CN106761770A - Bored tunnel stress system two times transfer construction method - Google Patents
Bored tunnel stress system two times transfer construction method Download PDFInfo
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- CN106761770A CN106761770A CN201611033738.3A CN201611033738A CN106761770A CN 106761770 A CN106761770 A CN 106761770A CN 201611033738 A CN201611033738 A CN 201611033738A CN 106761770 A CN106761770 A CN 106761770A
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- profile steel
- tunnel
- steel
- excavated
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Classifications
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- 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
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- 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
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- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Abstract
The invention discloses a kind of bored tunnel stress system two times transfer construction method, comprise the following steps：A, reinforce the soil body to be excavated using advance pouring technique；B, the scheme for determining to excavate drilling depth with support by work progress finite element modelling；C, implementation are supported when excavating, then project subject structure under construction ground.Bored tunnel stress system two times transfer construction method of the present invention, with stress is clear and definite, force path simple, construction safety the characteristics of.By work progress finite element modelling, optimization foundation can be provided for construction drilling depth and support scheme, the purpose of duration, reduces cost is saved so as to reach.
Description
Technical field
The present invention relates to bored tunnel technical field of construction, especially, be related to it is a kind of under wear the underground work of existing building
The stress system two times transfer excavating construction method of journey.
Background technology
When the underground engineerings such as subway or Under-cross tunnel are built in city, inevitably on ground, buildings or structures are attached
Closely pass through, this not only needs to ensure the safety of this body construction of underground engineering, must also properly solve underground engineering to existing building
The influence problem of thing.Especially when underground engineering is passed through from immediately below the buildings or structures of ground, this problem seems more prominent
Go out, it is particularly important using suitable excavating construction method.
Existing form of construction work mainly has：By the way of being combined using avoidance underground engineering and using bracket support, to drop
The mode that the constructing tunnels such as the low influence to existing building, long construction period, and subway cannot be avoided；If tangible
, it is necessary to remove existing building when cannot avoid underground engineering, to reduce the harm caused in work progress, but can so make
Into the extension of construction period, while increased the expenses such as dismounting, dumping occupation of land, rubbish transport, the increasing of construction cost is caused
Plus.
The content of the invention
The invention provides a kind of bored tunnel stress system two times transfer construction method, to wear existing building under solution
Underground engineering excavating construction method, constructed using avoidance mode, long construction period is not suitable for part constructing tunnel；Using
Remove the mode of existing building, long construction period, construction cost technical problem high.
The present invention provides a kind of bored tunnel stress system two times transfer construction method, comprises the following steps：A, using super
Preceding slurry injection technique reinforces the soil body to be excavated；B, the scheme for determining to excavate drilling depth with support by work progress finite element modelling；c、
Implement to be supported when excavating, then project subject structure under construction ground.
Further, the specific implementation step of step a is：Into after tunneling section excavation face, the soil body is carried out using steel floral tube
Pre-grouting；Injected hole level interval is 0.8-1.5m, and in quincuncial arrangement；Slip casting length, will according to the determination of soil property situation
The soil body to be excavated all is consolidated, to ensure the stabilization of follow-up excavation.
Further, tunneling section is consolidated per 30m-45m using once grouting；The soil body to be excavated all is consolidated, to ensure
The follow-up stabilization excavated.
Further, the specific implementation step of step b is：From stress analyze tunneling section soil excavation-type steel support-
The work progress of agent structure；Load more than underground engineering agent structure is born by the soil body to be excavated at the beginning, with often opening
A step is dug, using the support of H profile steel post once, gradually switchs to be born by type steel support, with the construction of main body structure concrete, then gradually
Switch to the stress system two times transfer process born by underground engineering agent structure；Tunneling is carried out using FEM-software ANSYS
Construction overall process is simulated, the stress Changing Pattern of prediction ground settlement and type steel support, optimizes soil excavation drilling depth and shaped steel chi
It is very little, determine optimal excavation drilling depth and support scheme according to economic and technical norms.
