CN110529154A - Prefabricated assembled space grid structure and its construction method for tunnel support - Google Patents
Prefabricated assembled space grid structure and its construction method for tunnel support Download PDFInfo
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- CN110529154A CN110529154A CN201910868684.XA CN201910868684A CN110529154A CN 110529154 A CN110529154 A CN 110529154A CN 201910868684 A CN201910868684 A CN 201910868684A CN 110529154 A CN110529154 A CN 110529154A
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- 238000010276 construction Methods 0.000 title claims abstract description 146
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- 239000011435 rock Substances 0.000 claims description 64
- 229910000831 Steel Inorganic materials 0.000 claims description 28
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Classifications
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
-
- 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A kind of prefabricated assembled space grid structure and construction method for tunnel support provided by the invention.The prefabricated assembled space net rack supporting construction includes at least two blocks prefabricated rack support units, passes through connecting elements connection Formation cross-section closing supporting construction identical with supporting tunnel cross-section shape between rack support unit；When it is constructed, the interior force parameter of tunnel support structure is calculated according to the parameters setting value and tunnel model of tunnel support structure, obtain the construction parameter value of final tunnel support structure, prepare the rack support unit of the prefabricated assembled space net rack supporting construction of every ring, after tunnel excavation, tunnel support close ring is formed in the prefabricated rack support unit of the excavation section quick-assembling completed, the assembly of multi-ring network frame member is completed and carries out gunite concrete again.Structure of the invention is simple, easy to assembly, is not necessarily to gunite concrete, can undertake whole tunnel loads by grid structure itself, improve construction efficiency.
Description
Technical field
The invention belongs to tunnel construction technical fields, and in particular to a kind of prefabricated assembled sky for tunnel support
Between grid structure and its construction method.
Background technique
Tunnel construction because of landform, complex geologic conditions are changeable that different degrees of disaster easily occurs, lead to tunnel support
Structure deforms, and generates threat to Tunnel Stability to some extent, serious to be unable to satisfy design lining section requirement, shadow
Tunnel safety construction is rung, especially brings great difficulty to the constructing tunnel that span is big, structure is complicated, deformation requirements are stringent.At present
Traditional Tunnel structure has shotcrete structure, grid supporting, armored concrete supporting construction etc., existing supporting construction
It is not able to satisfy its requirement in terms of bearing capacity and support time.By taking most commonly seen grid supporting construction as an example, grid
Supporting construction is to spray mixed, anchor pole, steel mesh collective effect with grid steel frame, profile steel frame cooperation, and steelframe is indulged as unit of Pin
To the general 0.5~1.5m/ Pin of spacing.Due to the weak characteristic of its discreteness and grid steel frame self-bearing capacity along longitudinal direction,
Time before gunite concrete, the ability that steelframe bears country rock load are weaker, it is necessary to which gunite concrete rear can be carried out down
Procedure will extend the duration in this way, reduce support construction efficiency.
With the development of element precast mounting technology, be increasingly becoming must for the prefabrication and assembly construction of supporting construction in constructing tunnel
It so, is the major measure that construction quality can be provided He build speed, reduce cost.It is exactly to assemble that shield method, which builds Tunnel Engineering,
The Typical Representative of formula liner supporting, but due to shield method tunnel construction higher cost, so current mining method construction tunnel is still
Sizable ratio is so accounted for, but it is less for the precast assembly technical research of Tunneling by mining method supporting construction.Mining Method at present
The most commonly used is the Composite Supporting System being made of gunite concrete, anchor pole, steel arch-shelf etc., common steel arch-shelf tools for tunnel support
There are biggish supporting intensity and rigidity, can enhance preliminary bracing structural capacity, but the longitudinally connected reinforcing bar of traditional steel arch-shelf
And lock foot and steelframe are all made of welded connecting, speed of application is slow, does not meet the requirement of " the early closing " of constructing tunnel, scene overhead welding
Working space is narrow, and quality can be to guarantee, although moreover, section-steel support technology maturation, it is easy to happen due to lateral
Rigidity is low and weak axis distortion unstability occurs.Under the premise of meeting safe and reliable, current transit tunnel shield segment assembling is used for reference
Technology researches and develops a kind of precast splice type supporting construction for reducing each process alternately operating time, improves construction efficiency, it appears ten
Divide necessity.
For space grid structure, as a kind of Spacial Frame Structures, there is three-dimensional loading characteristic, can bear each
The effect in direction, and grid structure is generally high order statically indeterminate structure, if a bar partial failure, only few primary indeterminate time
Number, internal force can be readjusted, and total does not fail generally, safety stock with higher.Due to its good integrity, stablize
Property it is good, space stiffness is big, can effectively bear non-symmetrical load, load and dynamic load, and have preferable anti-seismic performance.Its
Space grid structure have been widely used for gymnasium, cinema, show room, Waiting Lounge, Stadium canopy, hangar,
The roof system of the buildings such as two-way Large Column Spacing workshop.But to intersect at the rod piece quantity on node more for space grid structure, production peace
Dress is compared with planar structure complexity, along with the particularity of tunnel support structure, the limitation of construction space and tunnel support for
The restriction of calculating and the requirement of its bearing capacity, there is no space grid structure is applied in constructing tunnel at present.
Summary of the invention
The present invention is directed to the long problem with bearing capacity deficiency of traditional supporting type construction time, and the present invention proposes a kind of suitable
For the prefabricated assembled space grid structure and its construction method of tunnel support, which gives full play to space net rack knot
The construction convenience of the good stress performance of structure and quick assembled type can guarantee safety for tunnel engineering, improve construction efficiency.
A kind of prefabricated assembled space grid structure for tunnel support provided by the invention, it is characterised in that: described
Prefabricated assembled space net rack supporting construction includes at least two blocks prefabricated rack support units, and the two of every block of rack support unit
End is respectively equipped with the connecting elements connecting with adjacent rack support unit, and at least two pieces of rack support unit head and the tail pass through connection structure
Part connects Formation cross-section closing supporting construction identical with supporting tunnel cross-section shape；Every block of rack support unit be by winding up
The lattice support structure of bar, lower boom and web member composition, what top boom formation rack support unit was contacted with tunnel inner wall meets
Native wire side, lower boom form the back soil wire side of rack support unit, and web member is connected between top boom and lower boom, and is being winded up
It is separated to form multiple grid cells between bar and lower boom, is equipped with metal mesh in the native wire side of meeting of every block of rack support unit.
The present invention preferably technical solution: it is triangle that the grid cell of the rack support unit, which meets native face and carries on the back native face,
Shape, square, rectangle, pentagon or hexagon, facade are triangle.
The present invention preferably technical solution: the rack support unit is by multiple triangular pyramids or multiple rectangular pyramids or multiple
The grid type support frame of hexagonal pyramid composition.
The present invention preferably technical solution: the top boom and lower boom of the rack support unit are by steel pipe, fashioned iron, steel
Any one or a few rod piece in muscle, concrete filled steel tube passes through welding or the arc for being directly bent or being formed by connecting by connector
The shape body of rod；And web member is connected by welding or connector between top boom and lower boom and forms arch-shaped space truss structure, the abdomen
Bar is steel pipe, fashioned iron, reinforcing bar, any one or a few rod piece in concrete filled steel tube.
