CN111828038A - Prefabricated lining for tunnel reinforcement and installation method thereof - Google Patents
Prefabricated lining for tunnel reinforcement and installation method thereof Download PDFInfo
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- CN111828038A CN111828038A CN202010278964.8A CN202010278964A CN111828038A CN 111828038 A CN111828038 A CN 111828038A CN 202010278964 A CN202010278964 A CN 202010278964A CN 111828038 A CN111828038 A CN 111828038A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/385—Sealing means positioned between adjacent lining members
- E21D11/386—Sealing means positioned between adjacent lining members inflatable sealing means
Abstract
The invention relates to a prefabricated lining for tunnel reinforcement and an installation method thereof. Prefabricated lining cutting is installed in tunnel original lining cutting inboard, left prefabricated lining cutting and right prefabricated lining cutting that are curved including the cross-section, a left side, right side prefabricated lining cutting is about tunnel axis symmetry, and dock at the tunnel top, be the slip casting layer between prefabricated lining cutting and the tunnel original lining cutting, a left side, right side prefabricated lining cutting comprises the same sub-lining cutting of a plurality of width, sub-lining cutting is arranged and interconnect along tunnel extending direction, left side prefabricated lining cutting and right prefabricated lining cutting butt joint department are the butt joint of profile of tooth joint shape, the profile of tooth connects to trapezium structure, and lie in the middle of every sub-lining cutting's top, the bolt hole has been seted up to every profile of tooth joint axial, with bolted connection, prefabricated lining cutting's thickness H ═ Δmin-T. The invention only needs to seal the corresponding lane in the construction process without influencingAnd making a sound of normal passing of the other lanes. The installation process is quick and simple, concrete does not need to be poured or sprayed, grooving on an original structure is not needed, and the difficulty and time of reinforcement construction can be greatly reduced.
Description
Technical Field
The invention relates to the field of tunnel reinforcing and repairing construction, in particular to a prefabricated lining for tunnel reinforcing and an installation method thereof.
Background
In the field of tunnel reinforcing and repairing construction, the existing tunnel reinforcing technical means mainly forms an annular reinforcing structure by using ribbed steel bars, anchor rods, a steel bar mesh and sprayed concrete so as to reinforce a cracked lining, and the basic steps are as follows:
1) sealing the tunnel, and cleaning the existing decorative layer, oil stain and floating dust impurities on the surface of the lining;
2) and (4) headroom judgment: according to clearance section measurement data and limit size, properly chiseling a lining on a part with insufficient clearance to ensure that the part does not invade the limit after being covered by sprayed concrete;
3) applying an anchor rod: paying off on the lining surface according to the design interval, and determining the position of the anchor rod;
4) lining and roughening: performing chiseling treatment on the surface of the lining;
5) laying and adding ribs: a plurality of ribbed steel bars are arranged along the annular direction of the anchor rod, fixed on the lining through rape nails and connected with the anchor rod in a welding way;
6) laying a reinforcing mesh: laying a layer of reinforcing mesh on the surface of the lining, and fixing the reinforcing mesh on the lining by using a steel rape nail;
7) laying longitudinal ribs: two steel bars are arranged along the full length of the tunnel arch and the wall foot and are welded and fixed with the anchor rod;
8) laying a water guide pipe: arranging a PVC aqueduct along the original lining ring direction:
9) and (5) spraying concrete, namely spraying concrete to cover, and after 28 days of maintenance, starting operation of the tunnel.
The invention patent of application number 201920330566.9 provides an internal connection type tunnel lining plate with sealing and grouting functions, which adopts the technical scheme that: steel buckled plate slab is at the crest, the trough direction has crooked radian, crooked radian and the crooked radian phase-match of inner wall in tunnel, perpendicular welded connection flange all around of steel buckled plate slab, the flange of adjacent steel buckled plate slab is connected through connecting bolt, sealed pad is placed and is sealed between two flanges, the slip casting pipe is the three-way pipe, the trough of steel buckled plate slab is placed to two relative long tubes of slip casting pipe, there is the slip casting hole bottom surface of steel buckled plate slab, the perpendicular pipe of slip casting pipe passes through in the slip casting hole gets into the tunnel.
The invention patent of application No. 201410211078.8 provides a lining severe cracking clearance-free reinforcing system for an existing tunnel arch part. Arch grouting pipes for grouting and filling the cavity behind the lining are pre-buried between the anchor rods at intervals, and W-shaped steel belts are fixed between the H-shaped steel frames. And (3) grouting the back of the lining severe cracking part of the existing tunnel arch part, filling the cavity, selecting an H-shaped steel arch frame and a W-shaped steel belt to be matched with a reinforcing mesh, an anchor rod and sprayed concrete to form a comprehensive reinforcing system, and reinforcing the arch part severe cracking.
