CN104564128B - A kind of shallow-depth-excavation tunnel construction deformation monitoring method - Google Patents
A kind of shallow-depth-excavation tunnel construction deformation monitoring method Download PDFInfo
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Life Sciences & Earth Sciences (AREA)
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- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of shallow-depth-excavation tunnel construction deformation monitoring method, including step: one, tunnel excavation construction: excavated by the backward front Tunnel to constructed shallow-depth-excavation tunnel, digging process is carried out preliminary bracing by the backward front Tunnel forming excavation, and forms preliminary bracing structure；This preliminary bracing structure includes that many Pin are made up of by an arch supporting steel frame and two, left and right vertical supporting steelframe the backward front grid steel frame being supported described Tunnel, grid steel frame；Two, layout of the monitoring points: in digging process, before backward, in the preliminary bracing structure of the Tunnel constructed, lay many group supporting status monitoring points, before backward, lay multiple surface subsidence monitoring points at the construction area residing for constructed shallow-depth-excavation tunnel simultaneously；Three, deformation monitoring.The inventive method step is simple, reasonable in design and easy construction, using effect are good, can effectively monitor the stability of constructed shallow-depth-excavation tunnel and ground settlement.
Description
Technical field
The invention belongs to technical field of tunnel construction, especially relate to a kind of shallow-depth-excavation tunnel construction and use
Deformation monitoring method.
Background technology
Subway tunnel use shallow burial hidden digging construct for cut and cover method, have removal cost low,
The advantages such as traffic impact is little, relative to shield construction, have stronger adaptability to stratum, it is adaptable to
Various sectional forms, have that cost is low, put into the advantages such as little.City rail is carried out on a large scale along with China
Road transport development, Dryopteris sublaetaChing et Hsu status in city underground engineering is constructed will be the most important, especially
It is the construction technology of bored tunnel passing through building, structures, need to control into stablizing of hole tunnel well
Property index and ground settlement figureofmerit.As the bored tunnel that need to pass through large stretch of cottage area is constructed
Time, to wear under bored tunnel or cottage area is worn in side, the one-storey house on cottage area is brick mix structure and it is without base
Plinth, thus tunnel excavation work progress needs Tunnel Stability and ground settlement are effectively monitored.
But the shallow-depth-excavation tunnel construction aspect nowadays, passing through cottage area is available for using for reference construction information very
Less, do not have a set of standard, the Tunnel Stability of specification is available for following with surface subsidence monitoring arrangement and method for construction.
Thus, need to design that a kind of method step is simple, reasonable in design and that easy construction, using effect are good is shallow
Bury bored tunnel construction monitoring method, the stability of constructed shallow-depth-excavation tunnel and earth's surface can be sunk
Fall is effectively monitored, it is ensured that the work progress of shallow-depth-excavation tunnel is safe and reliable.
Summary of the invention
The technical problem to be solved is for above-mentioned deficiency of the prior art, it is provided that one
Planting shallow-depth-excavation tunnel construction deformation monitoring method, its method step is simple, reasonable in design and constructs
Convenience, using effect are good, can have the stability of constructed shallow-depth-excavation tunnel and ground settlement
Effect monitoring.
For solving above-mentioned technical problem, the technical solution used in the present invention is: a kind of shallow-depth-excavation tunnel is executed
Work deformation monitoring method, it is characterised in that the method comprises the following steps:
Step one, tunnel excavation are constructed: entered by the backward front Tunnel to constructed shallow-depth-excavation tunnel
Row excavation, is carried out preliminary bracing by the backward front Tunnel forming excavation in digging process, and is formed
The preliminary bracing structure of described Tunnel；
The preliminary bracing structure of described Tunnel includes that described Tunnel is carried out propping up before backward by many Pin
The grid steel frame of support, described grid steel frame Zhi Li are mounted on a layer on described Tunnel inwall after completing
Bar-mat reinforcement and described bar-mat reinforcement mount the concrete layer being injected in after scraping out on described Tunnel inwall, many
Grid steel frame described in Pin and described bar-mat reinforcement are both secured in described concrete layer；Grid steel described in many Pin
The structure of frame the most identical and its along the longitudinal extension direction of constructed shallow-depth-excavation tunnel by backward front cloth
If grid steel frame described in every Pin is all laid along the transverse width direction of described Tunnel；Every Pin institute
State grid steel frame and be respectively supported at arch supporting steel frame by an arch supporting steel frame and two, left and right
Vertical supporting steelframe composition below the left and right sides, two described vertical supporting steelframes are symmetrically laid；
Step 2, layout of the monitoring points: in step one, before backward, described Tunnel is carried out digging process
In, backward front laying in the preliminary bracing structure of the described Tunnel constructed organize supporting more
Status monitoring point, lays many at the construction area residing for constructed shallow-depth-excavation tunnel before backward simultaneously
Individual surface subsidence monitoring point；
Organize described supporting status monitoring point along constructed shallow-depth-excavation tunnel longitudinal extension direction by
After be carried forward laying；The described supporting status monitoring point of many groups is laid in constructed shallow buried covered excavation tunnel respectively
On multiple tunnel cross sections in road, and it is equal often to organize the tunnel cross section residing for described supporting status monitoring point
It is a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel described in a Pin
Frame；The structure of the described supporting status monitoring point of many groups is the most identical, often organizes described supporting status monitoring point equal
Including a vault sinking observation station and two horizontal clearance convergent points, described vault sinking is observed
Point is laid in the middle part of the supporting steel frame of arch, two described horizontal clearance convergent points symmetrically lay and
The two is laid on two described vertical supporting steelframes respectively；Described vault sinking observation station and two institutes
State that the structure of horizontal clearance convergent point is identical and it all includes an in-line reinforcing bar, a described word
The inner of shape reinforcing bar is weldingly fixed on described grid steel frame and its outer end bends to a V-shaped hook；
Each described surface subsidence monitoring point is respectively positioned on a described tunnel monitoring section；Described earth's surface
Settlement monitoring point include in vertical bury underground hole, from top to bottom insert bury underground in hole settlement monitoring use
Mark post, coaxial package are contained in the protection cap on protection cylinder top, institute at the protection cylinder and lid burying top, hole underground
State settlement monitoring mark post bottom to be inserted into and bury underground inside hole in the fixing soil layer of lower inside, described solid
Determining soil layer is original state soil layer or hard soil layer, and settlement monitoring mark post bottom is inserted in fixing soil layer
The degree of depth not less than 200mm；Described hole of burying underground is cylindrical hole, and described protection cylinder is equal opening up and down
Cylindrical barrel and its internal diameter identical with the aperture burying hole underground；The top of described protection cylinder and protection cap
Upper surface all with bury the aperture flush in hole underground, with hinged between described protection cap and protection cylinder top
Mode is attached；Described bury hole underground in be filled with sealing coat, described sealing coat is positioned on fixing soil layer
Side and its be wood flour packed layer and/or layer of sand；The top of described settlement monitoring mark post is positioned at sealing coat
Top and its tip height less than burying the aperture height in hole underground, the bottom height of described protection cylinder less than every
The tip height of absciss layer；
Step 3, deformation monitoring: before backward, described Tunnel is carried out in digging process in step one
And after described Tunnel has excavated, utilize laid in step 2 each to organize described supporting state prison
Measuring point, is monitored the tunnel support state at monitoring section present position, each tunnel；Meanwhile, profit
With each surface subsidence monitoring point laid in step 2, at each surface subsidence monitoring point present position
Ground settlement situation be monitored；
The tunnel support status information at monitoring section present position, each tunnel monitored all includes
Utilize Vault settlement data that vault sinking observation station records and utilize two described horizontal clearances convergences
The horizontal clearance convergence data that observation station records.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: enter in step 2
During row layout of the monitoring points, also need to be by backward front above construction area residing for constructed shallow-depth-excavation tunnel
Building and structures on lay multiple settlement monitoring point；Building with structures are laid sedimentation
During monitoring point, impact is first used to be drilled on the outer surface of building or structures boring, the boring bored
20cm～50cm above ground level, described boring tilts and between itself and horizontal plane the most gradually downward
Angle be about 5 °；Afterwards, filler wires or steel disc in described boring, and monitoring nail is beaten
Enter in described boring.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: institute in step one
State Tunnel by upper pilot tunnel and to be positioned at the lower pilot tunnel immediately below upper pilot tunnel and form；
Described arch supporting steel frame is the supporting steel frame being supported upper pilot tunnel arch；Two described perpendicular
Include that on two left and right abutment walls being respectively supported at upper pilot tunnel bottom first vertically props up to supporting steel frame
Support steelframe, two left and right abutment walls being respectively supported at lower pilot tunnel top on the second vertical supporting steelframe and
The 3rd vertical supporting steelframe on two left and right abutment walls being respectively supported at lower pilot tunnel bottom, described in two
First vertical supporting steelframe lays respectively at below the left and right sides of arch supporting steel frame and the two top
It is fastenedly connected by the two ends, left and right of securing member with arch supporting steel frame respectively；Two described second vertical
Supporting steel frame lays respectively at the underface of two described first vertical supporting steelframes, and two described second are erected
Be provided with between the described first vertical supporting steelframe of supporting steel frame and two together middle part tie-beam, two
The bottom of individual described first vertical supporting steelframe and the top of two described second vertical supporting steelframes are equal
Being fixed on the tie-beam of middle part, two described 3rd vertical supporting steelframes lay respectively at two described second
The underface of vertical supporting steelframe and the top of the two are respectively by described securing member and two described the
The bottom of two vertical supporting steelframes is fastenedly connected；
Step 2 is often organized two described horizontal clearance Convergence monitoring in described supporting status monitoring point
Point be laid in respectively two described first vertical supporting steelframes, two described second vertical supporting steelframes or
On two described 3rd vertical supporting steelframes.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: profit in step 3
With each surface subsidence monitoring point, the ground settlement situation at each surface subsidence monitoring point present position is entered