The present invention preferably technical solution: the connecting elements be the joggle connector being mutually matched or sleeve connector or
Bayonet connection or grafting or welded connections, the first connector and the second connector difference that each connecting elements is mutually matched
The docking site of two neighboring rack support unit, and the connecting elements at the both ends of each rack support unit are set
It is mutually matched；At least two rack support units pass through the first connector and the splicing of the second connector or welding or splicing and welding
Combined mode connects into section annular identical with supporting tunnel cross sectional shape, rectangle, the shape of a hoof or polygon closed branch
Protection structure.
A kind of construction method of prefabricated assembled space grid structure for tunnel support provided by the invention, feature
It is, including the prefabricated assembled space net rack supporting construction at least two ring claim 1 to 5 any one, specifically applies
Steps are as follows for work:
(1) the parameters setting value and tunnel model of tunnel support structure are obtained；And according to the parameter item setting value
The load load of the tunnel support structure and the elasticity modulus of equivalent space shell are calculated with tunnel model；By the load lotus
Load and input of the elasticity modulus as finite element algorithm, calculate the interior force parameter of the tunnel support structure, according to described
Interior force parameter verifies the safety of the tunnel support structure, obtains corresponding verification result, is finally tied according to the verifying
Fruit adjusts the value of the parameter item, obtains the construction parameter value of final tunnel support structure；
(2) according to the construction parameter value of the tunnel support structure calculated in step (1), determine that every ring is prefabricated assembled
The segmentation of space net rack supporting construction, and select suitable rod piece according to segmentation situation in factory or the every prefabricated dress of ring of field fabrication
The connector of monolithic rack support unit and rack support unit with formula space net rack supporting construction；
(3) after tunnel excavation, tunnel is formed in the prefabricated monolithic rack support unit of the excavation section quick-assembling completed
Road supporting close ring, the connector that adjacent two blocks of rack support units directly pass through its end quickly connect, and connector includes
The joggle connector or sleeve connector or bayonet connection or disk being mutually matched buckle connection or connector, connector according to
The end of rack support unit is welded on after rack support unit is directly prefabricated；
(4) continue tunneling, and in the assembled next prefabricated assembled space net rack supporting construction of ring of excavation section, adjacent two
Longitudinally connected bar splicing can be used in annular space rack supporting construction；
(5) according to engineering practice, after the assembly for completing multi-ring network frame member, fill-before-fire or casting concrete form branch
Protection structure.
The present invention preferably technical solution: the parameter of tunnel support structure includes monolithic prefabrication and assembly construction in the step (1)
Longitudinal supporting length of formula space net rack supporting construction, the longitudinal cross-section body of rod radical of every linear meter(lin.m.) tunnel support structure, initial stage branch
The thickness of shield, the material thickness of the body of rod, the diameter of connector, the circumferential spacing of connector, rod piece and the material of fitting, bar repeatedly
Whole parameters or any several parameters in the geometric dimension of part and connector.
The present invention preferably technical solution: the load load packet of the tunnel support structure calculated in the step (1)
Include the gravity load of tunnel support structure and the external load of tunnel support structure；
Wherein, 1. the gravity load f of the tunnel support structure is calculated using formula:
F=γ1bh1；①
Formula 1. in, γ1Indicate the concrete severe of the tunnel support structure, b indicates computing unit longitudinal width, h1It indicates
The thickness of the tunnel support structure；
The external load of the tunnel support structure includes the stratum drag and tunnel support knot that tunnel support structure is born
The calculating of at least one in the pressure from surrounding rock that structure is born；Wherein, the pressure from surrounding rock that tunnel support structure is born includes tunnel
The vertical well-distributed pressure of the country rock that road supporting construction is born and horizontal well-distributed pressure；
After the pressure from surrounding rock that tunnel support structure is born calculates completion, the country rock pressure is adjusted according to load factor
Power, wherein the load factor is the ratio of payload values and maxium load value that tentative calculation passes through.
The present invention preferably technical solution: the stratum drag calculating process that the tunnel support structure is born is as follows:
(1) Winkler's assumption algorithm is used, the stratum resistance coefficient of the tunnel model is calculated；
(2) by rigid bar method, it is anti-that the stratum that the tunnel support structure is born is calculated according to the stratum resistance coefficient
Power.
The present invention preferably technical solution:
In the case where the tunnel model is deep tunnel:
2. the vertical well-distributed pressure q of the country rock that the tunnel support structure is born is calculated using following formula,
Q=γ2hq ②
Formula 2. in, hq=first constant × 2S-1W, w=second constant+i (B- three constant)；γ2Indicate country rock weight
Degree, hqIt indicates that country rock collapses and encircles computed altitude, S indicates that Grades of Surrounding Rock, w indicate that widths affect coefficient, B indicate that tunnel excavation is wide
Degree, i indicate every pressure from surrounding rock gradient for increasing unit length；
The horizontal even cloth pressure of the country rock that the tunnel support structure is born is held by the tunnel support structure of above-mentioned calculating
The product of the country rock received vertical well-distributed pressure q and particular factor；Wherein, the value of the particular factor is related to Grades of Surrounding Rock.
The present invention preferably technical solution:
In the case where the tunnel model is shallow tunnel:
3. the vertical well-distributed pressure q of the country rock that the tunnel support structure is born is calculated using formula,
Wherein,
γ2Indicate country rock severe, h2Indicate the height of tunnel top from the ground, λ indicates that lateral pressure coefficient, θ indicate tunnel top
The angle of friction of portion two sides, B indicate that tunnel excavation width, β indicate angle of rupture when maximum thrust,Indicate that country rock calculates friction
Angle；
The horizontal even cloth pressure e of the country rock that the tunnel support structure is borniIt is 4. calculated using formula,
ei=γ2hiλ ④
Wherein, γ2Indicate country rock severe, hiIndicate the distance on outside arbitrary point to ground in tunnel, λ indicates lateral pressure system
Number.
The parameter of tunnel support structure includes the vertical of the prefabricated assembled space net rack supporting construction of monolithic in the step (1)
Material to supporting length, the longitudinal cross-section body of rod radical of every linear meter(lin.m.) tunnel support structure, the thickness of preliminary bracing, the body of rod is thick
Degree, the circumferential spacing of the diameter of connector, connector, rod piece and the geometric dimension of the material of fitting, rod piece and connector repeatedly
In whole parameters or any several parameters, the wherein type of attachment of rod piece, bar material, geometric dimension (length, diameter or thickness
Degree etc.) material and geometric dimension of connecting elements
Beneficial effects of the present invention:
(1) supporting construction in the present invention utilizes and gives full play to the good stress performance of space grid structure and quick assembling
Traditional steel arch-shelf etc. " line supporting " is changed to " face supporting " by the construction convenience of formula, promotes tunnel safety and stability；
(2) the prefabricated assembled space net rack supporting construction in the present invention is not necessarily to gunite concrete, certainly by grid structure
Body can undertake whole tunnel loads, assembled quick, and can carry out injection coagulation after carrying out multiple excavations and assembled recycle
Soil reduces working procedure alternating, improves construction efficiency, ensured safety for tunnel engineering, is particularly suitable for complicated geology, becomes
Shape control is stringent to wait tunnel excavations section；
(3) the space net rack supporting construction in the present invention is to be connected by multi-disc arc supporting construction by quick-assembling connector
It forms, arc supporting construction can directly be processed in advance according to parameters for tunnel or scene processing, and then quick-assembling forms one
Whole ring structure avoids the problems such as construction tunnel caused by welding is slow, quality can be difficult to ensure, improves construction effect
Rate；
(4) the space net rack supporting construction in the present invention is made of multiple pyramidal structures, each pyramidal structure wherein one
Side is planar, the other side be it is dotted, connected between face and point by more pull rods, under joint load effect, each rod piece is main
Axial pulling force and pressure are born, the intensity of material can be given full play to, multiple pyramid components are regular to be combined, whole
Body is good, and stability is good, and space stiffness is big, can effectively bear non-symmetrical load, load and dynamic load, and has preferable
Anti-seismic performance；
(5) in the construction process in advance for the bearing capacity of the tunnel needs before gunite concrete to rack in the present invention
The parameter of supporting construction carries out calculating design, guarantees that the supporting construction designed can satisfy construction safety, it is ensured that prefabricated branch
Protection structure is just capable of providing larger bearing capacity before gunite concrete, it can be achieved that mixed without injection in certain job area
Solidifying soil can carry out next procedure, improve construction efficiency.
