CN102606167A - Settlement control construction method for transverse grouting guide pipe of shallow underground excavation tunnel - Google Patents
Settlement control construction method for transverse grouting guide pipe of shallow underground excavation tunnel Download PDFInfo
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- CN102606167A CN102606167A CN2012100707988A CN201210070798A CN102606167A CN 102606167 A CN102606167 A CN 102606167A CN 2012100707988 A CN2012100707988 A CN 2012100707988A CN 201210070798 A CN201210070798 A CN 201210070798A CN 102606167 A CN102606167 A CN 102606167A
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Abstract
The invention discloses a settlement control construction method for a transverse grouting guide pipe of a shallow underground excavation tunnel. The method includes: laying an advanced small pipe and a horizontal cantilever grouting guide pipe; excavating a middle guide tunnel by a benching tunneling construction method; constructing a middle separation wall and a waterproof layer thereof; and respectively excavating a left guide tunnel, a left tunnel, a right guide tunnel and a right tunnel by the benching tunneling construction method. By the aid of the settlement control construction method, an unconsolidated stratum layer can be effectively consolidated, the soil texture of an unconsolidated stratum is improved, and ground settlement and stratum deformation caused by shallow underground tunnel excavation in the unconsolidated stratum are prevented.
Description
Technical field
The invention belongs to the underground structure technical field of buildings, be specifically related to a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control job practices that is applicable to double-hole tunnel.
Background technology
The excavation in shallow buried covered excavation tunnel, soil property stratum can cause ground settlement and stratum deformation, when sedimentation and deformation is excessive, can influence the safety of above ground structure and the normal use of underground utilities, and is especially particularly outstanding at the shallow buried covered excavation tunnel excavation of scall structure.Usually the city underground tunnel passes through the bustling urban road that surface structures is intensive, traffic above-ground is busy, network of underground gathers; And often there is the loose soil layer of alluviation in the stratum; In order to guarantee that surface structures safety, traffic are normal, the surface settlement and the formation displacement that require the control construction of underground tunnel to cause.The selection of working procedure and method will cause immeasurable loss as making mistakes slightly.Therefore, it is significant to make correct choice to the working procedure in shallow buried covered excavation tunnel and method.
Summary of the invention
The purpose of this invention is to provide a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control job practices, can effectively reinforce the scall structure, improve the scall soil property, prevent ground settlement and stratum deformation that scall shallow buried covered excavation tunnel excavation causes.
The technical scheme that the present invention adopted is that a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control job practices is characterized in that, carries out according to following steps:
Step 1, the leading ductule of laying and horizontal cantilever grouting pipe
Step 1a, leading ductule comprise the first leading ductule of row and the leading ductule of second row; The leading ductule of first row is the peripheral laying of vault along the tunnel, and lay the periphery of the leading ductule of second row pilot tunnel temporary lining position along arch, tunnel and arch wall periphery and in need being provided with;
Step 1b, horizontal cantilever grouting pipe comprise along pilot tunnel horizontal cantilever grouting pipe, left hole horizontal cantilever grouting pipe and right hole horizontal cantilever grouting pipe in pilot tunnel horizontal cantilever grouting pipe, the right side in the left side that the tunnel moves towards evenly and symmetry is laid; Pilot tunnel horizontal cantilever grouting pipe stretches to above the left hole during therefrom the pilot tunnel vault tilts to be upward through in the left side behind divider wall top and the arch wall junction, left hole; Pilot tunnel horizontal cantilever grouting pipe stretches to above the right hole during therefrom the pilot tunnel vault tilts to be upward through in the right side behind divider wall top and the arch wall junction, right hole; Hole, left side horizontal cantilever grouting pipe is tilted to from left pilot tunnel arch wall and stretches to top, left hole, and right hole horizontal cantilever grouting pipe is tilted to from right pilot tunnel arch wall and stretches to top, right hole;
Pilot tunnel in step 2, the employing up/down steps method excavation, circulate until middle pilot drive completion according to following steps branch process successively:
Step 2a, through being arranged in the pilot tunnel peripheral leading grouting with small pipe of topping bar, use the method for reserving core soil carry out in the pilot tunnel excavation of topping bar, the peripheral temporary lining of topping bar of middle pilot tunnel is set, in middle pilot tunnel, stull is set;
Step 2b, through being arranged in the pilot tunnel peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation; The pilot tunnel excavation of getting out of a predicament or an embarrassing situation during method that use to reserve core soil is carried out; The pilot tunnel peripheral temporary lining of getting out of a predicament or an embarrassing situation in being provided with; Pilot tunnel peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation constitutes an integral body in making, and forms pilot tunnel temporary lining in the arch;
Step 2c, dismounting stull;
Step 3, construct in divider wall and waterproofing course thereof;
Step 4, adopt the up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take the up/down steps method to excavate right pilot tunnel and You Dong successively; Wherein,, left pilot tunnel through being positioned at the left pilot tunnel peripheral leading grouting with small pipe of topping bar, and passes through pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of left hole in the left side before topping bar excavation; , right pilot tunnel through being positioned at the right pilot tunnel peripheral leading grouting with small pipe of topping bar, and passes through pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of right hole in the right side before topping bar excavation.