During row monitoring, level gauge is used to be monitored；Step 3 utilizes the arch that vault sinking observation station records
Top settling data, for the settling data using level gauge to record；Utilize two described horizontal clearance convergences
The horizontal clearance convergence data that observation station records, for two the described horizontal clearances utilizing convergence instrument to record
Horizontal range delta data between convergent point.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: described level gauge
For DINI03 precision level, described convergence instrument is JSS10A type digital readout convergence instrument.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: right in step 3
Tunnel support state at monitoring section present position, each tunnel is monitored and supervises each ground settlement
When ground settlement situation at measuring point present position is monitored, the monitoring time is from dark to constructed shallow embedding
Hole and before carrying out dewatering construction, start monitoring, until constructed shallow-depth-excavation tunnel has been constructed and executed
Monitoring is stopped after the Tunnel of work molding is stable.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: institute in step one
State Tunnel by upper pilot tunnel and to be positioned at the lower pilot tunnel immediately below upper pilot tunnel and form, the rear portion of described Tunnel
It is connected with vertical shaft；When in step one excavating described Tunnel, process is as follows:
Step 101, upper pilot tunnel initial segment excavate: from top to bottom excavate described vertical shaft, until
After being excavated to pilot tunnel present position, by upper pilot tunnel being excavated before backward, excavation length be 15m～
25m, completes the initial segment digging process of pilot tunnel；
Step 102, lower pilot tunnel initial segment excavate: described vertical shaft from top to bottom proceeds excavation,
Until after being excavated to lower pilot tunnel present position, excavating lower pilot tunnel before backward, excavation length is
5m～10m, completes the initial segment digging process of lower pilot tunnel；
Step 103, upper and lower pilot tunnel synchronize excavation: use benching tunnelling method to upper pilot tunnel and the lower same stepping of pilot tunnel
Row excavation, until completing whole digging process of described Tunnel；
Tunnel support state at monitoring section present position, each tunnel is monitored by step 3 and
When ground settlement situation at each surface subsidence monitoring point present position is monitored, when described vertical shaft
Cutting depth H≤5m time, monitoring frequency be three days monitoring once；Cutting depth when described vertical shaft
During 5m ＜ H≤10m, monitoring frequency is to monitor once for two days；Cutting depth H ＞ 10m when described vertical shaft
Time, monitoring frequency is to monitor once for one day；Described shaft excavation complete after the 1st day to the 7th day,
Monitoring frequency is to monitor once for one day；Described shaft excavation complete after the 8th day to the 15th day, prison
Measured frequency is to monitor once for two days；Described shaft excavation complete after the 16th day to the 30th day, monitoring
Frequency is to monitor once for three days；After described shaft excavation completes 30 days, monitoring frequency is for monitor weekly
Once；After constructed shallow-depth-excavation tunnel has been constructed and the Tunnel of construction molding is stable, monitoring
Frequency is for monthly to monitor once.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: in step 101
With when described vertical shaft is constructed by step 102, also need from top to bottom at the vertical shaft of institute's construction molding
Organize vertical shaft monitoring point more interior laying, often organize described vertical shaft monitoring point and all include two to being laid in same level
Horizontal clearance convergent point on face, two to the described perpendicular laying of horizontal clearance convergent point,
And the every pair of described horizontal clearance convergent point all include two just to horizontal clearance convergent point.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: right in step 3
During tunnel support state at monitoring section present position, each tunnel is monitored, monitored every time
Cheng Hou, need to carry out record, and obtain at monitoring section present position, each tunnel this monitoring result
Tunnel support state is with the situation of change of monitoring time change；To each surface subsidence monitoring point present position
During the ground settlement situation at place is monitored, after having monitored every time, need to be to this monitoring result
Carry out record, and obtain the ground settlement value at each surface subsidence monitoring point present position with the monitoring time
The situation of change of change.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: institute in step 2
State the degree of depth burying hole underground not less than L, wherein L=1m～1.2m；The height of described protection cylinder be 350mm～
450mm, bottom 150mm～250mm lower than the top of sealing coat of described protection cylinder；Described sedimentation prison
Survey mark post is laid in coaxial with burying hole underground, and described settlement monitoring mark post is spiral, described heavy
A diameter of Φ 15mm～Φ 20mm of fall monitoring mark post and its a length of 0.8m～1.0m.
The present invention compared with prior art has the advantage that
1, method step is simple, reasonable in design and easy construction, puts into construction cost relatively low.
2, in tunnel excavation work progress, synchronize to lay monitoring point, mainly include surface subsidence monitoring
Point, tunnel support status monitoring (comprise Vault settlement and horizontal clearance convergence), building and construct
Thing settlement monitoring and deformable shaft monitoring, Monitoring Data is comprehensive, can further ensure that shallow buried covered excavation tunnel
Road excavation construction process safety, reliably carry out, and can effectively control cavitation Tunnel Stability index and ground
Table settling amount index, for safety, completes interval bored tunnel quickly, economically and accumulates experience, be also
Enterprise accumulates experience in the construction of follow-up subway shallow-depth-excavation tunnel.
3, the surface subsidence monitoring point used buries simple in construction, reasonable in design and easy construction underground,
Input cost is relatively low, and settlement monitoring point is buried underground firm, and the settlement monitoring mark post used is fixed,
Can ensure that accuracy and the effectiveness of surface subsidence monitoring result.Further, the ground settlement prison used
It is good that measuring point buries structure using effect underground, can meet surface subsidence monitoring demand, and by protection cylinder to burying
Apertured is protected, and is effectively protected monitoring mark post by protection cap so that laid simultaneously
Road will not be impacted by monitoring point, earth's surface.
4, tunnel support status monitoring is used vault sinking observation station and horizontal clearance Convergence monitoring
Dot structure is simple, reasonable in design and processing and fabricating is easy, it is convenient to install laying, and using effect is good.
Meanwhile, settlement monitoring point simple installation set on building and structures and fixed, sedimentation
Observation is easy and is obtained that to observe data reliable.
5, many group supporting status monitoring point installation positions are reasonable in design, many group supporting status monitoring points minute
It is not laid in many Pin and constructed shallow-depth-excavation tunnel is carried out on the grid steel frame of supporting and its difference cloth
It is located on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel, often group supporting status monitoring point institute cloth
If tunnel cross section be a tunnel monitoring section, between the most adjacent two tunnel monitoring sections
Spacing is 4m～6m, and actual laying is installed the easiest.
6, the vault sinking observation station used and horizontal clearance convergent point simple in construction, design
Rationally and processing and fabricating is easy, install and lay convenient, a word being fixed on grid steel frame is used
Shape reinforcing bar can realize, and it is easy, firm not only to fix, and using effect is good, and data observation is convenient.
7, often group supporting status monitoring point is laid grid steel frame simple in construction, reasonable in design and execute
Work is convenient, puts into construction cost relatively low, actual processing and fabricating and Zhi Li easily and fast, and supporting
Effective, mainly by be supported in the arch supporting steel frame of upper pilot tunnel arch, two be respectively supported at and lead
The first vertical supporting steelframe on the left and right abutment wall of bottom, hole, two be respectively supported at lower pilot tunnel top
The second vertical supporting steelframe on the abutment wall of left and right and two limits, left and right being respectively supported at lower pilot tunnel bottom
The 3rd vertical supporting steelframe composition on wall, can not only carry out tunneling boring to the Tunnel that excavation is formed and prop up
Protect, and the bench excavation supporting demand in tunnel, heavy in section can be met, supporting status safety, reliable,
Can ensure that shallow-depth-excavation tunnel excavation construction process is quick, be smoothed out.Further, each supporting state prison
The installation position of measuring point determines simplicity, can be according to actual monitoring demand, by horizontal clearance convergent point
It is laid on the first vertical supporting steelframe, the second vertical supporting steelframe or the 3rd vertical supporting steelframe, by
In vertical supporting steelframe by the first vertical supporting steelframe, the second vertical supporting steelframe or the 3rd vertical supporting
Three support body compositions of steelframe, thus the horizontal clearance of each supporting zone can be restrained data and be monitored,
And Monitoring Data is the most reliable.Meanwhile, before tunnel excavation, reinforced by per-fore pouring liquid with small pipe
Stratum, and the per-fore pouring liquid with small pipe method that used is simple, reasonable in design and consolidation effect is good,
Top, institute's tunneling hole effectively can be reinforced, and advanced tubule welds with grid steel frame solid
It is set to one, improves supporting stability further.Meanwhile, it is provided with lock foot anchor tube and it is with grid steel
Frame is welded and fixed and is integrated so that Tunnel Stability is guaranteed further.In actual digging process,
Pilot drive method is simple up and down, it is convenient to realize and digging process is easily controllable, and excavation progress is fast.On
Pilot drive method is reasonable in design, excavation is convenient and digging process safety, by whole upper pilot tunnel in arch
It is divided into up/down steps to carry out at link position between supporting steel frame and two the first vertical supporting steelframes
Excavation, the soil body of will getting out of a predicament or an embarrassing situation as big Core Soil, partly sets small nut cubsoil, so staying topping bar
Both increased the area of whole Core Soil, and be allowed to stress more good, facilitate again beating of lock foot anchor tube
If with the connection of interim inverted arch, effectively controlling sedimentation.
8, using effect is good and practical value is high, can to the stability of construct shallow-depth-excavation tunnel with
Ground settlement is effectively monitored, it is ensured that the work progress of shallow-depth-excavation tunnel is safe and reliable
In sum, the inventive method step is simple, reasonable in design and easy construction, using effect are good,
The stability of constructed shallow-depth-excavation tunnel and ground settlement effectively can be monitored.
Below by drawings and Examples, technical scheme is described in further detail.
Accompanying drawing explanation
Fig. 1 is the method flow block diagram of the present invention.
Fig. 2 is the structural representation of the monitored shallow-depth-excavation tunnel of the present invention used preliminary bracing structure.
Fig. 2-1 is the partial enlarged drawing in Fig. 2 at A.
Fig. 3-1 is the top heading excavation view of the monitored shallow-depth-excavation tunnel of the present invention.
The lower pilot drive view that Fig. 3-2 is the monitored shallow-depth-excavation tunnel of the present invention.
Fig. 4 buries structural representation underground by the present invention used ground settlement test point.
Fig. 5 is buried underground structural representation by what the present invention used sudden and violent leaky settlement monitoring point.
Fig. 6 is the structural representation of the present invention used in-line reinforcing bar.
