CN102606167B - 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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- CN102606167B CN102606167B CN201210070798.8A CN201210070798A CN102606167B CN 102606167 B CN102606167 B CN 102606167B CN 201210070798 A CN201210070798 A CN 201210070798A CN 102606167 B CN102606167 B CN 102606167B
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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 underground structure technical field of buildings, be specifically related to a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method 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, can affect the safety of above ground structure and the normal use of underground utilities when sedimentation and deformation is excessive, especially particularly outstanding at the shallow buried covered excavation tunnel excavation of scall structure.Conventionally urban subway 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 stratum, in order to guarantee that surface structures safety, traffic are normal, require to control surface settlement and the formation displacement that construction of underground tunnel causes.The selection of working procedure and method, as slightly error, will cause immeasurable loss.Therefore, for the working procedure in shallow buried covered excavation tunnel and method, make correct selection significant.
Summary of the invention
The object of this invention is to provide a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method, can effectively reinforce scall structure, improve scall soil property, prevent ground settlement and stratum deformation that scall shallow buried covered excavation tunnel excavation causes.
The technical solution adopted in the present invention is that a kind of shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method, is characterized in that, according to following steps, carries out:
Step 1, laying advanced tubule and horizontal cantilever grouting pipe
Step 1a, advanced tubule comprise first row advanced tubule and second row advanced tubule, first row advanced tubule is laid along tunnel vault is peripheral, and second row advanced tubule is laid along arch, tunnel and arch wall periphery peripheral and that middle pilot tunnel temporary lining position need to be set;
Step 1b, horizontal cantilever grouting pipe comprises pilot tunnel horizontal cantilever grouting pipe in and symmetrical left side of laying even along tunnel trend, pilot tunnel horizontal cantilever grouting pipe in right side, left hole horizontal cantilever grouting pipe and right hole horizontal cantilever grouting pipe, in left side pilot tunnel horizontal cantilever grouting pipe therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu Zuo hole, middle divider wall top, stretch to top, left hole, in right side pilot tunnel horizontal cantilever grouting pipe therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu You hole, middle divider wall top, stretch to top, right hole, left hole horizontal cantilever grouting pipe is tilted to and stretches to top, left hole from left pilot tunnel arch wall, right hole horizontal cantilever grouting pipe is tilted to and stretches to top, right hole from right pilot tunnel arch wall,
Pilot tunnel in step 2, employing up/down steps method excavation, circulates until middle pilot drive completes successively according to following steps minute process:
Step 2a, the advanced tubule slip casting of topping bar peripheral by being arranged in pilot tunnel, used the method for remaining core soil in advance to carry out the middle pilot tunnel excavation of topping bar, and the peripheral temporary lining of topping bar of middle pilot tunnel is set, and in middle pilot tunnel, stull is set;
Step 2b, the advanced tubule slip casting of getting out of a predicament or an embarrassing situation peripheral by being arranged in pilot tunnel, use the method for remaining core soil in advance to carry out the middle pilot tunnel excavation of getting out of a predicament or an embarrassing situation, the peripheral temporary lining of getting out of a predicament or an embarrassing situation of middle pilot tunnel is set, make peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation of middle pilot tunnel form an integral body, and form pilot tunnel temporary lining in arch;
Step 2c, dismounting stull;
Step 4, adopt up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take successively up/down steps method to excavate right pilot tunnel and You Dong; Wherein, the advanced tubule slip casting of topping bar peripheral by being positioned at left pilot tunnel before left pilot tunnel is topped bar excavation, and by pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of left hole in left side; The advanced tubule slip casting of topping bar peripheral by being positioned at right pilot tunnel before right pilot tunnel is topped bar excavation, and by pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of right hole in right side.