The invention patent of application No. 201911021563.8 provides a method suitable for reinforcing a tunnel net sprayed with steel fiber concrete with slightly insufficient lining thickness and moderate cracking loss, and solves the technical problems of poor compression resistance, bending resistance and shearing resistance, weak bearing capacity of a lining structure and poor safety after reinforcement. The method comprises the steps of monitoring and retesting the cross section → chiseling the lining → painting the interface agent → anchoring the anchor bolt → hanging the reinforcing mesh → spraying operation → leveling the sprayed layer → maintaining; meanwhile, a tunnel retest method is also disclosed, wherein the three-dimensional coordinates of any point near the section of the tunnel are actually measured through a total station; calculating the designed pile number and the mean line offset distance of the point reversely, and calculating the designed elevation; calculating the measured data to form a diagram; and comparing the retested section with the original design section.
The main disadvantages of the construction method are that: in the construction process, the tunnel is required to be closed, the vehicle passage is blocked, the construction steps are complicated, the period is long, and the normal operation of the tunnel is seriously influenced. In the construction process, the process of grooving or the process of pouring and maintaining concrete is long in time consumption, so that the construction period is long and the influence on traffic is long. After the steel arch is installed, concrete needs to be sprayed to fill grids formed by the steel arch, and the construction difficulty and time are further increased.
Disclosure of Invention
Aiming at the defects, the invention provides the prefabricated lining for reinforcing the tunnel and the installation method thereof, the ultrahigh-performance concrete prefabricated lining is installed on the inner side of the original lining of the tunnel, the structure is simple, the installation is convenient, and the construction for quickly reinforcing and reinforcing the damaged tunnel can be completed while the normal operation of the tunnel is realized.
The technical scheme of the invention is as follows:
the prefabricated lining for reinforcing the tunnel is arranged on the inner side of an original lining of the tunnel, the prefabricated lining comprises a left prefabricated lining and a right prefabricated lining, the sections of the left prefabricated lining and the right prefabricated lining are arc-shaped, the left prefabricated lining and the right prefabricated lining are symmetrical about a central axis of the tunnel and are in butt joint with each other at the top of the tunnel, a grouting layer is arranged between the prefabricated lining and the original lining of the tunnel, the left prefabricated lining and the right prefabricated lining are respectively composed of a plurality of sub-linings with the same width, the sub-linings are arranged along the extending direction of the tunnel and are connected with each other, the butt joint of the left prefabricated lining and the right prefabricated lining is in a tooth-shaped joint shape, the tooth-shaped joint is in a trapezoidal structure and is positioned in the middle of the top of each sub-lining, bolt holes are axially formed in each tooth-shapedminT, where D is the profile of the tunnel lining in the steady state, Δ DiDistance, Δ D, from clearance bound for any point i on the contourminIs Δ DiT is the construction reserved error and the traffic safety redundancy.
The width of the sublevel is A, the length of the top edge of the trapezoid of the tooth-shaped joint is C, the height of the trapezoid of the tooth-shaped joint is L, the inclined angle of the inclined edge is phi, the distance from the bottom corner of the trapezoid to the side edge of the sublevel is B, and A is 2 multiplied by B + C +2 multiplied by L/tan phi.
Through calculation, when the thickness H of the prefabricated lining is larger than or equal to 15cm, 15cm is taken, when the thickness H of the prefabricated lining is smaller than 15cm, the safety check calculation is carried out on the reinforcing effect of the prefabricated lining, and the reinforcement allocation rate and the concrete model of the prefabricated lining segment are improved so as to meet the safety requirement.
The prefabricated base comprises a left prefabricated base and a right prefabricated base which are L-shaped in cross section and extend along the tunnel direction, the prefabricated base is formed by connecting a plurality of sub-bases with the same width, and the width of each sub-base is the same as that of each sub-lining; prefabricated base evenly spaced sets up stock, lift adjusting bolt and leveling bolt, the former lining cutting of tunnel is transversely passed to stock one end, and the other end welds with lift adjusting bolt, the vertical prefabricated base diapire that is fixed in lift adjusting bolt bottom, and the top is connected with prefabricated lining cutting, leveling bolt outside-in passes prefabricated base lateral wall, and the top supports prefabricated lining cutting internal surface.
The prefabricated lining and the prefabricated base are both formed by pouring ultrahigh-performance concrete.
And the lower part of each sub-lining is provided with a grouting hole, the upper part of each sub-lining is provided with an exhaust hole, and the grouting holes and the exhaust holes are communicated with the grouting layer.
And the side surface of each sub-lining is provided with a waterproof groove 20mm away from the inner surface and the outer surface of the sub-lining, the depth of the waterproof groove is 5mm, the width of the waterproof groove is 10mm, and water-absorbing expansion rubber is stuck in the waterproof groove.
The upper surface edge of the sub-lining of the first block and the tail block is pasted with sealing rubber, sticky steel with a sealing groove is arranged at the corresponding position of the original lining of the tunnel, the width of the sealing groove is slightly smaller than the width of the sealing rubber, the sealing rubber is used for pressing the sealing groove of the sticky steel, and gaps at two ends of the prefabricated lining are sealed.