Further, tunnel width is 18m-25m, a height of 5.5m-7.5m, and agent structure includes established tunnel top board, bottom
Plate, middle wall and side wall；Using H profile steel as support, totally five row on cross section, horizontal spacing is 4m-6m, wherein in the middle of H types
Steel is located at mid-board and constitutes first support, and the H profile steel on both sides is located in side wall and constitutes the support of the 3rd road, H profile steel later stage respectively
Poured as one is overall with tunnel main body, H profile steel support longitudinal pitch is 0.5m-2m；It is solidifying fast soon that H profile steel support bottom is located at C40
In the base of hard concrete placings, top holds out against with established tunnel top board.
Further, excavated in three times on soil body cross section, it is 4m-6m that center section, i.e. bottom width are excavated for the first time,
Top width is the trapezoidal portions of 7m-9m；Second excavation bottom and top width are 3m-5m；Third time is excavated both sides and is remained
The remaining part point soil body；In three digging process, it is 1m-3m that drilling depth is excavated in longitudinal direction every time, often completes a drilling depth and applies H profile steel in time
Support.
Further, per pass H profile steel intercolumniation, top is attached using I-shaped gooseneck；Every H profile steel post, top is adopted
Connected with horizontal H profile steel, strengthened using two blocks of steel plates between the horizontal H profile steel edge of a wing, and held out against with established tunnel top board.
Further, in three digging process, drilling depth is excavated once per longitudinal direction, is carried out from side to not excavating the soil body in time
Reinforce；Wherein, in first time digging process, using linked network bank protection；In second digging process and third time digging process, laterally
Slip casting is carried out using steel floral tube, soil at both sides is reinforced.
Further, the specific implementation step of step c is：After the completion of all supports of subsurface excavation method, underground engineering is proceeded by
Main structure construction；Main body concrete is using pumping；First construct base plate, then carry out mid-board and side wall construction.
Further, first H profile steel support and the 3rd road H profile steel support is stayed in mid-board and tunnel sidewalls, treats tunnel
After road side wall reaches requirement with mid-board concrete strength, the support of second H profile steel is removed；Base plate and side wall junction, concrete are needed
Pour to base plate above 40cm-60cm, base plate and steel column junction, twice seal ring is welded on steel column；Adopt side wall position
Poured with self-compacting concrete, and established tunnel top board junction dig 3cm-7cm deep grooves, bury waterstop, and
Embedded Grouting Pipe in 40cm-60cm intervals, carries out slip casting at this.
The invention has the advantages that：
Bored tunnel stress system two times transfer construction method of the present invention, with stress is clear and definite, force path simple, construction
Safe the characteristics of.By work progress finite element modelling, optimization foundation can be provided for construction drilling depth and support scheme, so as to reach
To the purpose for saving duration, reduces cost.
In addition to objects, features and advantages described above, the present invention also has other objects, features and advantages.
Below with reference to figure, the present invention is further detailed explanation.
Brief description of the drawings
The accompanying drawing for constituting the part of the application is used for providing a further understanding of the present invention, schematic reality of the invention
Apply example and its illustrate, for explaining the present invention, not constitute inappropriate limitation of the present invention.In the accompanying drawings：
Fig. 1 is the construction procedure frame of the bored tunnel stress system two times transfer construction method of the preferred embodiment of the present invention
Figure；
Fig. 2 is the horizontal cross-section structure diagram of the pre-grouting of the preferred embodiment of the present invention；
Fig. 3 is that the cross section first step of the tunneling section agent structure of the preferred embodiment of the present invention is excavated, applies first
Support structure schematic diagram；
Fig. 4 is that the cross section second step of the tunneling section agent structure of the preferred embodiment of the present invention is excavated, increases second branch
Support structure schematic diagram；
Fig. 5 is that the step of cross section the 3rd of the tunneling section agent structure of the preferred embodiment of the present invention is excavated, increases by the 3rd road branch
Support structure schematic diagram；
Fig. 6 is the cross-sectional view after the completion of the tunneling section agent structure of the preferred embodiment of the present invention.
