CN104564128A - Deformation monitoring method for shallow-buried excavation tunnel construction - Google Patents
Deformation monitoring method for shallow-buried excavation tunnel construction Download PDFInfo
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- CN104564128A CN104564128A CN201410756935.2A CN201410756935A CN104564128A CN 104564128 A CN104564128 A CN 104564128A CN 201410756935 A CN201410756935 A CN 201410756935A CN 104564128 A CN104564128 A CN 104564128A
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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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- Engineering & Computer Science (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a deformation monitoring method for shallow-buried excavation tunnel construction. The deformation monitoring method comprises the following steps: 1) digging a tunnel: digging a tunnel cavity for a constructed shallow-buried excavation tunnel from back to front, primarily supporting the dug tunnel cavity from back to front during the digging process, and forming a primary supporting structure, wherein the primary supporting structure comprises a plurality of grating steel frames for supporting the tunnel cavity from back to front, and each grating steel frame is composed of an arch supporting steel frame and left and right vertical supporting steel frames; 2) arranging monitoring points: arranging multiple sets of supporting state monitoring points on the primary supporting structure of the constructed tunnel cavity from back to front during the digging process, and meanwhile, arranging a plurality of ground surface settlement monitoring points in a construction area of the constructed shallow-buried excavation tunnel from back to front; 3) monitoring the deformation. The method provided by the invention has the advantages of simple steps, reasonable design, convenience in construction, good use effect and capability of effectively monitoring the stability of the constructed shallow-buried excavation tunnel and the ground surface settlement.
Description
Technical field
The invention belongs to technical field of tunnel construction, especially relate to a kind of shallow-depth-excavation tunnel construction deformation monitoring method.
Background technology
Subway tunnel adopt shallow burial hidden digging construction for cut and cover method, have the advantages such as removal cost is low, traffic impact is little, relative to shield construction, formation has stronger compliance, is applicable to various sectional form, have cost low, drop into the advantages such as little.Along with China carries out Construction of Urban Rail Traffic on a large scale, the status of Dryopteris sublaetaChing et Hsu in city underground engineering construction will be further important, especially the construction technology of bored tunnel passing through building, structure, need control into stability indicator and the ground settlement figureofmerit of hole tunnel well.During as constructed to the bored tunnel that need pass through large stretch of cottage area, to wear under bored tunnel or cottage area is worn in side, one-storey house on cottage area is brick mix structure and its foundation-free, thus needs in tunnel excavation work progress effectively to monitor Tunnel Stability and ground settlement.But nowadays, the shallow-depth-excavation tunnel construction aspect passing through cottage area can be considerably less for using for reference construction information, do not have the Tunnel Stability of a set of standard, specification and surface subsidence monitoring constructure scheme can for following.Thus, simple, the reasonable in design and easy construction of a kind of method step, shallow-depth-excavation tunnel construction monitoring method that result of use is good need be designed, effectively can monitor the stability of constructed shallow-depth-excavation tunnel and ground settlement, guarantee that the work progress of shallow-depth-excavation tunnel is safe and reliable.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of shallow-depth-excavation tunnel construction deformation monitoring method is provided, simple, the reasonable in design and easy construction of its method step, result of use are good, effectively can monitor the stability of constructed shallow-depth-excavation tunnel and ground settlement.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that the method comprises the following steps:
Step one, tunnel excavation are constructed: excavate the Tunnel of constructed shallow-depth-excavation tunnel before backward, carry out preliminary bracing, and form the preliminary bracing structure of described Tunnel in digging process before backward to excavating the Tunnel formed;
The preliminary bracing structure of described Tunnel comprise many Pin by the grid steel frame described Tunnel supported before backward, described grid steel frame Zhi Li be mounted on after completing one deck steel mesh reinforcement on described Tunnel inwall and described steel mesh reinforcement mount scrape out after be injected in layer of concrete on described Tunnel inwall, grid steel frame described in many Pin and described steel mesh reinforcement are all fixed in described layer of concrete; All identical and its longitudinal extension direction along institute's shallow-depth-excavation tunnel of construct of the structure of grid steel frame described in many Pin is by backward front laying, 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 supported on the vertical supporting steelframe composition below the supporting steel frame left and right sides, arch respectively by an arch supporting steel frame and two, left and right, and two described vertical supporting steelframes are symmetrically laid;
Step 2, layout of the monitoring points: carry out in digging process to described Tunnel before backward in step one, organize supporting status monitoring point by backward front laying in the preliminary bracing structure of the described Tunnel of having constructed more, lay multiple surface subsidence monitoring point by backward front construction area residing for constructed shallow-depth-excavation tunnel simultaneously;
Many groups of described supporting status monitoring points along institute's shallow-depth-excavation tunnel of construct longitudinal extension direction by after to march forward capable laying; Many groups of described supporting status monitoring points are laid on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel respectively, and the tunnel cross section often organized residing for described supporting status monitoring point is a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel frame described in a Pin; The structure of many groups of described supporting status monitoring points is all identical, often organize described supporting status monitoring point and include a vault sinking observation point and two horizontal clearance convergent points, described vault sinking observation point is laid in the middle part of the supporting steel frame of arch, 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 point is identical with the structure of two described horizontal clearance convergent points and it includes an in-line reinforcing bar, and the inner of described in-line reinforcing bar is weldingly fixed on described grid steel frame and its outer end and bends to a V-shaped hook;
Each described surface subsidence monitoring point is all positioned on a described tunnel monitoring section; Described surface subsidence monitoring point comprises in vertically burying hole underground, inserting and bury settlement monitoring mark post in hole, coaxial package underground at the protection cylinder burying top, hole underground and the over cap mounted cover on protection cylinder top from top to bottom, described settlement monitoring mark post bottom be inserted into bury lower inside inside hole underground fixing soil layer in, described fixing soil layer is original state soil layer or hard soil layer, and the degree of depth that settlement monitoring mark post bottom is inserted in fixing soil layer is not less than 200mm; Described hole of burying underground is cylindrical hole, and described protection cylinder is the cylindrical barrel of all openings up and down and its internal diameter is identical with the aperture burying hole underground; The top of described protection cylinder is all mutually concordant with the aperture burying hole underground with the upper surface of over cap, is connected in hinged way between described over cap with protection cylinder top; Described burying underground in hole is filled with separation layer, and described separation layer is positioned at above fixing soil layer and it is wood chip packed layer and/or layer of sand; The top of described settlement monitoring mark post to be positioned at above separation layer and its tip height lower than the aperture height burying hole underground, the bottom height of described protection cylinder is lower than the tip height of separation layer;
Step 3, deformation monitoring: by carrying out in digging process to described Tunnel before backward and after described Tunnel excavated in step one, utilize each group of described supporting status monitoring point laid in step 2, the tunnel support state at monitoring section present position place, 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 place is monitored;
The tunnel support status information at the monitoring section present position place, each tunnel monitored includes the Vault settlement data utilizing vault sinking observation point to record and the horizontal clearance utilizing two described horizontal clearance convergent points to record convergence data.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, it is characterized in that: when carrying out layout of the monitoring points in step 2, also need lay multiple settlement monitoring point by the building before backward above construction area residing for constructed shallow-depth-excavation tunnel and structure; When building and structure are laid settlement monitoring point, Churn drill is first adopted to hole on the external surface of building or structure, the boring bored 20cm ~ 50cm above ground level, described boring is downward-sloping gradually from outside to inside and angle between itself and horizontal plane is about 5 °; Afterwards, filler wires or steel disc in described boring, and monitoring nail is squeezed in described boring.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: Tunnel described in step one is made up of upper pilot tunnel and the lower pilot tunnel be positioned at immediately below upper pilot tunnel;
Described arch supporting steel frame is the supporting steel frame supported upper pilot tunnel arch, two described vertical supporting steelframes comprise two be supported in respectively the first vertical supporting steelframe on the left and right abutment wall of pilot tunnel bottom, two be supported in the second vertical supporting steelframe on the left and right abutment wall on lower pilot tunnel top and two the 3rd vertical supporting steelframes be supported in respectively on the left and right abutment wall of lower pilot tunnel bottom respectively, below the left and right sides that two described first vertical supporting steelframes lay respectively at arch supporting steel frame and the top of the two is fastenedly connected respectively by the two ends, left and right of securing member and arch supporting steel frame, two described second vertical supporting steelframes lay respectively at immediately below two described first vertical supporting steelframes, two described second vertical supporting steelframes middle part tie-beam together with being provided with between two described first vertical supporting steelframes, the top of the bottom of two described first vertical supporting steelframes and two described second vertical supporting steelframes is all fixed on the tie-beam of middle part, two described 3rd vertical supporting steelframes lay respectively at immediately below two described second vertical supporting steelframes and the top of the two and are fastenedly connected respectively by the bottom of described securing member and two described second vertical supporting steelframes,
Two the described horizontal clearance convergent points often organized in step 2 in described supporting status monitoring point are laid on two described first vertical supporting steelframes, two described second vertical supporting steelframes or two described 3rd vertical supporting steelframes respectively.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: utilize each surface subsidence monitoring point in step 3, when monitoring the ground settlement situation at each surface subsidence monitoring point present position place, adopts level gauge to monitor; Utilizing the Vault settlement data that vault sinking observation point records in step 3, is the settling data adopting level gauge to record; The horizontal clearance convergence data utilizing two described horizontal clearance convergent points to record, the horizontal range delta data between two that record for utilizing convergence instrument described horizontal clearance convergent points.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: described level gauge is DINI03 precision level, and described convergence instrument is JSS10A type digital readout convergence instrument.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, it is characterized in that: when the tunnel support state at monitoring section present position place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, monitoring time is monitored from carrying out before dewatering construction to constructed shallow-depth-excavation tunnel, until shallow-depth-excavation tunnel of constructing constructed and the Tunnel of construction molding stable after stop monitoring.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: Tunnel described in step one is made up of upper pilot tunnel and the lower pilot tunnel be positioned at immediately below upper pilot tunnel, and the rear portion of described Tunnel is connected with vertical shaft; When excavating described Tunnel in step one, 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, excavate upper pilot tunnel before backward, excavation length is 15m ~ 25m, completes the initial segment digging process of pilot tunnel;
Step 102, lower pilot tunnel initial segment excavate: proceed excavation to described vertical shaft from top to bottom, until after being excavated to lower pilot tunnel present position, excavate upper pilot tunnel before backward, excavation length is 5m ~ 10m, completes the initial segment digging process of lower pilot tunnel;
Step 103, up and down pilot tunnel are synchronously excavated: adopt benching tunnelling method synchronously to excavate upper pilot tunnel and lower pilot tunnel, until complete whole digging processs of described Tunnel;
When the tunnel support state at monitoring section present position place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, as the cutting depth H≤5m of described vertical shaft, monitoring frequency is monitor once for three days; As the cutting depth 5m < H≤10m of described vertical shaft, monitoring frequency is monitor once for two days; As the cutting depth H > 10m of described vertical shaft, monitoring frequency is monitor once for one day; The 1st day after described shaft excavation completes to the 7th day, monitoring frequency was monitor once for one day; The 8th day after described shaft excavation completes to the 15th day, monitoring frequency was monitor once for two days; The 16th day after described shaft excavation completes to the 30th day, monitoring frequency was monitor once for three days; 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 have monitored once.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, it is characterized in that: when described vertical shaft being constructed in step 101 neutralization procedure 102, also need in the vertical shaft of institute's construction molding, lay many group vertical shaft monitoring points from top to bottom, often organize described vertical shaft monitoring point and include two to the horizontal clearance convergent point be laid in same level, two pairs of described horizontal clearance convergent points are vertical runs, and the often pair of described horizontal clearance convergent point includes two just right horizontal clearance convergent points.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, it is characterized in that: carry out in observation process to the tunnel support state at monitoring section present position place, each tunnel in step 3, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the tunnel support state obtaining monitoring section present position place, each tunnel changes with monitoring time; Carry out in observation process to the ground settlement situation at each surface subsidence monitoring point present position place, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the ground settlement value obtaining each surface subsidence monitoring point present position place changes with monitoring time.