Description of reference numerals:
Pilot tunnel on 1；2 times pilot tunnels；3-1 arch supporting steel frame；
3-2 the first vertical supporting steelframe；3-3 the second vertical supporting steelframe；
3-4 the 3rd vertical supporting steelframe；Tie-beam in the middle part of in the of 4；5 lock foot anchor tubes；
6 advanced tubules；7-1 fastening bolt；7-2 upper connector；
Connector under 7-3；7 annular region, the arch soil bodys；
The 8 top core space soil bodys；9 first get out of a predicament or an embarrassing situation the soil body；10 top bar the soil body；
11 second get out of a predicament or an embarrassing situation the soil body；12 in-line reinforcing bars；13-1 buries hole underground；
13-2 fixes soil layer；13-3 settlement monitoring mark post；13-4 protects cylinder；
13-5 protection cap；13-6 sealing coat；14 building load bearing walls；
15 monitoring nails；
Detailed description of the invention
A kind of shallow-depth-excavation tunnel construction deformation monitoring method as shown in Figure 1, comprises the following steps:
Step one, tunnel excavation are constructed: entered by the backward front Tunnel to constructed shallow-depth-excavation tunnel
Row excavation, is carried out preliminary bracing by the backward front Tunnel forming excavation in digging process, and is formed
The preliminary bracing structure of described Tunnel.
In conjunction with Fig. 2, the preliminary bracing structure of described Tunnel includes that many Pin are by backward front to described tunnel
The grid steel frame that hole is supported, described grid steel frame Zhi Li are mounted on described Tunnel inwall after completing
On one layer of bar-mat reinforcement and described bar-mat reinforcement mount be injected in after scraping out on described Tunnel inwall mixed
Coagulating soil layer, described in many Pin, grid steel frame and described bar-mat reinforcement are both secured in described concrete layer；Many Pin
The structure of described grid steel frame is the most identical and it is along the longitudinal extension direction of constructed shallow-depth-excavation tunnel
Laying before backward, grid steel frame described in every Pin all carries out cloth along the transverse width direction of described Tunnel
If；Grid steel frame described in every Pin is respectively supported at by an arch supporting steel frame 3-1 and two, left and right
Vertical supporting steelframe composition below the supporting steel frame 3-1 left and right sides, arch, two described vertical supportings
Steelframe is symmetrically laid.
Step 2, layout of the monitoring points: in step one, before backward, described Tunnel is carried out digging process
In, backward front laying in the preliminary bracing structure of the described Tunnel constructed organize supporting more
Status monitoring point, lays many at the construction area residing for constructed shallow-depth-excavation tunnel before backward simultaneously
Individual surface subsidence monitoring point.
Organize described supporting status monitoring point along constructed shallow-depth-excavation tunnel longitudinal extension direction by
After be carried forward laying.The described supporting status monitoring point of many groups is laid in constructed shallow buried covered excavation tunnel respectively
On multiple tunnel cross sections in road, and it is equal often to organize the tunnel cross section residing for described supporting status monitoring point
It is a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel described in a Pin
Frame；The structure of the described supporting status monitoring point of many groups is the most identical, often organizes described supporting status monitoring point equal
Including a vault sinking observation station and two horizontal clearance convergent points, described vault sinking is observed
Point is laid in the middle part of the supporting steel frame 3-1 of arch, two described horizontal clearance convergent point symmetrically cloth
And if the two is laid on two described vertical supporting steelframes respectively.As shown in Figure 6, under described vault
Heavy observation station is identical with the structure of two described horizontal clearance convergent points and it all includes one one
Font reinforcing bar 12, the inner of described in-line reinforcing bar 12 is weldingly fixed on described grid steel frame and it
Outer end bends to a V-shaped hook, and described V-shaped hook is observation station.
Each described surface subsidence monitoring point is respectively positioned on a described tunnel monitoring section.Such as Fig. 4 institute
Show, described surface subsidence monitoring point include in vertical bury underground hole 13-1, from top to bottom insert bury underground
Settlement monitoring mark post 13-3, coaxial package in the 13-1 of hole are burying the protection cylinder on 13-1 top, hole underground
13-4 and lid are contained in protection cap 13-5 on protection cylinder 13-4 top, described settlement monitoring mark post 13-3
Bottom is inserted into be buried underground inside the 13-1 of hole in the fixing soil layer 13-2 of lower inside, described fixing soil layer
13-2 is original state soil layer or hard soil layer, and settlement monitoring mark post 13-3 bottom is inserted into fixing soil
The degree of depth in layer 13-2 is not less than 200mm；The described hole 13-1 that buries underground is cylindrical hole, described protection
Cylinder 13-4 be the cylindrical barrel of all openings up and down and its internal diameter identical with the aperture burying hole 13-1 underground；
The top of described protection cylinder 13-4 and the upper surface of protection cap 13-5 all with the aperture burying hole 13-1 underground
Flush, is attached between described protection cap 13-5 and protection cylinder 13-4 top in hinged way；
Described bury hole 13-1 underground in be filled with sealing coat 13-6, described sealing coat 13-6 and be positioned at fixing soil layer
Above 13-2 and it is wood flour packed layer and/or layer of sand；The top of described settlement monitoring mark post 13-3
It is positioned at above sealing coat 13-6 and its tip height is less than the aperture height burying hole 13-1 underground, described guarantor
The bottom height of the casing 13-4 tip height less than sealing coat 13-6.
Step 3, deformation monitoring: before backward, described Tunnel is carried out in digging process in step one
And after described Tunnel has excavated, utilize laid in step 2 each to organize described supporting state prison
Measuring point, is monitored the tunnel support state at monitoring section present position, each tunnel；Meanwhile, profit
With each surface subsidence monitoring point laid in step 2, at each surface subsidence monitoring point present position
Ground settlement situation be monitored.
The tunnel support status information at monitoring section present position, each tunnel monitored all includes
Utilize Vault settlement data that vault sinking observation station records and utilize two described horizontal clearances convergences
The horizontal clearance convergence data that observation station records.
In the present embodiment, when step 2 being monitored laying, also need to by before backward constructed shallow
Bury the building above construction area residing for bored tunnel and lay multiple settlement monitoring point on structures；
When settlement monitoring point laid by building with structures, impact is first used to be drilled in building or structures
Outer surface on hole, boring 20cm～50cm above ground level bored, described boring from outside to inside by
The most downward-sloping and between itself and horizontal plane angle is about 5 °；Afterwards, fill out in described boring
Fill steel wire or steel disc, and monitoring nail 15 is squeezed in described boring, refer to Fig. 5.Wherein, building
It is sudden and violent leaky settlement monitoring point with laying settlement monitoring point on structures.Herein, described monitoring nail 15
The position laid is building load bearing wall 14.
In the present embodiment, as in figure 2 it is shown, Tunnel described in step one by upper pilot tunnel 1 and is positioned at
Lower pilot tunnel 2 immediately below pilot tunnel 1 forms.
Described arch supporting steel frame 3-1 is the supporting steel frame being supported upper pilot tunnel 1 arch；Two
Described vertical supporting steelframe includes first on two left and right abutment walls being respectively supported at pilot tunnel 1 bottom
On vertical supporting steelframe 3-2, two left and right abutment walls being respectively supported at lower pilot tunnel 2 top second is erected
On the left and right abutment wall that supporting steel frame 3-3 and two are respectively supported at lower pilot tunnel 2 bottom the 3rd is vertical
Supporting steel frame 3-4, two described first vertical supporting steelframe 3-2 lay respectively at arch supporting steel frame 3-1
The left and right sides below and the two top respectively by the left and right of securing member and arch supporting steel frame 3-1
Two ends are fastenedly connected.Two described second vertical supporting steelframe 3-3 lay respectively at two described first and erect
To the underface of supporting steel frame 3-2, two described second vertical supporting steelframe 3-3 and two described
Being provided with tie-beam 4 in the middle part of in the of one between one vertical supporting steelframe 3-2, two described first are vertically propped up
The bottom of support steelframe 3-2 and the top of two described second vertical supporting steelframe 3-3 are each attached to middle part
On tie-beam 4, two described 3rd vertical supporting steelframe 3-4 lay respectively at two described second vertical
The underface of supporting steel frame 3-3 and the top of the two are respectively by described securing member and two described second
The bottom of vertical supporting steelframe 3-3 is fastenedly connected.
Step 2 is often organized two described horizontal clearance Convergence monitoring in described supporting status monitoring point
Point is laid in two described first vertical supporting steelframe 3-2, two described second vertical supporting steel respectively
On frame 3-3 or two described 3rd vertical supporting steelframe 3-4.
In the present embodiment, step 3 utilizes each surface subsidence monitoring point, to each surface subsidence monitoring point
When ground settlement situation at present position is monitored, level gauge is used to be monitored；In step 3
Utilize the Vault settlement data that vault sinking observation station records, for the settlement number using level gauge to record
According to；Utilize the horizontal clearance convergence data that two described horizontal clearance convergent points record, for utilizing
Horizontal range delta data between two described horizontal clearance convergent points that convergence instrument records.
Further, when utilizing building to be monitored with laid settlement monitoring point on structures, water is used
Quasi-instrument is monitored.
In the present embodiment, described level gauge is DINI03 precision level, and described convergence instrument is JSS10A
Type digital readout convergence instrument.
During actually used, it would however also be possible to employ other type of level gauge and convergence instrument.
In the present embodiment, to the tunnel support state at monitoring section present position, each tunnel in step 3
When being monitored and the ground settlement situation at each surface subsidence monitoring point present position be monitored,
The monitoring time starts monitoring before constructed shallow-depth-excavation tunnel is carried out dewatering construction, until being constructed
Shallow-depth-excavation tunnel constructed and the Tunnel of construction molding stable after stop monitoring.
In the present embodiment, Tunnel described in step one is by upper pilot tunnel 1 and is positioned at immediately below upper pilot tunnel 1
Lower pilot tunnel 2 form, the rear portion of described Tunnel is connected with vertical shaft；To described Tunnel in step one
When excavating, process is as follows:
Step 101, upper pilot tunnel initial segment excavate: from top to bottom excavate described vertical shaft, until
After being excavated to pilot tunnel 1 present position, excavating upper pilot tunnel 1 before backward, excavation length is
15m～25m, completes the initial segment digging process of pilot tunnel 1.
Step 102, lower pilot tunnel initial segment excavate: described vertical shaft from top to bottom proceeds excavation,
Until after being excavated to lower pilot tunnel 2 present position, lower pilot tunnel being excavated before backward, excavation length
For 5m～10m, complete the initial segment digging process of lower pilot tunnel 2.
Step 103, upper and lower pilot tunnel synchronize excavation: use benching tunnelling method same to upper pilot tunnel 1 and lower pilot tunnel 2
Step is excavated, until completing whole digging process of described Tunnel.