A prefabricated lining installation method for tunnel reinforcement, comprising the steps of:
s1: cleaning an original lining of the tunnel;
s2: measuring the deformation of the tunnel and obtaining the tunnelCombining the clearance limit of the design requirement with the inner profile D of the original lining, calculating the distance delta D between any point i on the inner side of the profile and the clearance limitiAnd its minimum value Δ Dmin；
S3: by the formula H ═ Δ DminAnd T, calculating the thickness H of the prefabricated lining, wherein T is construction reserved error and traffic safety redundancy, 15cm is taken when H is larger than or equal to 15cm through calculation, the step S5 is carried out, and when H is larger than or equal to 15cm<15cm, go to step S4;
s4: carrying out safety checking calculation on the reinforcing effect of the prefabricated lining, if the thickness of the prefabricated lining does not meet the reinforcing requirement of the tunnel, improving the reinforcement ratio and the concrete model of the prefabricated lining segment, and carrying out checking calculation again until the reinforcing requirement is met;
s5: calculating the position of a lifting adjusting bolt in the prefabricated base, and driving an anchor rod into a corresponding position of an arch springing of the original lining of the tunnel;
s6: installing a first block and a tail block of the sub-lining, and pressing sealing rubber adhered to the edge of the upper surface of the sub-lining together with the original lining steel-adhered groove;
s7: closing a lane on the left side of the tunnel, installing a left prefabricated base, fixedly welding a lifting adjusting bolt with the free end part of an anchor rod, placing a left prefabricated lining in the left prefabricated base, fixedly connecting the bottom end of the left prefabricated lining with the lifting adjusting bolt, penetrating a horizontal adjusting bolt through the side wall of the left prefabricated base, enabling the end part to abut against the left prefabricated lining, adjusting the height and the horizontal position of the left prefabricated lining, and recovering the left lane to pass after the left prefabricated lining is installed;
s8: closing a lane on the right side of the tunnel, installing a right prefabricated base, fixedly welding a lifting adjusting bolt with the free end part of an anchor rod, placing a right prefabricated lining in the right prefabricated base, fixedly connecting the bottom end of the right prefabricated lining with the lifting adjusting bolt, penetrating a horizontal adjusting bolt through the side wall of the right prefabricated base, enabling the end part of the horizontal adjusting bolt to abut against the right prefabricated lining, adjusting the height and the horizontal position of the right prefabricated lining, and recovering the right lane to pass after the right prefabricated lining is installed;
s9: checking the sealing performance between the primary and tail sub-linings and the original lining, and the sealing performance between the sub-linings, and entering step S10 after the requirements are met;
s10: opening the exhaust hole of the sub-lining, performing wall back grouting on the prefabricated lining through the grouting hole until grouting pressure meets the requirement, and checking the compactness of a wall back grouting layer;
s11: and sealing the grouting holes and the exhaust holes.
The step S6 specifically includes: the method is characterized in that AB component epoxy glue is adopted to adhere sealing rubber with a certain width to the edges of the upper surfaces of the first block and the tail block of the lining, sticky steel with a sealing groove is installed at the corresponding position of the original lining, the width of the sealing groove is slightly smaller than that of the sealing rubber, and when the first block and the tail block of the lining are installed, certain radial pressure is given to enable the sealing rubber to be pressed into the sealing groove of the sticky steel.
The invention has the advantages that:
(1) in each construction, only the lanes below the construction area are closed, and other lanes can still normally pass without influencing the normal operation of the tunnel. The prefabricated lining is composed of a plurality of sub-linings, the prefabricated lining is installed in blocks during installation, a tunnel corresponding to a construction area only needs to be closed in the construction process, when the prefabricated lining corresponding to a lane is installed, the lane can be recovered to be communicated, and then the lane of the other area is closed to carry out prefabricated lining installation until all the prefabricated linings are installed;
(2) the damage to the tunnel structure is small. The original tunnel structure is not required to be grooved, and concrete is not required to be poured or sprayed again, so that the processes of grooving, concrete pouring, curing and the like are reduced, the construction procedures are reduced, the construction difficulty is reduced, and the technical problem that the existing reinforcing method causes secondary damage to the original lining structure is solved;
(3) the maintenance speed is fast, and is efficient. The ultra-high performance concrete prefabricated lining, the prefabricated base and the like are prefabricated components, the ultra-high performance concrete prefabricated lining and the prefabricated base are processed and finished in a factory, during field assembly, the sub-lining and the prefabricated base are connected through bolts, the connection can be quickly finished only by adjusting the positions on the field and then reinforcing the prefabricated lining and the prefabricated base through the bolts, the construction time is greatly shortened, and the problems that the existing reinforcing method is low in efficiency, long in time consumption and large in traffic influence are solved.