Above-mentioned a kind of shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that: the degree of depth burying hole described in step 2 underground is not less than L, wherein L=1m ~ 1.2m; The height of described protection cylinder is 350mm ~ 450mm, the bottom 150mm ~ 250mm lower than the top of separation layer of described protection cylinder; Described settlement monitoring mark post is coaxial laying with burying hole underground, and described settlement monitoring mark post is indented bars, and the diameter of described settlement monitoring mark post is Φ 15mm ~ Φ 20mm and its length is 0.8m ~ 1.0m.
The present invention compared with prior art has the following advantages:
1, simple, the reasonable in design and easy construction of method step, drops into construction cost lower.
2, in tunnel excavation work progress, synchronous laying monitoring point, mainly comprise surface subsidence monitoring point, tunnel support status monitoring (comprising Vault settlement and horizontal clearance convergence), building and structures settlement monitoring and deformable shaft monitoring, monitored data is comprehensive, shallow-depth-excavation tunnel excavation construction process safety can be guaranteed further, reliably carry out, and effectively can be controlled to hole tunnel stability indicator and ground settlement figureofmerit, for safety, fast, complete interval bored tunnel economically to accumulate experience, also for enterprise accumulates experience in follow-up subway shallow-depth-excavation tunnel construction.
3, the surface subsidence monitoring point adopted buries simple, the reasonable in design and easy construction of structure underground, input cost is lower, settlement monitoring point is buried underground firmly, and the settlement monitoring mark post adopted is fixed, can guarantee accuracy and the validity of surface subsidence monitoring result.And; it is good that the surface subsidence monitoring point adopted buries structure result of use underground; surface subsidence monitoring demand can be met; and protected burying hole underground by protection cylinder; by over cap, available protecting is carried out to monitoring mark post simultaneously, monitoring point, laid earth's surface can not be impacted road.
4, the vault sinking observation point that adopts of tunnel support status monitoring and horizontal clearance Convergence monitoring dot structure is simple, reasonable in design and processing and fabricating is easy, install and lay convenient, and result of use is good.Meanwhile, settlement monitoring point simple installation set on building and structure and fixed, settlement observation easy and to obtain observation data reliable.
5, many group supporting status monitoring point installation positions are reasonable in design, many groups supporting status monitoring point is laid on many Pin carry out supporting grid steel frame to constructed shallow-depth-excavation tunnel respectively and it is laid on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel respectively, the tunnel cross section that often group supporting status monitoring point is laid is a tunnel monitoring section, spacing between adjacent two the tunnel monitoring sections in front and back is 4m ~ 6m, and actual laying is installed very easy.
6, the vault sinking observation point adopted and horizontal clearance Convergence monitoring dot structure is simple, reasonable in design and processing and fabricating is easy, install lay convenient, an in-line reinforcing bar be fixed on grid steel frame is adopted to realize, it is easy, firm not only to fix, and result of use is good, data observation is convenient.
7, often organize the grid steel frame structure that supporting status monitoring point lays simple, reasonable in design and easy construction, drop into construction cost lower, actual processing and fabricating and Zhi Lifang are just, fast, and supporting effect is good, primarily of the arch supporting steel frame being supported in upper pilot tunnel arch, two are supported in the first vertical supporting steelframe on the left and right abutment wall of pilot tunnel bottom respectively, two are supported in the second vertical supporting steelframe on the left and right abutment wall on lower pilot tunnel top and two the 3rd vertical supporting steelframes compositions be supported in respectively on the left and right abutment wall of lower pilot tunnel bottom respectively, tunneling boring supporting can not only be carried out to the Tunnel that excavation is formed, and the bench excavation supporting demand in tunnel, heavy in section can be met, supporting status safety, reliably, can guarantee that shallow-depth-excavation tunnel excavation construction process is quick, carry out smoothly.And, the installation position of each supporting status monitoring point is determined easy, can according to actual monitoring demand, horizontal clearance convergent point is laid on the first vertical supporting steelframe, the second vertical supporting steelframe or the 3rd vertical supporting steelframe, because vertical supporting steelframe is made up of the first vertical supporting steelframe, the second vertical supporting steelframe or the 3rd vertical supporting steelframe three support bodys, thus can monitor the horizontal clearance convergence data of each supporting zone, and monitored data is more reliable.Simultaneously, before tunnel excavation, by per-fore pouring liquid with small pipe strengthening stratum, and the per-fore pouring liquid with small pipe method adopted is simple, reasonable in design and consolidation effect is good, effectively can reinforce top, institute's tunneling hole, and advanced tubule and grid steel frame are welded and fixed and are integrated, and improve supporting stability further.Meanwhile, be provided with lock pin anchor tube and itself and grid steel frame are welded and fixed and are integrated, Tunnel Stability is guaranteed further.In actual digging process, upper and lower pilot drive method is simple, realization is convenient and digging process is easy to control, and excavation progress is fast.Top heading excavation method design is reasonable, excavation is convenient and digging process safety, the link position of whole upper pilot tunnel between arch supporting steel frame and two the first vertical supporting steelframes is punished as up/down steps excavates, the soil body will be got out of a predicament or an embarrassing situation as large Core Soil, topping bar, part establishes small nut cubsoil staying, so both increased the area of whole Core Soil, make it stressed more good, what facilitate again lock pin anchor tube sets the connection with Temporary invert, effectively controls sedimentation.
8, result of use is good and practical value is high, effectively can monitor, guarantee that the work progress of shallow-depth-excavation tunnel is safe and reliable to the stability of constructed shallow-depth-excavation tunnel and ground settlement
In sum, simple, the reasonable in design and easy construction of the inventive method step, result of use are good, effectively can monitor the stability of constructed shallow-depth-excavation tunnel and ground settlement.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is method flow block diagram of the present invention.
Fig. 2 monitor by the present invention shallow-depth-excavation tunnel adopt the structural representation of preliminary bracing structure.
Fig. 2-1 is the partial enlarged drawing at A place in Fig. 2.
Fig. 3-1 monitors by the present invention the top heading excavation view of shallow-depth-excavation tunnel.
Fig. 3-2 monitors by the present invention the lower pilot drive view of shallow-depth-excavation tunnel.
Fig. 4 adopt by the present invention ground settlement test point bury structural representation underground.
Fig. 5 adopt by the present invention sudden and violent leaky settlement monitoring point bury structural representation underground.
Fig. 6 adopts by the present invention the structural representation of in-line reinforcing bar.
Description of reference numerals:
1-upper pilot tunnel; 2-lower pilot tunnel; 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; 4-middle part tie-beam; 5-lock pin anchor tube;
6-advanced tubule; 7-1-fastening bolt; 7-2-upper connector;
7-3-lower connector; Region, the 7-annular arch soil body;
8-top core space soil body; 9-the first gets out of a predicament or an embarrassing situation the soil body; 10-the soil body of topping bar;
11-the second gets out of a predicament or an embarrassing situation the soil body; 12-in-line reinforcing bar; 13-1-bury hole underground;
13-2-fixing soil layer; 13-3-settlement monitoring mark post; 13-4-protection cylinder;
13-5-over cap; 13-6-separation layer; 14-building load bearing wall;
15-monitoring nail;
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: excavate the Tunnel of constructed shallow-depth-excavation tunnel before backward, carry out preliminary bracing, and form the preliminary bracing structure of described Tunnel in digging process before backward to excavating the Tunnel formed.