Tunnel support state at monitoring section present position, each tunnel is monitored by step 3 and
When ground settlement situation at each surface subsidence monitoring point present position is monitored, when described vertical shaft
Cutting depth H≤5m time, monitoring frequency be three days monitoring once；Cutting depth when described vertical shaft
During 5m ＜ H≤10m, monitoring frequency is to monitor once for two days；Cutting depth H ＞ 10m when described vertical shaft
Time, monitoring frequency is to monitor once for one day；Described shaft excavation complete after the 1st day to the 7th day,
Monitoring frequency is to monitor once for one day；Described shaft excavation complete after the 8th day to the 15th day, prison
Measured frequency is to monitor once for two days；Described shaft excavation complete after the 16th day to the 30th day, monitoring
Frequency is to monitor once for three days；After described shaft excavation completes 30 days, monitoring frequency is for monitor weekly
Once；After constructed shallow-depth-excavation tunnel has been constructed and the Tunnel of construction molding is stable, monitoring
Frequency is for monthly to monitor once.
In the present embodiment, when described vertical shaft is constructed by step 101 neutralization procedure 102, also need
In the vertical shaft of institute's construction molding, from top to bottom lay many group vertical shaft monitoring points, often organize the monitoring of described vertical shaft
Point all includes the two horizontal clearance convergent points to being laid in same level, and two to described level
The perpendicular laying of clearance convergence observation station, and every pair of described horizontal clearance convergent point all includes two
Just to horizontal clearance convergent point.
Further, two couples described horizontal clearance convergent point of each group of vertical shaft monitoring point is utilized, to residing
The clearance convergence situation of vertical shaft described in position is monitored, and utilizes every pair of institute that convergence instrument records
State the horizontal range delta data between horizontal clearance convergent point.
In the present embodiment, to the tunnel support state at monitoring section present position, each tunnel in step 3
During being monitored, after having monitored every time, this monitoring result need to be carried out record, and obtain
Tunnel support state at monitoring section present position, each tunnel is with the situation of change of monitoring time change；
During ground settlement situation at each surface subsidence monitoring point present position is monitored, supervise every time
After survey completes, this monitoring result need to be carried out record, and obtain position residing for each surface subsidence monitoring point
Put the situation of change that the ground settlement value at place changes with the monitoring time.
During practice of construction, when upper pilot tunnel 1 is excavated by step 101 neutralization procedure 103,
Dividing multiple excavation sections to excavate before backward, the excavation method of multiple described excavation sections is homogeneous
With and all use positive stepped annular excavating load to excavate, refer to Fig. 3-1；To pilot tunnel 1 on any one
Excavation sections excavate before, all use the advanced tubule 6 excavation sections to currently being excavated
Arch carries out grouting and reinforcing；When the excavation sections of pilot tunnel on any one 1 is excavated, first on excavation
Region, the annular arch soil body 7 on pilot tunnel 1 top, and retain the top core space soil body 8, and round arch
In the soil body 7 digging process of region, portion, propped up vertical arch by before backward excavating upper pilot tunnel 1 arch formed
Portion supporting steel frame 3-1；After annular region, the arch soil body 7 has excavated, then to top core space soil
The first of body 8 and the upper pilot tunnel 1 bottom soil body 9 of getting out of a predicament or an embarrassing situation excavates, and the top core space soil body 8
Get out of a predicament or an embarrassing situation in the soil body 9 digging process with first, propping up, before backward, the arch supporting steel frame stood
It is respectively mounted a first vertical supporting steelframe 3-2 below the 3-1 left and right sides, and is currently being installed
Two described first vertical supporting steelframe 3-2 bottom construction together middle part tie-beam 4.
Wherein, by erecting during before backward vertical arch supporting steel frame 3-1 with by installing first before backward
During supporting steel frame 3-2, before backward, on the inwall of upper pilot tunnel 1, mount one layer of bar-mat reinforcement,
And after described bar-mat reinforcement hangs up properly, then spray a layer concrete on upper pilot tunnel 1 inwall.
When lower pilot tunnel 2 is excavated by step 102 neutralization procedure 103, multiple by before backward point
Excavation sections excavates, and the excavation method of multiple described excavation sections is the most identical and all uses upper leave from office
Rank method is excavated, and refers to Fig. 3-2；When descending the excavation sections of pilot tunnel 2 to excavate any one,
The first soil body 10 of topping bar on lower pilot tunnel 2 top of excavation, and top bar in the soil body 10 digging process, by
Below the most mounted two described first vertical supporting steelframe 3-2, one the it is respectively mounted before backward
Two vertical supporting steelframe 3-3, two described second vertical supporting steelframe 3-3 tops are each attached to be positioned at
On middle part tie-beam 4 directly over it；After the soil body 10 of topping bar has excavated, then to lower pilot tunnel 2
The second of the bottom soil body 11 of getting out of a predicament or an embarrassing situation excavates, and second gets out of a predicament or an embarrassing situation in the soil body 11 digging process,
Below the most mounted two described second vertical supporting steelframe 3-3, it is respectively mounted one before backward
3rd vertical supporting steelframe 3-4.
Wherein, by during installing the second vertical supporting steelframe 3-3 before backward and by installing the before backward
During three vertical supporting steelframe 3-4, before backward, on the inwall of lower pilot tunnel 2, mount one layer of steel
Muscle net, and after described bar-mat reinforcement hangs up properly, then spray a layer concrete on lower pilot tunnel 2 inwall.
During practice of construction, constructed shallow-depth-excavation tunnel refers to tunnel top buried depth less than tunnel cross-section
The tunnel of 2 times of width.
In the present embodiment, the dead size of described vertical shaft is 4.6m × 6.0m and its end absolute altitude is
16.731m, well depth 23.25m.The rear portion of constructed shallow-depth-excavation tunnel is connected and it with described vertical shaft
A length of 55.6m, the cross-section of constructed shallow-depth-excavation tunnel a size of 5.4m × 9.5m and its at the beginning of
Phase supporting uses preliminary bracing to use grid steel frame and gunite concrete combined retaining structure, is constructed shallow
Burying bored tunnel uses mining method construction and a point upper and lower pilot tunnel to excavate, constructed shallow buried covered excavation tunnel
Top, road thickness of earth covering about 11.6m.
In the present embodiment, when constructed shallow-depth-excavation tunnel is excavated, abolish ingate at twice
Enter hole, first the earthwork of described vertical shaft is excavated to downwards the interim inverted arch of constructed shallow-depth-excavation tunnel
After about the 1.8m of lower section, abolishing ingate applies pilot tunnel 1 for the first time in beginning, and upper pilot tunnel 1 has excavated
After becoming 20m, upper pilot tunnel 1 carrying out temporary plugging, the continuation described vertical shaft of excavation is to shaft bottom, and applies
Bottom concrete.Afterwards, set up scaffold in the shaft bottom of described vertical shaft and operating platform is installed, then
Second time is abolished ingate and is carried out the excavation construction of lower pilot tunnel 2.Treat that described lower pilot tunnel 2 excavates forward to execute
After work 5m, start to synchronize to construct, until having constructed to upper pilot tunnel 1 and lower pilot tunnel 2.
In the present embodiment, the left and right sides of described arch supporting steel frame 3-1, two described first vertical
The lower outside of supporting steel frame 3-2, the lower outside of two described second vertical supporting steelframe 3-3 and
The lower outside of the 3rd vertical supporting steelframe 3-4 is provided with lock foot anchor tube 5, described lock foot anchor tube 5
Tilt the most gradually downward.
Upper pilot tunnel 1 is carried out in digging process by step 101 neutralization procedure 103, is excavating formation
Upper pilot tunnel 1 arch Zhi Li arch supporting steel frame 3-1 after, also need to be at propped up vertical arch supporting steel frame 3-1
The left and right sides respectively construct lock foot anchor tube 5；Further, after installing the first vertical supporting steelframe 3-2,
Also need to construct in the outside being installed the first vertical supporting steelframe 3-2 and lock foot anchor tube 5.
Lower pilot tunnel 2 is carried out in digging process by step 102 neutralization procedure 103, installs second and erect
After supporting steel frame 3-3, lock foot of also need to constructing in the outside being installed the second vertical supporting steelframe 3-3
Anchor tube 5；Further, after installing the 3rd vertical supporting steelframe 3-4, also need to be to be installed the 3rd vertical
The outside construction lock foot anchor tube 5 of supporting steel frame 3-4.
In the present embodiment, described middle part tie-beam 4 is laid in level.
During practice of construction, described middle part tie-beam 4 includes horizontal skeleton, is laid in described horizontal skeleton
The reinforced mesh in outside and the coagulation mount that formed by the concrete being injected in outside described horizontal skeleton
Coating, described horizontal skeleton and described reinforced mesh are both secured in described concrete clad.
In the present embodiment, described horizontal skeleton is the shaped steel laid in level together.
In the present embodiment, the left and right sides of described arch supporting steel frame 3-1, two described first vertical
The lower outside of supporting steel frame 3-2, the lower outside of two described second vertical supporting steelframe 3-3 and
The quantity of the lower outside of two described 3rd vertical supporting steelframe 3-4 set lock foot anchor tube 5 is
Two, the symmetrical cloth of lock foot anchor tube 5 set by the supporting steel frame 3-1 left and right sides, described arch
If the lock foot anchor tube 5 set by two described first vertical supporting steelframe 3-2 lower outsides is in left and right
Symmetrical laying, the lock foot anchor tube 5 set by two described second vertical supporting steelframe 3-3 lower outsides
Symmetrical laying, and set by the lower outside of two described 3rd vertical supporting steelframe 3-4
The lock symmetrical laying of foot anchor tube 5.
In the present embodiment, described securing member is fastening bolt 7-1.
Actual adding man-hour, as shown in Fig. 2-1, the two ends, left and right of described arch supporting steel frame 3-1 set respectively
It is equipped with upper connector 7-2, two described first vertical supporting steelframe 3-2 that cross section is L-shaped
Top be provided with the lower connector 7-3, described arch supporting steel frame 3-1 that cross section is L-shaped
Upper connector 7-2 set by two ends, left and right and two described first vertical supporting steelframe 3-2 top institutes
It is fastenedly connected by fastening bolt 7-1 between the lower connector 7-3 arranged；Correspondingly, two
It is the upper connector of L-shaped that the bottom of described second vertical supporting steelframe 3-3 is provided with a cross section
7-2, it is L-shaped that the top of two described 3rd vertical supporting steelframe 3-4 is provided with a cross section
Lower connector 7-3, the upper connector set by two described second vertical supporting steelframe 3-3 bottoms
Lead between lower connector 7-3 set by 7-2 and two described 3rd vertical supporting steelframe 3-4 tops
Cross fastening bolt 7-1 to be fastenedly connected.