The concrete steps of step 4 are:
Step 4a, the advanced tubule slip casting of topping bar peripheral by being positioned at left pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of left hole in left side, the left pilot tunnel excavation of topping bar, and the initial stage lining cutting of appropriate section is set; The advanced tubule slip casting of getting out of a predicament or an embarrassing situation peripheral by being positioned at left pilot tunnel, 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; By being positioned at the advanced tubule slip casting of topping bar peripheral in left hole, the left hole excavation of topping bar, and the initial stage lining cutting of appropriate section is set; By being positioned at the advanced tubule slip casting of getting out of a predicament or an embarrassing situation peripheral in left hole, 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; In dismounting, pilot tunnel temporary lining is positioned at the part in left hole; 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, the advanced tubule slip casting of topping bar peripheral by being positioned at right pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe and the horizontal cantilever grouting pipe slip casting of right hole in right side, the right pilot tunnel excavation of topping bar, and the initial stage lining cutting of appropriate section is set; The advanced tubule slip casting of getting out of a predicament or an embarrassing situation peripheral by being positioned at right pilot tunnel, 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; By being positioned at the advanced tubule slip casting of topping bar peripheral in right hole, the right hole excavation of topping bar, and the initial stage lining cutting of appropriate section is set; By being positioned at the advanced tubule slip casting of getting out of a predicament or an embarrassing situation peripheral in right hole, 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; In dismounting, pilot tunnel temporary lining is positioned at the part in right hole; 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 step 1, each advanced tubule and horizontal cantilever grouting pipe are seamless steel pipe, external diameter is 40mm～42mm, wall thickness is 3.2mm～3.8mm, and front end is opened as slip casting entrance and is taper, and back-end closure is that grouting section and length are more than or equal to 30cm, middle is slip casting section, slip casting section has the injected hole that is quincunx arrangement, and injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
In left side, pilot tunnel horizontal cantilever grouting pipe and horizontal negative direction angle are 45 °～50 °, in right side, pilot tunnel horizontal cantilever grouting pipe and horizontal positive direction angle are 45 °～50 °, 45 °～50 ° of left hole horizontal cantilever grouting pipe and horizontal negative direction angles, 45 °～50 ° of right hole horizontal cantilever grouting pipe and horizontal positive direction angles.
Along tunnel, moving towards distance between described adjacent transverse cantilever grouting pipe is 50cm～100cm.
In step 1, first row advanced tubule is positioned at the top of second row advanced tubule; First row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °; Second row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °; Between first row advanced tubule and second row advanced tubule, longitudinal lap joint is more than or equal to 1m.
In step 1, the laying of advanced tubule 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 cement-silicate biliquid slurry, 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 is used 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 construction method of the present invention is, by the concrete strengthening band that horizontal cantilever grouting pipe is set and forms in tunnel excavation process, can effectively reinforce scall structure, improve scall soil property, the excavation in scall shallow buried covered excavation tunnel is caused to ground settlement and stratum deformation play good restriction, reducing effect, easy construction, feasibility is high, be particularly useful for heavy in section shallow buried covered excavation tunnel excavation, there is higher economic benefit and social benefit.
Accompanying drawing explanation
Fig. 1 is the relative position relation schematic diagram in shallow buried covered excavation tunnel in the present invention;
Fig. 2 is the structural representation of the concrete strengthening band that in the present invention, horizontal cantilever grouting pipe forms.
Wherein, 1. advanced tubule, 2. horizontal cantilever grouting pipe, pilot tunnel horizontal cantilever grouting pipe in 2-1. left side, pilot tunnel horizontal cantilever grouting pipe in 2-2. right side, the left hole of 2-3. horizontal cantilever grouting pipe, the right hole of 2-4. horizontal cantilever grouting pipe, 3. in, pilot tunnel is topped bar, 4. pilot tunnel temporary lining in, 5. stull, 6. in, pilot tunnel is got out of a predicament or an embarrassing situation, 7. divider wall in, 8. left pilot tunnel is topped bar, 9. initial stage lining cutting, 10. left pilot tunnel is got out of a predicament or an embarrassing situation, top bar in 11. left holes, get out of a predicament or an embarrassing situation in 12. left holes, 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 construction method, according to following steps, carry out:
Step 1, laying advanced tubule 1 and horizontal cantilever grouting pipe 2
Step 1a, advanced tubule 1 comprise first row advanced tubule and second row advanced tubule, first row advanced tubule is laid along tunnel vault is peripheral, and second row advanced tubule is laid along arch, tunnel and arch wall periphery peripheral and that middle pilot tunnel temporary lining 4 positions need to be set.