Composition graphs 2, the preliminary bracing structure of described Tunnel comprise many Pin by the grid steel frame described Tunnel supported before backward, described grid steel frame Zhi Li be mounted on after completing one deck steel mesh reinforcement on described Tunnel inwall and described steel mesh reinforcement mount scrape out after be injected in layer of concrete on described Tunnel inwall, grid steel frame described in many Pin and described steel mesh reinforcement are all fixed in described layer of concrete; All identical and its longitudinal extension direction along institute's shallow-depth-excavation tunnel of construct of the structure of grid steel frame described in many Pin is by backward front laying, 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 supported on the vertical supporting steelframe composition below the supporting steel frame 3-1 left and right sides, arch respectively 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: carry out in digging process to described Tunnel before backward in step one, organize supporting status monitoring point by backward front laying in the preliminary bracing structure of the described Tunnel of having constructed more, lay multiple surface subsidence monitoring point by backward front construction area residing for constructed shallow-depth-excavation tunnel simultaneously.
Many groups of described supporting status monitoring points along institute's shallow-depth-excavation tunnel of construct longitudinal extension direction by after to march forward capable laying.Many groups of described supporting status monitoring points are laid on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel respectively, and the tunnel cross section often organized residing for described supporting status monitoring point is a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel frame described in a Pin; The structure of many groups of described supporting status monitoring points is all identical, often organize described supporting status monitoring point and include a vault sinking observation point and two horizontal clearance convergent points, described vault sinking observation point is laid in the middle part of the supporting steel frame 3-1 of arch, and two described horizontal clearance convergent points are symmetrically laid and the two is laid on two described vertical supporting steelframes respectively.As shown in Figure 6, described vault sinking observation point is identical with the structure of two described horizontal clearance convergent points and it includes an in-line reinforcing bar 12, the inner of described in-line reinforcing bar 12 is weldingly fixed on described grid steel frame and its outer end and bends to a V-shaped hook, and described V-shaped hook is observation point.
Each described surface subsidence monitoring point is all positioned on a described tunnel monitoring section.As shown in Figure 4, described surface subsidence monitoring point comprises in vertically burying hole 13-1 underground, inserting and bury settlement monitoring mark post 13-3 in the 13-1 of hole, coaxial package underground at the protection cylinder 13-4 burying 13-1 top, hole underground and the over cap 13-5 mounted cover on protection cylinder 13-4 top from top to bottom, described settlement monitoring mark post 13-3 bottom be inserted into bury lower inside inside the 13-1 of hole underground fixing soil layer 13-2 in, 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; The described hole 13-1 that buries underground is cylindrical hole, and described protection cylinder 13-4 is the cylindrical barrel of all openings up and down and its internal diameter is identical with the aperture burying hole 13-1 underground; The top of described protection cylinder 13-4 is all mutually concordant with the aperture burying hole 13-1 underground with the upper surface of over cap 13-5, is connected in hinged way between described over cap 13-5 with protection cylinder 13-4 top; Described burying underground in the 13-1 of hole is filled with separation layer 13-6, and described separation layer 13-6 is positioned at above fixing soil layer 13-2 and it is wood chip packed layer and/or layer of sand; The top of described settlement monitoring mark post 3 to be positioned at above separation layer 13-6 and its tip height lower than the aperture height burying hole 13-1 underground, the bottom height of described protection cylinder 13-4 is lower than the tip height of separation layer 13-6.
Step 3, deformation monitoring: by carrying out in digging process to described Tunnel before backward and after described Tunnel excavated in step one, utilize each group of described supporting status monitoring point laid in step 2, the tunnel support state at monitoring section present position place, 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 place is monitored.
The tunnel support status information at the monitoring section present position place, each tunnel monitored includes the Vault settlement data utilizing vault sinking observation point to record and the horizontal clearance utilizing two described horizontal clearance convergent points to record convergence data.
In the present embodiment, when carrying out layout of the monitoring points in step 2, also need lay multiple settlement monitoring point by the building before backward above construction area residing for constructed shallow-depth-excavation tunnel and structure; When building and structure are laid settlement monitoring point, Churn drill is first adopted to hole on the external surface of building or structure, the boring bored 20cm ~ 50cm above ground level, described boring is downward-sloping gradually from outside to inside 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, refer to Fig. 5.Wherein, settlement monitoring point being laid by building and structure is sudden and violent leaky settlement monitoring point.Herein, the position that described monitoring nail 15 is laid is building load bearing wall 14.
In the present embodiment, as shown in Figure 2, Tunnel described in step one is made up of upper pilot tunnel 1 and the lower pilot tunnel 2 be positioned at immediately below upper pilot tunnel 1.
Described arch supporting steel frame 3-1 is the supporting steel frame supported upper pilot tunnel 1 arch; Two described vertical supporting steelframes comprise the first vertical supporting steelframe 3-2 on two left and right abutment walls being supported in pilot tunnel 1 bottom respectively, two the second vertical supporting steelframe 3-3 and two be supported in respectively on the left and right abutment wall on lower pilot tunnel 2 top are supported in the 3rd vertical supporting steelframe 3-4 on the left and right abutment wall of lower pilot tunnel 2 bottom respectively, and below the left and right sides that two described first vertical supporting steelframe 3-2 lay respectively at arch supporting steel frame 3-1 and the top of the two is fastenedly connected respectively by the two ends, left and right of securing member and arch supporting steel frame 3-1.Two described second vertical supporting steelframe 3-3 lay respectively at immediately below two described first vertical supporting steelframe 3-2, two described second vertical supporting steelframe 3-3 middle part tie-beam 4 together with being provided with between two described first vertical supporting steelframe 3-2, the top of the bottom of two described first vertical supporting steelframe 3-2 and two described second vertical supporting steelframe 3-3 is all fixed on the tie-beam 4 of middle part, two described 3rd vertical supporting steelframe 3-4 lay respectively at immediately below two described second vertical supporting steelframe 3-3 and the top of the two and are fastenedly connected respectively by the bottom of described securing member and two described second vertical supporting steelframe 3-3.
Two the described horizontal clearance convergent points often organized in step 2 in described supporting status monitoring point are laid on two described first vertical supporting steelframe 3-2, two described second vertical supporting steelframe 3-3 or two described 3rd vertical supporting steelframe 3-4 respectively.
In the present embodiment, in step 3, utilize each surface subsidence monitoring point, when monitoring the ground settlement situation at each surface subsidence monitoring point present position place, adopt level gauge to monitor; Utilizing the Vault settlement data that vault sinking observation point records in step 3, is the settling data adopting level gauge to record; The horizontal clearance convergence data utilizing two described horizontal clearance convergent points to record, the horizontal range delta data between two that record for utilizing convergence instrument described horizontal clearance convergent points.
Further, to utilize on building and structure lay settlement monitoring point when monitoring, adopt level gauge to monitor.
In the present embodiment, described level gauge is DINI03 precision level, and described convergence instrument is JSS10A type digital readout convergence instrument.
In actual use procedure, also can adopt level gauge and the convergence instrument of other type.
In the present embodiment, when the tunnel support state at monitoring section present position place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, monitoring time is monitored from carrying out before dewatering construction to constructed shallow-depth-excavation tunnel, until shallow-depth-excavation tunnel of constructing constructed and the Tunnel of construction molding stable after stop monitoring.
In the present embodiment, Tunnel described in step one is made up of upper pilot tunnel 1 and the lower pilot tunnel 2 be positioned at immediately below upper pilot tunnel 1, and the rear portion of described Tunnel is connected with vertical shaft; When excavating described Tunnel in step one, 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, excavate 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: proceed excavation to described vertical shaft from top to bottom, until after being excavated to lower pilot tunnel 2 present position, excavate upper pilot tunnel 1 before backward, excavation length is 5m ~ 10m, completes the initial segment digging process of lower pilot tunnel 2.
Step 103, up and down pilot tunnel are synchronously excavated: adopt benching tunnelling method synchronously to excavate upper pilot tunnel 1 and lower pilot tunnel 2, until complete whole digging processs of described Tunnel.
When the tunnel support state at monitoring section present position place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, as the cutting depth H≤5m of described vertical shaft, monitoring frequency is monitor once for three days; As the cutting depth 5m < H≤10m of described vertical shaft, monitoring frequency is monitor once for two days; As the cutting depth H > 10m of described vertical shaft, monitoring frequency is monitor once for one day; The 1st day after described shaft excavation completes to the 7th day, monitoring frequency was monitor once for one day; The 8th day after described shaft excavation completes to the 15th day, monitoring frequency was monitor once for two days; The 16th day after described shaft excavation completes to the 30th day, monitoring frequency was monitor once for three days; 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 have monitored once.
In the present embodiment, when described vertical shaft being constructed in step 101 neutralization procedure 102, also need in the vertical shaft of institute's construction molding, lay many group vertical shaft monitoring points from top to bottom, often organize described vertical shaft monitoring point and include two to the horizontal clearance convergent point be laid in same level, two pairs of described horizontal clearance convergent points are vertical runs, and the often pair of described horizontal clearance convergent point includes two just right horizontal clearance convergent points.
And, utilize the described horizontal clearance convergent point of two couple of each group of vertical shaft monitoring point, the clearance convergence situation of vertical shaft described in the place of present position is monitored, and the horizontal range delta data between often pair that utilizes convergence instrument to record described horizontal clearance convergent point.
In the present embodiment, carry out in observation process to the tunnel support state at monitoring section present position place, each tunnel in step 3, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the tunnel support state obtaining monitoring section present position place, each tunnel changes with monitoring time; Carry out in observation process to the ground settlement situation at each surface subsidence monitoring point present position place, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the ground settlement value obtaining each surface subsidence monitoring point present position place changes with monitoring time.