Drawings
FIG. 1 is an elevation view of the installation of the prefabricated tunnel lining of the present invention;
FIG. 2 is a front view of a sub-lining structure of the present invention;
FIG. 3 is a left side view of the sub-lining of the present invention;
FIG. 4 is a view of the installation of the prefabricated lining and the prefabricated base of the present invention;
FIG. 5 is a top view of a prefabricated lining and prefabricated base joint of the present invention;
FIG. 6 is a cloud plot comparing vertical displacement deformation of a C30 concrete lining and an ultra-high performance concrete lining;
FIG. 7 is a cloud plot of horizontal displacement deformation of a C30 concrete lining versus an ultra high performance concrete lining;
FIG. 8 is a top view of the completed assembly of the prefabricated lining and the locations of the head and tail blocks of the sub-lining sealing rubber.
Detailed Description
The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, the features and the effects of the present invention.
Interpretation of terms:
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and (3) tunnel lining: in order to prevent surrounding rocks from deforming or collapsing, a permanent supporting structure built by reinforced concrete and other materials along the periphery of a tunnel body adopts composite lining under most conditions, primary supporting is firstly carried out, and then secondary lining (called as secondary lining for short) is applied, namely the original lining. The prefabricated lining of the invention is arranged on the inner side of the secondary lining.
Anchor rod: the tension member is a tension member which goes deep into the stratum, one end of the tension member is connected with an engineering structure, the other end of the tension member goes deep into the stratum, the whole anchor rod is divided into a free section and an anchoring section, the free section is an area for transmitting the tension force at the head of the anchor rod to an anchoring body, and the function of the tension member is to apply prestress to the anchor rod; the anchoring section is an area where the prestressed tendons and the soil layer are bonded by cement paste, and has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing effect of the anchoring body, transmitting the pulling force of the free section to the deep part of the soil body and being used for fixing objects on the surface of the soil body.
Prefabricating a lining: the lining mold is mainly produced by using a finished lining mold and can be molded after concrete is poured in a sealing manner.
Grouting after the wall: and (3) performing supplementary grouting on the gap between the reinforcing plate and the two liners, and filling the gap to tightly combine the reinforcing plate and the two liners.
Tunnel construction clearance: also known as tunnel clearance, is the minimum necessary distance from the interior surface of the tunnel to provide space between the nearest path for vehicles or freight or pedestrian traffic and their surface. The minimum size of the tunnel is determined by both the minimum clearance, which is determined according to the type of traffic proposed in the tunnel, and other required spacing, such as ventilation ducts and pipelines.
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Referring to fig. 1 and 2, the present invention is a prefabricated lining for tunnel reinforcement, which is installed inside an original lining 10 of a tunnel, the prefabricated lining 20 includes a left prefabricated lining 21 and a right prefabricated lining 22, both of which have arc-shaped cross sections, the left prefabricated lining 21 and the right prefabricated lining 22 are symmetrical about a central axis of the tunnel and are butted at the top of the tunnel, and a grouting layer 30 is provided between the prefabricated lining 20 and the original lining 10 of the tunnel. When the prefabricated lining 20 is installed, a gap needs to be reserved for the grouting layer 30, and grouting is performed after the installation is finished. In the tunnel extension direction, each of the left prefabricated lining 21 and the right prefabricated lining 22 is composed of a plurality of sub-linings 200 having the same width, and the sub-linings 200 are arranged along the tunnel extension direction and connected to each other.
The number of sub-linings 200 is selected according to the length of the damaged tunnel, and the number of sub-linings 200 tends to be reduced as much as possible. If the length is short, a left prefabricated lining 21 and a right prefabricated lining 22 can be adopted for installation, and if the length is long, more than two prefabricated linings can be adopted for assembly. From the analysis of the stress mode of the tunnel, the prefabricated lining 20 is divided into too many blocks, the integral rigidity of the assembled lining is influenced, and the best bearing capacity of the ultrahigh-performance concrete prefabricated lining is not favorably exerted. Meanwhile, the on-site assembling time can be increased, the construction efficiency is influenced, and in the third aspect, if the abutted seams are too many, the waterproof effect is not facilitated, and the water seepage and water leakage phenomena are easily caused.
Referring to fig. 3, the butt joint of the tops of the left prefabricated lining 21 and the right prefabricated lining 22 is in a staggered tooth-shaped joint shape, the tooth-shaped joint 23 is in a trapezoidal structure and is positioned in the middle of the top of each sub-lining 200, and the tooth-shaped joint 23 is axially provided with bolt holes 231 which are longitudinally connected through bolts, so that the sub-lining tools 200 of the left prefabricated lining 21 and the sub-lining tools 200 of the right prefabricated lining 22 are staggered and lean against each other. Each sub-lining 200 is provided with grouting holes 24 at a lower portion thereof and exhaust holes 25 at an upper portion thereof, and the grouting holes 24 and the exhaust holes 25 are opened to a grouting layer 30 behind the wall of the prefabricated lining 20. And the grouting holes 24 are used for grouting the wall of the prefabricated lining 20 through the grouting holes 24 after the prefabricated lining 20 is installed, filling a gap between the prefabricated lining 20 and the original lining 10 to tightly combine the prefabricated lining 20 and the original lining 10, and the exhaust holes 25 are used for facilitating the exhaust of air in grouting.