Specific embodiment
Embodiments of the invention are described in detail below in conjunction with accompanying drawing, but the present invention can be limited by following and
The multitude of different ways of covering is implemented.
Fig. 1 is the construction procedure frame of the bored tunnel stress system two times transfer construction method of the preferred embodiment of the present invention
Figure；Fig. 2 is the horizontal cross-section structure diagram of the pre-grouting of the preferred embodiment of the present invention；Fig. 3 is the preferred embodiment of the present invention
The cross section first step of tunneling section agent structure excavate, apply first supporting construction schematic diagram；Fig. 4 is of the invention preferred real
The cross section second step for applying the tunneling section agent structure of example is excavated, increases second supporting construction schematic diagram；Fig. 5 is that the present invention is excellent
The step of cross section the 3rd of the tunneling section agent structure of embodiment is selected to excavate, increase by the 3rd road supporting construction schematic diagram；Fig. 6 is this hair
Cross-sectional view after the completion of the tunneling section agent structure of bright preferred embodiment.
As shown in figure 1, the bored tunnel stress system two times transfer construction method of the present embodiment, comprises the following steps：a、
The soil body to be excavated is reinforced using advance pouring technique；B, the side for determining to excavate drilling depth with support by work progress finite element modelling
Case；C, implementation are supported when excavating, then project subject structure under construction ground.Bored tunnel stress system two times transfer of the present invention
Construction method, with stress is clear and definite, force path simple, construction safety the characteristics of.By work progress finite element modelling, can be with
For construction drilling depth and support scheme provide optimization foundation, the purpose of duration, reduces cost is saved so as to reach.
As shown in Fig. 2 in the present embodiment, the specific implementation step of step a is：Into after tunneling section excavation face, using steel
Floral tube carries out soil body pre-grouting.Injected hole level interval is 0.8-1.5m, and in quincuncial arrangement.Slip casting length is according to soil property
Situation determines, the soil body to be excavated all is consolidated, to ensure the stabilization of follow-up excavation.Alternatively, as shown in Fig. 2 secretly burying a section tunnel
Road longitudinal direction slip casting, along tunnel excavation direction using the split excavator body entirety pre-grouting of steel floral tube, 37 meters of once groutings are completed, and are in
1m*1m quincuncial arrangements.
As shown in Fig. 2 in the present embodiment, tunneling section is consolidated per 30m-45m using once grouting.Will soil body whole be excavated
Consolidation, to ensure the stabilization of follow-up excavation.
Increase step a1 in the present embodiment, after step a, reduce soil body level of ground water to be excavated.The specific implementation of step a1
Step is：The periphery of existing building is evenly arranged dewatering well above underground engineering, and dewatering well spacing is according to precipitation flow feelings
Condition determines.Dewatering well uses the rig pore-forming of diameter 550mm-650mm, shaft bottom absolute altitude to be less than underground engineering substrate 5m.Before excavation
Place precipitation is carried out, place precipitation is carried out, to ensure that level of ground water is located at least 1m below excavation face.In established tunnel top board two
Dewatering well is arranged in side.Dewatering well uses diameter 600mm rig pore-formings, shaft bottom absolute altitude to be less than underground engineering substrate 5m.Earth excavation
Afterwards, water level lowering well sealing point, irrigates slightly expanded concrete, and be welded with steel plate closing.Precipitation is carried out before tunnel excavation in advance, it is ensured that ground
Lower water is below excavation face.Monitor in real time is carried out simultaneously, be found the abnormal situation and withdraw immediately staff in tunnel, tissue is dredged
Underground retail shop personnel, then carry out consolidation process.