The concrete steps of step 4 are:
Step 4a, through being positioned at the left pilot tunnel peripheral leading grouting with small pipe of topping bar, and through pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of left hole in the left side, the left pilot tunnel excavation of topping bar, and the initial stage lining cutting of appropriate section is set; Through being positioned at the left pilot tunnel peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, the left pilot tunnel excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting of appropriate section is set; Through being positioned at the left hole peripheral leading grouting with small pipe of topping bar, the left hole excavation of topping bar, and the initial stage lining cutting of appropriate section is set; Through being positioned at the left hole peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, the left hole excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting of appropriate section is set; Pilot tunnel temporary lining is positioned at the part in left hole in the dismounting; Construct left hole inverted arch secondary lining and waterproofing course; Construct left hole arch wall secondary lining and waterproofing course; Carry out left hole secondary lining vault backfill grouting;
Step 4b, through being positioned at the right pilot tunnel peripheral leading grouting with small pipe of topping bar, and through pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of right hole in the right side, the right pilot tunnel excavation of topping bar, and the initial stage lining cutting of appropriate section is set; Through being positioned at the right pilot tunnel peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, the right pilot tunnel excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting of appropriate section is set; Through being positioned at the right hole peripheral leading grouting with small pipe of topping bar, the right hole excavation of topping bar, and the initial stage lining cutting of appropriate section is set; Through being positioned at the right hole peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, the right hole excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting of appropriate section is set; Pilot tunnel temporary lining is positioned at the part in right hole in the dismounting; Construct right hole inverted arch secondary lining and waterproofing course; Construct right hole arch wall secondary lining and waterproofing course; Carry out right hole secondary lining vault backfill grouting.
In the step 1, each leading ductule and horizontal cantilever grouting pipe are seamless steel pipe, and external diameter is 40mm～42mm; Wall thickness is 3.2mm～3.8mm, and front end is opened to the slip casting inlet and is taper, and slurry section and length are more than or equal to 30cm till the back-end closure; Middle is the slip casting section; The slip casting section has the injected hole that is quincunx arrangement, and the injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
Pilot tunnel horizontal cantilever grouting pipe and horizontal negative direction angle are 45 °～50 ° in the left side; Pilot tunnel horizontal cantilever grouting pipe and horizontal positive direction angle are 45 °～50 ° in the right side; 45 °～50 ° of left side hole horizontal cantilever grouting pipe and horizontal negative direction angles, 45 °～50 ° of right hole horizontal cantilever grouting pipe and horizontal positive direction angles.
Move towards between the said adjacent transverse cantilever grouting pipe apart from being 50cm～100cm along the tunnel.
In the step 1, the leading ductule of first row is positioned at the top of the leading ductule of second row; The leading ductule length of first row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °; The leading ductule length of second row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °; Longitudinal lap joint is more than or equal to 1m between the first leading ductule of row and the leading ductule of second row.
In the step 1, the laying of leading ductule and horizontal cantilever grouting pipe adopts pneumatic pick to head into, or installs after adopting machine drilling or luoyang spade pore-forming.