To ensure adequate reinforcement of prefabricated lining 20, thickness H ═ Δ D of prefabricated lining 20minT, where D is the inner contour of the original tunnel lining 10 in the steady state,. DELTA.DiDistance, Δ D, from clearance bound for any point i on the contourminIs Δ DiT is the construction reserved error and the traffic safety redundancy. Calculating to obtain the thickness H of the prefabricated lining 20 when the thickness H of the prefabricated lining 20 is more than or equal to 15cm and the thickness H of the prefabricated lining 20<When 15cm, need carry out safe checking to the reinforcing effect of prefabricated lining 20, see whether can satisfy the requirement, if the thickness of prefabricated lining 20 does not satisfy the tunnel and consolidates the requirement, need improve the arrangement of reinforcement rate and the concrete model of prefabricated lining 20 section of jurisdiction, then check again and calculate in order to satisfy the security requirement.
In calculating the dimension of the sub-lining, the width of the sub-lining 200 is set to be A, the length of the top side of the trapezoid of the tooth-shaped joint 23 is set to be C, the height is set to be L, the inclined angle of the inclined side is set to be phi, and the distance from the bottom corner of the trapezoid to the side of the sub-lining 200 is set to be B, so that the requirement that A is 2 xB + C +2 xL/tan phi is met.
Referring to fig. 4 and 5, in order to facilitate installation and fixation, the tunnel prefabricated lining 20 of the present invention further includes a prefabricated base 40, the prefabricated base 40 includes a left prefabricated base and a right prefabricated base, both of which have L-shaped cross sections, and extends along the tunnel direction, the prefabricated base is formed by connecting 40 sub-bases having the same width, the width of the sub-bases is the same as that of the sub-lining 200, and the sub-bases are installed in a one-to-one correspondence. The prefabricated base 40 is evenly provided with anchor rods 41, lifting adjusting bolts 42 and horizontal adjusting bolts 43 at intervals, one end of each anchor rod 41 transversely penetrates through the original tunnel lining 10, the other end of each anchor rod is welded with the lifting adjusting bolts 42, the bottom ends of the lifting adjusting bolts 42 are vertically fixed in the bottom wall of the prefabricated base 40, the top ends of the lifting adjusting bolts are connected with the prefabricated lining 20, the horizontal adjusting bolts 43 penetrate through the side wall of the prefabricated base 40 from outside to inside, and the top ends of the horizontal adjusting bolts abut against the inner surface of. The height and the horizontal position of the prefabricated lining support 20 can be adjusted by rotating and adjusting the lifting adjusting bolt 42 and the horizontal adjusting bolt 43, so that all the sub-lining supports 200 have the same height, and arc-shaped angles at the horizontal position are consistent and uniform.
Further, the prefabricated lining 20 and the prefabricated base 40 of the present invention are both cast with ultra-high performance concrete with a reinforcing mesh built in. The ultrahigh-performance concrete is doped with steel fibers or composite fibers, has high compressive strength and elastic modulus, the highest compressive strength can reach 180MPa, and the highest elastic modulus can reach 55 Gpa. The compressive strength of common concrete is generally 20-40Mpa, and the elastic modulus is 14-41 Gpa.
Referring to fig. 6 and 7, numerical simulations using C30 concrete and ultra high performance concrete as lining materials for a road tunnel with a diameter of 15.6m have found that: the maximum vertical displacement of the C30 concrete lining arch springing is 2.167mm, the vertical displacement of the ultrahigh-performance concrete lining arch springing is 1.818mm, and the deformation of the C30 concrete in the vertical direction is 19.2% larger than that of the ultrahigh-performance concrete lining. The maximum horizontal displacement of the C30 concrete lining is 0.63mm, the maximum horizontal displacement of the ultra-high performance concrete lining is 0.44mm, and the horizontal deformation of the C30 concrete is 43.2 percent greater than that of the ultra-high performance concrete lining. In fig. 6 and 7, the upper graph is a displacement deformation cloud chart of the C30 concrete lining, and the lower graph is a displacement deformation cloud chart of the ultrahigh-performance concrete lining.
In terms of self-sealing and water-proofing properties, the ultra-high performance concrete has good self-sealing and water-proofing properties: the material is designed by adopting a maximum packing density theory, the porosity is less than 2%, and the impermeability is strong. Meanwhile, when the prefabricated lining is poured, the self-repairing capsules are added, after microcracks appear in later-stage use, when cracks expand, the self-repairing capsules are torn, the internal sealing material flows out, the super-strong bonding effect is exerted, the microcracks are filled, self-repairing is realized, and the airtight waterproof effect is achieved.