In practice of construction process, when upper pilot tunnel 1 being excavated in step 101 neutralization procedure 103, excavate by a point multiple excavation sections before backward, the excavation method of multiple described excavation sections is all identical and all adopt positive stepped annular excavating load to excavate, and refers to Fig. 3-1; Before excavating the excavation sections of pilot tunnel on any one 1, advanced tubule 6 is all adopted to carry out grouting and reinforcing to current excavated excavation sections arch; When the excavation sections of pilot tunnel on any one 1 is excavated, first region, the annular arch soil body 7 on upper pilot tunnel 1 top of excavation, and retain the top core space soil body 8, and in the soil body 7 digging process of region, annular arch, before backward, excavating the upper pilot tunnel 1 arch Zhi Li arch supporting steel frame 3-1 formed; After region, the annular arch soil body 7 has excavated, again first of the top core space soil body 8 and the upper pilot tunnel 1 bottom soil body 9 of getting out of a predicament or an embarrassing situation is excavated, and the top core space soil body 8 and first is got out of a predicament or an embarrassing situation in the soil body 9 digging process, a first vertical supporting steelframe 3-2 is installed by before backward propping up below the supporting steel frame 3-1 left and right sides, arch of stand respectively, and bottom current installed two described first vertical supporting steelframe 3-2 tie-beam 4 in the middle part of construction one.
Wherein, the supporting steel frame 3-1 process neutralization of vertical arch is propped up by backward front installation the first vertical supporting steelframe 3-2 process before backward, by mounting one deck steel mesh reinforcement before backward on the inwall of upper pilot tunnel 1, and after described steel mesh reinforcement hangs up properly, then spray a layer concrete on upper pilot tunnel 1 inwall.
When excavating lower pilot tunnel 2 in step 102 neutralization procedure 103, excavate by a point multiple excavation sections before backward, the excavation method of multiple described excavation sections is all identical and all adopt benching tunneling method to excavate, and refers to Fig. 3-2; When the excavation sections of any one lower pilot tunnel 2 is excavated, 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 installing a second vertical supporting steelframe 3-3 respectively before backward below mounted two described first vertical supporting steelframe 3-2, two described second vertical supporting steelframe 3-3 top is all fixed on the middle part tie-beam 4 that is positioned at directly over it; After the soil body 10 of topping bar has excavated, again second of the lower pilot tunnel 2 bottom soil body 11 of getting out of a predicament or an embarrassing situation is excavated, and second gets out of a predicament or an embarrassing situation in the soil body 11 digging process, before backward, below mounted two described second vertical supporting steelframe 3-3, a 3rd vertical supporting steelframe 3-4 is installed respectively.
Wherein, before backward, the second vertical supporting steelframe 3-3 process neutralization is installed by backward front installation the 3rd vertical supporting steelframe 3-4 process, by mounting one deck steel mesh reinforcement before backward on the inwall of lower pilot tunnel 2, and after described steel mesh reinforcement hangs up properly, then spray a layer concrete on lower pilot tunnel 2 inwall.
During practice of construction, shallow-depth-excavation tunnel of constructing refer to the tunnel that tunnel top buried depth is less than 2 times of tunnel cross-section 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 shallow-depth-excavation tunnel of constructing to be connected with described vertical shaft and its length is 55.6m, the cross-section of shallow-depth-excavation tunnel of constructing be of a size of 5.4m × 9.5m and its preliminary bracing adopts preliminary bracing to adopt grid steel frame and sprayed mortar combined retaining structure, shallow-depth-excavation tunnel of constructing adopt mining method construction and a point upper and lower pilot tunnel excavates, shallow-depth-excavation tunnel top thickness of earth covering of constructing be about 11.6m.
In the present embodiment, when constructed shallow-depth-excavation tunnel is excavated, abolish ingate at twice and enter hole, first below the Temporary invert earthwork of described vertical shaft being excavated to constructed shallow-depth-excavation tunnel downwards after about 1.8m, beginning first time abolishes ingate and applies pilot tunnel 1, after upper pilot tunnel 1 has excavated 20m, carries out temporary plugging to upper pilot tunnel 1, continue the described vertical shaft of excavation to shaft bottom, and apply bottom concrete.Afterwards, set up scaffold and fitting operation platform in the shaft bottom of described vertical shaft, then second time abolishes the excavation construction that ingate carries out lower pilot tunnel 2.After described lower pilot tunnel 2 forward excavation construction 5m, start synchronously to construct, until 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, the lower outside of two described first vertical supporting steelframe 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 are provided with lock pin anchor tube 5, and described lock pin anchor tube 5 is downward-sloping gradually from the inside to the outside.
Carry out in digging process to upper pilot tunnel 1 in step 101 neutralization procedure 103, after excavating the upper pilot tunnel 1 arch Zhi Li arch supporting steel frame 3-1 of formation, lock pin anchor tube 5 of also need constructing respectively in the left and right sides of propped up vertical arch supporting steel frame 3-1; Further, after installing the first vertical supporting steelframe 3-2, also need the outside construction lock pin anchor tube 5 of the first vertical supporting steelframe 3-2 is installed.
Carry out in digging process to lower pilot tunnel 2 in step 102 neutralization procedure 103, after installing the second vertical supporting steelframe 3-3, also need the outside construction lock pin anchor tube 5 of the second vertical supporting steelframe 3-3 is installed; Further, after installing the 3rd vertical supporting steelframe 3-4, also need the outside construction lock pin anchor tube 5 of the 3rd vertical supporting steelframe 3-4 is installed.
In the present embodiment, described middle part tie-beam 4 is laid in level.
During practice of construction, the concrete clad that described middle part tie-beam 4 comprises horizontal skeleton, is laid in the reinforced mesh outside described horizontal skeleton and formed by the concrete be injected in outside described horizontal skeleton, described horizontal skeleton and described reinforced mesh are all fixed 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, the lower outside of two described first vertical supporting steelframe 3-2, the quantity of the lower outside set lock pin anchor tube 5 of the lower outside of two described second vertical supporting steelframe 3-3 and two described 3rd vertical supporting steelframe 3-4 is two, the symmetrical laying of lock pin anchor tube 5 set by the supporting steel frame 3-1 left and right sides, described arch, the symmetrical laying of lock pin anchor tube 5 set by two described first vertical supporting steelframe 3-2 lower outsides, the symmetrical laying of lock pin anchor tube 5 set by two described second vertical supporting steelframe 3-3 lower outsides, and the symmetrical laying of lock pin anchor tube 5 set by lower outside of two described 3rd vertical supporting steelframe 3-4.
In the present embodiment, described securing member is fastening bolt 7-1.
Actually add man-hour, as shown in Fig. 2-1, the two ends, left and right of described arch supporting steel frame 3-1 are respectively arranged with the upper connector 7-2 that a cross section is L shape, the top of two described first vertical supporting steelframe 3-2 is provided with the lower connector 7-3 that a cross section is L shape, is fastenedly connected between the lower connector 7-3 set by upper connector 7-2 and two described first vertical supporting steelframe 3-2 top set by supporting steel frame about 3-1 two ends, described arch by fastening bolt 7-1; Correspondingly, the bottom of two described second vertical supporting steelframe 3-3 is provided with the upper connector 7-2 that a cross section is L shape, the top of two described 3rd vertical supporting steelframe 3-4 is provided with the lower connector 7-3 that a cross section is L shape, is fastenedly connected between the lower connector 7-3 set by upper connector 7-2 and two described 3rd vertical supporting steelframe 3-4 top set by two described second vertical supporting steelframe 3-3 bottoms by fastening bolt 7-1.
As shown in the above, in practice of construction process, when upper pilot tunnel 1 is excavated, positive stepped annular excavating load is all adopted to excavate, wherein positive stepped annular excavating load stays core local method also known as Ring Cutting, and excavated section is divided into annular arch), top Core Soil and lower step three part.
In the present embodiment, carry out in digging process to upper pilot tunnel 1 in step 101 neutralization procedure 103, when adopting advanced tubule 6 to carry out grouting and reinforcing to current excavated excavation sections arch, longitudinal extension direction along described Tunnel is divided into multiple reinforcing sections to reinforce before backward, and the lap length between adjacent two the described reinforcing sections in front and back is not less than 1m; Each described reinforcing sections includes the many advanced tubules 6 be laid in from left to right above pilot tunnel 1 arch, the length of described advanced tubule 6 is 2m ~ 3m, diameter is Φ 40mm ~ Φ 45mm and has multiple slurry discharging hole in the middle part of it, the sections having slurry discharging hole in the middle part of described advanced tubule 6 is perforate section, the length of described perforate section is 1m ~ 1.5m, multiple described slurry discharging hole is quincunx laying and its aperture is 6mm ~ 8mm, and the spacing between adjacent two described slurry discharging holes is 20cm ~ 30cm.
Angle between described advanced tubule 6 and horizontal plane is about 25 °; Adopt advanced tubule 6 when carrying out grouting and reinforcing to current excavated excavation sections arch, the reinforcing slurries injected by cement paste and water glass by volume 1 ︰ (1 ~ 0.8) Homogeneous phase mixing form; During by many described advanced tubule 6 grouting and reinforcings, by the left and right sides symmetry carry out slip casting to middle part, in slip casting process, grouting pressure is 0.3MPa ~ 0.5MPa, institute inject reinforcing slurries dilation angle be 0.3m ~ 0.5m.
During practice of construction, many described advanced tubules 6 are in evenly laying, and the circumferential distance of adjacent two described advanced tubules 6 is 180mm ~ 220mm.
In the present embodiment, the angle between described advanced tubule 6 and horizontal plane is about 25 °, and described advanced tubule 6 is inclined upwardly gradually before backward.
In the present embodiment, described advanced tubule 6 is the steel pipe of diameter of phi 42mm, and pipe shaft front end cuts into cone-shaped, and middle part 1m ~ 1.5m scope quincuncial arrangement slurry discharging hole of advanced tubule 6, at the afterbody welded reinforcement Reinforced Hoop of advanced tubule 6.The length of described advanced tubule 6 is 2.5m, and circumferential distance is 200mm, and longitudinal pitch is identical with the longitudinal pitch of described grid steel frame.The angle that sets of described advanced tubule 6 is 25 °, the elevation angle.