As shown in the above, during practice of construction, when upper pilot tunnel 1 is excavated, all use
Positive stepped annular excavating load excavates, and wherein positive stepped annular excavating load stays core also known as Ring Cutting
Local method, is divided into annular arch by excavated section), upper core cubsoil and lower step three part.
In the present embodiment, upper pilot tunnel 1 is carried out in digging process by step 101 neutralization procedure 103,
When using advanced tubule 6 that the excavation sections arch currently excavated is carried out grouting and reinforcing, along described
The longitudinal extension direction of Tunnel is divided into multiple reinforcing sections to reinforce before backward, and the most adjacent two
The lap of splice between individual described reinforcing sections is not less than 1m；Each described reinforcing sections all includes many
It is laid in the advanced tubule 6 above pilot tunnel 1 arch from left to right, described advanced tubule 6
A length of 2m～3m, a diameter of Φ 40mm～Φ 45mm and its in the middle part of have multiple slurry discharging hole, described super
The sections having slurry discharging hole in the middle part of front ductule 6 is perforate section, a length of 1m of described perforate section～
1.5m, multiple described slurry discharging holes are quincunx laying and its aperture is 6mm～8mm, described in adjacent two
Spacing between slurry discharging hole is 20cm～30cm.
Angle between described advanced tubule 6 and horizontal plane is about 25 °；Use advanced tubule
When the excavation sections arch that 6 pairs are currently excavated carries out grouting and reinforcing, the reinforcing serosity injected is by water
Mud and waterglass 1 (1～0.8) by volume is uniformly mixed；By many described in advance
During ductule 6 grouting and reinforcing, carried out slip casting, slip casting during slip casting to middle part by the left and right sides is symmetrical
Pressure is 0.3MPa～0.5MPa, and the dilation angle being injected reinforcing serosity is 0.3m～0.5m.
During practice of construction, many described advanced tubules 6 in uniformly laying, and adjacent two described super
The circumferential distance of front ductule 6 is 180mm～220mm.
In the present embodiment, the angle between described advanced tubule 6 and horizontal plane is about 25 °, and
And described advanced tubule 6 is gradually inclined upwardly before backward.
In the present embodiment, described advanced tubule 6 is the steel pipe of diameter of phi 42mm, and pipe shaft front end is cut
Becoming cone-shaped, middle part 1m～the 1.5m scope quincuncial arrangement slurry discharging hole of advanced tubule 6, super
The afterbody welded reinforcement Reinforced Hoop of front ductule 6.The a length of 2.5m of described advanced tubule 6, ring
Being 200mm to spacing, longitudinal pitch is identical with the longitudinal pitch of described grid steel frame.Described the least
The angle that sets of conduit 6 is 25 ° of the elevation angle.
When advanced tubule 6 is laid by reality, for silt and silty clay stratum, first use
Air drill is holed, then is squeezed into by advanced tubule 6；For thin silt, use hammer driven advanced
Ductule 6 or squeeze into advanced tubule 6 with after airduct aperture blowing.The slurry injected by advanced tubule 6
Liquid, is determined according to stratum residing for constructed shallow-depth-excavation tunnel, wherein argillic horizon and silty clay
The single liquid cement mortar of layer note, fine sand layer modified water injection glass pulp.In the present embodiment, for the sake of assurance,
Inject the dual slurry of cement mortar and waterglass composition.
When carrying out slip casting by advanced tubule 6, for preventing aperture spillage, super with cement-roll closure
Space between front ductule 6 and boring.For preventing jam of grouting pipe, affect slip casting effect, slip casting
Front first cleaning advanced tubule 6.During actual slip casting, lateral symmetry carry out to centre, from bottom to top
Hole-specifically slip casting, if any when altering slurry or running pulp, can be spaced slip casting, finally be fully completed slip casting.Slip casting pressure
Power is ascending, is raised to termination pressure 0.5MPa, voltage stabilizing 3min from starting 0MPa, and effusion meter shows
When grouting amount is less, terminate slip casting；For ensureing grouting quality, excavation face can be closed if desired.
During practice of construction, the quality of per-fore pouring liquid with small pipe consolidation effect will directly influence excavation
The stability of the face soil body, is the key preventing face from caving in, to the deformation of tunnel bulk settling
Control to play decisive role.In the present embodiment, the vault of constructed shallow-depth-excavation tunnel is that opaque glues
Soil, sets and after slip casting from the point of view of excavation effect according to actual, and in farinose argillic horizon, serosity diffusion is main
Relatively big along Joint of earth layer fissure direction range of scatter, it is perpendicular to joint fissure direction dilation angle relatively
Little, therefore the level of advanced tubule 6 is set angle and is set to 25 °, adding of injected serosity
Gu scope can well cover excavation face, it is ensured that stablizing during face excavation, achieve very well
Effect.The construction of described advanced tubule 6 will be according to the change of soil layer and the effect of actual grouting and reinforcing
Carry out, one be to ensure that advanced tubule 6 set hoop scope, it is possible to be radiated and excavated not
Stablize face；Two is that the longitudinal length of advanced tubule 6 can overlap and be completely covered the excavation palm
Stablizing of sub-face.
In the present embodiment, after described advanced tubule 6 has set, to weld with described grid steel frame
To together, preferably to play the effect suppressing described grid steel frame to sink.
In the present embodiment, when upper pilot tunnel 1 and lower pilot tunnel 2 are synchronized to excavate by step 103, platform
A length of 3m～5m in rank, and bench excavation cyclic advance is about 0.5m.
Wherein, when upper pilot tunnel 1 is excavated, in upper pilot tunnel 1 demarcation line between up/down steps with
Link position pair between arch supporting steel frame 3-1 and two described first vertical supporting steelframe 3-2
Should, to upper pilot tunnel 1 top bar excavate time, first excavation arch hoop part soil, stays and sets core
Soil, excavates Core Soil after arch supporting construction completes；To upper pilot tunnel 1 get out of a predicament or an embarrassing situation excavation time,
Put slope excavation, the first soil body in the middle part of excavation, then carry out the excavation of both sides.Outside sideline is in design size
Putting 5cm, outer portions excavation should be repaired in time, it is ensured that excavation contour line is smoother, and excavation face is smooth.
Actual when carrying out earth excavation, the sedimentation in tunnel can be produced by the order at excavation position and digging mode
Raw certain impact, it is necessary to be strictly controlled.According to original design construction method, top heading excavation is
Studying in France in advance, whole upper pilot tunnel stays and sets a big Core Soil, sets up domain grid steel frame, then excavates core
Soil, sets up interim inverted arch.So, overall excavation stays and sets Core Soil, causes cutting depth too high, executes
In work dangerous during pilot tunnel bottom, inconvenient, and be unfavorable for locking the setting and interim inverted arch of foot anchor tube 5
Connection.Thus, the digging mode of upper pilot tunnel 1 is improved by the present invention, by whole upper pilot tunnel 1
At link position between the described first vertical supporting steelframe 3-2 of arch supporting steel frame 3-1 and two
Being divided into up/down steps to excavate, the soil body of getting out of a predicament or an embarrassing situation is as big Core Soil, and topping bar, part is being stayed
If small nut cubsoil, the most both increase the area of whole Core Soil, be allowed to stress more good, again side
Lock the setting and the connection of interim inverted arch of foot anchor tube 5, effectively control sedimentation.At earth excavation
During, to rationally determine height and the core of step according to the type shape of the size of pilot tunnel and grid steel frame
The size of cubsoil, it is ensured that make excavation face can close cyclization as early as possible on the basis of easy construction.
To upper pilot tunnel 1 top bar excavate time, first excavation hoop part (i.e. annular region, arch
The soil body 7), retain Core Soil (i.e. the top core space soil body 8), spoil is treated in rear by Core Soil
The lateral pressure of body plays good supporting role, can suppress large-area caving in, and staying of Core Soil sets root
Determining according to the size of excavation face, be advisable in generally 1/3～the 1/2 of excavation face area, Core Soil
Longitudinal length is 1.5m～2m.And according to the height of excavated pilot tunnel and width, rationally determine step
Length, it is ensured that stablizing of face entirety stress.Upper pilot tunnel 1 and lower pilot tunnel are got out of a predicament or an embarrassing situation excavation time,
The most first soil body in the middle part of excavation, then excavate soil at both sides, it is to avoid the excavation of soil at both sides causes arch springing in advance
Unsettled sudden and violent leakage, strengthens sedimentation.Must not owe to dig during actual excavation, to ensure the thickness of a just concrete,
Maximum of backbreaking cannot be greater than 150mm, to ensure the density of spray anchor and to avoid spraying the waste of anchor material.
Described grid steel frame is the main body of preliminary bracing structure stress, its processing and quality of quality of connection
The stability of a just structure entirety stress will be directly affected.Thus, described grid steel frame is carried out by reality
Adding man-hour, its crudy needs to ensure.Owing to described grid steel frame is divided into multiple sections, the most not only
Processing and fabricating is easy, and crudy is prone to ensure, and input cost is relatively low, processing simultaneously,
Transport and simple installation.During practice of construction, described grid steel frame uses to be processed by design size outside hole
Molding, in hole, scene carries out splicing installation.Grid steel frame is made by design outline and size segmental machining,
Reserve welding by technological requirement to shrink and the allowance of cutting, after shaping, it is desirable to size is accurate, arc
Shape is smoother.Each sections footing welding angle steel, in order to be connected with.Bolt eyelet median error does not surpasses
Cross+0.5cm；When grid steel frame keeps flat, plane warping should be less than 0.2cm.
After earth excavation puts in place, the installation of grid steel frame should be carried out in time, each joint of described grid steel frame
Being connected firmly between Duan, installation position is correct, firm and is perpendicular to line midline, it is allowed to deviation is:
Laterally ± 30mm；Longitudinal direction ± 50mm；Elevation ± 30mm；Perpendicularity 5 ‰.
In the present embodiment, described grid steel frame is made up of side by side two panels steelframe.Described grid steel frame positions
After completing, being attached the welding of muscle, grid dowel uses the reinforcing bar of Φ 22mm, dowel every
Long 0.75m and its circumferential distance are 1.0m, ectonexine interlaced arrangement.Dowel uses overlap welding, single
Face weld, and with main muscle firm welding, weld length meet design and code requirement.At connecting plate even
Scooping out closely, bolt is tightened, at connecting plate cannot closely connected time, should use muscle main with grid steel frame with
Two panels steelframe is carried out helping weldering to process by the reinforcing bar of diameter, and weld length is not less than 25cm.