In the longitudinal direction, each sub-lining 200 is connected end to end, in order to make the joint sealed and waterproof, the side of each sub-lining 200 is provided with a waterproof groove 26 at a position 20mm away from the inner surface and the outer surface of the sub-lining 200, the waterproof groove 26 is 5mm deep and 10mm wide, water-absorbing expansion rubber is pasted in the waterproof groove 26, and the expansion rubber expands when meeting water, so that the sealed and waterproof effect is achieved.
Referring to fig. 8, after the prefabricated lining 20 is installed, a wall is grouted through the grouting holes 24, and in order to prevent grout from flowing out through gaps at both ends of the tunnel, a sealing rubber 27 is attached to the upper surface edges of the subliners 200 of the head and tail blocks to seal them. Therefore, the edge of the upper surface of the sub-lining 200 of the first block and the last block is adhered with ethylene propylene diene monomer, the thickness of the ethylene propylene diene monomer is slightly larger than the gap between the prefabricated lining 20 and the original lining 10, the corresponding position of the original lining 10 of the tunnel is provided with sticky steel with a sealing groove, the width of the sealing groove is slightly smaller than that of the sealing rubber 27, when the tunnel is installed, the sealing rubber 27 is pressed into the sealing groove with the sticky steel, and the gap between the two ends of the prefabricated lining 20 is sealed.
The prefabricated lining 20 of the invention is processed and prefabricated in a concrete mixing plant, and is maintained for at least 28 days, so that the prefabricated lining can be transported to a construction site for splicing and installation, and the installation method of the prefabricated lining 20 of the tunnel comprises the following steps:
s1: cleaning an original tunnel lining 10, and removing a decorative layer, oil stains and dirt impurities on the concrete surface of the original lining 10;
s2: measuring tunnel deformation, acquiring original lining 10 inner side information of a tunnel reinforcing section by adopting three-dimensional laser scanning equipment, providing historical detection data, analyzing tunnel deformation development history, determining tunnel profile D in a stable state, combining clearance limit of design requirements, and calculating the distance between any point i on the inner side of the profile and the clearance limit in the stable stateΔDiAnd its minimum value Δ Dmin；
S3: calculating the dimension of the prefabricated lining 20 according to the formula H ═ Delta DminAnd T, calculating the thickness H of the prefabricated lining 20, wherein T is a construction reserved error and driving safety redundancy, taking 15cm when H is larger than or equal to 15cm through calculation, entering step S5, and when H is larger than or equal to 15cm<15cm, go to step S4;
s4: adopting a numerical simulation or theoretical calculation method to perform safe checking calculation on the reinforcing effect of the prefabricated lining 20 to see whether the reinforcing effect can meet the requirements, if the reinforcing effect cannot meet the requirements, if the thickness of the prefabricated lining 20 cannot meet the tunnel reinforcing requirements, the reinforcement ratio and the concrete model of the prefabricated lining 20 segment need to be improved, and then checking calculation again;
s5: calculating the position of a lifting adjusting bolt 42 in the prefabricated base 40, and driving an anchor rod 41 into the corresponding position of the arch springing of the original tunnel lining 10;
s6: installing the first and the last sub-lining 200, and pressing the sealing rubber 27 stuck on the edge of the upper surface of the first and the last sub-lining together with the steel sticking groove of the original lining 10, which specifically comprises the following steps: adhering ethylene propylene diene monomer rubber with a certain width to the edges of the upper surfaces of the first block and the tail block of the sub-lining 200 by adopting AB component epoxy glue, wherein the thickness of the ethylene propylene diene monomer rubber is slightly larger than the gap between the prefabricated lining 20 and the original lining 10; mounting sticky steel with a sealing groove at the corresponding position of the original lining 10, wherein the width of the sealing groove is slightly smaller than that of the sealing rubber 27, and applying certain radial pressure to press the sealing rubber 27 on the sub-lining 200 into the sticky steel sealing groove when the first and the last sub-lining 200 are mounted;
s7: installing a left prefabricated lining 21, specifically: closing a left lane of the tunnel, installing a left prefabricated base, fixedly welding a lifting adjusting bolt 42 and the free end part of an anchor rod 41, placing a left prefabricated lining 21 in the left prefabricated base, fixedly connecting the bottom end of the left prefabricated lining 21 with the lifting adjusting bolt 42, penetrating a horizontal adjusting bolt 43 through the side wall of the left prefabricated base, enabling the end part to abut against the left prefabricated lining 21, adjusting the height and the horizontal position of the left prefabricated lining 21, and recovering the left lane to pass after the installation is finished;
s8: installing the right prefabricated lining 22, specifically: closing a lane on the right side of the tunnel, installing a right prefabricated base, fixedly welding a lifting adjusting bolt 42 and the free end part of an anchor rod 41, placing a right prefabricated lining 22 in the right prefabricated base, fixedly connecting the bottom end of the right prefabricated lining 22 with the lifting adjusting bolt 42, penetrating a horizontal adjusting bolt 43 through the side wall of the right prefabricated base, enabling the end part to abut against the right prefabricated lining 22, adjusting the height and the horizontal position of the right prefabricated lining 22, and recovering the right lane to pass after the installation is finished;
s9: checking the sealing performance between the first and the last sub-linings 200 and the original lining 10 and the sealing performance between the sub-linings 200, and entering step S10 after the requirements are met;
s10: opening the exhaust hole 25 of the sub-lining 200, performing wall postgrouting on the prefabricated lining 20 through the grouting hole 24, detecting the pressure of the wall postgrouting, stopping grouting until the grouting pressure meets the requirement, and inspecting the compactness of the wall postgrouting layer 30 by using ultrasonic waves;
s11: bolts with gaskets are fitted into the grout holes 24 and the exhaust holes 25 to seal them.