(6) the space grid structure combination in the present invention is regular, and great deal of nodes is identical with shape, the size of rod piece, and
And rod piece and node specification are less, easy to produce, product quality is high.
The present invention can complete the assembly of multi-ring network frame member according to the actual situation and carry out gunite concrete again, the structure and apply
Support unit batch production in work method is prefabricated, easy to produce, quality controllable, and on-site consolidation construction is convenient, and mixed without injection
Solidifying soil can undertake whole tunnel loads by grid structure itself, and greatly the alt time of reduction each process is, it can be achieved that tunnel
The rapid construction of road supporting improves construction efficiency.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of prefabricated assembled space net rack supporting construction of the invention；
Fig. 2 is the structural schematic diagram of rack support unit in the present invention；
Fig. 3 is the splicing schematic diagram of rack support unit in the present invention；
The structural schematic diagram of different connecting elements in Fig. 4 a to Fig. 4 e present invention；
Fig. 5 is the floor map of rack support unit of the invention；
Fig. 6 is the diagrammatic cross-section of rack support unit of the invention；
Fig. 7 a to 7c is the structural schematic diagram of the different grid cells of rack support unit；
Fig. 8 a to Fig. 8 c is the spelling schematic diagram of Fig. 7 a grid cell into 7c respectively.
Fig. 9 is rack framework supporting width and apart from schematic diagram；
Figure 10 is Construction State schematic diagram of the invention.
In figure: 1-rack support unit, 2-to supporting tunnel, 3-top booms, 4-lower booms, 5-web members, 6-gold
Belong to net, 7-connecting elements, the first connector of 7-1-, the second connector of 7-2-, 8-concrete lining-ups, a-rack supporting structure
The width of part, the spacing of the adjacent two looped networks frame supporting construction of b-.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.Attached drawing 1 is the attached drawing of embodiment to Fig. 8,
It is drawn by the way of simplified, is only used for purpose that is clear, compactly illustrating the embodiment of the present invention.Below to exhibition in the accompanying drawings
Existing technical solution is the concrete scheme of the embodiment of the present invention, it is not intended that limits the range of claimed invention.Base
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts it is all its
His embodiment, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that, term " on ", "lower", "inner", "outside", "left", "right" etc. indicate
Orientation or positional relationship be based on the orientation or positional relationship shown in the drawings or the invention product using when usually put
Orientation or positional relationship or the orientation or positional relationship that usually understands of those skilled in the art, be merely for convenience of retouching
It states the present invention and simplifies description, rather than the equipment of indication or suggestion meaning or element must have a particular orientation, with specific
Orientation construction and operation, therefore be not considered as limiting the invention.
As shown in Figures 1 to 6, a kind of prefabricated assembled space net rack knot for tunnel support that the invention patent provides
Structure, specifically includes at least two blocks prefabricated rack support units 1, the both ends of every block of rack support unit 1 be respectively equipped with it is adjacent
The connecting elements 7 that rack support unit 1 connects, the connecting elements 7 is joggle connector (such as Fig. 4 a and the figure being mutually matched
4b) or sleeve connector or bayonet connection (such as Fig. 4 c is buckled with Fig. 4 d) or connector or disk and is connected (such as Fig. 4 e), each
The the first connector 7-1 and the second connector 7-2 that connecting elements 7 is mutually matched are separately positioned on two neighboring rack support unit
1 docking site, and the connecting elements 7 at the both ends of each rack support unit 1 is also mutually matched；At least two racks
It is identical with 2 cross sectional shape of supporting tunnel that support unit 1 by the first connector 7-1 and the second connector 7-2 is spliced into section
Annular, rectangle, the shape of a hoof or polygon closed supporting construction.Prefabricated rack support unit 1 is according to tunnel cross-section shape point
Section is prefabricated, compatible with tunnel cross-section shape, does not limit the concrete shape being assembled into.
Every block of rack support unit 1 in the prefabricated assembled space net rack supporting construction of tunnel support provided in the present invention
For the lattice support structure being made of top boom 3, lower boom 4 and web member 5, top boom 3 forms rack support unit 1 and tunnel
Native wire side is met in the contact of 6 inner wall of road, and lower boom 4 forms the back soil wire side of rack support unit 1, web member 5 be connected to top boom 3 with
Between lower boom 4, and multiple grid cells are separated to form between top boom 3 and lower boom 4, in every block of rack support unit 1
Meet native wire side equipped with metal mesh 6.Wherein, the native wire side of meeting of rack support unit 1 is respectively formed entire bracket with native wire side is carried on the back
Outer ring structure and inner ring structure can guarantee so outer since the body of rod on outer ring structure and inner ring structure is uniformly arranged
Uniform force on coil structures and inner ring structure.
The meet native face and the native face of back of 1 grid cell of rack support unit are triangle, square, rectangle, five in the present invention
Side shape or hexagon, facade are triangle, it is ensured that it is met native wire side and carries on the back what the rod piece in native wire side was surrounded by web member 5
Minimum shape unit is triangle, can further improve the support strength of prefabricated components by triangle rock-steady structure.The net
The top boom 3 and lower boom 4 of frame support unit 1 are by any one or a few in steel pipe, fashioned iron, reinforcing bar, concrete filled steel tube
Rod piece passes through welding or the arc body of rod for being directly bent or being formed by connecting by connector；And between top boom 3 and lower boom 4
Web member 5 is connected by welding or connector and forms arch-shaped space truss structure, and the web member 5 is steel pipe, fashioned iron, reinforcing bar, steel tube concrete
Any one or a few rod piece in soil.