When reality is laid advanced tubule 6, for silt and silty clay stratum, first adopt air drill boring, then advanced tubule 6 is squeezed into; For thin silt, adopt hammer driven advanced tubule 6 or squeeze into advanced tubule 6 with after airduct aperture blowing.By the slurries that advanced tubule 6 injects, residing for constructed shallow-depth-excavation tunnel, stratum is determined, wherein argillic horizon and farinose argillic horizon note single liquid cement paste, fine sand layer modified water injection glass pulp.In the present embodiment, for the sake of assurance, the dual slurry that cement paste and water glass form is injected.
When carrying out slip casting by advanced tubule 6, for preventing aperture spillage, with the space between cement-roll shutoff advanced tubule 6 and boring.For preventing jam of grouting pipe, affecting slip casting effect, before slip casting, first cleaning advanced tubule 6.During actual slip casting, carried out to centre by bilateral symmetry, from bottom to top hole-specifically slip casting, if any when altering slurry or running pulp, can interval slip casting, finally all complete slip casting.Grouting pressure is ascending, from 0MPa be raised to termination pressure 0.5MPa, voltage stabilizing 3min, flow meter display grouting amount less time, terminate slip casting; For ensureing grouting quality, excavation face can be closed if desired.
In practice of construction process, the quality of per-fore pouring liquid with small pipe consolidation effect, by directly having influence on the stability of the excavation face soil body, is the key preventing face from caving in, and plays decisive role to the control of tunnel bulk settling distortion.In the present embodiment, the vault of shallow-depth-excavation tunnel of constructing be silty clay, set and excavation effect after slip casting according to actual, in farinose argillic horizon, slurries diffusion is main larger along Joint of earth layer fissure direction range of scatter, less perpendicular to joint fissure direction dilation angle, therefore the level of advanced tubule 6 is set angle and be decided to be 25 °, now the reinforcing scope of injected slurries well can cover excavation face, ensure that stablizing when face excavates, achieve good effect.The construction of described advanced tubule 6 will be carried out according to the effect of the change of soil layer and actual grouting and reinforcing, one be to ensure advanced tubule 6 set hoop scope, excavated unstable face can be radiated; Two is that the longitudinal length of advanced tubule 6 can overlap and cover the stable of excavation face completely.
In the present embodiment, after described advanced tubule 6 has set, welded together with described grid steel frame, to play the effect suppressing described grid steel frame to sink better.
In the present embodiment, when synchronously excavating upper pilot tunnel 1 and lower pilot tunnel 2 in step 103, length of bench is 3m ~ 5m, and bench excavation cyclic advance is about 0.5m.
Wherein, when upper pilot tunnel 1 is excavated, line of demarcation in upper pilot tunnel 1 between up/down steps is corresponding with the link position between arch supporting steel frame 3-1 and two described first vertical supporting steelframe 3-2, to upper pilot tunnel 1 top bar excavate time, first excavate arch hoop part soil, stay and establish Core Soil, after arch supporting and protection structure completes, excavate Core Soil; To upper pilot tunnel 1 get out of a predicament or an embarrassing situation excavation time, put slope excavation, first the excavation middle part soil body, then carries out the excavation of both sides.Sideline is in that design size is upper outside puts 5cm, and outer portions excavation should be repaired in time, and ensure that excavation contour line is smoother, excavation face is smooth.
Actual when carrying out soil excavation, order and the digging mode at excavation position can produce certain impact to the sedimentation in tunnel, must strictly control.According to former design and construction method, top heading excavation is for study in France in advance, and whole upper pilot tunnel stays establishes a large Core Soil, and erection domain grid steel frame, then excavates Core Soil, erection Temporary invert.Like this, overall excavation stays establishes Core Soil, causes cutting depth too high, dangerous during pilot tunnel bottom, inconvenient in construction, and be unfavorable for lock pin anchor tube 5 set the connection with Temporary invert.Thus, the digging mode of the present invention to upper pilot tunnel 1 improves, the link position of whole upper pilot tunnel 1 between arch supporting steel frame 3-1 and two described first vertical supporting steelframe 3-2 is punished as up/down steps excavates, the soil body will be got out of a predicament or an embarrassing situation as large Core Soil, topping bar, part establishes small nut cubsoil staying, and so both increases the area of whole Core Soil, makes it stressed better, what facilitate again lock pin anchor tube 5 sets the connection with Temporary invert, effectively controls sedimentation.In soil excavation process, according to the type shape of the size of pilot tunnel and grid steel frame, to rationally determine the height of step and the size of Core Soil, the basis ensureing easy construction makes excavation face can close into ring as early as possible.
To upper pilot tunnel 1 top bar excavate time, first excavate hoop part (i.e. region, the annular arch soil body 7), retain Core Soil (i.e. the top core space soil body 8), to rear, Core Soil waits that the lateral pressure excavating the soil body plays good supporting role, large-area caving in can be suppressed, staying of Core Soil establishes the size according to excavation face to determine, be generally excavation face area 1/3 ~ 1/2 is advisable, and Core Soil longitudinal length is 1.5m ~ 2m.And according to the height of excavated pilot tunnel and width, rationally determine the length of step, ensure that face is overall stressed stable.To upper pilot tunnel 1 and lower pilot tunnel get out of a predicament or an embarrassing situation excavation time, all first excavation middle part soil body, then excavate soil at both sides, avoids the excavation of soil at both sides to cause arch springing unsettled sudden and violent leakage in advance, strengthens sedimentation.Must not owe to dig during actual excavation, to ensure a just concrete thickness, maximum value of backbreaking must not be greater than 150mm, to ensure spray the density of anchor and avoid spraying the waste of anchor material.
Described grid steel frame is the main body of preliminary bracing structure stress, and the quality of its processing and quality of connection will directly affect the stability that just a structural entity is stressed.Thus, reality adds man-hour to described grid steel frame, and its crudy needs to ensure.Because described grid steel frame is divided into multiple sections, so not only processing and fabricating is easy, and crudy is easy to ensure, and input cost is lower, processes simultaneously, transport and simple installation.During practice of construction, described grid steel frame adopts by design size machine-shaping outside hole, and in hole, splicing installation is carried out at scene.Grid steel frame makes by design outline and size segmental machining, reserves the allowance of welding contraction and cutting by technological requirement, and after shaping, require that size is accurate, curved circular is suitable.Each sections footing welding angle steel, to connect with bolt.Bolt eyelet median error is no more than+0.5cm; When grid steel frame keeps flat, plane warping should be less than 0.2cm.
After soil excavation puts in place, should carry out the installation of grid steel frame in time, be connected firmly between each sections of described grid steel frame, installation position is correct, firm and perpendicular to line midline, allowable variation is: transverse direction ± 30mm; Longitudinal direction ± 50mm; Elevation ± 30mm; Verticality 5 ‰.
In the present embodiment, described grid steel frame is made up of side by side two panels steelframe.After described grid steel frame has been located, carry out the welding of dowel, grid dowel adopts the reinforcing bar of Φ 22mm, the long 0.75m of the every root of dowel and its circumferential distance is 1.0m, ectonexine interlaced arrangement.Dowel adopt overlap welding, single-sided welding, and with main muscle firm welding, weld length meet design and code requirement.Junction plate place connects should be tight, bolt tightening, when junction plate place cannot closely connected time, with grid steel frame main muscle should be adopted to carry out side with the reinforcing bar of diameter to two panels steelframe and weld and process, weld length is not less than 25cm.
After described grid steel frame installation, mount described steel mesh reinforcement, the steel mesh reinforcement mounted needs overlap joint mutually, and the lap joint of next Pin grid steel frame reserved, and steel mesh reinforcement is firm with grid steel frame colligation, without tilting, to ensure the planeness of sprayed mortar.
When reality is installed described grid steel frame, arch springing is backbreak and partly the solid objects such as iron plate, concrete pad or plank must be adopted to carry out padding process, to suppress the sedimentation of grid steel frame.In addition, the erection of Temporary invert in time, must connect and must firmly, make described grid steel frame form an annular stressed entirety as early as possible, effectively to suppress sedimentation.
After described steel mesh reinforcement has mounted, then construction lock pin anchor tube 5.Described lock pin anchor tube 5 plays the effect suppressing described grid steel frame to sink, if desired also can grouting and reinforcing soil layer.In the present embodiment, described lock pin anchor tube 5 is the steel pipe of diameter of phi 42mm.Described lock pin anchor tube 5 sets after described grid steel frame installation, adopts pneumatic pick or sledgehammer to squeeze into, set Angle ambiguity at about 30 degree according to strata condition.After described lock pin anchor tube 5 has set, be welded into a whole with described grid steel frame.
After described lock pin anchor tube 5 has set, determine whether to need to carry out grouting and reinforcing according to strata condition, the grouting serous fluid that lock pin anchor tube 5 injects is as follows: argillic horizon or farinose argillic horizon note single liquid cement paste, fine sand layer modified water injection glass pulp, has cementing and water glass dual slurry under regimen condition.