The invention reinforces and reinforces the lining structure by the ultra-high performance concrete prefabricated lining on the left and right sides of the cracked or deformed tunnel, the installation process is quick, simple and convenient, and the normal operation of the tunnel is not influenced. The invention is suitable for tunnels with defects such as crack, deformation, insufficient thickness, water leakage and the like, but certain surplus building clearance still exists, can be constructed by lanes, and only needs to seal the corresponding lanes in the construction process without influencing the normal traffic of the other lanes. The invention adopts the method of directly installing the prefabricated lining of the prefabricated ultrahigh-performance concrete on the inner side of the lining without pouring or spraying the concrete, the construction method is simpler, more convenient and faster, the original structure is not required to be grooved, the prefabricated lining of the ultrahigh-performance concrete is directly installed on the inner side of the original lining through the anchor rod and the reserved bolt, the installation is rapidly completed on site, the construction means is convenient and fast, the time consumption is short, and the difficulty and the time of the reinforcement construction can be greatly reduced.
The above disclosure is only an example of the present invention, but the present invention is not limited thereto, and any variations that can be made by those skilled in the art should fall within the scope of the present invention.
Claims (10)
1. The prefabricated lining for reinforcing the tunnel is characterized by being installed on the inner side of an original tunnel lining (10), the prefabricated lining (20) comprises a left prefabricated lining (21) and a right prefabricated lining (22) of which the sections are arc-shaped, the left prefabricated lining (21) and the right prefabricated lining (22) are symmetrical about a central axis of the tunnel and are butted at the top of the tunnel, a grouting layer (30) is arranged between the prefabricated lining (20) and the original tunnel lining (10), the left prefabricated lining (21) and the right prefabricated lining (22) are respectively composed of a plurality of sub-linings (200) with the same width, the sub-linings (200) are arranged along the extending direction of the tunnel and are connected with each other, the butted part of the left prefabricated lining (21) and the right prefabricated lining (22) is a staggered tooth-shaped joint (23), the tooth-shaped joint (23) is of a trapezoidal structure and is positioned in the middle of the top of each sub-lining (200), each tooth-shaped joint (23) is axially provided with a bolt hole (231) for bolt connection, and the thickness H of the prefabricated lining (20) is delta Dmin-T, where D is the inner profile of the original tunnel lining (10) in the steady state, Δ DiDistance, Δ D, from clearance bound for any point i on the contourminIs Δ DiT is the construction reserved error and the traffic safety redundancy.
2. The prefabricated lining for tunnel reinforcement according to claim 1, wherein the width of the sub-lining (200) is a, the length of the top side of the trapezoid of the castellated joint (23) is C, the height is L, the inclination angle of the oblique side is phi, the distance from the corner of the trapezoid to the side of the sub-lining (200) is B, and a is 2 xb + C +2 xl/tan phi.
3. The prefabricated lining for tunnel reinforcement according to claim 1, wherein, by calculation, when the thickness H of the prefabricated lining (20) is greater than or equal to 15cm, 15cm is taken, and when the thickness H of the prefabricated lining (20) is less than 15cm, the reinforcement effect of the prefabricated lining (20) is checked safely, and the reinforcement ratio and the concrete type of the prefabricated lining (20) are improved to meet the safety requirement.
4. The prefabricated lining for tunnel reinforcement according to claim 1, further comprising a prefabricated base (40), wherein the prefabricated base (40) comprises a left prefabricated base and a right prefabricated base which are L-shaped in cross section and extend along the tunnel direction, the prefabricated base is formed by connecting (40) a plurality of sub-bases with the same width, and the width of each sub-base is the same as that of the corresponding sub-lining (200); prefabricated base (40) even interval sets up stock (41), lift adjusting bolt (42) and horizontal adjusting bolt (43), stock (41) one end traversing the former lining of tunnel (10), the other end and lift adjusting bolt (42) welding, the vertical prefabricated base (40) diapire that is fixed in lift adjusting bolt (42) bottom, top are connected with prefabricated lining (20), horizontal adjusting bolt (43) outside-in passes prefabricated base (40) lateral wall, and the top supports prefabricated lining (20) internal surface.