Rack support unit 1 provided in the present invention is made of multiple triangular pyramids or multiple rectangular pyramids or multiple hexagonal pyramids
Grid type support frame, for triangular pyramid as shown in Fig. 7 a and 8a, the triangle bottom surface of two neighboring triangular pyramid is linked as a curved surface, should
Curved surface is the native face of meeting of rack support unit 1, forms three support rods, that is, rack support unit 1 of triangular pyramid triangle bottom surface
The cone of top boom, two neighboring triangular pyramid is linked together by interior chord member 4, and three supports of triangular pyramid cone are formed after connection
Bar, that is, rack support unit 1 web member.Its rectangular pyramid is as illustrated in figures 7 b and 8b, the same with triangular pyramid, and quadrangular bottom is linked as
One curved surface, the plane are the native face of meeting of rack support unit 1, form four support rod, that is, racks of rectangular pyramid quadrangle bottom surface
The cone of the top boom of support unit 1, two neighboring rectangular pyramid is linked together by interior chord member 4, and rectangular pyramid cone is formed after connection
Four support rods, that is, rack support unit 1 web member of body.For hexagonal pyramid as shown in Fig. 7 c and 8c, hexagon bottom surface is linked as one
Curved surface, the curved surface are the native face of meeting of rack support unit 1, form six roots of sensation support rod, that is, rack supporting of hexagonal pyramid hexagonal bottom surface
The cone of the top boom of component 1, two neighboring hexagonal pyramid is linked together by interior chord member 4, and hexagonal pyramid cone is formed after connection
Six roots of sensation support rod, that is, rack support unit 1 web member.
Below with reference to embodiment, the present invention is further described, and the middle parameter value of the embodiment of the present invention determines that scheme calculating can
To be realized using various computer languages, for example, object oriented program language Java and literal translation formula scripting language
JavaScript etc..
A kind of construction method for prefabricated assembled space grid structure for tunnel support that embodiment provides, this is applied
The grid type support frame that work method is made of primarily directed to rack support unit 1 multiple rectangular pyramids, adjacent two looped networks frame supporting
The spacing b's of structure can be taken as 0 according to the actual situation, as shown in Figure 1, its tunnel cross-section perimeterWherein n is tunnel
Road section member segments number, Li are the length of i-th section of component, and connecting elements 7 can mutually splice on rack support unit 1
Joggle connector, steps are as follows for the Specific construction of the supporting construction:
(1) the construction parameter value of tunnel support structure is determined:
A. the parameters setting value and tunnel model of tunnel support structure are obtained；Its parameter item includes but is not limited to: every
Longitudinal supporting length of piece space net rack supporting construction, every linear meter(lin.m.) space net rack supporting construction longitudinal cross-section match reinforcing bar (pipe) root
Number (unilateral side), the thickness of preliminary bracing, the material thickness (such as bar diameter, thickness of steel pipe) of the body of rod, connector diameter and
Circumferential spacing of connector etc..The setting value of these parameters can be parameter empirical value, be also possible to design value.The present invention is implemented
The tunnel model of example is designed for simulating actual tunnel situation with Tunnel Engineering geology, hydrological geological conditions and existing tunnel
And the correlations such as construction experience, tunnel situation extend mode, tunnel depth, tunnel cross-section shape with Grades of Surrounding Rock, tunnel at tunnel
Etc. parameters it is related；
B. according to the setting value of parameter item and tunnel model, the load load and equivalent space shell of tunnel support structure are calculated
The elasticity modulus of body, load load mainly include gravity load and external load, and external load specifically includes that stratum drag and country rock
Pressure etc.；Tunnel support structure can be equivalent to space shell structure, using the setting value of each parameter item of tunnel support structure, come
The elasticity modulus for calculating equivalent space shell, can preferably simulate tunnel support structure using which, the bullet being calculated
Property modulus can be equivalent to the elasticity modulus of tunnel support structure entirety；
C. using load load and elasticity modulus as the input of finite element algorithm, the internal force ginseng of tunnel support structure is calculated
Number, interior force parameter include: moment of flexure, axle power (axial force) and shearing etc.；According to interior force parameter, the peace of tunnel support structure is verified
Quan Xing obtains corresponding verification result, according to verification result, the value of adjusting parameter item, if verification result instruction is unsatisfactory for safety
Property require, then need the value for adjusting each parameter item to continue to verify, to determine the parameter item for meeting safety.If verification result refers to
Show and meet security requirement, and is more beyond security requirement, then the value for needing to adjust a parameter item continues to verify, to save material
Material, reduces cost；
D. the value of the parameter item is finally adjusted according to the verification result, obtains the construction of final tunnel support structure
Parameter value；
(2) according to the construction parameter value of the tunnel support structure calculated in step (1), determine that every ring is prefabricated assembled
The segmentation of space net rack supporting construction, and suitable rod piece and connector are selected, according to segmentation situation in factory or field fabrication
The monolithic rack support unit of every prefabricated assembled space net rack supporting construction of ring and the connector of rack support unit；
(3) after tunnel excavation, tunnel is formed in the prefabricated monolithic rack support unit of the excavation section quick-assembling completed
Road supporting close ring, adjacent two blocks of rack support units are connected by connecting elements 7, and connecting elements 7 includes being mutually matched
Joggle connector or sleeve connector or bayonet connection or disk buckle connection or connector, when connecting elements is joggle connection
When part, as shown in figures 4 a and 4b, the first connector 7-1 and the second connector 7-2 of composition connecting elements 7 are mutually matched
Convex block and groove, in connection, it is only necessary to two parts directly be docked to its convex block and be mutually embedded in clamping in the groove of other side；
When connecting elements is bayonet connection, as shown in Fig. 4 c and Fig. 4 d, including being equipped with the first connecting elements of bayonet and being equipped with lockhole
The second connecting elements, in the second connecting elements the first connecting elements of corresponding insertion, and pass through a lock interlocking；When connection structure
When part is that disk buckles connection, as shown in Fig. 4 e, the first connecting elements is equipped with disc type aperture, and the second connecting elements first connects
After connection member clamping, locked by closing piece；Connecting elements 7 in embodiment according to rack support unit it is directly prefabricated after be welded on
The end of rack support unit；When carrying out the installation of rack support unit, the present invention uses multifunctional electric arch fitting machine generation
For traditional stand trolley, is risen by multi-functional arch erecting bed roof and the operational means such as arm crawl are installed automatically, it is more
There is function arch fitting machine multi-functional arch installation trolley to have automatically walk, automatic station-keeping system, using arm plus hanging basket
It combines, realizes multi-functional arch trolley all-around mobile, accurately lifts arch, complete arch construction technique, entirety
Movement is efficient and convenient, and applicability is wide, and arch all-around mobile may be implemented, and any position is in place, and whole equipment uses safe liquid
Pressure, electric control system controls；
(4) continue tunneling, and continue in excavation section using the assembled next ring prefabrication and assembly construction of multi-functional arch fitting machine
Formula space net rack supporting construction；Longitudinally connected bar splicing can be used in adjacent two annular spaces rack supporting construction；
(5) according to engineering practice, complete after the prefabricated assembled space net rack supporting construction of monocycle or complete several rings
After prefabricated assembled space net rack supporting construction, injection or casting concrete in rack supporting construction, and will be prefabricated assembled
Space net rack supporting construction is wrapped to form liner structure；Since space net rack supporting construction has stronger rigidity, it can undertake and apply
Country rock relaxation load between duration, can also carry out next procedure without horse back gunite concrete, in order to accelerate excavation progress, distance
Within the scope of face certain distance, delay to apply gunite concrete, it can be only using space net rack supporting construction as preliminary bracing
Bearing structure.