During slip casting, injecting paste material is a cement water glass biliquid slurry, and grouting pressure is 1MPa～1.5MPa; Cement paste concentration is 1: 0.5～1: 0.8, and slip casting diffusion radius is 450mm～550mm, and the slurries initial setting time is 1min～2min; Retarding agent sodium hydrogen phosphate volume is 2%～2.5%; Cement uses Portland cement, concentration of sodium silicate 35 Baume degrees, cement paste and water glass volume ratio 1: 1～1: 0.6.
The beneficial effect of job practices of the present invention is through the concrete strengthening band that the horizontal cantilever grouting pipe is set and in the tunnel excavation process, forms, can effectively reinforce the scall structure; Improve the scall soil property; Excavation to scall shallow buried covered excavation tunnel causes that ground settlement and stratum deformation play good restriction, reduction effect, easy construction, and feasibility is high; Be particularly useful for heavy in section shallow buried covered excavation tunnel excavation, have high economic benefit and social benefit.
Description of drawings
Fig. 1 is the relative position relation sketch map in shallow buried covered excavation tunnel among the present invention;
Fig. 2 is the structural representation of the concrete strengthening band that the horizontal cantilever grouting pipe forms among the present invention.
Wherein, 1. leading ductule, 2. horizontal cantilever grouting pipe, pilot tunnel horizontal cantilever grouting pipe in the 2-1. left side; 2-2. pilot tunnel horizontal cantilever grouting pipe in the right side, hole, 2-3. left side horizontal cantilever grouting pipe, the right hole of 2-4. horizontal cantilever grouting pipe, 3. in pilot tunnel top bar; 4. middle pilot tunnel temporary lining, 5. stull, 6. in pilot tunnel get out of a predicament or an embarrassing situation, 7. in divider wall; 8. left pilot tunnel is topped bar, 9. initial stage lining cutting, and 10. left pilot tunnel is got out of a predicament or an embarrassing situation, and top bar in 11. left holes; 12. get out of a predicament or an embarrassing situation in left hole, 13. left hole inverted arch secondary linings, 14. left hole arch wall secondary linings, 15. concrete strengthening bands.
The specific embodiment
As shown in Figure 1, a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control job practices, carry out according to following steps:
Step 1, the leading ductule 1 of laying and horizontal cantilever grouting pipe 2
Step 1a, leading ductule 1 comprise the first leading ductule of row and the leading ductule of second row; The leading ductule of first row is the peripheral laying of vault along the tunnel, and lay the periphery of the leading ductule of second row pilot tunnel temporary lining 4 positions along arch, tunnel and arch wall periphery and in need being provided with.
The leading ductule of first row is positioned at the top of the leading ductule of second row.The leading ductule length of first row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °.The leading ductule length of second row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °.Longitudinal lap joint is more than or equal to 1m between the first leading ductule of row and the leading ductule of second row.
Step 1b, horizontal cantilever grouting pipe 2 comprise along pilot tunnel horizontal cantilever grouting pipe 2-2, left hole horizontal cantilever grouting pipe 2-3 and right hole horizontal cantilever grouting pipe 2-4 in pilot tunnel horizontal cantilever grouting pipe 2-1, the right side in the left side that the tunnel moves towards evenly and symmetry is laid.Move towards between the adjacent transverse cantilever grouting pipe 2 apart from being 50cm～100cm along the tunnel.
Pilot tunnel horizontal cantilever grouting pipe 2-1 stretches to above the left hole during therefrom the pilot tunnel vault tilts to be upward through in the left side behind divider wall top and the arch wall junction, left hole; Pilot tunnel horizontal cantilever grouting pipe 2-2 stretches to above the right hole during therefrom the pilot tunnel vault tilts to be upward through in the right side behind divider wall top and the arch wall junction, right hole; Left side hole horizontal cantilever grouting pipe 2-3 is tilted to from left pilot tunnel arch wall and stretches to top, left hole, and right hole horizontal cantilever grouting pipe 2-4 is tilted to from right pilot tunnel arch wall and stretches to top, right hole.Pilot tunnel horizontal cantilever grouting pipe 2-1 and horizontal negative direction angle are 45 °～50 ° in the left side; Pilot tunnel horizontal cantilever grouting pipe 2-2 and horizontal positive direction angle are 45 °～50 ° in the right side; 45 °～50 ° of left side hole horizontal cantilever grouting pipe 2-3 and horizontal negative direction angles, 45 °～50 ° of right hole horizontal cantilever grouting pipe 2-4 and horizontal positive direction angles.