First row advanced tubule is positioned at the top of second row advanced tubule.First row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °.Second row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °.Between first row advanced tubule and second row advanced tubule, longitudinal lap joint is more than or equal to 1m.
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, right side in the left side that tunnel moves towards evenly and symmetry is laid.Along tunnel, moving towards distance between adjacent transverse cantilever grouting pipe 2 is 50cm～100cm.
In left side pilot tunnel horizontal cantilever grouting pipe 2-1 therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu Zuo hole, middle divider wall top, stretch to top, left hole, in right side pilot tunnel horizontal cantilever grouting pipe 2-2 therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu You hole, middle divider wall top, stretch to top, right hole, left hole horizontal cantilever grouting pipe 2-3 is tilted to and stretches to top, left hole from left pilot tunnel arch wall, and right hole horizontal cantilever grouting pipe 2-4 is tilted to and stretches to top, right hole from right pilot tunnel arch wall.In left side, pilot tunnel horizontal cantilever grouting pipe 2-1 and horizontal negative direction angle are 45 °～50 °, in right side, pilot tunnel horizontal cantilever grouting pipe 2-2 and horizontal positive direction angle are 45 °～50 °, 45 °～50 ° of left 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 advanced tubule 1 and horizontal cantilever grouting pipe 2 are seamless steel pipe, external diameter is 40mm～42mm, wall thickness is 3.2mm～3.8mm, front end is opened as slip casting entrance and is taper, back-end closure is that grouting section and length are more than or equal to 30cm, and middle is slip casting section, and described slip casting section has the injected hole that is quincunx arrangement, injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
The laying of advanced tubule 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, employing up/down steps method excavation, circulates until middle pilot drive completes successively according to following steps minute process:
Step 2a, by being arranged in top bar advanced tubule 1 slip casting of 3 peripheries of pilot tunnel, use the method for remaining core soil in advance to carry out middle pilot tunnel 3 excavations of topping bar, the 3 peripheral temporary linings of topping bar of middle pilot tunnel are set, stull 5 is set in middle pilot tunnel.
Step 2b, by being arranged in get out of a predicament or an embarrassing situation advanced tubule 1 slip casting of 6 peripheries of pilot tunnel, use the method for remaining core soil in advance to carry out middle pilot tunnel 6 excavations of getting out of a predicament or an embarrassing situation, the 6 peripheral temporary linings of getting out of a predicament or an embarrassing situation of middle pilot tunnel are set, make peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation of described middle pilot tunnel form an integral body, and form pilot tunnel temporary lining 4 in arch.
Step 2c, dismounting stull 5.
Step 4, adopt up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take successively up/down steps method to excavate right pilot tunnel and You Dong.Wherein, before left pilot tunnel is topped bar 8 excavations by being positioned at top bar advanced tubule 1 slip casting of 8 peripheries of left pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe 2-1 and the horizontal cantilever grouting pipe 2-3 slip casting of left hole in left side.Before topping bar excavation, right pilot tunnel by being positioned at peripheral advanced tubule 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 right side.
The concrete steps of step 4 are:
Step 4a, by being positioned at top bar advanced tubule 1 slip casting of 8 peripheries of left pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe 2-1 and the horizontal cantilever grouting pipe 2-3 slip casting of left hole in left side, left pilot tunnel 8 excavations of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
By being positioned at the get out of a predicament or an embarrassing situation advanced tubule slip casting of 10 peripheries of left pilot tunnel, 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.
By being positioned at top bar advanced tubule 1 slip casting of 11 peripheries of left hole, left hole 11 excavations of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
By being positioned at the get out of a predicament or an embarrassing situation advanced tubule slip casting of 12 peripheries of left hole, 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.