In an embodiment of the present invention, as shown in Figure 10, at least two panels space net rack supporting construction is needed, is tentatively drafted every
Reinforcing bar (pipe) is matched in longitudinal supporting length L of piece space net rack supporting construction, every linear meter(lin.m.) space net rack supporting construction longitudinal cross-section
Radical (unilateral side) n, preliminary bracing thickness h and other constructing variables, these parameter items can use industry experience value.And for other
Parameter item can be assumed that a setting value, and such as rod body material thickness, Lai Jinhang structure mechanics analysis, whether inspection calculates design margin evaluation
It meets the requirements.By carrying out tentative calculation to these parameter items, the value for the parameter item for meeting security requirement is obtained.
In the above-described embodiments by gravity load and external load, it is determined as the load load of tunnel support structure, and is directed to
The calculating process of load load is specific as follows:
One, the calculating of gravity load
Wherein, according to the setting value of parameter item, the step of calculating the gravity load of tunnel support structure includes: using formula
1. calculating the gravity load f of tunnel support structure；Wherein, formula is 1. are as follows:
F=γ1bh1；
Wherein, γ1Indicate the concrete severe of tunnel support structure, b indicates computing unit longitudinal width, h1Indicate tunnel support
The thickness of structure.
Two, the calculating of external load
According to tunnel model, the step of calculating the external load of tunnel support structure, include at least one of the following: according to tunnel
Model calculates the stratum drag that tunnel support structure is born；According to the type of tunnel model, calculates tunnel support structure and held
The pressure from surrounding rock received.
1, the calculating of stratum drag
According to tunnel model, the step of calculating the stratum drag that tunnel support structure is born, comprising: false using Wen Keer
Determine algorithm, calculates the stratum resistance coefficient of tunnel model；By rigid bar method, tunnel support structure is calculated according to stratum resistance coefficient
The stratum drag born.Specifically, in rigid bar method, stratum drag is simulated with stratum spring.Stratum resistance coefficient root
It determines according to soil layer condition, is calculated by Winkler's assumption.In calculating, the spring of tension is eliminated.
2, the calculating of pressure from surrounding rock
According to the type of tunnel model, the step of calculating the pressure from surrounding rock that tunnel support structure is born includes: according to tunnel
The type of road model calculates separately the vertical well-distributed pressure of country rock and horizontal even cloth pressure that tunnel support structure is born.Wherein,
Vertical well-distributed pressure is different with the calculation of horizontal even cloth pressure under tunnel model.The type of tunnel model is different, vertical equal
The calculating of cloth pressure is different, and the calculation of horizontal even cloth pressure is also different.The present embodiment will be in conjunction with deep tunnel and shallow below
Tunnel is buried to be described further the calculating of pressure from surrounding rock.
2-1, deep tunnel situation
Deep tunnel situation refers to the case where tunnel center line, top or bottom and surface distance are more than certain value, In
The case where being referred in the present embodiment in addition to shallow tunnel situation.Calculating for vertical well-distributed pressure: it is in tunnel model
In the case where deep tunnel, 2. using formula, calculating the vertical well-distributed pressure q of country rock that tunnel support structure is born, (unit can
Think kPa)；Wherein, formula is 2. are as follows:
Q=γ2hq
Wherein, hq=first constant × 2S-1W, w=second constant+i (B- three constant)；
Wherein, γ2Indicate that (unit can be kN/m to country rock severe3), hqIndicate that (unit can for country rock slump arch computed altitude
Think m), S indicates that Grades of Surrounding Rock, w indicate that widths affect coefficient, B indicate tunnel excavation width (unit can be m), and i indicates every
Increase the pressure from surrounding rock gradient of unit length.
Optionally, first constant can be 0.45, and second constant can be 1, and three constant can be 5.Correspondingly, hq=
0.45×2S-1W, w=1+i (B-5).Wherein, it as B < 5m, takes i=0.2, when B >=5m, takes i=0.1.
For horizontal even cloth calculation of pressure: in the case where tunnel model is deep tunnel, tunnel support structure being held
The product of the vertical well-distributed pressure of the country rock received and particular factor is determined as the horizontal even cloth pressure of country rock that tunnel support structure is born
Power, wherein the value of particular factor is related to Grades of Surrounding Rock.For example, even cloth pressure horizontal in this case can be true by the following table 1
It is fixed:
Table 1
| Grades of Surrounding Rock | I~II | Ⅲ | Ⅳ | Ⅴ |
| Horizontal even cloth pressure | 0 | <0.15q | (0.15~0.30) q | (0.30~0.50) q |
2-2, deep tunnel situation
Shallow tunnel refers to the case where tunnel center line, top or bottom and surface distance are lower than certain value, as tunnel buries
It is deep to be greater than hqAnd it is less than 2.5hqThe case where.
Calculating for vertical well-distributed pressure: in the case where tunnel model is shallow tunnel, 3. using formula, tunnel is calculated
The vertical well-distributed pressure q of the country rock that road supporting construction is born；Wherein, formula is 3. are as follows:
Wherein,
γ2Indicate that (unit can be kN/m to country rock severe3), h2Indicate that (unit can be with for the height of tunnel top from the ground
For m), λ indicates lateral pressure coefficient, θ indicate tunnel top two sides angle of friction (unit can for °, generally take empirical value), B
It indicates tunnel excavation width or be tunnel span (unit can be m), (unit can be with for angle of rupture when β expression maximum thrust
For °),Indicate that country rock calculates angle of friction (unit can be °).
Optionally, the 4th constant can be 1, and the 5th constant can be 1, and the 6th constant can be 1.Correspondingly,
Calculating for horizontal even cloth pressure: it in the case where tunnel model is shallow tunnel, 4. using formula, calculates
The horizontal even cloth pressure e of the country rock that tunnel support structure is borni；Wherein, formula is 4. are as follows:
ei=γ2hiλ
Wherein, γ2Indicate that (unit can be kN/m to country rock severe3), hiIndicate tunnel on the outside of arbitrary point to ground away from
From (unit can be m), λ indicates lateral pressure coefficient.
Further, the maximum relaxation load that the pressure from surrounding rock being calculated above is born by tunnel-liner, but consider
To the supporting role of front of tunnel heading country rock and rear preliminary bracing and secondary lining, there are certain three-dimensional effects, actually apply
During work, space net rack supporting construction is not subject to so big load, therefore in the design, rolls over to above-mentioned load
Subtract.Specifically, after calculating pressure from surrounding rock, pressure from surrounding rock is adjusted according to load factor, wherein load factor passes through for tentative calculation
Payload values and maxium load value ratio.For example, it is assumed that country rock load is q, q=μ q ', wherein μ indicates load factor, is
The ratio between payload values that tentative calculation passes through and maxium load value, q ' expression acts in tunnel support structure (space net rack supporting construction)
Relaxation load.
It is worth noting that erecting space net rack supporting construction stage and gunite concrete stage, by using difference
Load factor μ, carry out load of the corrective action on tunnel support structure, to obtain meeting supporting construction actual loading situation
Load.
The calculation of load load under different scenes is described above, it below will be further combined with application scenarios to step
The example that the elasticity modulus of tunnel support structure is calculated in 1 is explained.
Specifically, by taking the u-shaped cross-section Structural Lining of bored tunnel shown in FIG. 1 as an example, structure stress mode is with bias
Based on compression, according to tension and compression principle of rigidity equivalent, supporting construction stage and the supporting construction in gunite concrete stage etc. will be erected
Effect is with certain thickness space shell structure.