After described grid steel frame installation, described bar-mat reinforcement is mounted, the reinforcing bar mounted
Net need to mutually overlap, and the lap joint of next Pin grid steel frame reserved, and bar-mat reinforcement is wanted and grid
Steelframe colligation is firm, without tilting, to ensure the flatness of gunite concrete.
When described grid steel frame is installed by reality, arch springing is backbreak partly must use iron plate, coagulation
The soil solid object such as cushion block or plank carries out padding process, to suppress the sedimentation of grid steel frame.It addition,
The erection of interim inverted arch must connect and firmly described grid steel frame must be made to form a ring as early as possible in time
Shape stress is overall, with effective suppression sedimentation.
After described bar-mat reinforcement has mounted, then construction lock foot anchor tube 5.Described lock foot anchor tube 5 plays and presses down
Make the effect that described grid steel frame sinks, the most also can grouting and reinforcing soil layer.In the present embodiment, institute
State the steel pipe that lock foot anchor tube 5 is diameter of phi 42mm.Described lock foot anchor tube 5 is installed at described grid steel frame
Set after completing, use pneumatic pick or sledgehammer to squeeze into according to strata condition, set Angle ambiguity 30
About degree.After described lock foot anchor tube 5 has set, it is welded into a whole with described grid steel frame.
After described lock foot anchor tube 5 has set, determine the need for carrying out slip casting according to strata condition and add
Gu, the grouting serous fluid that lock foot anchor tube 5 is injected is as follows: argillic horizon or the single liquid cement of farinose argillic horizon note
Slurry, fine sand layer modified water injection glass pulp, there are cementing and waterglass dual slurry under regimen condition.
In the present embodiment, upper pilot tunnel 1 is carried out by step 101 neutralization procedure 103 in digging process with
And lower pilot tunnel 2 is carried out in digging process by step 102 neutralization procedure 103, upper pilot tunnel 1 or under
On pilot tunnel 2 inwall during gunite concrete, by down on spray；Further, institute's gunite concrete
Fine aggregate be medium sand or coarse sand and its modulus of fineness more than 2.5, the coarse aggregate of institute's gunite concrete is
Rubble or cobble and its particle diameter are not more than 15mm, and the presetting period of institute's gunite concrete is not more than 5min
And its final setting time is not more than 10min.
Wherein, in the upper inside wall of upper pilot tunnel 1 during gunite concrete, first to arch supporting steel frame 3-1
And the gap between upper pilot tunnel 1 inwall is sprayed, then to the most adjacent two described arch supporting steels
Region between frame 3-1 is sprayed；In the lower inner wall of upper pilot tunnel 1 during gunite concrete, first
Gap between first vertical supporting steelframe 3-2 and upper pilot tunnel 1 inwall is sprayed, then to front and back
Region between adjacent two described first vertical supporting steelframe 3-2 is sprayed；At lower pilot tunnel 2
In upper inside wall during gunite concrete, first to the second vertical supporting steelframe 3-3 and lower pilot tunnel 2 inwall it
Between gap spray, then to the most adjacent two described second vertical supporting steelframe 3-3 between
Region is sprayed；In the lower inner wall of lower pilot tunnel 2 during gunite concrete, first vertically prop up the 3rd
Gap between support steelframe 3-4 and lower pilot tunnel 2 inwall is sprayed, then to described in the most adjacent two
Region between 3rd vertical supporting steelframe 3-4 is sprayed.In the present embodiment, at upper pilot tunnel 1 or
On lower pilot tunnel 2 inwall during gunite concrete, shower nozzle and the upper pilot tunnel 1 sprayed or lower pilot tunnel 2 interior
The perpendicular laying of wall and spacing therebetween are about 1.5m.
Owing to the quality of gunite concrete quality is the key determining preliminary bracing stress, tunnel is sunk
Great role is played in fall control.During practice of construction, after described grid steel frame installation, carry out as early as possible
Jetting cement operation, and grid steel frame is all covered, make grid steel frame and spray concrete (the most described concrete
Layer) common stress.Gunite concrete uses wet spraying process.The intensity of gunite concrete must is fulfilled for setting
Meter requirement of strength.Cement should be tested after marching into the arena, and fine aggregate uses hard, clean medium sand or thick
Sand, modulus of fineness is more than 2.5.Coarse aggregate uses hard and durable rubble or cobble, and particle diameter is unsuitable
More than 15mm, grating is good.If use alkalescence accelerator, must not use containing active silica
Building stones.Hydromining municipal tap water, does not use the water of the harmful substance hardened that thes cement solidifies containing impact.
Accelerator does compatibility test and cement setting effect test with cement before using, and its presetting period must not
More than 5min, final setting time cannot be greater than 10min.Stirring compound uses forced mixer, stirs
Time of mixing not less than 2min, with mix with.
Jetting cement is carried out after excavation face exposes immediately.Upwards spray at arch springing or foundation during jetting cement
Penetrate, in case upper strata jetting material is left unlocked or unlatched arch springing leakiness, cause insufficient strength, arch springing unstability.Further,
First spray grid steel frame and buttress gap portion, part between two grid steel frames of rear spray.During spraying operation
Shower nozzle should be vertically by spray plane, and both are at a distance of about 1.5m.Shower nozzle running orbit is helical form, makes spray
Layer is uniform, closely knit.
After jetting cement final set 2h, starting maintenance of sprinkling water, watering number of times should be enough can guarantee that concrete has
Moisture state is degree；Curing time must not be less than 14d.Jetting cement surface should be closely knit, smooth, without splitting
Stitch, come off, the phenomenon such as drain spray, hollowing, percolating water, irregularity degree tolerance is ± 3cm.
In the present embodiment, upper pilot tunnel 1 is carried out by step 101 neutralization procedure 103 in digging process with
And lower pilot tunnel 2 is carried out in digging process by step 102 neutralization procedure 103, upper pilot tunnel 1 and under
On the inwall of pilot tunnel 2 after gunite concrete, form the preliminary bracing structure of described Tunnel.
Arch supporting steel frame 3-1 is carried out Zhi Li and vertical to first by step 101 neutralization procedure 103
Supporting steel frame 3-2 carries out vertically propping up second in installation process and in step 102 neutralization procedure 103
Support steelframe 3-3 and the 3rd vertical supporting steelframe 3-4 carries out in installation process, by backward front at described tunnel
Pre-buried many Grouting Pipe on the arch in hole, road and left and right sides abutment wall, many described Grouting Pipe are quincunx
Laying, described Grouting Pipe is a length of 45cm～55cm and a diameter of Φ 30mm～the steel pipe of Φ 35mm,
Described Grouting Pipe is weldingly fixed on described grid steel frame.
On the inwall of described upper pilot tunnel 1 and lower pilot tunnel 2 after the solidification of institute's gunite concrete, use described note
Slurry pipe by before backward between the inwall and described preliminary bracing structure of described Tunnel grouting methol,
And form a grouting methol layer, and described grouting methol layer is by the inwall of described Tunnel and institute
State preliminary bracing close structure to connect as one；When using described Grouting Pipe to inject cement mortar, slip casting pressure
Power is 0.3MPa～0.5Mpa.Wherein, described Tunnel inwall and described preliminary bracing structure it
Between the process of grouting methol be first behind backfill slip casting process.Just a backfill slip casting behind is effective
Fill due to the space that gunite concrete shrinks or spray anchor leakiness causes, control the effective of surface subsidence
Means.
In the present embodiment, a diameter of Φ 32mm and its a length of 50cm of Grouting Pipe used is super when having
Suitably lengthen when digging, it is ensured that described Grouting Pipe leaks outside not less than 20cm at concrete surface.Many described notes
The scope of burying underground of slurry pipe is arch, tunnel and abutment wall；Circumferential distance: more than arch springing being 2m, abutment wall is
3m；Longitudinal pitch is 2m, quincuncial arrangement, and described Grouting Pipe welds jail with described grid steel frame
Gu.After having buried described Grouting Pipe underground, having blocked up the mouth of pipe with cotton yarn plug, when preventing jetting cement, Grouting Pipe is by concrete
Blocking.
Further, just a backfill slip casting behind closes cyclization (i.e. concrete ejection completes) 5m at first
Outer and concrete is carried out after reaching some strength, and slip casting uses the cement mortar of 11.During slip casting, note
After slurry pipe connects with slip casting machine, get rid of inner air tube, adjust grouting pressure, start slip casting machine and open
Beginning slip casting, first notes two side holes during slip casting, rear note vault hole.Grouting pressure be generally 0.3Mpa～
0.5MPa, final grouting pressure is 0.5Mpa.During slip casting, observed pressure and changes in flow rate at any time.Work as pressure
Power is gradually increasing, and flow is the most less, when grouting pressure reaches final pressure, stablizes 3min, can terminate this
Secondary slip casting.After slip casting, block Grouting Pipe with cotton yarn, to prevent serosity from overflowing in pipe.
To sum up, the work progress of constructed shallow-depth-excavation tunnel, by first to after to be respectively as follows: arch advanced
Grouting with small pipe strengthening stratum, region, the annular arch soil body 7 topped bar of pilot tunnel 1 on excavation, protect
Stay the top core space soil body 8, a vertical arch supporting steel frame 3-1, hang bar-mat reinforcement, beat lock foot anchor tube 5,
And gunite concrete；Afterwards, the excavation top core space soil body 8 and first is got out of a predicament or an embarrassing situation the soil body 9, erects
Two the first vertical supporting steelframe 3-2, hang bar-mat reinforcement, beat lock foot anchor tube 5, and plate I-shaped in installation
Steel (i.e. middle part tie-beam 4), gunite concrete；Subsequently, the soil body of topping bar of the lower pilot tunnel 2 of excavation
10, erect two the second vertical supporting steelframe 3-3, hang bar-mat reinforcement, beat lock foot anchor tube 5, and spray
Concrete；Finally, the second of the lower pilot tunnel 2 of excavation is got out of a predicament or an embarrassing situation the soil body 11, erects two the 3rd and vertically props up
Support steelframe 3-4, hangs bar-mat reinforcement, beats lock foot anchor tube 5, and gunite concrete, closes cyclization.