Each leading ductule 1 is seamless steel pipe with horizontal cantilever grouting pipe 2, and external diameter is 40mm～42mm, and wall thickness is 3.2mm～3.8mm; Front end is opened to the slip casting inlet and is taper; Slurry section and length are more than or equal to 30cm till the back-end closure, and middle is the slip casting section, and said slip casting section has the injected hole that is quincunx arrangement; The injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
The laying of leading ductule 1 and horizontal cantilever grouting pipe 2 adopts pneumatic pick to head into, or installs after adopting machine drilling or luoyang spade pore-forming.
Pilot tunnel in step 2, the employing up/down steps method excavation, circulate until middle pilot drive completion according to following steps branch process successively:
Step 2a, through being arranged in pilot tunnel 3 peripheral leading ductule 1 slip castings of topping bar, use the method for reserving core soil carry out in pilot tunnel 3 excavations of topping bar, the pilot tunnel 3 peripheral temporary linings of topping bar are provided with stull 5 in being provided with in middle pilot tunnel.
Step 2b, through being arranged in pilot tunnel 6 peripheral leading ductule 1 slip castings of getting out of a predicament or an embarrassing situation; Pilot tunnel 6 excavations of getting out of a predicament or an embarrassing situation during method that use to reserve core soil is carried out; The pilot tunnel 6 peripheral temporary linings of getting out of a predicament or an embarrassing situation in being provided with; Make said in pilot tunnel peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation constitute an integral body, and form pilot tunnel temporary lining 4 in the arch.
Step 2c, dismounting stull 5.
Step 3, construct in divider wall 7 and waterproofing course thereof.
Step 4, adopt the up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take the up/down steps method to excavate right pilot tunnel and You Dong successively.Wherein,, left pilot tunnel through being positioned at 8 peripheral leading ductule 1 slip castings of topping bar of left pilot tunnel, and passes through pilot tunnel horizontal cantilever grouting pipe 2-1 and the horizontal cantilever grouting pipe 2-3 slip casting of left hole in the left side before topping bar 8 excavations., right pilot tunnel through being positioned at peripheral leading ductule 1 slip casting of topping bar of right pilot tunnel, and passes through pilot tunnel horizontal cantilever grouting pipe 2-2 and the horizontal cantilever grouting pipe 2-4 slip casting of right hole in the right side before topping bar excavation.
The concrete steps of step 4 are:
Step 4a, through being positioned at 8 peripheral leading ductule 1 slip castings of topping bar of left pilot tunnel; And through pilot tunnel horizontal cantilever grouting pipe 2-1 and the horizontal cantilever grouting pipe 2-3 slip casting of left hole in the left side; Left side pilot tunnel 8 excavations of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at the left pilot tunnel 10 peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, left pilot tunnel 10 excavations of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at 11 peripheral leading ductule 1 slip castings of topping bar of left hole, left hole 11 excavations of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at the left hole 12 peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, left hole 12 excavations of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting 9 of appropriate section is set.
Pilot tunnel temporary lining 4 is positioned at the part in left hole in the dismounting.Construct left hole inverted arch secondary lining 13 and waterproofing course.Construct left hole arch wall secondary lining 14 and waterproofing course.Carry out left hole secondary lining vault backfill grouting.
Step 4b, through being positioned at peripheral leading ductule 1 slip casting of topping bar of right pilot tunnel; And through pilot tunnel horizontal cantilever grouting pipe 2-2 and the horizontal cantilever grouting pipe 2-4 slip casting of right hole in the right side; The right pilot tunnel excavation of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at peripheral leading ductule 1 slip casting of getting out of a predicament or an embarrassing situation of right pilot tunnel, the right pilot tunnel excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at peripheral leading ductule 1 slip casting of topping bar of right hole, the right hole excavation of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
Through being positioned at peripheral leading ductule 1 slip casting of getting out of a predicament or an embarrassing situation of right hole, the right hole excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting 9 of appropriate section is set.