Erecting supporting construction stage, EA=Eg(Ag+A‘g), A=Lh, correspondingly, step 13 include: using formula 5.,
Calculate the elastic modulus E of the equivalent space shell of tunnel support structure；Wherein, formula is 5. are as follows:
Wherein, Ag、A‘g(unit can be m to the area of section of expression tension and the compressive region body of rod2), EgIndicate the material of the body of rod
Expect modulus, L indicates that the longitudinal length of a piece of rack supporting construction in tunnel support structure, h indicate the thickness of equivalent space shell
Degree.
Wherein, in the case where the body of rod is reinforcing bar,Wherein, n indicates a linear meter(lin.m.)
The quantity of the included body of rod in the longitudinal cross-section of rack supporting construction, D indicate the diameter of reinforcing bar.
In the case where the body of rod is steel pipe,N indicates a linear meter(lin.m.)
The quantity of the included body of rod in the longitudinal cross-section of rack supporting construction, D indicate that the diameter of steel pipe, t indicate the wall thickness of steel pipe.
The calculating for erecting steelframe stage elasticity modulus is described above, for the gunite concrete stage, according to existing design
Experience, in this stage, the equivalent stiffness contribution of the rigidity pair cross-section of steel almost be can be ignored.Therefore, this stage can be straight
Connect the rigidity using the rigidity of pneumatically placed concrete as representative section.
Calculating for interior force parameter is the calculating knot of the elasticity modulus based on above-mentioned load load and equivalent space shell
Fruit is existing, and the embodiment of the present invention is according to Elasticity basic principle, and the Solve problems of tunnel force on cross-section, it is flat for can simplify
Face strain problems.Using Finite Element, the supporting construction for erecting steelframe stage and gunite concrete stage is calculated separately out
Internal force (moment M, axle power N and shearing Q).
After obtaining interior force parameter, the safety of tunnel support structure can be verified based on interior force parameter.Below originally
Inventive embodiments will verify safety in conjunction with the different construction stages, to obtain the design value of suitable structural parameters.
6. using formula corresponding verification result is calculated in the erection space net rack supporting construction stage；It is in verification result
When safety coefficient is greater than or equal to the first value, determine that the safety of tunnel support structure is met the requirements.Assuming that the first value is 2.4,
So when K is greater than or equal to 2.4, then the value of the parameter item of tunnel support structure meets security requirement；Conversely, then executing step
Rapid 16, the value of adjusting parameter item carries out tentative calculation next time, until being suitably worth.
Wherein, formula is 6. are as follows: KN=α RgA, wherein K indicates safety coefficient, and N indicates axle power, and α indicates the eccentric shadow of axle power
Ring coefficient, RgIndicate the tension and compression ultimate strength of the material of rack supporting construction, A indicates the area of section of equivalent space shell.
Optionally, the Eccentric Effect Factor of axle power is related to the thickness of axle power eccentricity and equivalent space shell.For example,Wherein, e0Indicate axis
To power eccentricity, h indicates the thickness of equivalent space shell.
It can also include the steps that calculating other parameters entry value after the step of being verified result, specifically, according to
Interior force parameter verifies the safety of tunnel support structure, obtains corresponding verification result.Then 7. using formula, connection is calculated
The structural parameters of part；Wherein, formula is 7. are as follows:
K indicates safety coefficient, and Q indicates shearing, RgIndicate the tension and compression ultimate strength of the material of rack supporting construction, AkIt indicates
The sectional area of connector and body of rod junction, leIndicate the length of the beam element selected in finite element algorithm, θ indicates tunnel top
The angle of friction of two sides, c indicate the circumferential spacing of connector.Optionally, the 7th constant can be 0.8, correspondingly,
In this way, connector diameter d and circumferential spacing c, the shearing resistance for meeting structure can be made strong by shear Strength Calculation
Degree requires.
The security verification mode for erecting the space net rack supporting construction stage is described above, spray is described further below
Security verification mode after penetrating the concrete stage.
After the gunite concrete stage, in the case where the height in concrete compression area is less than or equal to threshold value, using public affairs
8. formula calculates corresponding verification result；When verification result is that safety coefficient is greater than or equal to the first value, tunnel support knot is determined
The safety of structure is met the requirements.
Wherein, formula is 8. are as follows:
KNe≤Rwbx(h0-x/2)+RgA‘g(h0-a’)
Wherein,
K indicates safety coefficient, and N indicates axle power, e, e’Indicate the center of gravity of the body of rod in tension and compressive region to axle power position
Distance, RwIndicate Bending Concrete ultimate compressive strength, b indicates computing unit longitudinal width, and x indicates concrete compression area
Highly (unit can be m), RgIndicate the tension and compression ultimate strength of the material of rack supporting construction, Ag、A‘gIndicate tension and compression
(unit can be m to the area of section of the body of rod in area2), a, a ' indicate the center of gravity of the body of rod in tension and compressive region to equivalent space shell
The minimum distance (unit can be m) of the section edges of body, h0Indicate the effective height in the section of equivalent space shell, h0=h-
a。
Specifically, the stress stage after the gunite concrete stage takes square to have R the position of axle powerg(Age-A‘ge’)
=Rwbx(e-h0- x/2), it can be derived by the formula: Its
In, RwIndicate Bending Concrete ultimate compressive strength, x indicates the height in concrete compression area, Rg, R 'gIndicate rack supporting construction
The tension and compression of material, resistance to compression calculate intensity, Ag、A‘gIndicate the area of section of the body of rod in tension and compressive region, e, e ' indicate tension
Distance with the center of gravity of the body of rod in compressive region to axle power position, a, a ' indicate Ag、A‘gCenter of gravity to equivalent space shell cut
The minimum distance at face edge, h0Indicate the effective height in the section of equivalent space shell.
Correspondingly, it is assumed that threshold value 0.55h0, then when x is less than or equal to 0.55h0When, it is compression member with large eccentricity, presses
8th formula is calculated, i.e. KNe≤Rwbx(h0-x/2)+RgA‘g(h0- a '), when calculating, need to meet x >=2a ', if not meeting,
That is when x < 2a ', according to KNe '≤RgAg(h0- a ') it calculates.
After the gunite concrete stage, in the case where the height in concrete compression area is greater than threshold value, 9. using formula, meter
Calculate corresponding verification result；When verification result is that safety coefficient is greater than or equal to the first value, the peace of tunnel support structure is determined
Full property is met the requirements.Wherein, formula is 9. are as follows:Wherein,
K indicates safety coefficient, and N indicates axle power, and e indicates distance of the center of gravity of the body of rod to axle power position, RaIndicate concrete anti-compression pole
Intensity is limited, b indicates computing unit longitudinal width, RgIndicate the tension and compression ultimate strength of the material of rack supporting construction, A 'gIndication rod
The area of section of body, a ' indicate the body of rod center of gravity to equivalent space shell section edges minimum distance, h0Indicate equivalent sky
Between shell section effective height.
Correspondingly, it is assumed that threshold value 0.55h0, then when x is greater than 0.55h0When, it is compression member with small eccentricity, cross-sectional strength
It is calculated by the 9th formula, the 8th constant can be 0.5, i.e.,
The calculation of the construction stage main reinforcement is described above, the safety coefficient after arrangement of reinforcement is described further below:
Assume that the first value is 2.4 in the present embodiment, that is to say, that when K is greater than or equal to 2.4, illustrate tunnel support
The design value of the parameter item of structure meets security requirement.