In the present embodiment, the specific implementation step of step b is：Soil excavation-shaped steel the branch of tunneling section is analyzed from stress
The work progress of support-agent structure.Load more than underground engineering agent structure is born by the soil body to be excavated at the beginning, with side
The soil body is excavated, while carrying out H profile steel post support, gradually switchs to be born by type steel support, with the construction of main body structure concrete, then gradually
Switch to the stress system two times transfer process born by underground engineering agent structure.Tunneling is carried out using FEM-software ANSYS
Construction overall process is simulated, the stress Changing Pattern of prediction ground settlement and type steel support, optimizes soil excavation drilling depth and shaped steel chi
It is very little, determine optimal excavation drilling depth and support scheme according to economic and technical norms.Wherein, FEM-software ANSYS is conventional
Finite element analysis software.
In the present embodiment, tunnel width is 18m-25m, a height of 5.5m-7.5m, agent structure include established tunnel top board,
Base plate, middle wall and side wall.Using H profile steel as support, totally five row on cross section, horizontal spacing be followed successively by 4.95m, 5.3m,
5.3m and 4.95m, wherein middle H profile steel is located at mid-board constitutes first support, the H profile steel on both sides is located in side wall respectively
The support of the 3rd road is constituted, the H profile steel later stage is poured as one is overall with tunnel main body, and H profile steel support longitudinal pitch is 1m.H profile steel branch
Support bottom is located in the base of C40 quick setting and rapid hardening concrete placings, and top is using same model transverse direction H profile steel and established tunnel Roof
Tightly.The soil body is excavated in three times on cross section, and it is 5m that center section, i.e. bottom width are excavated for the first time, and top width is 8.1m's
Trapezoidal portions, per 2m is excavated forward, apply H profile steel post in time.Second excavation bottom and top width are 4.1m, per forward
2m is excavated, H profile steel post is applied in time.Third time excavates the both sides remainder soil body, per 2m is excavated forward, H profile steel is applied in time
Post.In three digging process, it is 2m that drilling depth is excavated in longitudinal direction every time, often completes a drilling depth and applies H profile steel support in time.
Three steps of tunneling section cross section point are excavated, the support of three steps.
In the present embodiment, per pass H profile steel intercolumniation, top is attached using I-shaped gooseneck；Every H profile steel post, top
Connected using horizontal H profile steel, strengthened using two blocks of steel plates between the horizontal H profile steel edge of a wing, and held out against with established tunnel top board.
In the present embodiment, in three digging process, drilling depth is excavated once per longitudinal direction, entered from side to not excavating the soil body in time
Row is reinforced；Wherein, in first time digging process, using linked network bank protection；It is horizontal in second digging process and third time digging process
Slip casting is carried out to using steel floral tube, soil at both sides is reinforced.
Fig. 3 is that the tunneling section cross section first step excavates schematic diagram.It is 2m → formwork, assembling reinforcement → pre- to excavate process every time
Bury iron plate (800mm*800mm*20mm) → concrete foundation cast (using fast rigid concrete C40) → basis strong up to design
Degree, sets up type steel support → continuation and excavates in time, progressive successively.Type steel support uses H profile steel (400*400*21*13), longitudinal direction
Spacing 1m；Top is connected using H profile steel (400*400*21*13) as longitudinal beam, and two pieces are used between the H profile steel edge of a wing of top
355mm*200mm*20mm steel plates are strengthened, spacing 500mm.Laterally 50cm uses 20b I-steel under established tunnel top board
It is welded to connect.Basis needs the whole excavated section of insertion, coagulation soil matrix using C40 concrete, two-layer two-way reinforcement 20 200, reinforcing bar
Plinth top is tunnel bed course bottom.To ensure that subsequent construction is not influenceed by the concrete solidifying phase, laid using steel plate roadbed box.Open for the first time
After the completion of digging, side slope hangs the bar-mat reinforcement bank protections of 8@150.It is each according to Monitoring Data, geological condition real-time adjustment in work progress
Excavation drilling depth and slope slope ratio.If geology is poor, it is necessary to when adjusting slope ratio, first step excavated section top dimension cannot be greater than
8.1m.Type steel support is both needed to firmly be connected with basis, established tunnel top board.Tunnel starts to be excavated to agent structure to pour and finishes,
Underground retail shop needs to close a business not up to during design strength.Part is not use up in figure referring to relevant design figure and leader, and strictly
Performed according to the existing relevant specification of country and place, code.