Pilot tunnel temporary lining 4 is positioned at the part in right hole in the dismounting.Construct right hole inverted arch secondary lining and waterproofing course.Construct right hole arch wall secondary lining and waterproofing course.Carry out right hole secondary lining vault backfill grouting.
During the each slip casting of the inventive method, injecting paste material is a cement water glass biliquid slurry, and grouting pressure is 1MPa～1.5MPa; Cement paste concentration is 1: 0.5～1: 0.8, and slip casting diffusion radius is 450mm～550mm, and the slurries initial setting time is 1min～2min; Retarding agent sodium hydrogen phosphate volume is 2%～2.5%; Cement uses Portland cement, concentration of sodium silicate 35 Baume degrees, cement paste and water glass volume ratio 1: 1～1: 0.6.
The present invention adopts three pilot tunnels, middle divider wall excavation, and wherein the left, center, right pilot tunnel adopts the up/down steps excavation; The up/down steps excavation is adopted in left and right positive hole; The excavation face is little, and the control sedimentation and deformation is played good effect, in the excavation of big section double-hole tunnel, good application is arranged.
As shown in Figure 2; Pilot tunnel horizontal cantilever grouting pipe 2-2, left hole horizontal cantilever grouting pipe 2-3 and right hole horizontal cantilever grouting pipe 2-4 overflow the M font concrete strengthening band 15 of formation in pilot tunnel horizontal cantilever grouting pipe 2-1, the right side from the left side; Effectively soil layer institute bearing load around bearing tunnel upper load and Zuo Dong and right hole tunnel vault, the arch wall reduces tunnel upper load influence basin; Can reinforce the tunnel upper soil horizon, be that the tunnel of loose soil layer plays good reinforcement effect for tunnel top own.And horizontal cantilever grouting pipe 2 is simple with leading grouting with small pipe 1 construction technology, easy operating, and construction safety, soil layer is reinforced instant effect, and the slurries loss is few, and cost is low.
Claims (8)
1. a shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control job practices is characterized in that, carries out according to following steps:
Step 1, lay leading ductule (1) and horizontal cantilever grouting pipe (2)
Step 1a, leading ductule (1) comprise the first leading ductule of row and the leading ductule of second row; Lay the periphery of the peripheral laying of vault along the tunnel of the leading ductule of said first row, the leading ductule of said second row pilot tunnel temporary lining (4) position along arch, tunnel and arch wall periphery and in need being provided with;
Step 1b, horizontal cantilever grouting pipe (2) comprise along pilot tunnel horizontal cantilever grouting pipe (2-2), left hole horizontal cantilever grouting pipe (2-3) and right hole horizontal cantilever grouting pipe (2-4) in pilot tunnel horizontal cantilever grouting pipe (2-1), the right side in the left side that the tunnel moves towards evenly and symmetry is laid; Pilot tunnel horizontal cantilever grouting pipe (2-1) stretches to above the left hole during therefrom the pilot tunnel vault tilts to be upward through in the said left side behind divider wall top and the arch wall junction, left hole; Pilot tunnel horizontal cantilever grouting pipe (2-2) stretches to above the right hole during therefrom the pilot tunnel vault tilts to be upward through in the said right side behind divider wall top and the arch wall junction, right hole; Said left hole horizontal cantilever grouting pipe (2-3) is tilted to from left pilot tunnel arch wall and stretches to top, left hole, and said right hole horizontal cantilever grouting pipe (2-4) is tilted to from right pilot tunnel arch wall and stretches to top, right hole;
Pilot tunnel in step 2, the employing up/down steps method excavation, circulate until middle pilot drive completion according to following steps branch process successively:
Step 2a, through be arranged in pilot tunnel and top bar (3) peripheral leading ductule (1) slip casting, use the method for reserving core soil carry out in pilot tunnel (3) excavation of topping bar, pilot tunnel (3) the peripheral temporary lining of topping bar is provided with stull (5) in being provided with in middle pilot tunnel;
Step 2b, through being arranged in pilot tunnel and getting out of a predicament or an embarrassing situation (6) peripheral leading ductule (1) slip casting; Pilot tunnel (6) excavation of getting out of a predicament or an embarrassing situation during method that use to reserve core soil is carried out; Pilot tunnel (6) peripheral temporary lining of getting out of a predicament or an embarrassing situation in being provided with; Make said in pilot tunnel peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation constitute an integral body, and form pilot tunnel temporary lining (4) in the arch;