In the present embodiment, carry out, in digging process, also needing to the Tunnel of constructed shallow-depth-excavation tunnel
In the preliminary bracing structure of the described Tunnel constructed, supporting state prison is laid before backward
Measuring point.
During it addition, utilize building to carry out settlement monitoring with laid settlement monitoring point on structures, also
DINI03 precision level is used to be monitored.Meanwhile, utilize building heavy with laying on structures
When fall monitoring point carries out settlement monitoring, the monitoring time drops to constructed shallow-depth-excavation tunnel equally
Monitoring is started, until constructed shallow-depth-excavation tunnel has been constructed and the tunnel of construction molding before water construction
Monitoring is stopped after hole is stable.
In the present embodiment, described in neighbouring two groups, the spacing between vertical shaft monitoring point is about 5m.
Often organize the plane laid described vertical shaft monitoring point and be vertical shaft monitoring section, arrange altogether in described vertical shaft
4 vertical shaft monitoring sections.Spacing between the most adjacent two described tunnel cross-sections is about 5m.Separately
Outward, set up 1 tunnel monitoring section in the intersection of constructed shallow-depth-excavation tunnel Yu described vertical shaft,
Thus in constructed shallow-depth-excavation tunnel, 11 tunnel monitoring sections are set altogether.
In the present embodiment, building with structures are laid settlement monitoring point (also referred to as settlement observation
Point) time, in building or the corner of structures, corner and along at every 10m～20m of exterior wall or every
Lay on 2～3 base for posts, the most also need to or the junction of new and old buildings or structures the most greatly different at height,
Settlement monitoring point is laid in the both sides on expansion joint, subsiding crack and different buried depth basis, and framework (or framed bent) is tied
Settlement monitoring point is laid, by construction and excavation, heap on the settlement monitoring main base for post of point of structure or in length and breadth axis
Lotus need to lay settlement monitoring point with shaking to have at covered conduit, bomb shelter under significant position and basis.Real
When settlement monitoring point is laid on border, filler wires or steel disc in described boring, and monitoring is followed closely 15 dozens
Enter in described boring so that tight between monitoring nail 15 and borehole wall, closely knit contact.
Wherein, described structures are mainly underground utilities.
In the present embodiment, when surface subsidence monitoring point is buried underground, described in step 2, bury hole underground
The degree of depth of 13-1 is not less than L, wherein L=1m～1.2m.
Actual adding man-hour, the height of described protection cylinder 13-4 is 350mm～450mm.
In the present embodiment, the height of described protection cylinder 13-4 is 400mm.
Further, the bottom of described protection cylinder 13-4 low 150mm～250mm in top than sealing coat 13-6.
In the present embodiment, described settlement monitoring mark post 13-3 lays in coaxial with burying hole 13-1 underground.
Further, described settlement monitoring mark post 13-3 is spiral.
In the present embodiment, a diameter of Φ 15mm～Φ 20mm of described settlement monitoring mark post 13-3 and
Its a length of 0.8m～1.0m.
During practice of construction, described in bury the aperture of hole 13-1 underground be Φ 120mm～Φ 150mm.
In the present embodiment, described in bury the aperture of hole 13-1 underground be Φ 140mm.
Thus, surface subsidence monitoring point uses standard technique to bury underground, and its strip steel protection cylinder and protection cap
Reinforcing bar index point, wherein surface subsidence monitoring point is laid on road or earth's surface.
When actual surface subsidence monitoring point is buried underground, use suitable excavation equipment (employing Luoyang, soil
Shovel, pitch and cement pavement use water drilling) perforate is to original state soil layer, and aperture is straight with protection cylinder 13-4's
Footpath is consistent, and pitch and cement pavement require to penetrate link table Rotating fields；Then, by spiral in institute
Perforate centre position is vertically pounded into original state soil layer, it is desirable to pounds into the degree of depth more than 200mm, makes spiral
Top is slightly lower than earth's surface；Afterwards, the protection cylinder 13-4 of long 400mm and band protection cap 13-5 is put into
Protect, it is desirable to protection cap 13-5 and the earth's surface on protection cylinder 13-4 top in same level,
Outer wall is firm with surrounding soil layer consolidation；Finally, sealing coat is formed with the mixed fillers of sand with wood flour
13-6。
During practice of construction, when being monitored, monitoring range is: the cutting depth 1 of described vertical shaft
In the range of Bei, the sideline, both sides of constructed shallow-depth-excavation tunnel and the earth's surface that excavation bottom line is 45° angle
In the range of, the underground utilities in the range of vertical shaft and constructed shallow-depth-excavation tunnel 30m and neighboring buildings
Thing and structures.
In the present embodiment, the vault sinking observation station that described grid steel frame is laid and horizontal clearance are received
Hold back observation station, all use the in-line reinforcing bar 12 of a diameter of Φ 6mm and a length of 10cm, and by one
Acute angle (the most described V-shaped hook) is processed into as observation station in one end of font reinforcing bar 12.Described arch
Top lower side bivalent Dirichlet series point is embedded in the middle part of the vault of described grid steel frame, is weldingly fixed on institute with electric welding equipment
State on grid steel frame, and make V-shaped hook downwards and expose outside the concrete layer of injection；Described in two
Horizontal clearance convergent point electric welding equipment is weldingly fixed on described grid steel frame and the two position
Put relatively and be laid in same level, a word of two described horizontal clearance convergent points simultaneously
The V-shaped hook of shape reinforcing bar 12 downwards and exposes outside the concrete layer of injection.
Actual when being monitored, the ground settlement situation at each surface subsidence monitoring point present position is entered
When row is monitored and with laid settlement monitoring point on structures, building is carried out settlement monitoring, levelling network
The method using levelling is observed, and settlement monitoring point, working base point and datum mark are all pressed
Country's second-order levelling standard and technology require to carry out testing.Observation uses DINI03 Levelling
Instrument and indium watt chi.Dewatering gathers initial value before starting, and its value is for carry out three to same object of observation
The meansigma methods taken after observation, the deformation according to monitored target and the monitoring of design in construction
Frequency is observed, accuracy of observation 0.01mm.After settlement observation completes, protocol input is calculated
Machine, uses " measuring and setting of the road great master " data handling system to process inputted settlement observation data；
And select stable benchmark as elevation Fixed Initial Point, calculating observation this elevation of point, twice observation
The difference of elevation is this sedimentation value, and this observation and the difference of first observation are accumulative sedimentation
Value, result of calculation is accurate to 0.01mm, then by sedimentation value and observation interval calculated settlement speed,
The unit of the rate of settling uses mm/d, and result of calculation is accurate to 0.01mm/d.Further, to building
With on structures laid settlement monitoring point carry out the monitoring frequency of settlement monitoring and monitoring cycle and
The monitoring frequency that each group of vertical shaft monitoring point is monitored and monitoring cycle, all with to surface subsidence monitoring
The monitoring frequency of point is identical with the monitoring cycle.
When being observed vault sinking observation station, Vault settlement levelling network uses levelling
Method is observed, and working base point and bench mark are all by country's second-order levelling standard and technology requirement
Carry out testing.After the measuring point of excavation face is buried underground and be stable, (its value is right to gather initial value
The dispersed elevation value that same object of observation is taken after carrying out three times observation), according to monitored right in construction
The deformation of elephant and the monitoring frequency of design are observed.On working base point, indium watt is erect during observation
Chi, vault sinking observation station hang oneself steel ruler (steel ruler lower end hang steel ruler detection time identical counterweight), use
DINI03 precision level counts, accuracy of observation 0.01mm.
After two described horizontal clearance convergent points have been laid, in time with JSS10A type tunnel week
Limit digital readout convergence instrument measures the horizontal range on same level face between 2 observation stations, accuracy of reading
0.01mm, horizontal range to be measured three times and average as first observation, the monitoring by design of constructing
Frequency and convergence situation measure the horizontal range between 2 observation stations.
After Vault settlement obtains with horizontal clearance Convergence monitoring data, the observation station elevation that this is recorded
Contrasted with last time and the first elevation measured, calculated this Vault settlement amount and the sedimentation of accumulative general character
Amount, calculates rate of change with observation interval with the Vault settlement amount same period；Meanwhile, this is recorded
2 observation stations between horizontal range, and the level between last time and first 2 observation stations measured away from
From contrasting, calculate this clearance convergence value and accumulative clearance convergence value.Afterwards, select there is representative
Property measuring point observation data draw tense curve chart, by regulation make and fill and present Monitoring Result table.
Finally, according to having observed data and graphic analyses observation station stability: first analyze deflection,
This deflection was contrasted with last time and all previous deflection, according to change, the aggregate-value of deflection
Size, contrasts with allowing deflection；Analyze rate of change again, see rate of change whether steadily,
Whether meet or exceed controlling value, if undergo mutation；Then, sentence according to deflection and rate of change
The security and stability of disconnected building.Select suitable function to set up according to tense curve chart if desired to return
Equation, and combine Deformation Monitoring control standard, it was predicted that variation tendency gives warning in advance.
Wherein, Deformation Monitoring controls standard scale and refers to table 1:
Table 5 Deformation Monitoring controls standard scale
Security risk feature according to Metro Construction, by the safe condition of monitoring point in engineering construction
It is divided into level Four: normal, yellow monitoring and warning, orange monitoring and warning and red monitoring and warning.
The above, be only presently preferred embodiments of the present invention, not impose any restrictions the present invention, every
Any simple modification, change and equivalent structure above example made according to the technology of the present invention essence
Change, all still falls within the protection domain of technical solution of the present invention.