It is designed and verifies mainly for the value of the parameter item of the body of rod in tunnel support structure above, it below will be into one
Step combines example to be designed and verify the value of the parameter item of connector.
Specifically, according to interior force parameter, the safety of tunnel support structure is verified, the step of corresponding verification result is obtained
After rapid, further includes: 10. using formula, calculate the structural parameters of connector；Wherein, formula is 10. are as follows:
K indicates safety coefficient, and Q indicates shearing, RaIndicate concrete anti-compression ultimate strength, b indicates that computing unit is longitudinal wide
Degree, h0Indicate the effective height in the section of equivalent space shell, RgIndicate the tension and compression ultimate strength of the material of rack supporting construction,
AkIndicate the sectional area of connector and body of rod junction, leIndicate the length of the beam element selected in finite element algorithm, θ indicates tunnel
The angle of friction of two sides at the top of road, c indicate the circumferential spacing of connector.Assuming that the 9th constant is 0.07, the tenth constant is 0.8, phase
Ying Di, the tenth formula are as follows:It can be calculated according to the formula and meet shearing resistance
The limiting value of the circumferential spacing of the connector of force request.
In embodiments of the present invention when verification result is that safety coefficient is less than security requirement threshold value, by the value of parameter item
Increase；When verification result is that safety coefficient reaches particular value beyond security requirement threshold value, the value of parameter item is reduced；It is testing
When card result is that safety coefficient is not up to particular value beyond security requirement threshold value, keep the setting value of parameter item constant.With peace
For overall coefficient K, it is assumed that the first value is 2.4, if K < 2.4, illustrates the current design value of the parameter item of tunnel support structure not
Safety, need to increase the design value, recalculate；If K > > 2.4, illustrate that the bearing capacity affluence of tunnel support structure is more, need to subtract
The design value of small parameter item, is recalculated；When K is slightly larger than 2.4, then illustrates that the bearing capacity of tunnel support structure is able to satisfy and want
It asks, and relatively inexpensive.
It is worth noting that preliminary bracing in the construction time as temporary structure, the proportionality coefficient of country rock load is undertaken, two
After secondary lining cutting performs, stress will be improved, and therefore, the construction time is not required to carry out fracture width inspection calculation, but in design, can
As a reference index.Reinforced concrete for tension strain, by curved and eccentric compression member, to e0≤0.55h0Eccentric compression member,
Calculation fracture width can not be examined.Fracture width is calculated in the case of other according to the following formula:
Wherein, ωmaxIt indicates maximum crack width (unit can be mm)；α indicates that the member stress of tunnel support structure is special
Coefficient is levied, tunnel is eccentric compression member, and α can be 1.9；Non-uniformly distributed strain coefficient of longitudinal tensile reinforcement between expression crack,WhenWhen,0.2 is taken, whenWhen,0.2 is taken, whenWhen,1.0 are taken, for directly bearing the component of reloading,Take 1.0；ρteIt indicates to press effective tension concrete
The longitudinal tensile rebar ratio of areal calculation, ρte=As/Ace, work as ρteWhen < 0.01, ρteTake 0.01；AsIndicate that muscle is indulged in tensile region
Area of section；AceIndicate effective tension concrete section area, Ace=0.5bh；CsIt indicates outside outermost layer longitudinal tensile kilogram
Edge works as C to the distance (unit can be mm) on tensile region bottom edgesWhen < 20, Cs20 are taken, C is worked assWhen > 65, CsTake 65；D indicates steel
Muscle diameter (unit can be mm), when using the reinforcing bar of different-diameter, d=4As/ (γ μ), μ indicate that longitudinal tensile reinforcing bar is cut
The summation of face perimeter；γ indicates that longitudinal tensile rebar surface characteristic coefficient, deformed bar take 1, and plain steel-bar takes 0.7；EsIt indicates
The elasticity modulus of reinforcing bar (unit can be MPa)；σsIndicate the stress (unit can be MPa) of longitudinal tensile reinforcing bar, σs=Ns
(e-z)/(AsZ), NsIt indicates to press the calculated axle power value of Load Combination, z indicates tension kilogram Resultant force to compressive region Resultant force
Distance, z=[0.12 (h of 0.87-0/e)2]h0, and z < 0.87h0。
Space net rack supporting construction, can be by above-mentioned calculating process according to tunnel geology feelings before construction in the present invention
Condition calculates supporting construction stress condition in conjunction with the assembled ability and tunnel cross-section size of assembled trolley and determines tunnel support structure
Parameters, it is then prefabricated and be spliced into supporting construction identical with tunnel cross-section shape, before realizing to gunite concrete
It is just capable of providing the parameter designing of the supporting construction of larger bearing capacity, guarantees that the supporting construction designed can satisfy construction peace
Entirely, larger bearing capacity is just capable of providing before gunite concrete due to supporting construction, it can be achieved that in certain job area
Next procedure can be carried out without gunite concrete, improves construction efficiency.
Although preferred embodiments of the present invention have been described, it is created once a person skilled in the art knows basic
Property concept, then additional changes and modifications may be made to these embodiments.So it includes excellent that the following claims are intended to be interpreted as
It selects embodiment and falls into all change and modification of the scope of the invention.It should be pointed out that for the ordinary skill of this field
For personnel, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to the present invention
Protection scope.Therefore, protection scope of the present invention should be determined by the appended claims.
Claims (11)
1. a kind of prefabricated assembled space grid structure for tunnel support, it is characterised in that: the prefabricated assembled space
Rack supporting construction includes at least two blocks prefabricated rack support units (1), and the both ends of every piece of rack support unit (1) are set respectively
There is the connecting elements (7) connecting with adjacent rack support unit (1), at least two pieces of rack support units (1) pass through connection from beginning to end
Component (7) connects Formation cross-section closing supporting construction identical with supporting tunnel (2) section configuration；Every block of rack support unit
It (1) is the lattice support structure being made of top boom (3), lower boom (4) and web member (5), top boom (3) forms rack branch
What shield component (1) was contacted with tunnel (6) inner wall meets native wire side, and lower boom (4) forms the back soil wire side of rack support unit (1),
Web member (5) is connected between top boom (3) and lower boom (4), and is separated to form between top boom (3) and lower boom (4) more
A grid cell is equipped with metal mesh (6) in the native wire side of meeting of every piece of rack support unit (1).
2. a kind of prefabricated assembled space grid structure for tunnel support according to claim 1, it is characterised in that:
It is triangle, square, rectangle, pentagon or six sides that the grid cell of the rack support unit (1), which meets native face and carries on the back native face,
Shape, facade are triangle.
3. a kind of prefabricated assembled space grid structure for tunnel support according to claim 1, it is characterised in that:
The grid type support frame that the rack support unit (1) is made of multiple triangular pyramids or multiple rectangular pyramids or multiple hexagonal pyramids.