In dismounting, pilot tunnel temporary lining 4 is positioned at the part in left hole.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, by being positioned at peripheral advanced tubule 1 slip casting of topping bar of right pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe 2-2 and the horizontal cantilever grouting pipe 2-4 slip casting of right hole in right side, the right pilot tunnel excavation of topping bar, and the initial stage lining cutting 9 of appropriate section is set.
By being positioned at peripheral advanced tubule 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.
By being positioned at peripheral advanced tubule 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.
By being positioned at peripheral advanced tubule 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.
In dismounting, pilot tunnel temporary lining 4 is positioned at the part in right hole.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 cement-silicate biliquid slurry, 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 is used 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 left, center, right pilot tunnel adopts up/down steps excavation, left and right positive hole adopts up/down steps excavation, excavation face is little, to controlling sedimentation and deformation, plays good effect, in the excavation of large section double-hole tunnel, has good application.
As shown in Figure 2, from left side, in pilot tunnel horizontal cantilever grouting pipe 2-1, right side, 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, effectively soil layer institute bearing load around bearing tunnel upper load and Zuo Dong and right hole tunnel vault, arch wall, reduces tunnel upper load influence basin; Energy Strengthening Tunnel upper soil horizon, the tunnel that is loose soil layer for tunnel top own plays good reinforcement effect.And horizontal cantilever grouting pipe 2 and advanced tubule slip casting 1 construction technology are simple, easy operating, construction safety, soil layer is reinforced instant effect, and slurries loss is few, and cost is low.
Claims (8)
1. a shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method, is characterized in that, according to following steps, carries out:
Step 1, laying advanced tubule (1) and horizontal cantilever grouting pipe (2):
Step 1a, advanced tubule (1) comprise first row advanced tubule and second row advanced tubule, described first row advanced tubule is laid along tunnel vault is peripheral, and described second row advanced tubule is laid along arch, tunnel and arch wall periphery peripheral and that middle pilot tunnel temporary lining (4) position need to be set;
Step 1b, horizontal cantilever grouting pipe (2) comprises pilot tunnel horizontal cantilever grouting pipe (2-1) in and symmetrical left side of laying even along tunnel trend, pilot tunnel horizontal cantilever grouting pipe (2-2) in right side, left hole horizontal cantilever grouting pipe (2-3) and right hole horizontal cantilever grouting pipe (2-4), in described left side pilot tunnel horizontal cantilever grouting pipe (2-1) therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu Zuo hole, middle divider wall top, stretch to top, left hole, in described right side pilot tunnel horizontal cantilever grouting pipe (2-2) therefrom pilot tunnel vault after tilting to be upward through arch wall junction, Yu You hole, middle divider wall top, stretch to top, right hole, described left hole horizontal cantilever grouting pipe (2-3) is tilted to and stretches to top, left hole from left pilot tunnel arch wall, described right hole horizontal cantilever grouting pipe (2-4) is tilted to and stretches to top, right hole from right pilot tunnel arch wall,
Pilot tunnel in step 2, employing up/down steps method excavation, circulates until middle pilot drive completes successively according to following steps minute process:
Step 2a, by being arranged in pilot tunnel and topping bar (3) peripheral advanced tubule (1) slip casting, use the method for remaining core soil in advance to carry out middle pilot tunnel (3) excavation of topping bar, (3) the peripheral temporary lining of topping bar of middle pilot tunnel is set, stull (5) is set in middle pilot tunnel;
Step 2b, by being arranged in pilot tunnel and getting out of a predicament or an embarrassing situation (6) peripheral advanced tubule (1) slip casting, use the method for remaining core soil in advance to carry out middle pilot tunnel (6) excavation of getting out of a predicament or an embarrassing situation, (6) the peripheral temporary lining of getting out of a predicament or an embarrassing situation of middle pilot tunnel is set, make peripheral temporary lining and the middle pilot tunnel peripheral temporary lining of topping bar of getting out of a predicament or an embarrassing situation of described middle pilot tunnel form an integral body, and form pilot tunnel temporary lining (4) in arch;
Step 2c, dismounting stull (5);
Step 3, construct middle divider wall (7) and waterproofing course thereof;
Step 4, adopt up/down steps method to excavate left pilot tunnel and Zuo Dong successively, take successively up/down steps method to excavate right pilot tunnel and You Dong; Wherein, before topping bar (8) excavation, left pilot tunnel by being positioned at (8) peripheral advanced tubule (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 left side; Before topping bar excavation, right pilot tunnel by being positioned at peripheral advanced tubule (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 right side.