Fig. 4 is that tunneling section cross section second step excavates schematic diagram.After the completion for the treatment of to excavate for the first time, second soil is carried out
Excavate side.Using manually being excavated, basis up to design strength is poured into a mould → treated to each excavation process for 2m → concrete foundation, and
When set up type steel support → continuations excavation, it is progressive successively.Type steel support uses H profile steel (400*400*21*13), longitudinal pitch
1m；Top is connected using H profile steel (400*400*21*13) as longitudinal beam, and 2 pieces of 355mm* are used between the H profile steel edge of a wing of top
200mm*20mm steel plates are strengthened, spacing 500mm.The longitudinally connected use twice 22b channel-section steels welding in middle part, laterally away from built tunnel
50cm is welded to connect using 20b I-steel under road top board.The basis use fast rigid concretes of C40, the@200 of two-layer two-way reinforcement 20,
Reinforcing bar needs the whole excavated section of insertion, and shaped steel basis top is tunnel bed course bottom.After the completion of second is excavated, using steel floral tube offside
Wall carries out slip casting, reinforces shop basic earth.8 150 bar-mat reinforcements are hung to excavating back slope.To ensure that subsequent construction does not receive coagulation
The solidifying phase influence of soil, is laid using steel plate roadbed box.In work progress according to Monitoring Data, geological condition real-time adjustment is each opens
Dig into chi and slope slope ratio.If geology is poor, it is necessary to when adjusting slope ratio, second step excavated section top dimension cannot be greater than
5.2m.Type steel support is both needed to firmly be connected with basis, established tunnel top board.Referring to relevant design figure and leader in place of not most,
And performed in strict accordance with the existing relevant specification of country and place, code.
After secretly burying the longitudinal drilling depth completion 6m of second excavation of section, and then draw hole slip casting in both sides.Slip casting uses the steel of diameter 42
Floral tube is straight down with level into carrying out slip casting beyond 30 degree of angles insertion tunnel sidewalls.Injected hole plane is in 1m*1m blossom types
Arrangement.
Fig. 5 is that tunneling section cross section the 3rd step excavates schematic diagram.Treat after the completion of second excavation, carry out third time soil
Excavate side.It is that 2m → concrete foundation is poured into a mould to excavate process every time, first time shotcrete with wire mesh mask → treat basis up to design strength,
Channel steel support is set up in time.Channel steel support is welded to connect with steel floral tube, and sets 25 transverse steels with channel-section steel, steel floral tube welding company
Shaped steel diagonal brace → second shotcrete with wire mesh tunnel wall face → erection type steel support → continuation is connect → constructs to excavate, progressive successively →
Treating, the 3rd step is excavated, agent structure bed course, base plate waterproofing, construction of bottom plates → base plate carried out and reach design strength after the completion of support
Construction side wall waterproof layer, side wall, mid-board afterwards, and be connected with established tunnel top board.Type steel support uses H profile steel (400mm*
400mm*21mm*13mm), longitudinal pitch 1m；Top is connected using H profile steel (400*400*21*13) as longitudinal beam, top H
Strengthened using two blocks of 355mm*200mm*20mm steel plates between section steel flange, spacing 500mm；The longitudinally connected use twice in middle part
22b channel-section steels are welded, and laterally 500cm is welded to connect using 20b I-steel under established tunnel top board；Basis is rigid soon using C40
Concrete, two-layer two-way reinforcement 20 200, reinforcing bar needs the whole excavated section of insertion, and shaped steel basis top is tunnel bed course bottom；Linked network
Spray concrete uses C20 concrete, bar-mat reinforcement to useChannel steel support uses No. 22 channel-section steels, shaped steel diagonal brace to use No. 18,
Longitudinal pitch is 0.5m.Shaped steel diagonal brace one end is welded to connect with channel steel support, and one end is welded with basic pre-embedded steel slab.To ensure
Subsequent construction is not influenceed by the concrete solidifying phase, is laid using steel plate roadbed box.According to Monitoring Data, geological condition in work progress