In the present embodiment, carry out carrying out in digging process to lower pilot tunnel 2 in digging process and in step 102 neutralization procedure 103 to upper pilot tunnel 1 in step 101 neutralization procedure 103, on upper pilot tunnel 1 or lower pilot tunnel 2 inwall during sprayed mortar, by down on spray; And, the fines of institute's sprayed mortar is medium sand or coarse sand and its fineness modulus is greater than 2.5, the coarse aggregate of institute's sprayed mortar is rubble or cobble and its particle diameter is not more than 15mm, and the initial setting time of institute's sprayed mortar 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 sprayed mortar, first the gap between arch supporting steel frame 3-1 and upper pilot tunnel 1 inwall is sprayed, then the region between adjacent two the described arch supporting steel frame 3-1 in front and back is sprayed; In the lower inner wall of upper pilot tunnel 1 during sprayed mortar, first the gap between the first vertical supporting steelframe 3-2 and upper pilot tunnel 1 inwall is sprayed, then the region between adjacent two the described first vertical supporting steelframe 3-2 in front and back is sprayed; In the upper inside wall of lower pilot tunnel 2 during sprayed mortar, first the gap between the second vertical supporting steelframe 3-3 and lower pilot tunnel 2 inwall is sprayed, then the region between adjacent two the described second vertical supporting steelframe 3-3 in front and back is sprayed; In the lower inner wall of lower pilot tunnel 2 during sprayed mortar, first the gap between the 3rd vertical supporting steelframe 3-4 and lower pilot tunnel 2 inwall is sprayed, then the region between adjacent two the described 3rd vertical supporting steelframe 3-4 in front and back is sprayed.In the present embodiment, on upper pilot tunnel 1 or lower pilot tunnel 2 inwall during sprayed mortar, the inwall of shower nozzle and the upper pilot tunnel 1 that sprays or lower pilot tunnel 2 is vertical runs and spacing is therebetween about 1.5m.
Quality due to sprayed mortar quality is the key determining that preliminary bracing is stressed, plays great role to the settlement Control in tunnel.During practice of construction, after described grid steel frame installation, carry out jetting cement operation as early as possible, and grid steel frame is all covered, make grid steel frame jointly stressed with spray concrete (i.e. described layer of concrete).Sprayed mortar adopts wet spraying process.The intensity of sprayed mortar must meet design strength requirement.Cement should be tested after marching into the arena, and fines adopts hard, clean medium sand or coarse sand, and fineness modulus is greater than 2.5.Coarse aggregate adopts hard and durable rubble or cobble, and particle diameter should not be greater than 15mm, and grating is good.If when using alkaline accelerating admixture, the building stones containing active silica must not be used.Hydromining municipal tap water, does not use the water containing the hazardous substances affecting the sclerosis that thes cement solidifies.Do compatibility test and cement setting effect test with cement before accelerating admixture uses, its initial setting time must not be greater than 5min, and final setting time must not be greater than 10min.Be uniformly mixed material adopt forced mixer, mixing time is not less than 2min, with mix with.
Jetting cement carries out immediately after excavation face exposes.Upwards spray from arch springing or foundation during jetting cement, in case upper strata jetting material is left unlocked or unlatched arch springing leakiness, cause insufficient strength, arch springing unstability.Further, first grid steel frame and buttress gap portion is sprayed, part between rear spray two grid steel frames.During spraying operation, shower nozzle vertically should be subject to spray plane, and both are at a distance of about 1.5m.Shower nozzle running orbit is helical form, makes spray-up even, closely knit.
After jetting cement final set 2h, start maintenance of sprinkling water, watering number of times should can ensure that concrete has enough moisture states for degree; Curing time must not be less than 14d.Jetting cement surface should be closely knit, smooth, free from flaw, come off, the phenomenon such as drain spray, hollowing, percolating water, irregularity degree allowable variation is ± 3cm.
In the present embodiment, carry out carrying out in digging process to lower pilot tunnel 2 in digging process and in step 102 neutralization procedure 103 to upper pilot tunnel 1 in step 101 neutralization procedure 103, on the inwall of upper pilot tunnel 1 and lower pilot tunnel 2 after sprayed mortar, form the preliminary bracing structure of described Tunnel.
In step 101 neutralization procedure 103, Zhi Li carried out to arch supporting steel frame 3-1 and carry out carrying out in installation process to the second vertical supporting steelframe 3-3 and the 3rd vertical supporting steelframe 3-4 in installation process and in step 102 neutralization procedure 103 to the first vertical supporting steelframe 3-2, by before backward on the arch of described Tunnel and left and right sides abutment wall pre-buried many Grouting Pipe, many described Grouting Pipe are quincunx laying, described Grouting Pipe is that length is 45cm ~ 55cm and diameter is the steel pipe of Φ 30mm ~ Φ 35mm, and described Grouting Pipe is weldingly fixed on described grid steel frame.
After on the inwall of described upper pilot tunnel 1 and lower pilot tunnel 2, institute's sprayed mortar solidifies, adopt described Grouting Pipe by before backward between the inwall and described preliminary bracing structure of described Tunnel grouting methol, and form a grouting methol layer, and the inwall of described Tunnel and described preliminary bracing close structure connect as one by described grouting methol layer; When adopting described Grouting Pipe to inject cement paste, grouting pressure is 0.3MPa ~ 0.5Mpa.Wherein, between the inwall and described preliminary bracing structure of described Tunnel, the process of grouting methol is just prop up backfill grouting process behind.Just a behind backfill grouting is effectively filled due to the space that sprayed mortar shrinks or spray anchor leakiness causes, the effective means of control surface settlement.
In the present embodiment, the diameter of Grouting Pipe used is Φ 32mm and its length is 50cm, suitably lengthens when backbreaking, and ensures that described Grouting Pipe leaks outside at concrete surface and is not less than 20cm.The scope of burying underground of many described Grouting Pipe is arch, tunnel and abutment wall; Circumferential distance: more than arch springing be 2m, abutment wall is 3m; Longitudinal pitch is 2m, quincuncial arrangement, and described Grouting Pipe and described grid steel frame firm welding.After having buried described Grouting Pipe underground, blocked up the mouth of pipe with cotton yarn plug, when preventing jetting cement, Grouting Pipe is blocked by concrete.
Further, just behind backfill grouting just to be closed into outside ring (namely concrete ejection completes) 5m and concrete carries out after reaching some strength, and slip casting adopts the cement paste of 1 ︰ 1.During slip casting, after Grouting Pipe and slurry filling machine connect, get rid of inner air tube, adjust grouting pressure, start slurry filling machine and start slip casting, first note two side holes during slip casting, rear note vault hole.Grouting pressure is generally 0.3Mpa ~ 0.5MPa, and final grouting pressure is 0.5Mpa.During slip casting, observed pressure and changes in flow rate at any time.When pressure rises gradually, flow is less gradually, when grouting pressure reaches final pressure, stablizes 3min, can terminate this slip casting.After slip casting, by cotton yarn shutoff Grouting Pipe, in case grouting liquid overflows in pipe.
To sum up, the work progress of shallow-depth-excavation tunnel of constructing, by first to after be respectively: arch per-fore pouring liquid with small pipe strengthening stratum, region, the annular arch soil body 7 of topping bar of pilot tunnel 1 on excavation, retain the top core space soil body 8, a vertical arch supporting steel frame 3-1, hang steel mesh reinforcement, beat lock pin anchor tube 5, and sprayed mortar; 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, and frame found two the first vertical supporting steelframe 3-2, hangs steel mesh reinforcement, beats lock pin anchor tube 5, and plate i iron (namely tie-beam 4) in installation, sprayed mortar; Subsequently, the soil body 10 of topping bar of the lower pilot tunnel 2 of excavation, frame founds two the second vertical supporting steelframe 3-3, hangs steel mesh reinforcement, beats lock pin anchor tube 5, and sprayed mortar; Finally, second of the lower pilot tunnel 2 of excavation is got out of a predicament or an embarrassing situation the soil body 11, and frame found two the 3rd vertical supporting steelframe 3-4, hangs steel mesh reinforcement, beats and locks pin anchor tube 5, and sprayed mortar, close into ring.
In the present embodiment, carry out in digging process to the Tunnel of constructed shallow-depth-excavation tunnel, also before backward, supporting status monitoring point need be laid in the preliminary bracing structure of the described Tunnel of having constructed.
In addition, to utilize on building and structure lay settlement monitoring point when carrying out settlement monitoring, also adopt DINI03 precision level to monitor.Simultaneously, utilize and building and structure lay settlement monitoring point when carrying out settlement monitoring, monitoring time equally from carrying out before dewatering construction to constructed shallow-depth-excavation tunnel monitor, until institute shallow-depth-excavation tunnel of construct constructed and the Tunnel of construction molding stablize after stop monitor.
In the present embodiment, the spacing described in neighbouring two groups between vertical shaft monitoring point is about 5m.Often organize the plane laid described vertical shaft monitoring point and be vertical shaft monitoring section, 4 vertical shaft monitoring sections are set in described vertical shaft altogether.Spacing between adjacent two the described tunnel cross-sections in front and back is about 5m.In addition, set up 1 tunnel monitoring section in the intersection of constructed shallow-depth-excavation tunnel and described vertical shaft, thus 11 tunnel monitoring sections are set in constructed shallow-depth-excavation tunnel altogether.
In the present embodiment, when building and structure are laid settlement monitoring point (also referred to as settlement observation point), in the corner of building or structure, corner and along the every 10m ~ 20m place of exterior wall or lay on 2 ~ 3 base for posts, simultaneously also need in height great disparity or the junction of new and old building, shrinkage joint, settlement monitoring point is laid in the both sides on settlement joint and different buried depth basis, the main base for post of settlement monitoring point of framework (or framed bent) structure or in length and breadth axis lay settlement monitoring point, by construction and excavation, covered conduit is had under heap lotus and the significant position of vibrations and basis, bomb shelter place need lay settlement monitoring point.During actual laying settlement monitoring point, filler wires or steel disc in described boring, and monitoring nail 15 is squeezed in described boring, make tight between monitoring nail 15 and borehole wall, closely knit contact.
Wherein, described structure are mainly underground utilities.
In the present embodiment, when burying underground surface subsidence monitoring point, the degree of depth burying hole 13-1 described in step 2 underground is not less than L, wherein L=1m ~ 1.2m.
Actually add 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 150mm ~ 250mm lower than the top of separation layer 13-6 of described protection cylinder 13-4.