2. according to shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, the concrete steps of step 4 are:
Step 4a, by being positioned at (8) peripheral advanced tubule (1) slip casting of topping bar of left pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe (2-1) and left hole horizontal cantilever grouting pipe (2-3) slip casting in left side, left pilot tunnel (8) excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; By being positioned at (10) the peripheral advanced tubule slip casting of getting out of a predicament or an embarrassing situation of left pilot tunnel, 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; By being positioned at (11) peripheral advanced tubule (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; By being positioned at (12) the peripheral advanced tubule slip casting of getting out of a predicament or an embarrassing situation of left hole, 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; In dismounting, pilot tunnel temporary lining (4) is positioned at the part in left hole; 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, by being positioned at peripheral advanced tubule (1) slip casting of topping bar of right pilot tunnel, and by pilot tunnel horizontal cantilever grouting pipe (2-2) and right hole horizontal cantilever grouting pipe (2-4) slip casting in right side, the right pilot tunnel excavation of topping bar, and the initial stage lining cutting (9) of appropriate section is set; By being positioned at peripheral advanced tubule (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; By being positioned at peripheral advanced tubule (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; By being positioned at peripheral advanced tubule (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; In dismounting, pilot tunnel temporary lining (4) is positioned at the part in right hole; 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 shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, in step 1, described each advanced tubule (1) and horizontal cantilever grouting pipe (2) are seamless steel pipe, external diameter is 40mm～42mm, wall thickness is 3.2mm～3.8mm, front end is opened as slip casting entrance and is taper, back-end closure is that grouting section and length are more than or equal to 30cm, middle is slip casting section, described slip casting section has the injected hole that is quincunx arrangement, and injected hole aperture is 6mm～8mm, and pitch of holes is 12cm～15cm.
4. according to shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, pilot tunnel horizontal cantilever grouting pipe (2-1) and 45 °～50 ° of horizontal negative direction angles in described left side, pilot tunnel horizontal cantilever grouting pipe (2-2) and 45 °～50 ° of horizontal positive direction angles in described right side, described left hole horizontal cantilever grouting pipe (2-3) and 45 °～50 ° of horizontal negative direction angles, described right hole horizontal cantilever grouting pipe (2-4) and 45 °～50 ° of horizontal positive direction angles.
5. according to shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, along tunnel, moving towards distance between described adjacent transverse cantilever grouting pipe (2) is 50cm～100cm.
6. according to shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, in step 1, described first row advanced tubule is positioned at the top of described second row advanced tubule; Described first row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 5 °～10 °; Described second row advanced tubule length is 2.3m～2.7m, and conduit circumferential distance is 0.3m～0.4m, and outer limb is 30 °～35 °; Between described first row advanced tubule and second row advanced tubule, longitudinal lap joint is more than or equal to 1m.
7. according to shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, in step 1, the laying of described advanced tubule (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 shallow buried covered excavation tunnel lateral direction grouting pipe settlement Control construction method claimed in claim 1, it is characterized in that, during slip casting, injecting paste material is cement-silicate biliquid slurry, grouting pressure is 1MPa～1.5MPa, 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, retarding agent sodium hydrogen phosphate volume is 2%～2.5%, cement is used Portland cement, concentration of sodium silicate 35 Baume degrees, cement paste and water glass volume ratio 1:1～1:0.6.
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| 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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