The each excavation drilling depth of real-time adjustment and slope slope ratio.Type steel support is both needed to firmly with basis, established tunnel top board, retail shop's base plate
Connection.Type steel support is cast in concrete structure in the range of side wall, mid-board, base plate, to ensure waterproof effect, the scope
Interior shaped steel sets twice seal ring.The reserved 20cm of side wall, internal partition wall and established tunnel top board joining place pours into a mould window as concrete
Mouthful, it is follow-up to be poured into a mould using self waterproofing slightly expanded concrete.Type steel support outside concrete structure pouring scope should be in coagulation
Soil structure is removed after reaching 100% design strength.To the greatest extent part referring to relevant design figure and leader, and in strict accordance with country and
The existing relevant specification in place, code are performed.
In the present embodiment, the specific implementation step of step c is：After the completion of all supports of subsurface excavation method, underground work is proceeded by
Journey main structure construction.Main body concrete is using pumping.First construct base plate, then carry out mid-board and side wall construction.
Because tunnel main body baseplate reinforcing bar needs insertion to arrange, steel column baseplate reinforcing bar position needs reserving hole, hole location
Both sides are reinforced using 1200mm*120mm*20mm steel plates, and steel column welds twice seal ring with base plate junction.Reserving hole
Size (totally three row)：
Mid-board (ZK0+692--ZK0+700)：First row aperture is 40mm, and second row aperture is 40mm, the 3rd round footpath
It is 35mm.
Mid-board (ZK0+700--ZK0+729)：First row aperture is 35mm, and second row aperture is 40mm, the 3rd round footpath
It is 35mm.
Side wall (ZK0+692--ZK0+700)：First row aperture is 40mm, and second row aperture is 35mm, and the 3rd round footpath is
35mm。
Side wall (ZK0+700--ZK0+729)：First row aperture is 35mm, and second row aperture is 35mm, and the 3rd round footpath is
35mm。
As shown in fig. 6, in the present embodiment, first H profile steel support and the 3rd road H profile steel support stay in mid-board and tunnel
In side wall, after tunnel sidewalls and mid-board concrete strength reach requirement, the support of second H profile steel is removed.Base plate joins with side wall
Place, concrete need to be poured to base plate above 50cm, base plate and steel column junction, and twice seal ring is welded on steel column.Side wall
Position is poured using self-compacting concrete, and digs 5cm deep grooves in established tunnel top board junction, buries waterstop, and
The embedded Grouting Pipe in 50cm intervals, carries out slip casting in this place.
During implementation, there is provided a kind of stress system two times transfer excavating construction method of constructing tunnel, implementation process is as follows：
The first step, the soil body to be excavated is reinforced using advance pouring technique：
Into after tunneling section excavation face, soil body pre-grouting, injected hole level interval 1m, in plum blossom are carried out using steel floral tube
Shape is arranged.Because tunneling segment length is 37m, soil property is more open, is completed using once grouting, and the soil body to be excavated is all solid
Knot, to ensure the stabilization of follow-up excavation；
Step can be increased after the first step reduces soil body level of ground water to be excavated：Arranged in established tunnel top board both sides and dropped
Well.Dewatering well uses diameter 600mm rig pore-formings, shaft bottom absolute altitude to be less than underground engineering substrate 5m.Place drop is carried out before excavation
Water, it is ensured that level of ground water is located at least 1m below excavation face, after earth excavation, water level lowering well sealing point irrigates slightly expanded concrete,
And it is welded with steel plate closing；
Second step, it is determined that excavating drilling depth and support scheme：
Boring construction Whole Process Simulation is carried out using FEM-software ANSYS, prediction ground settlement and type steel support are received
Power Changing Pattern, optimizes soil excavation drilling depth and steel section size, determines optimal excavation drilling depth with branch according to economic and technical norms
Support scheme.