Step 2c, dismounting stull (5);
Step 3, construct middle divider wall (7) and waterproofing course thereof;
Step 4, adopt the up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take the up/down steps method to excavate right pilot tunnel and You Dong successively; Wherein,, left pilot tunnel through being positioned at (8) peripheral leading ductule (1) slip casting of topping bar of left pilot tunnel, and passes through pilot tunnel horizontal cantilever grouting pipe (2-1) and left hole horizontal cantilever grouting pipe (2-3) slip casting in the left side before topping bar (8) excavation; , right pilot tunnel through being positioned at peripheral leading ductule (1) slip casting of topping bar of right pilot tunnel, and passes through pilot tunnel horizontal cantilever grouting pipe (2-2) and right hole horizontal cantilever grouting pipe (2-4) slip casting in the right side before topping bar excavation.
2. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices, it is characterized in that the concrete steps of step 4 are:
Step 4a, through being positioned at (8) peripheral leading ductule (1) slip casting of topping bar of left pilot tunnel; And through pilot tunnel horizontal cantilever grouting pipe (2-1) and left hole horizontal cantilever grouting pipe (2-3) slip casting in the left side; Left side pilot tunnel (8) excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at left pilot tunnel (10) the peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, left pilot tunnel (10) excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at (11) peripheral leading ductule (1) slip casting of topping bar of left hole, left hole (11) excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at left hole (12) the peripheral leading grouting with small pipe of getting out of a predicament or an embarrassing situation, left hole (12) excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting (9) of appropriate section is set; Pilot tunnel temporary lining (4) is positioned at the part in left hole in the dismounting; Construct left hole inverted arch secondary lining (13) and waterproofing course; Construct left hole arch wall secondary lining (14) and waterproofing course; Carry out left hole secondary lining vault backfill grouting;
Step 4b, through being positioned at peripheral leading ductule (1) slip casting of topping bar of right pilot tunnel; And through pilot tunnel horizontal cantilever grouting pipe (2-2) and right hole horizontal cantilever grouting pipe (2-4) slip casting in the right side; The right pilot tunnel excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at peripheral leading ductule (1) slip casting of getting out of a predicament or an embarrassing situation of right pilot tunnel, the right pilot tunnel excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at peripheral leading ductule (1) slip casting of topping bar of right hole, the right hole excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; Through being positioned at peripheral leading ductule (1) slip casting of getting out of a predicament or an embarrassing situation of right hole, the right hole excavation of getting out of a predicament or an embarrassing situation, and the initial stage lining cutting (9) of appropriate section is set; Pilot tunnel temporary lining (4) is positioned at the part in right hole in the dismounting; Construct right hole inverted arch secondary lining and waterproofing course; Construct right hole arch wall secondary lining and waterproofing course; Carry out right hole secondary lining vault backfill grouting.
3. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices, it is characterized in that, in the step 1; Said each leading ductule (1) and horizontal cantilever grouting pipe (2) are seamless steel pipe, and external diameter is 40mm～42mm, and wall thickness is 3.2mm～3.8mm; Front end is opened to the slip casting inlet and is taper; Slurry section and length are more than or equal to 30cm till the back-end closure, and middle is the slip casting section, and said slip casting section has the injected hole that is quincunx arrangement; The injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
4. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices; It is characterized in that; Pilot tunnel horizontal cantilever grouting pipe (2-1) and 45 °～50 ° of horizontal negative direction angles in the said left side; Pilot tunnel horizontal cantilever grouting pipe (2-2) and 45 °～50 ° of horizontal positive direction angles in the said right side; Said left hole horizontal cantilever grouting pipe (2-3) and 45 °～50 ° of horizontal negative direction angles, said right hole horizontal cantilever grouting pipe (2-4) and 45 °～50 ° of horizontal positive direction angles.
5. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices, it is characterized in that, move towards along the tunnel between the said adjacent transverse cantilever grouting pipe (2) apart from being 50cm～100cm.
6. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices, it is characterized in that in the step 1, the leading ductule of said first row is positioned at the top of the leading ductule of said second row; The leading ductule length of said first row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °; The leading ductule length of said second row is 2.3m～2.7m, and the conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °; Longitudinal lap joint is more than or equal to 1m between said first leading ductule of row and the leading ductule of second row.
7. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices; It is characterized in that; In the step 1, the laying of said leading ductule (1) and horizontal cantilever grouting pipe (2) adopts pneumatic pick to head into, or installs after adopting machine drilling or luoyang spade pore-forming.
8. according to the described shallow buried covered excavation tunnel lateral direction of claim 1 grouting pipe settlement Control job practices, it is characterized in that, during slip casting; Injecting paste material is a cement water glass biliquid slurry, and grouting pressure is 1MPa～1.5MPa, and cement paste concentration is 1: 0.5～1: 0.8; Slip casting diffusion radius is 450mm～550mm; The slurries initial setting time is 1min～2min, and retarding agent sodium hydrogen phosphate volume is 2%～2.5%, and cement uses Portland cement; Concentration of sodium silicate 35 Baume degrees, cement paste and water glass volume ratio 1: 1～1: 0.6.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210070798.8A CN102606167B (en) | 2012-03-16 | 2012-03-16 | Settlement control construction method for transverse grouting guide pipe of shallow underground excavation tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210070798.8A CN102606167B (en) | 2012-03-16 | 2012-03-16 | Settlement control construction method for transverse grouting guide pipe of shallow underground excavation tunnel |
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| CN102606167A true CN102606167A (en) | 2012-07-25 |
| CN102606167B CN102606167B (en) | 2014-03-12 |
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| CN201210070798.8A Active CN102606167B (en) | 2012-03-16 | 2012-03-16 | Settlement control construction method for transverse grouting guide pipe of shallow underground excavation tunnel |
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| CN103016027A (en) * | 2013-01-21 | 2013-04-03 | 中南大学 | Tunnel or roadway excavating method under weak and broken complicated geological conditions |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN103758530A (en) * | 2014-01-22 | 2014-04-30 | 北京市市政工程设计研究总院有限公司 | Primary support multiple-arch dual-liner independent underground excavation subway interval structure and construction method |
| CN103867214A (en) * | 2013-11-21 | 2014-06-18 | 上海市基础工程集团有限公司 | Construction method for carrying out secondary lining and casting in shielded tunnel |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
| CN104533444A (en) * | 2014-12-03 | 2015-04-22 | 中铁第四勘察设计院集团有限公司 | Time-factor considered dynamic allocation method of shield tunnel structure |
| CN104989410A (en) * | 2015-07-13 | 2015-10-21 | 中铁十九局集团第二工程有限公司 | Ground-settlement-resisting and collapse-preventing construction method for shallowly buried and darkly excavated tunnel |
| CN105756682A (en) * | 2016-02-25 | 2016-07-13 | 北京市政建设集团有限责任公司 | Bored tunnel mechanized construction method in combination with drilling injection method |
| CN105822327A (en) * | 2016-05-20 | 2016-08-03 | 中国电建集团铁路建设有限公司 | Lateral advance reinforcement construction method with underground excavation small pilot tunnels |
| CN106917627A (en) * | 2017-03-24 | 2017-07-04 | 中建交通建设集团有限公司 | The advanced support method of pilot tunnel under a kind of water rich strata boring construction |