Claims (10)
1. a shallow-depth-excavation tunnel construction deformation monitoring method, it is characterised in that the method comprises the following steps:
Step one, tunnel excavation are constructed: excavated by the backward front Tunnel to constructed shallow-depth-excavation tunnel, carried out preliminary bracing by the backward front Tunnel forming excavation, and form the preliminary bracing structure of described Tunnel in digging process；
The preliminary bracing structure of described Tunnel includes that one layer of bar-mat reinforcement that many Pin are mounted on described Tunnel inwall after being completed by the grid steel frame being supported described Tunnel before backward, described grid steel frame Zhi Li and described bar-mat reinforcement are injected in the concrete layer on described Tunnel inwall after having mounted, and described in many Pin, grid steel frame and described bar-mat reinforcement are both secured in described concrete layer；The most identical and its constructed shallow-depth-excavation tunnel in edge the longitudinal extension direction of the structure of grid steel frame described in many Pin is laid before backward, and grid steel frame described in every Pin is all laid along the transverse width direction of described Tunnel；Grid steel frame described in every Pin is respectively supported at the vertical supporting steelframe composition below arch supporting steel frame (3-1) left and right sides by an arch supporting steel frame (3-1) and two, left and right, and two described vertical supporting steelframes are symmetrically laid；
Step 2, layout of the monitoring points: before backward, described Tunnel is carried out in digging process in step one, before backward, in the preliminary bracing structure of the described Tunnel constructed, lay many group supporting status monitoring points, before backward, lay multiple surface subsidence monitoring points at the construction area residing for constructed shallow-depth-excavation tunnel simultaneously；
Organize described supporting status monitoring point along constructed shallow-depth-excavation tunnel longitudinal extension direction by after be carried forward laying；The described supporting status monitoring point of many groups is laid on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel respectively, and often organize the tunnel cross section residing for described supporting status monitoring point and be a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel frame described in a Pin；The structure of the described supporting status monitoring point of many groups is the most identical, often organize described supporting status monitoring point and all include a vault sinking observation station and two horizontal clearance convergent points, described vault sinking observation station is laid in arch supporting steel frame (3-1) middle part, and two described horizontal clearance convergent points are symmetrically laid and the two is laid on two described vertical supporting steelframes respectively；Described vault sinking observation station is identical with the structure of two described horizontal clearance convergent points and it all includes an in-line reinforcing bar (12), and the inner of described in-line reinforcing bar (12) is weldingly fixed on described grid steel frame and its outer end bends to a V-shaped hook；
Each described surface subsidence monitoring point is respectively positioned on a described tunnel monitoring section；Described surface subsidence monitoring point includes burying hole (13-1) underground in vertical, from top to bottom insert and bury the settlement monitoring mark post (13-3) in hole (13-1) underground, coaxial package is contained in the protection cap (13-5) on protection cylinder (13-4) top at the protection cylinder (13-4) and lid burying hole (13-1) top underground, described settlement monitoring mark post (13-3) bottom is inserted in the fixing soil layer (13-2) burying hole (13-1) lower inside underground, described fixing soil layer (13-2) is original state soil layer or hard soil layer, and the degree of depth that settlement monitoring mark post (13-3) bottom is inserted in fixing soil layer (13-2) is not less than 200mm；Described hole (13-1) of burying underground is cylindrical hole, described protection cylinder (13-4) be the cylindrical barrel of all openings up and down and its internal diameter identical with the aperture burying hole (13-1) underground；The top of described protection cylinder (13-4) and the upper surface of protection cap (13-5) all with bury the aperture flush in hole (13-1) underground, be attached in hinged way between described protection cap (13-5) and protection cylinder (13-4) top；Described bury hole (13-1) underground in be filled with sealing coat (13-6), described sealing coat (13-6) is positioned at fixing soil layer (13-2) top and it is for wood flour packed layer and/or layer of sand；The top of described settlement monitoring mark post (13-3) is positioned at sealing coat (13-6) top and its tip height less than the aperture height burying hole (13-1) underground, and the bottom height of described protection cylinder (13-4) is less than the tip height of sealing coat (13-6)；
Step 3, deformation monitoring: by described Tunnel being carried out in digging process before backward and after described Tunnel excavated in step one, utilize the described supporting status monitoring point of each group laid in step 2, the tunnel support state at monitoring section present position, each tunnel is monitored；Meanwhile, utilize each surface subsidence monitoring point laid in step 2, the ground settlement situation at each surface subsidence monitoring point present position is monitored；
The tunnel support status information at monitoring section present position, each tunnel monitored all includes the Vault settlement data utilizing vault sinking observation station to record and the horizontal clearance convergence data utilizing two described horizontal clearance convergent points to record.
2. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1, it is characterized in that: when step 2 being monitored laying, also need to be laid multiple settlement monitoring point by building above construction area residing for constructed shallow-depth-excavation tunnel before backward on structures；When settlement monitoring point laid by building with structures, impact is first used to be drilled on the outer surface of building or structures boring, boring 20cm～50cm above ground level bored, described boring tilts the most gradually downward and angle between itself and horizontal plane is about 5 °；Afterwards, filler wires or steel disc in described boring, and monitoring nail (15) is squeezed in described boring.
3. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterised in that: Tunnel described in step one is by upper pilot tunnel (1) and is positioned at the lower pilot tunnel (2) immediately below upper pilot tunnel (1) and forms；
Described arch supporting steel frame (3-1) is the supporting steel frame being supported upper pilot tunnel (1) arch；Two described vertical supporting steelframes include the 3rd vertical supporting steelframe (3-4) on the first vertical supporting steelframe (3-2) on two left and right abutment walls being respectively supported at pilot tunnel (1) bottom, the second vertical supporting steelframe (3-3) on two left and right abutment walls being respectively supported at lower pilot tunnel (2) top and two left and right abutment walls being respectively supported at lower pilot tunnel (2) bottom, and two described first vertical supporting steelframes (3-2) lay respectively at below the left and right sides of arch supporting steel frame (3-1) and the top of the two is fastenedly connected by the two ends, left and right of securing member with arch supporting steel frame (3-1) respectively；Two described second vertical supporting steelframes (3-3) lay respectively at the underface of two described first vertical supporting steelframes (3-2), two described second vertical supporting steelframes (3-3) together with being provided with between two described first vertical supporting steelframes (3-2) in the middle part of tie-beam (4), the top of the bottom of two described first vertical supporting steelframes (3-2) and two described second vertical supporting steelframes (3-3) is each attached on middle part tie-beam (4), two described 3rd vertical supporting steelframes (3-4) lay respectively at the underface of two described second vertical supporting steelframes (3-3) and the top of the two is fastenedly connected by the bottom of the described second vertical supporting steelframe (3-3) of described securing member and two respectively；
Step 2 is often organized two described horizontal clearance convergent points in described supporting status monitoring point be laid in respectively on two described first vertical supporting steelframes (3-2), two described second vertical supporting steelframes (3-3) or two described 3rd vertical supporting steelframes (3-4).
4. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterized in that: step 3 utilizes each surface subsidence monitoring point, when ground settlement situation at each surface subsidence monitoring point present position is monitored, level gauge is used to be monitored；Step 3 utilizes the Vault settlement data that vault sinking observation station records, for the settling data using level gauge to record；Utilize the horizontal clearance convergence data that two described horizontal clearance convergent points record, the horizontal range delta data between two described horizontal clearance convergent points for utilizing convergence instrument to record.
5. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 4, it is characterised in that: described level gauge is DINI03 precision level, and described convergence instrument is JSS10A type digital readout convergence instrument.
6. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterized in that: when the tunnel support state at monitoring section present position, each tunnel is monitored and is monitored the ground settlement situation at each surface subsidence monitoring point present position by step 3, the monitoring time starts monitoring before constructed shallow-depth-excavation tunnel is carried out dewatering construction, until construct shallow-depth-excavation tunnel construct and the Tunnel of construction molding stably after stopping monitor.
7. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterized in that: Tunnel described in step one is by upper pilot tunnel (1) and is positioned at the lower pilot tunnel (2) immediately below upper pilot tunnel (1) and forms, and the rear portion of described Tunnel is connected with vertical shaft；When in step one excavating described Tunnel, process is as follows:
Step 101, upper pilot tunnel initial segment excavate: from top to bottom excavate described vertical shaft, until after being excavated to pilot tunnel (1) present position, before backward, upper pilot tunnel (1) is excavated, excavation length is 15m～25m, completes the initial segment digging process of pilot tunnel (1)；
Step 102, lower pilot tunnel initial segment excavate: described vertical shaft from top to bottom proceeds excavation, until after being excavated to lower pilot tunnel (2) present position, before backward, lower pilot tunnel (2) is excavated, excavation length is 5m～10m, completes the initial segment digging process of lower pilot tunnel (2)；
Step 103, upper and lower pilot tunnel synchronize excavation: use benching tunnelling method to synchronize to excavate, until completing whole digging process of described Tunnel to upper pilot tunnel (1) and lower pilot tunnel (2)；
When tunnel support state at monitoring section present position, each tunnel is monitored and is monitored the ground settlement situation at each surface subsidence monitoring point present position by step 3, as the cutting depth H≤5m of described vertical shaft, monitoring frequency is to monitor once for three days；As the cutting depth 5m ＜ H≤10m of described vertical shaft, monitoring frequency is to monitor once for two days；As the cutting depth H ＞ 10m of described vertical shaft, monitoring frequency is to monitor once for one day；Described shaft excavation complete after the 1st day to the 7th day, monitoring frequency be one day monitoring once；Described shaft excavation complete after the 8th day to the 15th day, monitoring frequency be two days monitoring once；Described shaft excavation complete after the 16th day to the 30th day, monitoring frequency be three days monitoring once；After described shaft excavation completes 30 days, monitoring frequency is for monitor once weekly；After constructed shallow-depth-excavation tunnel has been constructed and the Tunnel of construction molding is stable, monitoring frequency is for monthly to monitor once.
8. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 7, it is characterized in that: when described vertical shaft is constructed by step 101 neutralization procedure 102, also need in the vertical shaft of institute's construction molding, from top to bottom lay many group vertical shaft monitoring points, often organize described vertical shaft monitoring point and all include the two horizontal clearance convergent points to being laid in same level, two pairs of described perpendicular layings of horizontal clearance convergent point, and the every pair of described horizontal clearance convergent point all include two just to horizontal clearance convergent point.
9. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterized in that: during the tunnel support state at monitoring section present position, each tunnel is monitored by step 3, after having monitored every time, this monitoring result need to be carried out record, and obtain the situation of change that the tunnel support state at monitoring section present position, each tunnel changed with the monitoring time；During ground settlement situation at each surface subsidence monitoring point present position is monitored, after having monitored every time, this monitoring result need to be carried out record, and obtain the situation of change that the ground settlement value at each surface subsidence monitoring point present position changed with the monitoring time.
10. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterised in that: bury the degree of depth in hole (13-1) described in step 2 underground not less than L, wherein L=1m～1.2m；The height of described protection cylinder (13-4) is 350mm～450mm, and the bottom of described protection cylinder (13-4) is than low 150mm～250mm in top of sealing coat (13-6)；Described settlement monitoring mark post (13-3) is laid in coaxial with burying hole (13-1) underground, described settlement monitoring mark post (13-3) is spiral, a diameter of Φ 15mm～Φ 20mm of described settlement monitoring mark post (13-3) and its a length of 0.8m～1.0m.
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