4. a kind of prefabricated assembled space grid structure for tunnel support according to claim 1, it is characterised in that:
The top boom (3) and lower boom (4) of the rack support unit (1) are by appointing in steel pipe, fashioned iron, reinforcing bar, concrete filled steel tube
One or more of rod pieces of anticipating pass through welding or the arc body of rod for being directly bent or being formed by connecting by connector；And in top boom
(3) arch-shaped space truss structure is formed by welding or connector connection web member (5) between lower boom (4), the web member (5) is steel
Pipe, fashioned iron, reinforcing bar, any one or a few rod piece in concrete filled steel tube.
5. a kind of prefabricated assembled space grid structure for tunnel support according to claim 1, it is characterised in that:
The connecting elements (7) is the joggle connector being mutually matched or sleeve connector or bayonet connection or grafting or welded connecting
Part, the first connector (7-1) and the second connector (7-2) that each connecting elements (7) is mutually matched are separately positioned on adjacent two
The docking site of a rack support unit (1), and the connecting elements (7) at the both ends of each rack support unit (1) also phase
Mutually matching；At least two rack support units (1) by the first connector (7-1) and the second connector (7-2) using splicing or
It welds or splices the mode combined with welding and connect into section annular identical with supporting tunnel (2) cross sectional shape, rectangle, horseshoe
Shape or polygon closed supporting construction.
6. a kind of construction method of the prefabricated assembled space grid structure for tunnel support, which is characterized in that the right
It is required that the prefabricated assembled space net rack supporting construction in 1 to 5 any one includes at least two rings, Specific construction step is such as
Under:
(1) the parameters setting value and tunnel model of tunnel support structure are obtained；And according to the parameter item setting value and tunnel
Road model calculates the load load of the tunnel support structure and the elasticity modulus of equivalent space shell；By the load load and
Input of the elasticity modulus as finite element algorithm calculates the interior force parameter of the tunnel support structure, according to the internal force
Parameter verifies the safety of the tunnel support structure, obtains corresponding verification result, finally according to the verification result, adjusts
The value of the whole parameter item obtains the construction parameter value of final tunnel support structure；
(2) according to the construction parameter value of the tunnel support structure calculated in step (1), the prefabricated assembled space of every ring is determined
The segmentation of rack supporting construction, and select suitable rod piece prefabricated assembled in factory or the every ring of field fabrication according to segmentation situation
The monolithic rack support unit of space net rack supporting construction and the connector of rack support unit；
(3) after tunnel excavation, tunnel branch is formed in the prefabricated monolithic rack support unit of the excavation section quick-assembling completed
Protect close ring；
(4) continue tunneling, and in the assembled next prefabricated assembled space net rack supporting construction of ring of excavation section；
(5) it according to engineering practice, completes after the prefabricated assembled space net rack supporting construction of monocycle or to complete several rings prefabricated
After assembled space net rack supporting construction, injection or casting concrete in rack supporting construction, and by prefabricated assembled space
Rack supporting construction is wrapped to form liner structure.
7. a kind of construction method of prefabricated assembled space grid structure for tunnel support according to claim 6,
It is characterized by: the parameter of tunnel support structure includes the prefabricated assembled space net rack supporting construction of monolithic in the step (1)
Longitudinal supporting length, the longitudinal cross-section body of rod radical of every linear meter(lin.m.) tunnel support structure, the thickness of preliminary bracing, the body of rod material
Thickness, the diameter of connector, the circumferential spacing of connector, rod piece and the dimensioning of the material of fitting, rod piece and connector repeatedly
Whole parameters or any several parameters in very little.
8. a kind of construction method of prefabricated assembled space grid structure for tunnel support according to claim 6,
It is characterized in that the load load of the tunnel support structure calculated in the step (1) includes the self weight of tunnel support structure
The external load of load and tunnel support structure；
Wherein, 1. the gravity load f of the tunnel support structure is calculated using formula
F=γ1bh1；①
Formula 1. in, γ1Indicate the concrete severe of the tunnel support structure, b indicates computing unit longitudinal width, h1Described in expression
The thickness of tunnel support structure；
The external load of the tunnel support structure includes the stratum drag that tunnel support structure is born and tunnel support structure institute
The calculating of at least one in the pressure from surrounding rock of receiving；Wherein, the pressure from surrounding rock that tunnel support structure is born includes tunnel branch
The vertical well-distributed pressure of the country rock that protection structure is born and horizontal well-distributed pressure；
After the pressure from surrounding rock that tunnel support structure is born calculates completion, the pressure from surrounding rock is adjusted according to load factor,
Wherein, the load factor is the ratio of payload values and maxium load value that tentative calculation passes through.
9. a kind of construction method of prefabricated assembled space grid structure for tunnel support according to claim 8,
It is characterized in that the stratum drag calculating process that the tunnel support structure is born is as follows:
(1) Winkler's assumption algorithm is used, the stratum resistance coefficient of the tunnel model is calculated；
(2) by rigid bar method, the stratum drag that the tunnel support structure is born is calculated according to the stratum resistance coefficient.
10. a kind of construction method of prefabricated assembled space grid structure for tunnel support according to claim 8,
It is characterized in that in the case where the tunnel model is deep tunnel:
2. the vertical well-distributed pressure q of the country rock that the tunnel support structure is born is calculated using following formula,
Q=γ2hq ②
Formula 2. in, hq=first constant × 2S-1W, w=second constant+i (B- three constant)；γ2Indicate country rock severe, hqTable
Show that country rock collapses and encircle computed altitude, S indicates that Grades of Surrounding Rock, w indicate that widths affect coefficient, B indicate that tunnel excavation width, i indicate
Every pressure from surrounding rock gradient for increasing unit length；
The horizontal even cloth pressure of the country rock that the tunnel support structure is born is born by the tunnel support structure of above-mentioned calculating
The product of country rock vertical well-distributed pressure q and particular factor；Wherein, the value of the particular factor is related to Grades of Surrounding Rock.
11. a kind of construction method of prefabricated assembled space grid structure for tunnel support according to claim 8,
It is characterized in that, in the case where the tunnel model is shallow tunnel:
3. the vertical well-distributed pressure q of the country rock that the tunnel support structure is born is calculated using formula,
Wherein,
γ2Indicate country rock severe, h2Indicate the height of tunnel top from the ground, λ indicates that lateral pressure coefficient, θ indicate tunnel top two
The angle of friction of side, B indicate that tunnel excavation width, β indicate angle of rupture when maximum thrust,Indicate that country rock calculates angle of friction；
The horizontal even cloth pressure e of the country rock that the tunnel support structure is borniIt is 4. calculated using formula,
ei=γ2hiλ ④
Wherein, γ2Indicate country rock severe, hiIndicate the distance on outside arbitrary point to ground in tunnel, λ indicates lateral pressure coefficient.
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| CN111911165A (en) * | 2020-07-16 | 2020-11-10 | 中国水利水电第三工程局有限公司 | Soft rock single-track railway tunnel large deformation control method |
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| CN113187519A (en) * | 2021-06-01 | 2021-07-30 | 重庆大学 | Variable prestress supporting method for controlling deformation of tunnel excavation surrounding rock mass |
| CN113369412A (en) * | 2021-06-24 | 2021-09-10 | 中铁十一局集团桥梁有限公司 | Method, device and equipment for bending steel bar and readable storage medium |
| CN114880755A (en) * | 2022-07-07 | 2022-08-09 | 西南交通大学 | Surrounding rock grading method, device and equipment for railway tunnel and readable storage medium |
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