing is fixed by bolts on middle partition (3).
6. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S5 It excavates lower unit top bar (5), is symmetrically excavated using the left and right sides, just pneumatically placed concrete, further installation place an order immediately after excavation First top bar (5) steelframe, and carry out linked network and concrete and spray closing again.
7. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1, it is characterised in that: step S6 It excavates and applies inverted arch and inverted arch filling (6) refers to, when lower unit top bar (5) length is greater than 3m and is less than 5m, excavation is faced upward Arch, inverted arch is 3m/ times of length no more than, applies inverted arch preliminary bracing after excavation in time, and pours inverted arch and arch filling (6).
8. a kind of six step construction method of Shallow-buried Large-span Tunnel Unit two according to Claims 2 or 3 or 6, it is characterised in that: In its steelframe foot position, up 30 ~ 50cm height, abutting steelframe two sides are angled downward 30 ° and set lock foot anchor tube, lock steelframe The long 4.5m of foot anchor tube, and with steelframe firm welding.
9. six step construction method of a kind of Shallow-buried Large-span Tunnel Unit two according to claim 1 or 4, it is characterised in that: horizontal Beam (C) will be parallel to face setting, and middle partition (3) need to guarantee its concrete cover not less than 5cm, middle partition (3) bottom Keep smooth, middle partition (3) length is 5~10 meters.
CN201710486125.3A 2017-06-23 2017-06-23 A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two Active CN107191206B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710486125.3A CN107191206B (en) 2017-06-23 2017-06-23 A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710486125.3A CN107191206B (en) 2017-06-23 2017-06-23 A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two

Publications (2)

Publication Number Publication Date
CN107191206A CN107191206A (en) 2017-09-22
CN107191206B true CN107191206B (en) 2019-07-12

Family

ID=59878158

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710486125.3A Active CN107191206B (en) 2017-06-23 2017-06-23 A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two

Country Status (1)

Country Link
CN (1) CN107191206B (en)

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2008114939A1 (en) * 2007-03-20 2008-09-25 Young Moon Jung Blast construction working method for a tunnel
CN102042019A (en) * 2010-11-11 2011-05-04 中铁十三局集团第四工程有限公司 Two-stair five-step excavation construction method for shallow-buried large-span soft plastic clay tunnel
CN102606162A (en) * 2012-02-08 2012-07-25 中铁四局集团第二工程有限公司 Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN106761769A (en) * 2016-11-23 2017-05-31 长安大学 A kind of construction technology of big cross section large-deformation tunnel in soft rock
CN106761810A (en) * 2016-11-23 2017-05-31 长安大学 A kind of large-deformation tunnel in soft rock supporting structure system and its construction method

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2008114939A1 (en) * 2007-03-20 2008-09-25 Young Moon Jung Blast construction working method for a tunnel
CN102042019A (en) * 2010-11-11 2011-05-04 中铁十三局集团第四工程有限公司 Two-stair five-step excavation construction method for shallow-buried large-span soft plastic clay tunnel
CN102606162A (en) * 2012-02-08 2012-07-25 中铁四局集团第二工程有限公司 Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN106761769A (en) * 2016-11-23 2017-05-31 长安大学 A kind of construction technology of big cross section large-deformation tunnel in soft rock
CN106761810A (en) * 2016-11-23 2017-05-31 长安大学 A kind of large-deformation tunnel in soft rock supporting structure system and its construction method

Also Published As

Publication number Publication date
CN107191206A (en) 2017-09-22

Similar Documents

Publication Publication Date Title
CN103590425B (en) A kind of Peaty soft soil stratum subway station construction technology
CN104675403B (en) A kind of underground space construction method and supporting construction
CN101440708B (en) PBA shallow buried underground excavating close range large section three-hole separated island type structure construction method
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN100585094C (en) Construction method of circular deep foundation pit support
CN104074525B (en) Full-face pouring, rectangular horizontal are freezed and pipe canopy joint reinforcement structure and method
CN106402490B (en) Silt stratum push pipe jacking construction method based on steel bushing head tool pipe
CN101864960B (en) Carst region double-arch road tunnel construction method
CN105041325B (en) Construction method of high-tension water-rich extra-large-section weak breccia tunnel
CN101929340B (en) Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process
CN104533446B (en) Construction method and its structure that a kind of big cross section Support System in Soft Rock Tunnels bilayer pre- Geological disaster prevention of preliminary bracing occurs
CN100497841C (en) Supporting leg type underground continuous wall construction method
CN102518135B (en) Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method
CN105464686B (en) Multi-layer underground space curtain posture excavating construction method and supporting construction under existing facility
CN104314070B (en) A kind of Π shape diaphragm wall shield structure export & import construction method
CN106837353A (en) Filling karst constructing tunnel processing method
CN103306289B (en) Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof
CN102678134B (en) Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe
CN103089275B (en) Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections
CN102644466B (en) Joist arching method for constructing ultra-shallow buried large-span underground excavated subway station in rocky stratum
CN102536273B (en) 26-meter large-span space one-step forming construction method
CN108412501B (en) Under wear oil pipeline shallow depth loess tunnels construction method
CN102606162B (en) Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN102146672B (en) Method for constructing pile foundation in karst area
CN105781571A (en) Construction method for soft rock deformation tunnel lining support dismantling-replacing arch

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
GR01 Patent grant
GR01 Patent grant