Tunnel width is 21.2m, 6.9m high, and agent structure includes established tunnel top board, base plate, middle wall and side wall, is passed through
Calculate and compare, it is determined that using H profile steel (400*400*21*13) as supporting, totally 5 row on cross section, horizontal spacing is
4.95m, 5.3m, 5.3m, 4.95m, wherein in the middle of be located at respectively with the shaped steel on both sides in mid-board and side wall, later stage and tunnel master
Body is poured as one is overall, and type steel support longitudinal pitch is 1m.Shaped steel bottom is located in the base of C40 quick setting and rapid hardening concrete placings, top
Portion holds out against with established tunnel top board；The soil body is excavated in three times on cross section, center section, i.e. bottom width is excavated for the first time and is
5m, top width is 8.1 meters of trapezoidal portions；Second excavation bottom and top width are 4.1m；Third time is excavated remaining
The part soil body.It is 4m that drilling depth is excavated in longitudinal direction, often completes a drilling depth and applies type steel support in time.
3rd step, implements to excavate and project subject structure under construction ground：
After the completion of all type steel supports of tunneling section, underground engineering main structure construction is proceeded by.Tunnel main body concrete
Pumped using automotive pump.First construction tunnel base plate, then carry out tunnel partition wall, side wall construction.Wherein, first and third road support is stayed
In mid-board and tunnel sidewalls, after tunnel sidewalls and mid-board concrete strength reach requirement, second support is removed.Base plate with
Side wall junction, concrete need to be poured to base plate above 50cm, base plate and steel column junction, and 2 road sealings are welded on steel column
Ring.Side wall position is poured using self-compacting concrete, and digs 5cm deep grooves in established tunnel top board junction, is buried only
Water band, and the embedded Grouting Pipe in 50cm intervals in this place, carry out slip casting.
Beneficial effect：Stress system two times transfer excavating construction method has that stress is clear and definite, force path simple, construction peace
Full the characteristics of.By work progress finite element modelling, optimization foundation can be provided for construction drilling depth and support scheme, so as to reach
Save duration, the purpose of reduces cost.
Application effect：Tunnel excavation construction employs construction monitoring technology, and the object of monitoring includes tunnel in itself and underground
The displacement of square each point.From the point of view of monitoring result, displacement everywhere meets code requirement, demonstrates effectiveness of the invention and safety
Property.
The preferred embodiments of the present invention are the foregoing is only, is not intended to limit the invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.It is all within the spirit and principles in the present invention, made any repair
Change, equivalent, improvement etc., should be included within the scope of the present invention.
Claims (10)
1. a kind of bored tunnel stress system two times transfer construction method, it is characterised in that comprise the following steps：
A, reinforce the soil body to be excavated using advance pouring technique；
B, the scheme for determining to excavate drilling depth with support by work progress finite element modelling；
C, implementation are supported when excavating, then project subject structure under construction ground.
2. bored tunnel stress system two times transfer construction method according to claim 1, it is characterised in that
The specific implementation step of step a is：
Into after tunneling section excavation face, soil body pre-grouting is carried out using steel floral tube；
Injected hole level interval is 0.8-1.5m, and in quincuncial arrangement；
Slip casting length determines according to soil property situation, the soil body to be excavated all is consolidated, to ensure the stabilization of follow-up excavation.