| CN107740698A (en) * | 2017-11-06 | 2018-02-27 | 中铁第勘察设计院集团有限公司 | The constructing structure and its method of existing buildings are worn under weak soil rich water tunnel |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN108547639A (en) * | 2018-03-13 | 2018-09-18 | 北京市政路桥股份有限公司 | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings |
| CN110145316A (en) * | 2019-05-13 | 2019-08-20 | 中铁第六勘察设计院集团有限公司 | Across existing tunnel construction method on a kind of shallow embedding is closely connected |
| CN110566725A (en) * | 2019-09-02 | 2019-12-13 | 河海大学 | sedimentation-controlled buried large-diameter flexible pipeline and processing method thereof |
| CN111365072A (en) * | 2020-03-10 | 2020-07-03 | 中铁第六勘察设计院集团有限公司 | Guide hole exploration structure and method for huge cavern of fractured rock mass |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
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| CN103016027A (en) * | 2013-01-21 | 2013-04-03 | 中南大学 | Tunnel or roadway excavating method under weak and broken complicated geological conditions |
| CN103266614B (en) * | 2013-05-15 | 2015-04-29 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN103867214A (en) * | 2013-11-21 | 2014-06-18 | 上海市基础工程集团有限公司 | Construction method for carrying out secondary lining and casting in shielded tunnel |
| CN103758530A (en) * | 2014-01-22 | 2014-04-30 | 北京市市政工程设计研究总院有限公司 | Primary support multiple-arch dual-liner independent underground excavation subway interval structure and construction method |
| CN103899323B (en) * | 2014-05-06 | 2016-01-27 | 中铁二十五局集团轨道交通工程有限公司 | A kind of construction method of shield crossing rail yard |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
| CN104074525B (en) * | 2014-07-02 | 2016-02-24 | 南京林业大学 | Full-face pouring, rectangular horizontal are freezed and pipe canopy joint reinforcement structure and method |
| CN104533444A (en) * | 2014-12-03 | 2015-04-22 | 中铁第四勘察设计院集团有限公司 | Time-factor considered dynamic allocation method of shield tunnel structure |
| CN104989410A (en) * | 2015-07-13 | 2015-10-21 | 中铁十九局集团第二工程有限公司 | Ground-settlement-resisting and collapse-preventing construction method for shallowly buried and darkly excavated tunnel |
| CN105756682B (en) * | 2016-02-25 | 2018-12-11 | 北京市政建设集团有限责任公司 | The bored tunnel mechanized construction method of note method is bored in a kind of combination |
| CN105756682A (en) * | 2016-02-25 | 2016-07-13 | 北京市政建设集团有限责任公司 | Bored tunnel mechanized construction method in combination with drilling injection method |
| CN105822327A (en) * | 2016-05-20 | 2016-08-03 | 中国电建集团铁路建设有限公司 | Lateral advance reinforcement construction method with underground excavation small pilot tunnels |
| CN106917627A (en) * | 2017-03-24 | 2017-07-04 | 中建交通建设集团有限公司 | The advanced support method of pilot tunnel under a kind of water rich strata boring construction |
| CN107740698A (en) * | 2017-11-06 | 2018-02-27 | 中铁第勘察设计院集团有限公司 | The constructing structure and its method of existing buildings are worn under weak soil rich water tunnel |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN108547639A (en) * | 2018-03-13 | 2018-09-18 | 北京市政路桥股份有限公司 | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings |
| CN108547639B (en) * | 2018-03-13 | 2019-12-03 | 北京市政路桥股份有限公司 | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings |
| CN110145316A (en) * | 2019-05-13 | 2019-08-20 | 中铁第六勘察设计院集团有限公司 | Across existing tunnel construction method on a kind of shallow embedding is closely connected |
| CN110566725A (en) * | 2019-09-02 | 2019-12-13 | 河海大学 | sedimentation-controlled buried large-diameter flexible pipeline and processing method thereof |
| CN111365072A (en) * | 2020-03-10 | 2020-07-03 | 中铁第六勘察设计院集团有限公司 | Guide hole exploration structure and method for huge cavern of fractured rock mass |
| CN111365072B (en) * | 2020-03-10 | 2022-02-15 | 中铁第六勘察设计院集团有限公司 | Guide hole exploration structure and method for huge cavern of fractured rock mass |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
| CN114718582B (en) * | 2022-06-08 | 2022-09-06 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
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