5. The prefabricated lining for tunnel reinforcement according to claim 4, wherein the prefabricated lining (20) and the prefabricated base (40) are both cast of ultra-high performance concrete.
6. The prefabricated lining for tunnel reinforcement according to claim 1, characterized in that each of said sub-linings (200) is provided with grouting holes (24) at the lower part and exhaust holes (25) at the upper part, said grouting holes (24) and exhaust holes (25) opening into the grouting layer (30).
7. The prefabricated lining for tunnel reinforcement according to claim 1, wherein a waterproof groove (26) is formed in the side surface of each sub-lining (200) at a position 20mm away from the inner surface and the outer surface of the sub-lining (200), the waterproof groove (26) is 5mm deep and 10mm wide, and water-swelling rubber is attached to the inside of the waterproof groove (26).
8. The prefabricated lining for tunnel reinforcement according to claim 1, wherein the sealing rubber (27) is adhered to the edge of the upper surface of the sub-lining (200) of the first block and the last block, the adhesive steel with a sealing groove is arranged on the position, corresponding to the sealing rubber (27), of the original tunnel lining (10), the width of the sealing groove is slightly smaller than that of the sealing rubber (27), and the sealing rubber (27) is used for pressing the sealing groove of the adhesive steel and closing the gap between the two ends of the prefabricated lining (20).
9. A prefabricated lining installation method for tunnel reinforcement is characterized by comprising the following steps:
s1: cleaning an original tunnel lining (10);
s2: measuring the deformation of the tunnel, acquiring the profile D of the inner side of the original tunnel lining (10), and calculating the distance delta D between any point i of the inner side of the profile and the clearance limit by combining the clearance limit of the design requirementiAnd its minimum value Δ Dmin；
S3: by the formula H ═ Δ Dmin-T, calculating the thickness H of the prefabricated lining (20), wherein T is construction reserved error and traffic safety redundancy, taking 15cm when H is larger than or equal to 15cm through calculation, entering step S5, and when H is larger than or equal to 15cm<15cm, go to step S4;
s4: carrying out safe checking calculation on the reinforcing effect of the prefabricated lining (20), if the thickness of the prefabricated lining (20) does not meet the tunnel reinforcing requirement, improving the reinforcement ratio and the concrete model of the prefabricated lining (20) segment, and carrying out checking calculation again until the reinforcing requirement is met;
s5: calculating the position of a lifting adjusting bolt (42) in the prefabricated base (40), and driving an anchor rod (41) into the corresponding position of the arch springing of the original tunnel lining (10);
s6: installing a first block and a last block of sub-linings (200), and pressing sealing rubber (27) on the edges of the upper surfaces of the sub-linings together with the bonded steel grooves of the original linings (10);
s7: closing a lane on the left side of the tunnel, installing a left prefabricated base, fixedly welding a lifting adjusting bolt (42) with the free end part of an anchor rod (41), placing a left prefabricated lining (21) in the left prefabricated base, connecting and fixing the bottom end of the left prefabricated lining (21) with the lifting adjusting bolt (42), penetrating a horizontal adjusting bolt (43) through the side wall of the left prefabricated base, abutting the end part against the left prefabricated lining (21), adjusting the height and the horizontal position of the left prefabricated lining (21), and recovering the left lane to pass after the installation;
s8: closing a lane on the right side of the tunnel, installing a right prefabricated base, fixedly welding a lifting adjusting bolt (42) with the free end part of an anchor rod (41), placing a right prefabricated lining (22) in the right prefabricated base, connecting and fixing the bottom end of the right prefabricated lining (22) with the lifting adjusting bolt (42), penetrating a horizontal adjusting bolt (43) through the side wall of the right prefabricated base, abutting the end part against the right prefabricated lining (22), adjusting the height and the horizontal position of the right prefabricated lining (22), and recovering the right lane to pass after the installation is finished;
s9: checking the sealing performance between the first block and the tail block of the sub-lining (200) and the original lining (10) and the sealing performance between the sub-linings (200), and entering the step S10 after the requirements are met;
s10: opening an exhaust hole (25) of the sub-lining (200), performing wall back grouting on the prefabricated lining (20) through a grouting hole (24) until grouting pressure meets the requirement, and checking the compactness of a wall back grouting layer (30);
s11: the grouting holes (24) and the exhaust holes (25) are sealed.
10. The method for installing a prefabricated lining for tunnel reinforcement according to claim 9, wherein the step S6 is specifically: the sealing rubber (27) with a certain width is adhered to the edge positions of the upper surfaces of the first block and the tail block of the lining (200) by adopting AB component epoxy glue, sticky steel with a sealing groove is installed at the corresponding position of the original lining (10), the width of the sealing groove is slightly smaller than that of the sealing rubber (27), and when the first block and the tail block of the lining (200) are installed, certain radial pressure is given to press the sealing rubber (27) into the sealing groove of the sticky steel.
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