In the present embodiment, described settlement monitoring mark post 13-3 is coaxial laying with burying hole 13-1 underground.
Further, described settlement monitoring mark post 13-3 is indented bars.
In the present embodiment, the diameter of described settlement monitoring mark post 13-3 is Φ 15mm ~ Φ 20mm and its length is 0.8m ~ 1.0m.
During practice of construction, described in bury hole 13-1 underground aperture be Φ 120mm ~ Φ 150mm.
In the present embodiment, described in bury hole 13-1 underground aperture be Φ 140mm.
Thus, surface subsidence monitoring point adopts standard law to bury underground, and the reinforcing bar mark of its band steel protection cylinder and over cap, wherein surface subsidence monitoring point is laid on road or earth's surface.
When actual surface subsidence monitoring point is buried underground, (soil adopts luoyang spade to adopt suitable excavation equipment, pitch and cement pavement adopt water drilling) perforate is to original state soil layer, and aperture is consistent with the diameter of protection cylinder 13-4, and pitch and cement pavement require to penetrate link table Rotating fields; Then, indented bars is vertically pounded into original state soil layer in institute's perforate centre position, require to pound to be greater than 200mm into the degree of depth, make indented bars top slightly lower than earth's surface; Afterwards, put into long 400mm and the protection cylinder 13-4 of band over cap 13-5 protects, the over cap 13-5 on claimed cylinder 13-4 top and earth's surface in same level, outer wall and surrounding soil layer consolidation firm; Finally, separation layer 13-6 is formed with the mixed fillers of sand and wood chip.
In practice of construction process, when monitoring, monitoring range is: within the scope of the cutting depth 1 times of described vertical shaft, the sideline, both sides of shallow-depth-excavation tunnel of constructing be within the scope of the earth's surface of 45° angle with excavation bottom line, apart from vertical shaft with construct underground utilities within the scope of shallow-depth-excavation tunnel 30m and surrounding building and structure.
In the present embodiment, the vault sinking observation point that described grid steel frame is laid and horizontal clearance convergent point, all adopt diameter to be Φ 6mm and length is the in-line reinforcing bar 12 of 10cm, and one end of in-line reinforcing bar 12 is processed into acute angle (i.e. described V-shaped hook) as observation point.Described vault sinking burying of observation point, in the middle part of the vault of described grid steel frame, is weldingly fixed on described grid steel frame with electric welding equipment, and makes V-shaped hook downwards and outside the layer of concrete exposing injection; Two described horizontal clearance convergent point electric welding equipments are weldingly fixed on described grid steel frame and the position of the two relatively and be laid in same level, and the V-shaped hook of the in-line reinforcing bar 12 of two described horizontal clearance convergent points is downwards and outside the layer of concrete exposing injection simultaneously.
Actual when monitoring, the ground settlement situation at each surface subsidence monitoring point present position place is monitored and on building and structure lay settlement monitoring point carry out settlement monitoring time, levelling network adopts the method for levelling to observe, and settlement monitoring point, working base point and reference point all carry out testing by national second-order levelling standard and technical requirements.Observation adopts DINI03 precision level and indium watt chi.Gather initial value before Dewatering starts, its value, for carrying out the rear average got of three times observation to same object of observation, is observed according to the deformation of monitored target and the monitoring frequency of design in construction, accuracy of observation 0.01mm.After settlement observation completes, original record is inputted computer, use " measuring and setting of the road great master " data handling system to process inputted settlement observation data; And select stable ordnance bench mark as begins reckoning, this elevation of calculating observation point, the difference of twice observation elevation is this sedimentation value, the difference of this observation and first observation is accumulative sedimentation value, result of calculation is accurate to 0.01mm, use sedimentation value and observation interval calculated settlement speed again, the unit of the rate of settling adopts mm/d, and result of calculation is accurate to 0.01mm/d.And, to on building and structure lay settlement monitoring point and carry out the monitoring frequency of settlement monitoring and monitoring periods and monitoring frequency that each group of vertical shaft monitoring point is monitored and monitoring periods, all with identical with monitoring periods to the monitoring frequency of surface subsidence monitoring point.
When observing vault sinking observation point, Vault settlement levelling network adopts the method for levelling to observe, and working base point and bench mark all carry out testing by national second-order levelling standard and technical requirements.After the measuring point excavating face is buried underground and is stable, gathering initial value (its value is for carrying out the rear dispersed elevation value of getting of three times observation to same object of observation), observing according to the deformation of monitored target and the monitoring frequency of design in construction.On working base point, erect indium watt chi during observation, vault sinking observation point hangs oneself steel ruler (steel ruler lower end hangs identical counterweight when steel ruler detects), uses DINI03 precision level counting, accuracy of observation 0.01mm.
After two described horizontal clearance convergent points have been laid, the horizontal range on same level face between 2 observation points measured by timely JSS10A type tunnel periphery digital readout convergence instrument, accuracy of reading 0.01mm, horizontal range will be measured and average for three times as first observation, constructs to measure horizontal range between 2 observation points by the monitoring frequency of design and convergence situation.
After Vault settlement and horizontal clearance Convergence monitoring data obtain, the observation point elevation this recorded and last time contrast with the elevation measured for the first time, calculate this Vault settlement amount and accumulative general character settling amount, with observation interval and the same period Vault settlement gauge calculate rate of change; Meanwhile, the horizontal range between 2 observation points that this is recorded, and the horizontal range between last time and first 2 observation points measured contrasts, and calculates this clearance convergence value and accumulative clearance convergence value.Afterwards, select representational measuring point observation data to draw tense curve map, make by regulation and fill and present Monitoring Result table.
Finally, according to existing observation data and graphic analyses observation point stability: first analyze deflection, this deflection and last time and all previous deflection were contrasted, according to change, the aggregate-value size of deflection, contrasted with allowable transformation amount; Analyze rate of change again, see rate of change whether steadily, whether meet or exceed controlling value, whether undergo mutation; Then, the security and stability of building is judged according to deflection and rate of change.Select suitable function to set up regression equation according to tense curve map if desired, and in conjunction with Deformation Monitoring control criterion, Trend Forecast give warning in advance.
Wherein, Deformation Monitoring control criterion table refers to table 1:
Table 5 Deformation Monitoring control criterion table
According to the security risk feature of Metro Construction, the safe condition of monitoring point in engineering construction is divided into level Four: normal, yellow monitoring and warning, orange monitoring and warning and red monitoring and warning.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. a shallow-depth-excavation tunnel construction deformation monitoring method, is characterized in that the method comprises the following steps:
Step one, tunnel excavation are constructed: excavate the Tunnel of constructed shallow-depth-excavation tunnel before backward, carry out preliminary bracing, and form the preliminary bracing structure of described Tunnel in digging process before backward to excavating the Tunnel formed;
The preliminary bracing structure of described Tunnel comprise many Pin by the grid steel frame described Tunnel supported before backward, described grid steel frame Zhi Li be mounted on after completing one deck steel mesh reinforcement on described Tunnel inwall and described steel mesh reinforcement mount scrape out after be injected in layer of concrete on described Tunnel inwall, grid steel frame described in many Pin and described steel mesh reinforcement are all fixed in described layer of concrete; All identical and its longitudinal extension direction along institute's shallow-depth-excavation tunnel of construct of the structure of grid steel frame described in many Pin is by backward front laying, 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 supported on the vertical supporting steelframe composition below arch supporting steel frame (3-1) left and right sides respectively 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: carry out in digging process to described Tunnel before backward in step one, organize supporting status monitoring point by backward front laying in the preliminary bracing structure of the described Tunnel of having constructed more, lay multiple surface subsidence monitoring point by backward front construction area residing for constructed shallow-depth-excavation tunnel simultaneously;
Many groups of described supporting status monitoring points along institute's shallow-depth-excavation tunnel of construct longitudinal extension direction by after to march forward capable laying; Many groups of described supporting status monitoring points are laid on multiple tunnel cross sections of constructed shallow-depth-excavation tunnel respectively, and the tunnel cross section often organized residing for described supporting status monitoring point is a tunnel monitoring section, each described tunnel monitoring section is provided with grid steel frame described in a Pin; The structure of many groups of described supporting status monitoring points is all identical, often organize described supporting status monitoring point and include a vault sinking observation point and two horizontal clearance convergent points, described vault sinking observation point 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 point is identical with the structure of two described horizontal clearance convergent points and it 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 and bends to a V-shaped hook;
Each described surface subsidence monitoring point is all positioned on a described tunnel monitoring section, described surface subsidence monitoring point comprises buries hole (13-1) underground in vertical, insert the settlement monitoring mark post (13-3) buried underground in hole (13-1) from top to bottom, coaxial package is at the protection cylinder (13-4) burying hole (13-1) top underground and the over cap (13-5) mounted cover on protection cylinder (13-4) top, described settlement monitoring mark post (13-3) bottom be inserted into bury underground hole (13-1) inner side lower inside fixing soil layer (13-2) in, 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, and described protection cylinder (13-4) is the cylindrical barrel of all openings up and down and its internal diameter is identical with the aperture burying hole (13-1) underground, the top of described protection cylinder (13-4) is all mutually concordant with the aperture burying hole (13-1) underground with the upper surface of over cap (13-5), is connected in hinged way between described over cap (13-5) with protection cylinder (13-4) top, described burying underground in hole (13-1) is filled with separation layer (13-6), and described separation layer (13-6) is positioned at fixing soil layer (13-2) top and it is wood chip packed layer and/or layer of sand, the top of described settlement monitoring mark post (3) be positioned at separation layer (13-6) top and its tip height lower than the aperture height burying hole (13-1) underground, the bottom height of described protection cylinder (13-4) is lower than the tip height of separation layer (13-6),
Step 3, deformation monitoring: by carrying out in digging process to described Tunnel before backward and after described Tunnel excavated in step one, utilize each group of described supporting status monitoring point laid in step 2, the tunnel support state at monitoring section present position place, 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 place is monitored;
The tunnel support status information at the monitoring section present position place, each tunnel monitored includes the Vault settlement data utilizing vault sinking observation point to record and the horizontal clearance utilizing two described horizontal clearance convergent points to record convergence data.
2. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method according to claim 1, it is characterized in that: when carrying out layout of the monitoring points in step 2, also need lay multiple settlement monitoring point by the building before backward above construction area residing for constructed shallow-depth-excavation tunnel and structure; When building and structure are laid settlement monitoring point, Churn drill is first adopted to hole on the external surface of building or structure, the boring bored 20cm ~ 50cm above ground level, described boring is downward-sloping gradually from outside to inside 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 characterized in that: Tunnel described in step one is made up of upper pilot tunnel (1) and the lower pilot tunnel (2) be positioned at immediately below upper pilot tunnel (1);
Described arch supporting steel frame (3-1) is the supporting steel frame supported upper pilot tunnel (1) arch, two described vertical supporting steelframes comprise the first vertical supporting steelframe (3-2) on two left and right abutment walls being supported in pilot tunnel (1) bottom respectively, two are supported in the second vertical supporting steelframe (3-3) on the left and right abutment wall on lower pilot tunnel (2) top and two the 3rd vertical supporting steelframes (3-4) be supported in respectively on the left and right abutment wall of lower pilot tunnel (2) bottom respectively, below the left and right sides that two described first vertical supporting steelframes (3-2) lay respectively at arch supporting steel frame (3-1) and the top of the two is fastenedly connected respectively by the two ends, left and right of securing member and arch supporting steel frame (3-1), two described second vertical supporting steelframes (3-3) lay respectively at immediately below 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 all fixed on middle part tie-beam (4), two described 3rd vertical supporting steelframes (3-4) lay respectively at immediately below two described second vertical supporting steelframes (3-3) and the top of the two and are fastenedly connected respectively by the bottom of described securing member and two described second vertical supporting steelframes (3-3),
Two the described horizontal clearance convergent points often organized in step 2 in described supporting status monitoring point are laid 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) respectively.
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: in step 3, utilize each surface subsidence monitoring point, when monitoring the ground settlement situation at each surface subsidence monitoring point present position place, level gauge is adopted to monitor; Utilizing the Vault settlement data that vault sinking observation point records in step 3, is the settling data adopting level gauge to record; The horizontal clearance convergence data utilizing two described horizontal clearance convergent points to record, the horizontal range delta data between two that record for utilizing convergence instrument described horizontal clearance convergent points.
5. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method according to claim 4, it is characterized in that: described level gauge is DINI03 precision level, 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 place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, monitoring time is monitored from carrying out before dewatering construction to constructed shallow-depth-excavation tunnel, until shallow-depth-excavation tunnel of constructing constructed and the Tunnel of construction molding stable after stop monitoring.
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 made up of upper pilot tunnel (1) and the lower pilot tunnel (2) be positioned at immediately below upper pilot tunnel (1), and the rear portion of described Tunnel is connected with vertical shaft; When excavating described Tunnel in step one, 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: proceed excavation to described vertical shaft from top to bottom, until after being excavated to lower pilot tunnel (2) present position, before backward, upper pilot tunnel (1) is excavated, excavation length is 5m ~ 10m, completes the initial segment digging process of lower pilot tunnel (2);
Step 103, up and down pilot tunnel are synchronously excavated: adopt benching tunnelling method synchronously to excavate upper pilot tunnel (1) and lower pilot tunnel (2), until complete whole digging processs of described Tunnel;
When the tunnel support state at monitoring section present position place, each tunnel being monitored in step 3 and the ground settlement situation at each surface subsidence monitoring point present position place is monitored, as the cutting depth H≤5m of described vertical shaft, monitoring frequency is monitor once for three days; As the cutting depth 5m < H≤10m of described vertical shaft, monitoring frequency is monitor once for two days; As the cutting depth H > 10m of described vertical shaft, monitoring frequency is monitor once for one day; The 1st day after described shaft excavation completes to the 7th day, monitoring frequency was monitor once for one day; The 8th day after described shaft excavation completes to the 15th day, monitoring frequency was monitor once for two days; The 16th day after described shaft excavation completes to the 30th day, monitoring frequency was monitor once for three days; 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 have monitored once.
8. according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method according to claim 7, it is characterized in that: when described vertical shaft being constructed in step 101 neutralization procedure 102, also need in the vertical shaft of institute's construction molding, lay many group vertical shaft monitoring points from top to bottom, often organize described vertical shaft monitoring point and include two to the horizontal clearance convergent point be laid in same level, two pairs of described horizontal clearance convergent points are vertical runs, and the often pair of described horizontal clearance convergent point includes two just right horizontal clearance convergent points.
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: carry out in observation process to the tunnel support state at monitoring section present position place, each tunnel in step 3, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the tunnel support state obtaining monitoring section present position place, each tunnel changes with monitoring time; Carry out in observation process to the ground settlement situation at each surface subsidence monitoring point present position place, after each monitoring completes, record need be carried out to this monitoring result, and the situation of change that the ground settlement value obtaining each surface subsidence monitoring point present position place changes with monitoring time.
10., according to a kind of shallow-depth-excavation tunnel construction deformation monitoring method described in claim 1 or 2, it is characterized in that: the degree of depth burying hole (13-1) described in step 2 underground is not less than L, wherein L=1m ~ 1.2m; The height of described protection cylinder (13-4) is 350mm ~ 450mm, the bottom 150mm ~ 250mm lower than the top of separation layer (13-6) of described protection cylinder (13-4); Described settlement monitoring mark post (13-3) is coaxial laying with burying hole (13-1) underground, described settlement monitoring mark post (13-3) is indented bars, and the diameter of described settlement monitoring mark post (13-3) is Φ 15mm ~ Φ 20mm and its length is 0.8m ~ 1.0m.
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| CN105334548A (en) * | 2015-10-20 | 2016-02-17 | 中冶交通建设集团有限公司 | Geological forecasting method for tunnel construction in karst area |
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| CN106677791A (en) * | 2017-02-21 | 2017-05-17 | 中铁二十局集团第三工程有限公司 | Construction method for enabling shallow shield tunnel to pass through highway |
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| CN113338952A (en) * | 2021-07-16 | 2021-09-03 | 中铁二十局集团有限公司 | Construction method for large-section tunnel with turnout line led out from railway tunnel |
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| CN105466366A (en) * | 2015-11-26 | 2016-04-06 | 中国建筑股份有限公司 | High-rise frame-tube structure vertical absolute deformation and differential deformation monitoring device and method |
| CN105466366B (en) * | 2015-11-26 | 2018-05-08 | 中国建筑股份有限公司 | The vertical absolute deformation of Super High framed-tube structure and differential deformation monitoring device and method |
| CN106677791A (en) * | 2017-02-21 | 2017-05-17 | 中铁二十局集团第三工程有限公司 | Construction method for enabling shallow shield tunnel to pass through highway |
| CN107024575A (en) * | 2017-06-08 | 2017-08-08 | 浙江工业大学 | Simulate experimental rig and test method that tunneling boring constructing tunnel triggers earth's surface deformation |
| WO2019006896A1 (en) * | 2017-07-04 | 2019-01-10 | 山东大学 | Rigidity-flexibility-coupled tunnel monitoring support comprehensive system and method |
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| CN108590671A (en) * | 2018-05-14 | 2018-09-28 | 姚晓宁 | A kind of five steps, 14 excavation methods under advanced strong supporting system |
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| CN109359412A (en) * | 2018-11-01 | 2019-02-19 | 山东大学 | The calculation method and system that prediction tunneling shield digging process deforms entirely |
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| CN109359412B (en) * | 2018-11-01 | 2021-04-16 | 山东大学 | Calculation method and system for predicting total deformation of tunnel shield excavation process |
| CN109611131A (en) * | 2018-12-10 | 2019-04-12 | 中交公局桥隧工程有限公司 | Process for treating primary support water leakage at rear part of palm surface |
| CN109631837A (en) * | 2019-01-21 | 2019-04-16 | 中铁隧道勘察设计研究院有限公司 | A kind of method for embedding for subway work surface subsidence monitoring point |
| CN111336987A (en) * | 2020-03-30 | 2020-06-26 | 浙江省交通运输科学研究院 | Method for determining embedding depth of vault settlement monitoring point in tunnel construction |
| CN112179313A (en) * | 2020-09-25 | 2021-01-05 | 北京大成国测科技有限公司 | Settlement monitoring system for building deviation correction |
| CN112179313B (en) * | 2020-09-25 | 2021-12-10 | 北京大成国测科技有限公司 | Settlement monitoring system for building deviation correction |
| CN113027490A (en) * | 2021-04-13 | 2021-06-25 | 中铁十四局集团有限公司 | Advanced grouting method |
| CN113027490B (en) * | 2021-04-13 | 2023-03-10 | 中铁十四局集团有限公司 | Advanced grouting method |
| CN113338952A (en) * | 2021-07-16 | 2021-09-03 | 中铁二十局集团有限公司 | Construction method for large-section tunnel with turnout line led out from railway tunnel |
| CN114383558A (en) * | 2022-01-17 | 2022-04-22 | 北京市政建设集团有限责任公司 | Space monitoring device and method for shield vertical stacking section construction |
| CN114383558B (en) * | 2022-01-17 | 2023-10-27 | 北京市政建设集团有限责任公司 | Spacing monitoring device and method for shield vertical stacking segment construction |
| CN115900635A (en) * | 2023-03-09 | 2023-04-04 | 四川省交通勘察设计研究院有限公司 | Tunnel deformation data monitoring method, device and system |
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