3. bored tunnel stress system two times transfer construction method according to claim 2, it is characterised in that
Tunneling section is consolidated per 30m-45m using once grouting；
The soil body to be excavated all is consolidated, to ensure the stabilization of follow-up excavation.
4. bored tunnel stress system two times transfer construction method according to claim 2, it is characterised in that
The specific implementation step of step b is：
The work progress of the soil excavation-type steel support-agent structure of tunneling section is analyzed from stress；
Load more than underground engineering agent structure is born by the soil body to be excavated at the beginning, with every excavation step, using H profile steel
Post is supported once, gradually switchs to be born by type steel support, with the construction of main body structure concrete, then is gradually switched to by underground engineering master
The stress system two times transfer process that body structure is born；
Boring construction Whole Process Simulation, the stress change of prediction ground settlement and type steel support are carried out using FEM-software ANSYS
Law, optimizes soil excavation drilling depth and steel section size, and optimal excavation drilling depth and support side are determined according to economic and technical norms
Case.
5. bored tunnel stress system two times transfer construction method according to claim 4, it is characterised in that
Tunnel width is 18m-25m, a height of 5.5m-7.5m, and agent structure includes established tunnel top board, base plate, middle wall and side wall；
Using H profile steel as support, totally five row on cross section, horizontal spacing is 4m-6m, wherein in the middle of H profile steel be located in every
Wall constitutes first support, and the H profile steel on both sides is located in side wall and constitutes the support of the 3rd road, H profile steel later stage and tunnel main body respectively
Pour as one is overall, H profile steel support longitudinal pitch is 0.5m-2m；
H profile steel support bottom is located in the base of C40 quick setting and rapid hardening concrete placings, and top holds out against with established tunnel top board.
6. bored tunnel stress system two times transfer construction method according to claim 5, it is characterised in that
The soil body is excavated in three times on cross section, and it is 4m-6m that center section, i.e. bottom width are excavated for the first time, and top width is 7m-
The trapezoidal portions of 9m；
Second excavation bottom and top width are 3m-5m；
Third time excavates the both sides remainder soil body；
In three digging process, it is 1m-3m that drilling depth is excavated in longitudinal direction every time, often completes a drilling depth and applies H profile steel support in time.
7. bored tunnel stress system two times transfer construction method according to claim 6, it is characterised in that
Per pass H profile steel intercolumniation, top is attached using I-shaped gooseneck；
Every H profile steel post, top is connected using horizontal H profile steel, is strengthened using two blocks of steel plates between the horizontal H profile steel edge of a wing, and
Held out against with established tunnel top board.
8. bored tunnel stress system two times transfer construction method according to claim 6, it is characterised in that
In three digging process, drilling depth is excavated once per longitudinal direction, reinforced from side to not excavating the soil body in time；
Wherein,
In first time digging process, using linked network bank protection；
In second digging process and third time digging process, slip casting is laterally carried out using steel floral tube, soil at both sides is added
Gu.
9. bored tunnel stress system two times transfer construction method according to claim 6, it is characterised in that
The specific implementation step of step c is：
After the completion of all supports of subsurface excavation method, underground engineering main structure construction is proceeded by；
Main body concrete is using pumping；
First construct base plate, then carry out mid-board and side wall construction.
10. bored tunnel stress system two times transfer construction method according to claim 7, it is characterised in that
First H profile steel support and the 3rd road H profile steel support are stayed in mid-board and tunnel sidewalls, treat tunnel sidewalls and mid-board
After concrete strength reaches requirement, second H profile steel support section is removed；
Base plate and side wall junction, concrete need to be poured to base plate above 40cm-60cm, base plate and steel column junction, in steel
Twice seal ring is welded on post；
Side wall position is poured using self-compacting concrete, and digs 3cm-7cm deep grooves in established tunnel top board junction, is buried
If waterstop, and the embedded Grouting Pipe in 40cm-60cm intervals in this place, carry out slip casting.
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